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HomeMy WebLinkAboutDrainage Reports - 02/20/1995Final !ay �,1O tt PROPMRTY OF AT C01"NS U, �. OVERALL PRELIMINARY DRAINAGE REPORT ' AND EROSION CONTROL STUDY FOR. POf,;DS AT OVERLW ' FORT COLLINS, COLORADO November 21, 1994 Rev,$cl TAN 4, r!�3 s 1 C L I w 1;: 4ry T3DINC. :November 21, 1994 Engineering Consultants 209 S. Meldrurn Fort Collins, Colorado 80521 303/482-5922 FAX: 303/482.6368 Mr. Glen Schlueter City of Fort Collins Utility Services Stormwater 235 Mathews Fort Collins, Colorado 80522 RE: Letter of Transmittal Preliminary Drainage Report - Ponds at Overland Project Dear Glen: We are pleased to submit for your review and approval, Preliminary Drainage Report for the proposed Ponds at Overland project. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have questions or comments. Respectfully, RBD Inc., Engineering Consultants Prepared By: Reviewed By: a4-H. 'VW_r�VIE Andrea H. Faucett, P.E. Kevin W. Gingery, P.E. Project Engineer Water Resources /Craig C' Houdeshell Proje�ngineer enclosure Denver 303/458-5526 Project:lVlanager I LJ [1 1 %DINC. Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 303/482-5922 FAX: 303/482-6368 . Stormwater: Utility 235 Mathews Street Fort Collins, CO 80521 Attention:. Basil Hamdan Subject: Resubmittal - Ponds at Overland January 4, 1995 Dear Basil:, As we discussed, I am submitting three copies of the Preliminary Drainage Report Revisions Appendix.Contained in the Appendix are the following: 1) Revised Drainage Plan; 2) Response to City Comments; 3) Revised SWMM; 4) Revised SWMM schematic; 5) Revised Preliminary Drainage Report Narrative - (reflecting changes due to;comments and revised SWMM) 6) Photocopies of land ownership information for Clearview Drainageway; 7) Photocopy of Resource Consultants, Inc. 1980 profile sheet highlighting invert elevation of the "parallel channel" at the regional detention pond; 8) Revised text from the original Preliminary Drainage Report. 9) Photocopy of Letter from Pleasant Valley and Lake Canal Board 10) Wetlands Report prepared by Riverside Technology, incorporated We believe the submitted information makes the preliminary submittal complete and addresses Stormwater Utility's concerns. Hence, the information is provided for should allow approval by the City Planning and Zoning Board, January 23rd, 1995. Please call,if you have questions or comments. Sincerely, Reviewed By: RBDf Inc.00 W �. 00 �i Andrea Faucett, P.E. /bro li C. Houdeshell Kevin W. Gingery, P.E. Project Engineer ect Engineer Water Resources Project Manager Denver303/458-5526 RESPONSE TO CITY COMMENTS (STORM DRAINAGE) PROJECT: 4-94B THE PONDS 0 OVERLAND TRAIL The SWMM and other calculation oriented portions of this submittal was reviewed by Lidstone Anderson under the Stormwater Utility's standing order contract. Please refer to their detailed comments enclosed herein. City Comment: This site presents several engineering challenges from a drainage standpoint due to the difficulty of the terrain (steep slopes), the existence of natural areas and wetlands on it, the existence of two irrigation ditches, crossings of major utility lines, and the planned Mater planned improvements around the site. Thus, the review and approval of this development will require an inordinate amount of coordination between the developer, the consultant, and the Stormwater Utility. Thus, a preliminary re -submittal is required prior to preliminary P & Z approval in order for the consultant to address some of these issues at this preliminary stage, rather than waiting for final design. Response: It was decided during a meeting, December 20, 1994, between Basil Hanrdan (City Stonnwater Utility) and Craig Houdeshell (RBD) that the preliminary "re -submittal " is to take the form of an additional appendix to the original submittal. Re -submittal of the entire prelinzinmy report is not needed. Three copies to be submitted, per Basil Hamdan's request.. of the re -submittal appendix to the City StOl7nivater Utility. City Comment: The main issue that was ignored by this submittal is the compatibility of this drainage plan with the future regional drainage facilities planned for this location. As indicated in previous meetings between Stormwater Utility personnel and RBD engineers, there is a "parallel" channel planned in the Canal Importation Basin Master Plan that starts at the outfall from this development and would be carrying strictly Stormwater flows. Please provide a pond design that would allow all detention areas within this development to drain into that conceptual channel. Invert elevations will need to be set at this stage since these will set the alignment and grade of the future channel. Please discuss whether ? Response: During meetings between City stonnwater personnel and RBD, at the office of Lidstone/Anderson, it was decided the stonnwater discharge would outfall into the Clearview Drainageway, along the eastside of Overland Trail Road. It is the opinion of RBD that since the ponds and functional oufall are in place first (prior to the 'parallel channel') the channel should be made to work with the site conditions that exist at the time the channel is constructed. However, in compliance with the drawings completed RCI, the invert elevation of the proposed Pond #396 marches the invert elevation of the RCI drawing at station 70+00 on the attached RCI profile sheet. ' RESPONSE TO CITY COMMENTS (STORM DRAINAGE) PROJECT:.4-94B THE PONDS na, OVERLAND TRAIL ' The RCI sheet shows an estimated right-of-way width of 40 feet to 50 feet. It is believed the right -or -way may be defined and received at the time the parallel channel is constructed. It should be noted that at the tine of parallel channel construction a trickle pan and culvert can ' be constructed to make the proposed ponds part of the parallel channel. City Comment: Repayment for some of the box culverts carrying historic flows from this development has been discussed between the Stormwater Utility and RBD. The Stormwater Utility's policy states that repayment would oifly be done for crossings identified in the Master Plan and the .Utility would only pay for the difference between historic and developed flows. Passing upstream historic flows is the responsibility of the developer. Response: 777e Open Space is being dedicated to the City of Fort Collins in accordance with the Annexation Agreement with the Developer. Under the agreement the Developer is not responsible for the costs associated with the Open Space dedicated. Additionally, the Developer believes that when the city's policy was considered and adopted the City was being developed on relatively flat ground and the unique hydrologic circunstances of developing the steep "hog backs" west of town and upstream City open space was not considered. 77ierefore, it is believed the City should not only participate in the cost of construction of the regional detention pond and appurtenant features but the City should also participate in the cost of drainage feature used to convey discharge generated on the upstream land that has the ultimate use as City Open Space. City Comment: Due to the steep grades at several locations, channel and slope stability will be key issues that should be carefully evaluated at final design. Response._ These concerns will be addressed at final design. City Comment: There is some encroachment from this development on some wetlands. A Corps of Engineers 404 permit may be required at final depending on the size of the encroachments. Please evaluate and indicate what mitigating measures are contemplated. Response: The Developer is aware of wetland issues. The requirement of a Nationwide 404 Pennit is anticipated. Disturbed wetlands will be mitigated if required by the City Natural Resources Deparnnent. The use of constructed wetlands will mitigate disturbed existing wetlands and will be used as a stormwater quality control in Detention Pond #399. ' City Comment: Undetained off -site flows from this development to the north should be evaluated. In the case where these flows are at less than historical rates, no drainage easement would be required. Response: ' RESPONSE TO CITY COMMENTS (STORM DRAINAGE) ' PROJECT: 4-94B THE PONDS (a OVERLAND TRAIL ' A 20 foot drainage easement is shown on the attached drainage plan. ' City Comment: Please show all overflow spillways on detention ponds. Be mindful of potential overflow spillway easements. ' Response: The proposed locations for overflow spillways are shown on the re -submitted drainage plan. City Comment: Please show a design for the downstream channel (the Clearview channel). Indicate whether an ' easement is existing or will be needed for that channel. If downstream easements are required, the developer is advised that these will be needed prior to P & Z preliminary approval. This issue could potentially delay preliminary P & Z approval if not addressed in a timely manner. Response: As shown on the. attached Plat and documentation, the City is the owner of "Parcel B". Parcel ' B is the Clearview Drainageway. Therefore, it is anticipated that the City will allow the Developer to perform grading operations within the limits of Parcel B. City Comment: Ditch approval required (PV & L). Response: Attached is the letter received from the PV&L board for the preliminary design. Development Review Checklist (Lidstone/Anderson's comments) ' NOTES/COMMENTS Note Note/Comment No. 1) Label detention ponds and contour elevations on the drainage plan. Response: See re -submitted drainage plan. 2) It is apparent that Pond 398 will be designed without an outlet. The description of the pond in the text needs to be clarified. ' Adequate volume must be provided in the pond to ensure full retention of locally generated runoff. ' Response: The purpose of the pond is as a landscape feature. The drainage basin for the pond is confined RESPONSE TO CITY COMMENTS (STORM DRAINAGE) ' PROJECT: 4-94B THE PONDS Q OVERLAND TRAIL ' to subbasin #398. The water surface at full pool will be such that there is adequate storage for stormwater runoff fi-om subbasin i1398. This matter will be addressed at final design. 3) The text identifies Pond 399 to be a wet pond with additional detention storage. However, the detention calculations and drainage plan sheet seem to indicate no permanent water storage in the pond. The elevation of the proposed siphon indicates that ' any permanent water would be discharged through the siphon to the Clearview Channel. Response: ' Your observation is correct. The contour lines on the drawing are for detention storage only. The wet pond full pool will be below the bottom elevation shown on the originally submitted drawing. See re -submitted drainage plan. 4) The detention pond storage -discharge rating curve calculations do not reflect the water quality outlets proposed for the detention ponds. The water quality riser pipe will restrict ' the initial discharge from the detention pond. This initial discharge restriction should be reflected in the storage -discharge rating curves. Response: Water quality outlet volume and outlets will be addressed at final design. ' 5) SVv1MM Node 373 (22 acres) is not connected to Pond 395 Response: This has been corrected. See attached re -submitted SWMM. 6) The areas included in rational method Subbasins 700 and 701 do not appear to be included in the developed condition SWMM model. Response: See attached re -submitted SWMM. 7) Please document how the detention system is anticipated to be used in the future with the construction of the PV & L Parallel Stonnwater Channel. As currently designed, it does ' not appear feasible for outflow from Ponds 395 and 399 to enter the proposed PV & L Channel. Please clarify. Response: See "Response " to the second "City Comment ". ' 8) Compare historical to proposed condition discharges from the existing western pond to the open space located in Subbasin 204. Demonstrate that the existing drainage facilities (including the drainage scale/vvetland and pond spillway) will not be adversely impacted. ' Response: ' RESPONSE TO CITY COMMENTS (STORM DRAINAGE) ' PROJECT: 4-94B THE PONDS a, OVERLAND TRAIT, On the re -submitted drainage plan, the pipe draining subbasins 201 and 202 has been rerouted. ' to a location that does.. not discharge in the pond at the west end of subbasin 204. Therefore, the tributary area to the pond is the back halves of the lots around the west and north sides of ' the pond. This is less area than was tributary during historic conditions. Furthermore, this area of the proposed development will not be developed immediately. It will be a later filing. This matter will be addressed more in detail at final design for the appropriate filing. ' 9) The assumption was made that the Dixon Feeder Canal is flowing full and that discharge tributary to the canal will not be intercepted by the canal. For final design, please ' ascertain the validity of this assumption. Response: ' Our assumption is the conservative assumption and is consistent will the verbiage on the City Stonnwater Manual, page 1-2, paragraph 1.2. Z The first sentence states that no discharge is to commingle with irrigation water. Therefore, the conservative assumption that the ditch is full ' and that the stonnwater "bounces" over the ditch is appropriate. 10) Please refer to notes in the report and on the attached sheet for additional review ' comments._ Response: ' Comments in the report narrative that are consistent with the items negotiated for re -submittal are addressed. Other concerns are to be addressed at final design. T:ADINC. ' Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 303/482-5922 FAX:303/482-6368 Stormwater Utility ' 235 Mathews Street Fort Collins, CO 80521 ' Attention: Basil Hamdan Subject: Resubmittal - Ponds at Overland ' Dear Basil: February 13, 1995 These comments are in response to the remarks on the City "Project Comment Sheet" dated February 3, 1995. ' Attached is a plan sheet with drainage features (highlighted in red) that are required to make the ponds function with the proposed "Pleasant Valley & Lake Parallel Stormwater Channel". 1 Described below are the future features shown on the plan sheet. 1) At the time the parallel channel is built the following inverted syphons will be plugged ' with concrete. a) The inverted syphon between ponds 365 and 366 (as numbered on the plan sheet); b) The inverted syphon between pond 366 and the Clearview Drainageway; c) The inverted syphon between pond the type R inlet and the Clearview Drainageway. 2) The pipe between the Type R Inlet on Overland Trail Road and the end of pipe in pond 364 will need to be relaid, sloping toward the pond. A new flare end and riprap will be required. ' 3) Two 30-inch RC culverts with flare ends will be constructed between ponds 365 and 364. Riprap is required at the downstream end of the culverts and minor regrading is required in both ponds. 4) Excavation for the connection of pond 364 and the parallel channel is needed. The invert elevation proposed for the parallel channel (in the Masterplan) is approximately 5109 feet. The elevation planned for pond 364 is approximately 5110 feet therefore water will enter the channel from pond 364. See the photocopy of the RCI sheet submitted with the last submittal. Denver 303/458-5526 ' Stormwater Utility, page 2 Basil, Feb 13, 1995 5) Regrading in the bottoms of pond 364 and pond 365 is necessary to permit water to flow from the side -spill weir, through the ponds and into the parallel channel. Trickle pan will 1 also be required because of the minimal slopes in the bottom of the ponds. The pond in the western portion of the site will not be used primarily for stormwater detention. 1 The pond is planned as a water feature (wet pond) for the site. It is necessary to continue this site feature in the future because it is believed that subsurface drainage from the pond contributes water to sustain the wetlands. It is anticipated that a pipe from the Dixon Lateral Canal will feed the pond with irrigation flow. As shown on the attached drainage sheet, a small area is tributary to the pond. Therefore, a minor amount of volume is needed for detention. Presently, an 1 overflow spillway is shown in case of pond surcharge. At final design a swale around the pond, effectively isolating it may be designed. The outlet to the pond may be rehabilitated, if needed. These design issues will be addressed at the time of final design. 1 Please call if you have questions or comments. 1 Sincerely, RBD, Inc.. 1 or g Agiideshell Projectineer 1 attachment cc: file i No Text RMINC Engineering Consultants C .1 CLIENT 1 JOB NO. PROJECT :T -;n C1 A 042- l 1d CALCULATIONS FOR -7 MADE SYa"_DATEZ�(S_ NECKED BY- DATE SHEET ` OF RMINC Engineering Consultants CLIENT ( J6, Ry% I?;ray, _ JOB NO. 5� 1 0�>� PROJECT -7'Md6 O} GV7Z �A^d CALCULATIONS FOR MADEBY,'-614, DATE Z-f5 CHECKED BY- DATE SHEET 3 OF No Text ' t✓w`yc'�-+ S t,-n cic"'� TinE � �. S /� i- C v�-12 ��H d E11.'�"VZI�-w Gc Rv �� 15z I 1 'CURRENT DATE: 02-15-1995 I FILE DATE: 02-15-1995 C RENT TIME: 10:34:45 FILE NAME: NEWCUL ' FHWA CULVERT ANALYSIS HY-8, VERSION 4.3 ' C SITE DATA CULVERT SHAPE, MATERIAL, INLET U-------------------------- ----------------------------------------------- L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN. RISE MANNING INLET # (FT) (FT) (FT) MATERIAL (FT) (FT) n TYPE ------------ - ------------- ----------------------------------------------- ' 1 10.60 10.24 180.00 2 RCP 2.50 2.50 .013 ✓, CONVENTIONAL 3 2-3o°1'ZCP 4 5 6 FILE: NEWCUL CULVERT HEADWATER ELEVATION (FT) DATE: 02-15-1995 DISCHARGE 1 2 3_ 4 5 6 ROADWAY 0 10.60 0.00 0.00 0.00 0.00 0.00 17.00 ' 9 11.66 0.00 0.00 0.00 0.00 0.00 17.10 18 12.15 0.00 0.00 0.00 0.00 0.00 17.15 27 12.56 0.00 0.00 0.00 0.00 0.00 17.20 36 12.95 0.00 0.00 0.00 0.00 0.00 17.24 ' 45 13.77 0.00 0.00 0.00 0.00 0.00 17.28 54 14.22 0.00 0.00 0.00 0.00 0.00 17.32 63 14.75 0.00 0.00 0.00 0.00 0.00 17.35 ' 72 15.37 0.00 0.00 0.00 0.00 0.00 17.38 80 15.99 0.00 0.00 0.00 0.00 0.00 17.41 90 16.85 0.00 0.00 0.00 0.00 0.00 17.45 99 17.72 0.00 0.00 0.00 0.00 0.00 0.00 The above Q and HW are for a point above the roadway. 2- ' a>4P- i.S U.;A s gOL➢�S �6� cV�¢�r;JJG� I�k'�T---i� ' �C) G S i s G�� .��i�`tIti►4„-i� i LeAs 2 ' C RENT DATE: 02-15-1995 _ FILE DATE: 02-15-1995 C ':ENT TIME: 10:34:45 FILE NAME: NEWCUL PERFORMANCE CURVE FOR CULVERT # 1 - 2 ( 2.5 BY 2.5 ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) ' 0 10.60 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 9 11.66 0.90 1.06 2-M2c 0.84 0.69 4.05 0.69- 0.46 0.20 18 12.15 1.41 1.55 2-M2c 1.23 1.00 4.91 1.00 0.60 0.30 27 12.56 1.82 1.96 2-M2c 1.59 1.23 5.59 1.23 0.70 0.38 36 12.95 2.17 2.35 2-M2c 2.01 1.43 6.19 1.43 0.79 0.45 45 13.77 2.52 3.17 6-FFn 2.50 1.61 4.58 2.50 0.86 0.51 54 14.22 2.89 3.62 6-FFn 2.50 1.77 5.50 2.50 0.92 0.57 63 14.75 3.31 4.15 6-FFn 2.50 1.90 6.42 .2.50 0.98 0.63 72 15.37 3.80 4.77 6-FFn 2.50 2.03 7.33 2.50 1.03 0.68 80 15.99 4.29 5.39 6-FFn 2.50 2.11 8.15 2.50 1.07 0.72 ' 90 16.85 4.99 6.25 6-FFn 2.50 2.22 9.17 2.50 1.12 0.78 / El. inlet face invert 10.60 ft El. outlet invert 10.24 ft ' El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft t* SITE DATA ***** CULVERT INVERT ' _ INLET STATION (FT) 100.00 INLET ELEVATION (FT) 10.60 OUTLET STATION (FT) 280.00 ' OUTLET ELEVATION (FT) 10.24 NUMBER OF BARRELS 2 SLOPE (V-FT/H-FT) 0.0020 ' CULVERT LENGTH ALONG SLOPE (FT) 180.00 ***** CULVERT DATA SUMMARY.************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 2.50 FT BARREL MATERIAL CONCRETE BARREL MANNING'S N 0.013 ✓ ' INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE ✓ ' ' 'RENT" DATE: 02-15-1995 .,-LENT TIME: 10:34:45 TAILWATER 3 FILE DATE: 02-15-1995 FILE NAME: NEWCUL REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH (FT) 100.00 ' SIDE SLOPE H/V Ml) 4.0 CHANNEL SLOPE V/H (FT/FT) 0.003 MANNING'S N (.01-0.1) 0.060 ' CHANNEL INVERT ELEVATION (FT) 10.24• CULVERT NO.1 OUTLET INVERT ELEVATION 10.24 FT ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0.00 10.24 0.000 0.00 0.00 0.00 9.00 10.44 0.181 0.20 0.46 0.04 18.00 10.54 0.194 0.30 0.60 0.06 27.00 10.62 0.201 0.38 0.70 0.07 ' 36.00 10.69 0.207 0.45 0.79 0.08 45.00 10.75 0.211 0.51 0.86 0.10 54.00 10.81 0.214 0.57 0.92 0.11 ' 63.00 10.87 0.217 0.63 0.98 0.12 _ 72.00 10.92 0.220 0.68 1.03 0.13 80.00 10.96 0.222 0.72 1.07 0.14 ' 90.00 11.02 0.224 0.78 1.12 0.15 ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WIDTH (FT) CREST LENGTH (FT) OVERTOPPING CREST ELEVATION (FT) PAVED 60.00 100.00 ENTnCt 12D 17.00 L,_A �31 V d . 3 This canal would flow into the detention pond on the west side of Overland Trail. Due to the 100-year high water level in this detention pond the water level in the proposed storm -water canal south of Elizabeth Street would be approximately the same as the detention pond. This is due to the flat slope of the irrigation canal in this area. Detention pond west of Overland Trail and north of Prospect Street It is proposed that a detention pond be constructed as part of the improvements to the Pleasant Valley & Lake Canal west of Overland Trail and north of Prospect Street.- This detention pond would capture drainage from the foothills area as well as from the storm -water canal south of Elizabeth Street. It would detain 26 acre-feet of storm -water runoff during the 100-year storm. This detention pond is proposed to have a 36-inch dia- meter outlet with a peak outflow rate of 80 cfs._Preliminary design of this detention pond is not possible due to lack of detailed topographic information in the area: therefore the general layout and storage outflow requirement information is all that is shown in the preliminary plans. Pleasant Valley & Lake Canal from the detention pond west of Overland Trail to Stuart Street It is again proposed that the Pleasant Valley & Lake Canal be improved from the detention pond north of Prospect Street to approximately Stuart Street. These improvements would include construction of two grass -lined earth channels paralleling each other within the existing Pleasant Valley & Lake Canal right-of-way. The eastern canal would be used for irrigation waters while the western canal would be used for diversion of storm -water runoff. The required widths of the canals through this area are greater than the existing right-of-way in some instances. Therefore additional right-of-way would need to be purchased to complete the improvements. Again it is proposed that a roadway be constructed on the embankment between the two canals to be used for maintenance vehicles as well as a trail and bike path. The peak capacity of the storm -water portion of this canal would need to be 200 cfs prior to intercepting the floodway north of Stuart Street. This floodway would capture drainage waters between Overland Trail and the -19- RESOURCE CON U MTS INC No Text OVERALL PRELMNARY DRAINAGE REPORT AND EROSION CONTROL STUDY FOR PONDS AT OVERLAND FORT COLLINS, COLORADO November 21, 1994 Prepared for: Gateway American Properties 9145 East Kenyon Avenue Denver, Colorado 80237.. (303) 741-4082 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum Street Fort Collins, CO 80521 (303) 482-5922 RBD Job Number: 589-007 TABLE OF CONTENTS DESCRIPTION PAGE I. BACKGROUND 1 General Drainage Concept For the Site 1 ' II. MODIFICATIONS TO CANAL 2 IMPORTATION SWMM -' III. SWMM BASIN PARAMETERS 3 ' IV. HYDROLOGY 4 V. REGIONAL DETENTION POND 6 ' VI. CLEARVIEW DRAINAGEWAY HYDRAULICS 8 VII. DRAINAGE FACILITIES DESIGN 8 Reinforced Concrete Box Culverts and Pipe 8 Invert Syphons 9 ' Inlets 10 Riprap and Slope Protection 10 Side Spill Weir 10 ' VIII. EROSION CONTROL 11 ' IX. WATER QUALITY 11 General Concept 11 ' Specific Design 12 X. CONCLUSIONS 12 Compliance with Standards 12 Drainage Concept 12 Variance 13 .' XI. REFERENCES 13 i 1 1 1 1 TABLE OF CONTENTS (continued APPENDIX DESCRIPTION PAGE DRAWINGS 2/ Cross-section through Overland Trail Road at Detention Pond 399 3/ Proposed Invert Syphon Under PV&L Canal 4/ Side Spill Weir 5/ ORIGINAL SWMM SCHEMATIC 6/ ORIGINAL 100 YEAR SWMM 8/ PREPARED BY RESOURCE CONSULTANTS 2/5/83 POND RATING CURVE INFORMATION FOR 25/ CLEARVIEW PONDS #53 AND #55 ORIGINAL SWMM REVISED FOR ESTIMATED 38/ AS -BUILT STAGE DISCHARGE VALUES AT THE EXISTING TWO PONDS WITHIN OVERLAND PARK NO OTHER ADJUSTMENTS REVISED SUB -BASINS FOR SWMM SCHEMATIC 57/ WEST OF OVERLAND TRAIL ROAD REVISED SWMM SCHEMATIC WEST OF 59/ OVERLAND TRAIL ROAD POND RATING CURVE INFORMATION FOR 61/ PONDS #395, #396, #397, #399 UPDATED SWMM INPUT FOR 100-YEAR STORM 82/ WITH THE PONDS AT OVERLAND SITE SWMM OUTPUT FOR UPDATED MODEL INCLUDING 89/ THE PONDS AT OVERLAND SITE DRAINAGE SWALE CALCULATIONS 121/ 100-YEAR OVERFLOW WEIR CALCULATIONS 130/ FOR THE PONDS AT OVERLAND REGIONAL PONDS WATER QUALITY CAPTURE VOLUME CALCULATIONS 134/ ii TABLE OF CONTENTS (continued) APPENDIX (continued) DESCRIPTION PAGE CAPACITY OF CHANNEL D.S. OF OVERLAND TRAIL ROAD 136/ ORIFICE SIZING OF OUTLET PIPES FOR 139/ REGIONAL DETENTION POND HYDROLOGY 140.5/ STREET CAPACITY CALCULATIONS 148/ INLET CALCULATIONS 153/ CULVERT CALCULATIONS 163/ CHARTS, TABLES AND FIGURES 191/ n APPENDIX REVISION to: OVERALL PRELIMINARY DRAINAGE REPORT AND EROSION CONTROL STUDY THE PONDS AT OVERLAND PROJECT SUBMITTED: JANUARY 5, 1995 Prepared for: Gateway American Properties 9145 East Kenyon Avenue Denver, Colorado 80237 (303) 741-4082 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum St. Fort Collins, Colorado 80521 (303) 482-5922 RBD Job Number: 589-007 1) 2) 3) 4) 5) 6) 7) 8) 9) REVISION APPENDIX CONTENTS: Revised Drainage Plan Response to City Comments Revised Stormwater Management Model Revised Stormwater Management Model Schematic Revised Preliminary Drainage Report Narrative Land Ownership Information - Clearview Drainageway Resource Consultants Profile Sheet - Canal Importation Basin Master Plan Pleasant Valley and Lake Canal Board Letter Project Wetlands Report by Riverside Technology, inc. ' I. BACKGROUND ' Gateway American, Inc. is proposing a residential community along the west side of Overland Trail Road and south of the Colorado State University Equine Center. The proposed community is proposed as a Cluster Development as outlined in the City of Fort Collins planning documents. The proposed complete development will be approximately 284 acres. Ultimately, the 284 acres will be divided into two parcels. Approximately 160 acres east of Dixon Feeder Canal is planned as single family detached homes. The portion of the site planned for dedication to the City of Fort Collins ' is approximately 124 acres west of the Dixon Feeder Canal. The area west of the Dixon Feeder Canal will remain in its existing natural state. ' As part of the proposed Cluster Development the City of Fort Collins has asked Gateway American to demonstrate it is possible to discharge storm water flows from the site at 2 year historic levels and that the existing channel going eastward from the proposed development (Clearview Drainageway) ' is capable of carrying the 2 year historic flows. The Canal Importation Basin Storm Water Management Model prepared by Resource Consultants, in 1983, was used as the basis upon which update modifications were made and it is demonstrated that the Clearview Drainageway is capable ' of conveying 54 cfs to the existing Clearview Ponds in Overland Trail Park. Aerial mapping of the proposed development site was performed by AeroMetric, Inc., in March 1994 and is used as a basis for on -site hydrology . City mapping was used for existing infrastructure and utility information. RBD, Inc. survey data was used for: road; existing Clearview Drainageway cross section information; and existing contour data for the ponds located within Overland Park. The City of Fort Collins aerial maps and the USGS quad sheets were used for off -site areas. General Drainage Conceat for the Site The proposed project site generally slopes downward in an easterly direction with grades of less than one percent up to grades greater than 20 percent. The project site is made up of semi -arid uplands and irrigated agricultural land with some identified jurisdictional wetlands. For detailed information on the wetlands and site soil conditions the reader is referred to the Jurisdictional Wetlands Delineation Survey for the Ponds at Overland Trail Site prepared by Riverside Technology, Fort Collins, Colorado and the soils report prepared by Empire Laboratories, Fort Collins, Colorado, for the project. ' Stormwater drainage is carried as overland flow through the use of natural drainage channels (in open space areas); in streets; and, in man-made drainage swales through developed portions of the ' site. In concept, the idea is for much of the site to remain in its natural state. Therefore, it is anticipated, the overland flow of stormwater will enhance the wetlands and provide needed moisture to upland plant species. As stormwater flow travels through the developed portion of the site it will ' be intercepted and channelled to on -site drainage detention ponds. After the flow is routed through the drainage detention ponds it is discharged through one of two pipes under Overland Trail Road and into the Clearview Drainageway. Grading is required in the Clearview Drainageway to allow the discharge pipe to "daylight" into the drainage channel. Approximately, 1000 feet of Clearview ' Drainageway requires grading to a slope of 0.5-percent. A grading plan for Clearview Drainageway will be developed during final design. II. MODIFICATIONS TO CANAL IMPORTATION SWMM The Canal Importation Basin Storm Water Management Model prepared by Resource Consultants, in 1983, is used as the basis upon which update modifications are made. The SWMM was given to ' RBD, Inc. by the City of Fort Collins Storm Water Utility personnel. Storm Water Utility personnel transferred the input file from a mainframe computer format to personal computer format. RBD has assumed the SWMM is correct and has therefore not verified the model as it existed prior to ' updating. RBD, Inc. has made modifications to the SWMM to reflect the conditions in the Canal Importation Basin as they presently exist in the vicinity of the study area. The only sub -basins updated were those which affected the design of the proposed development site, the Clearview Drainageway and the two downstream ponds in Overland Trail Park. Once update modifications were made to reflect existing conditions, the model was run to determine the 2 year ' historic release rate from the entire drainage area above Overland Trail Rd., which drains to the Clearview channel. The model was then modified to reflect the Gateway American development including the proposed regional ponds (which have a total discharge rate equal to the determined 2 year historic rate) and the model was re -run to reflect the 100 year condition. The updated SWMM and analysis was then used to determine whether Clearview Drainageway east of Overland Trail Rd. has adequate capacity to convey the discharge from the drainage area above, downstream to the existing two Clearview Ponds within Overland Park. ' In the original SWMM prepared by Resource Consultants, the Basins which contribute runoff to the existing two ponds at Overland Park (Clearview Ponds) are 1,10,40,41,18 and 19. Since the limit of our study was immediately downstream of the two ponds, the basins stated above were the only basins which were looked at for possible updating or modification. Basin 10 was modified because a portion of the discharge was redirected when the Colorado State ' University Equine Center was built. In the updated model the Equine Center is shown as a separate basin (#86) and the existing detention pond within the Equine Center site was incorporated into the updated model. The Equine Center also affected the original delineation of sub -basin 41. In the revised model Basin 86 drains through detention pond number 301 and then into the existing Pleasant Valley and Lake Canal. ' The delineation of basin 41 was revised based on the proposed site plan for the Two Ponds at Overland Site, and on aerial topographical maps obtained at the City of Fort Collins. The original SWMM Model showed basin 41 as having 318.4 acres, the revised model shows the total drainage area as being 437.8 acres. Although it is not known (because the original SWMM schematic did not show the upper limits of basin 41) it is possible that the original basin 41 did not go above the Dixon Canyon Lateral which would account for the approximate 100 acre difference. Sub -basin 41 ■ was then broken up into 25 basins, nineteen of which represent the proposed Gateway American site. ' As shown on the SWMM schematic in the Appendix, a portion of the undeveloped Gateway American site does not drain into the Canal Importation Basin, but instead drains north toward College Lake. U. SWMM BASIN PARAMETERS ' The following table lists the SWMM Basin Parameters for all of the Basins to the west of Overland Trail Rd. The SWMM sub -basins do not correspond to the site hydrology in terms of numbering of the basins. However, the areas as delineated on the SWMM sub -basin map are the same areas used for the hydrology calculations with the difference being some basins are combinations of two or more hydrology sub -basins. The hydrology sub -basins may be seen on the drainage plan provided in the pocket in the back of this report. The SWMM sub -basins are shown on the exhibit in the Appendix. The sub -basin "width" parameter was determined by dividing the area of the sub - basin by the average of ten overland flow lengths from the back of the lot to the street, swale or ' channel. For those sub -basins which are not developed, the basin "width" was determined by dividing the area of the basin by the length of flow to a channelized or concentrated flow point. The lengths , slopes and types of conveyance elements were then input as the actual physical ' representation of what occurs, whether it is street flow, channel flow or pipe flow etc. The following table lists all of the sub -basin parameters as they were input into the model. SWMM BASIN PARAMETERS SUB -BASIN # CONVEYANCE ELEMENT DRAINING SUB - BASIN BASIN WIDTH AREA (ACRES) % FAR SLOPE 86 300 950 11.6 23 .015 350 372 2875 6.6 45 .03 351 373 1668 3.8 45 .023 352 374 1699 3.9 45 .024 353 375 6921 14.3 45 .038 354 376 1026 3.3 40 .1 355 313 5791 22.6 20 .019 356 378 3298 5.3 45 .026 357 379 4501 15.5 40 .038 358 1 380 1350 1 3.1 15 .071 3 359 381 8276 9.5 45 .037 360 317 1742 1.8 45 .034 361 383 1394 1.6 45 .03 362 384 4937 1.7 90 .035 363 385 1139 1.7 20 .013 364 386 4138 9.5 15 .013 365 387 1794 7.2 15 .017 366 388 2772 3.5 10 .02 367 389 1321 91.0 10 .098 368 390 740 17.0 10 .11 369 391 1160 21.3 10 .209 370 392 2197 80.7 10 .284 371 393 443 11.2 10 .054 92 307 1300 85.1 10 .05 340 386 3484 3.2 90 .006 341 331 1584 1 2.0 45 1 .02 ' Modeling of the two Clearview Ponds within Overland Park was also altered from the original SWMM. After collecting field survey information of the two ponds and their outlet works, revised pond rating curves were established for each pond reflecting "as -built" conditions. Because both of the ponds are inadequate hydraulically, the pond rating curves have been changed to reflect the overtopping which would occur during a 100 year event. ' IV. HYDROLOGY Basins 100 through 109 are designed to drain to the east into Detention Pond No. 395 located in the northeast corner of the site. Stormwater discharge generated by the 2 and 100 year storm events is transported via the: a) street systems, b) 2 year storm sewer systems, and c) grass -lined swales to the storm water detention pond. Planned inlets at Design Points 13 and 14 begin the storm sewer system. Another planned inlet at Design Point 12 reduces flow down the street to the cul-de-sac. Flow at the end of the cul-de-sac is to be intercepted in curb inlet #10 until the capacity of the system is exceeded during the 100 year storm event. Overflow of 36.86 cfs is .19 tapproximately to top the curb at a depth of 0.37 feet. Flow enters a swale and is transported to the detention pond. ' Basins 200, 201, and 202 are designed to drain to the wetlands area within the site. Flow is intercepted in inlets 21 and 22 and flow through a pipe system to the outlet east of the lots into ' an existing pond area. The pond will outlet to the southeast. Flow will continue to the east through the existing wetlands area. ' Basins 300 and 302 are designed to drain to detention Pond No. 395. The 2 and 100 year stormwater discharges are transported to the east via the street system to the end of the cul-de-sac where flow is intercepted in a sidewalk culvert until the capacity is exceeded during the 100 year ' storm event. During the 100-year event flow overtops the curb and enters a swale feeding the detention pond. ' Basin 301 is designed to drain east to the end of the cul-de-sac where runoff is intercepted in a sidewalk culvert and into a swale carrying flow into detention pond 395. ' Basins 400, 401, and 402 are designed to drain to the east along the roadway to the low point in the road at Design Point 40. Flow is intercepted in a 10-foot curb inlet until the capacity is exceeded during the 100 year storm event. The overflow goes to detention pond 395. Basins 500, 501, 504, 505, 506, and 507 drain east via the street system to the low point at Design Point 50. The 2-year street capacity is exceeded at Design Point 57 and a 15-foot inlet is to be installed to intercept a portion of the flow to bring the flow to within the allowed street capacity. Inlet 57 is to outlet into swale 501 to Design Point 52 and into Detention Pond 396. An inlet is to be installed at Design Point 50 to intercept the remainder of the flow from these basins. ' The inlet capacity is exceeded during the 100-year storm event. During the 100-year event flow overtops the curb and is directed to detention pond 396. ' Basin 502 is the area draining directly into the swale 501. Basin 503 is the area draining directly into Detention Pond 397. ' Basins 600, 601, 602, and 607 drain easterly to the low point in the road at Design Points 67 and 60. Flow at Design Point 67 is to be intercepted in a 10-foot inlet until the capacity is exceeded during the 100 year storm event and overtop the crown of the road and flow to Design Point 60. This overflow is to be intercepted along with runoff from Basin 600 in a 15-foot inlet and be transported in a 30-inch pipe into Detention Pond 396. Basin 605 Contains the eastern half of the cul-de-sac and drains east where the runoff is to be intercepted in a sidewalk culvert and transported in a swale to Detention Pond 396. rBasins 603 and 604 drain to the east along the street to the low point at Design Point 64. Flow is to be intercepted in a 5-foot inlet until capacity is exceeded during the 100 year storm event and then overtop the crown and flow to Design Point 66. A 5-foot inlet at Design Point 66 is to 6i I ' intercept this overflow and runoff from Basin 606 and carry flow through a pipe into Detention Pond 396. Basins 700 and 701 consist of the west half of Overland Trail fronting the site and a portion of the main entrance road which drains back onto Overland Trail. The runoff is to be intercepted in 15-foot curb inlet at Design Point 70 and carried underneath Overland Trail in a pipe. Flow from Basins 700 and 701 is released undetained from the site. The release rates from the ponds have been reduced to account for undetained flow. V. REGIONAL DETENTION PONDS There are five ponds within the proposed development. One pond is being used solely as a wet ' pond, and will not be used for detention, it is shown as pond #398 on the SWMM schematic. Since the only flow tributary to pond #398 is from the immediate area around it , pond #398 is designed ' an outlet. Pond #399 will also be used as a wet pond but will be surcharged for the purposes of detention. At the present time, all ponds, with the exception of pond #397 are graded to show there is more than the required volume available. For instance, pond # 396 has 33.95 acre-ft with 28.4 ' acre-ft being used. Pond #395 has 16.56 acre-ft with 12.7 acre-ft being used. Pond #399 has 8.7 acre-ft with 3.6 acre-ft being used. Pond # 397 is the only pond being fully utilized with 4.42 acre-ft available and 4.3 acre-ft being used. During preliminary design the pond outlets were designed ' based on culvert inlet control only. During final design both culvert inlet and outlet control will be considered, (which may increase the required volume) to determine the final sizing of the outlet pipes. Also, during final design the pond volume requirements will be finalized and the ponds will be graded accordingly. Flow from Overland Trail and a small amount of the flow from the main entry drive into the proposed development is not captured and detained on site. Undetained flow has been subtracted from the total allowable release rate that the on -site detention ponds can discharge into the Clearview Drainageway. Based on the 2 year SWMM, which was done with the original Canal Importation Basin SWMM update by RBD, the 2 year historical flow rate at the point where the Two Ponds site discharges into the Clearview Drainageway is 54 cfs. Because the basin widths have increased dramatically, if the present SWMM was run for the 2 year storm it is likely that the 2 year historical flow rate would increase considerably. However, the control point is the conveyance capacity of Clearview Drainageway . The 54 cfs is estimated as the limit of the capacity of the Clearview Drainageway. 54 cfs is the allowable site release flow rate which was agreed on between the City and RBD during the preliminary design. The total undetained flow from Overland Trail and the portion of the entry drive is equal to 24.34 cfs for the 100 year storm. The total allowable release from the two discharge points (pond #399 and pond #396) is 54 cfs minus 24.34 cfs for a total of 30 cfs. The actual release rate from the two ponds which discharge to the Clearview drainageway which is shown as conveyance element #401 in the SWMM is 21.4 cfs. At the time of final design the pond release rate will be increased to the allowable 39.66 cfs. ' 6 '• The total regional detention volume required within the Two Ponds site is 49 acre-ft. This is an increase of 5 acre-feet above the 44 acre-ft which was determined to be the required volume in the ' preliminary study. The difference is for several reasons including: 1) Having four separate detention ponds instead of one large detention pond. More ' volume is required to achieve the same reduction in flow rate. 2) The pond design now takes into affect the undetained flow from Overland Trail ' Road. Thus the allowable discharge from the ponds is reduced. Reducing the allowable release rate increases the required volume. 3) The Canal Importation Basin SWMM report modifications were based on existing contours. At the preliminary design level proposed site conditions are set and proposed finished grade contours are determined. Furthermore, impervious areas are ' more closely estimated and the method for determining the SWMM "basin width" parameter as promulgated by the City of Fort Collins (since the Canal Importation Basin report was submitted) is used in the development of the SWMM input. The ' City of Fort Collins method of determining basin width is considered more conservative than the method used in the Canal Importation SWMM Update report. Therefore, using the City of Fort Collins method results in more storage volume ' being required. Discharge from the site crosses under Overland Trail Rd. and discharges in the Clearview Drainageway. The Clearview Drainageway requires regrading from east side of Overland Trail to the first street crossing ( Virginia Dale Dr.). The flow line of the Clearview Channel will need to be lowered approximately 3 feet from the current 5108 feet to 5105 feet. This will provide a lower ' outfall point for the detention ponds and will provide more operating head for the proposed invert syphons (discussed below, under Drainage Facilities Design). Re -grading is anticipated to meet ' the City criteria of a longitudinal slope of 0.005 ft/ft. To determine how the regional detention ponds affect the existing downstream condition a comparison of the storage vs. discharge values at the two Clearview Ponds within Overland Park was made. The table shown below compares the storage vs. discharge values in the original 100 yr SWMM, which was revised only to reflect the actual as -built values for the existing two ponds, with the storage vs. discharge values in the revised 100 yr SWMM after the regional detention ponds are in place. 7 ORIGINAL SWMM (modified for as -built conditions) REVISED SWMM W/REGIONAL PONDS Pond # Storage Ac-ft Discharge-cfs Pond # Storage Ac-ft Discharge-cfs 53 18.9 114.7 53 5.9 42.1 55 1 17.9 29.7 55 6.0 45.6 U. CLEARVIEW DRAINAGEWAY HYDRAULICS Ten channel cross -sections were taken in the existing Clearview Drainageway between Overland Trail Road and Virginia Dale Dr. The cross -sections were analyzed to determine if the existing channel has the capacity to convey the two year historic flow of 54 cfs. Calculations show the channel is capable of conveying the estimated discharge of 54 cfs plus the additional tributary flow into Overland Trail Park. Existing cross-section conveyance rating tables are presented in the appendix at the end of the report. As stated above regrading is needed in Clearview Drainageway to allow the on -site ponds to function properly. Proposed is regrading Clearview Drainageway to a slope of 0.5-percent with sideslopes of 4:1 to 6:1. Considering a triangular channel with 4:1 sideslopes, the required channel depth is 3.8-feet, including freeboard. A triangular channel with 6:1 sideslopes the required channel depth is 3.5-feet, including freeboard. Channel rating tables, for proposed conditions are presented in the Appendix. VH. DRAINAGE FACILITIES DESIGN Shown on the enclosed Drainage Plan are the proposed drainage facilities. The proposed design includes: reinforced concrete box culverts, reinforced concrete pipe, invert syphons and Type-R curb inlets, riprap and a side spill weir. Reinforced Concrete Box Culverts and Pine ' The estimated discharges of approximately 125 cfs to 300 cfs require substantial box culverts to pass the 100-year design discharges with the proposed grading and road centerline profile. Grading will be examined during final design to determine if round pipe is feasible. Box culverts and round pipe ' are proposed with headwalls on the upstream ends and in the case of round pipe, flare ends on the downstream ends. 1 1 M Invert Syphons During the City of Fort Collins Stormwater Utility review of the Canal Importation Basin SWMM Update report. The use of invert syphons was discussed. At that time the Stormwater Utility stated approval of the invert syphons because site conditions warrant their use and the use of invert syphons are a temporary measure until such time that the City chooses to build a second channel "parallelling" the existing Pleasant Valley and Lake Canal. Furthermore, the Stormwater Utility stated, it is the responsibility of the Ponds at Overland Homeowners Association to maintain the invert syphons. The use of invert syphons is needed for several reasons. One, there are several existing large diameter pipes within the Overland Trail Road right-of-way that interfere with the use of straight pipe for pond outlets. Second, the pond invert elevations and invert elevation of Clearview Drainageway are close to equal in elevation. Therefore, it is necessary to lose as little operating ' head as possible between the detention pond invert elevation and the invert elevation of Clearview Drainageway. An invert syphon is capable of a small head loss across a relatively great distance. Invert syphons are proposed for the detention pond outlets and for cross drainage structures under the Pleasant Valley and Lake Canal. At this time it is not known if invert syphons are required for ' cross drainage structures under the Pleasant Valley and Lake Canal. Presented in the Appendix are typical invert syphon cross sections for : a) Proposed Invert Syphon under the PV&L Canal; and, b) Cross Section Through Overland Trail at Detention Pond 9399 Outfall. For preliminary design the invert syphons are designed as culverts. Output report of the HY8 module of the HYDRIAN computer software are presented in the Appendix. At final design, detailed hand calculation ' hydraulic analysis will be performed to finalize the syphon designs. Presently, the syphons are shown as 18-inch reinforced concrete pipe fitted with orifice plates to reduce the outlet discharges to their individual required level. Orifice calculations are provided in the Appendix. The crossing of Overland Trail Road requires the syphons to pass under a 60-inch PCCP pipeline, a 20-inch ductile iron pipeline and a 42-inch ductile iron pipeline. Because of the proposed depth ' of the syphons (approximately 16 feet) it is estimated that substantial excavation is required. Considering a 1.5-foot horizontal to 1-foot vertical trench sideslope the top of trench width is 48 feet wide. If the ductile iron pipe lengths are 18 to 20 feet then approximately 2 lengths of pipe may be ' exposed during excavation. During excavation, construction and backfilling operations care must be taken to disturb the pipe and joints as minimally as possible because of the importance of these pipelines and inability to easily shut down and dewater the pipelines. The contractor should be ' made aware of the critical nature of the crossings. It is suggested the contractor use an excavation trench box to reduce the required trench width and thus reduce disturbance of the existing pipelines. 1 ' 9 Inlets ' Type R curb inlets are proposed for several locations within the proposed development and along Overland Trail Road. Presently, curb inlets between 5-feet and 15-feet in length are proposed. However, curb inlets of large length are not hydraulically efficient on steep slopes and are not ' economically efficient. Therefore, during final design the a more hydraulically efficient (and perhaps more economically efficient) vane grated "drop -type" inlet may be presented if it is determined inlets are needed on steep slopes. Preliminary design inlet calculations are provided in the Appendix Riprap and Slope Protection Riprap is shows at several locations: a) the exit of culverts and box culverts; b) drainage swale ' protection invert elevation protection; and, c) drainage swale side slope protection. During final design riprap will be sized appropriately for the site conditions.. Included in final design considerations will be: ' a) water velocity (energy); b) side slope angle; c) longitudinal drainage swale slope; d) riprap material angularity; e) economics. Because of the large discharges at several locations (65 cfs to 300 cfs) several other slope protection materials may be considered. Consideration may be given to grouted riprap, soil cement, roller compacted concrete and portland cement concrete drainage swale lining. At locations where riprap is used a system of filter fabric granular bedding and appropriately sized riprap will be used. ' Side Spill Weir ' Shown on the drawings, approximately at the location where the Pleasant Valley and Lake Canal enters the proposed development site, a side spill weir is planned. The weir is required to provide flood protection, for downstream off -site areas, that historically incurred flooding during significant ' rainfall events. Flooding takes place along the Pleasant Valley and Lake Canal because stormwater enters the canal (that may already be carrying decreed irrigation flows), introducing more water to the canal system than the system has the conveyance capacity to carry safely. At locations of tminimal canal freeboard the canal overtops its banks. To alleviate downstream flooding the side spill weir is designed to allow surcharge stormwater t within the canal to flow over the weir into detention pond 395. The estimated peak discharge from the canal into the detention pond is 176 cfs. 10 11 At final design a detailed survey shall be completed that provided information about canal geometry. Using the information provided by the survey, a backwater surface profile will be ' estimated that allows the elevation of the weir to be set so the maximal decreed irrigation flow remains within the Pleasant Valley and Lake Canal while surcharge stormwater overtops weir. The Board of Pleasant Valley and Lake Canal will be contacted for input about canal operations and ' acceptance of the proposed side spill weir. A drawing of the proposed side spill weir is provided in the Appendix. VIII. EROSION CONTROL The Project Site lies within the Moderate Rainfall Erodibility Zone and Moderate Wind Erodibility Zone as shown on the City of Fort Collins zone maps. The potential exists for erosion problems during construction of the parking/driveways and landscaped areas until the disturbed ground is paved or revegetated. The proposed detention ponds within the developed parcel along the east edge of the project site has the potential for erosion problems until adequate sediment barriers are installed together with revegetating the disturbed ground. Before any grading or trenching begins within the project site, a sediment fence shall be installed around the east, south, and north perimeter of the construction site. After the overlot and utility installation has been completed, the parking/driveway surfaces will receive the curb, area inlet, gutter, and pavement surfaces. A gravel inlet filter will be installed around the curb inlets until the permanent landscaping surfaces (grass sod) has been installed. Straw bale dams will be used in the drainage swales and all disturbed areas will require seeding and mulching. Once all of the improvements have been completed, the gravel inlet filters and sediment fence can be removed from the construction site. IX. WATER OUALITY General Concent The proposed use of the Two Ponds at Overland development is residential. Once the proposed subdivision is established, no water quality problems are anticipated. During construction, as ' discussed in the Erosion Section, sediments are anticipated. A feature of the project is to enhance the wetlands to mitigate any detrimental effects of the proposed project. The proposed use of wetlands is consistent with City of Fort Collins stormwater quality program. An estimated water quality capture volume for each of the respective detention facilities is reported below. At final design, water quality capture volumes will be recalculated if the required detention volume changes. Preliminary calculations are provided in the Appendix. Detention Pond Number Water Ouality Volume 395 0.39 acre-feet 396 3.8 acre-feet ' 397 0.91 acre-feet Specific Design Detention facilities outlet works will include water quality outlets designed to discharge the estimated water quality capture volume over a 40 hour period. Further, as stated above, one of the overall design concepts of the proposed development is to provide environmental enhancements. In concert with the development concept and consistent with the City of Fort Collins Stormwater Utility concept of using wetlands for stormwater quality modification, the detention ponds design will include a constructed wetland in detention pond 399. The constructed wetland serves three purposes. In addition to modifying stormwater quality the constructed wetland will provide for on -site replacement of jurisdictional wetlands that may be disturbed during construction operations and the wetlands will provide wildlife habitat. The proposed development design includes the use of several drainage swales with longitudinal slopes in the range of 0.5-percent. these relatively flat grades filter pollutants into vegetation as stormwater is transported to the detention ponds. The natural vegetation -lined drainage swales are proposed as an important water quality feature. X. CONCLUSIONS Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. Drainaize Concept ' The detention ponds within the proposed Ponds at Overland development provide the needed storage of stormwater flows to reduce the peak flow through the Clearview Drainageway less than the acceptable level of 54 cfs. Two wet ponds provided on the site (ponds #398 and #399). Two outfall pipes from detention pond #399 and #396 which will discharge into the Clearview Drainageway. These pipes will be inverted syphons, and will discharge a combined flow of less than the allowable 30 cfs. Approximately, 24 cfs of undetained flow from the west half of Overland Trail Road is also discharged to Clearview Drainageway. The preliminary design 1 12 discharged from the pond and undetained flow is less than the allowable 54 cfs. The Clearview drainageway requires regrading from Overland Trail Road eastward to approximately Virginia Dale Drive. The on -site detention pond invert elevations require the regrading to provide a lower elevation in Clearview Drainageway as an outfall location for the ponds. A side spill weir in the west bank of the Pleasant Valley and Lake Canal is planned to allow stormwater surcharge to spill into an on -site regional detention pond. Variance While the City of Fort Collins, Stormwater Utility has no formal policy in place, it is understood invert syphons are generally not acceptable. However, as stated above the site conditions warrant the use of invert syphons. Stormwater Utility Personnel have stated the use of invert syphons is allowed for the specific project proposed. Therefore, variance is requested for the use of the inverted syphons. XI. 1 1 1 1 1. Original 100 YR SWMM model for the Canal Importation Basin done by Resource Consultants on 2/5/83. 2. Canal Importation Basin SWMM Update and Proposed Regional Detention Pond, done by RBD, Inc. Engineering Consultants, July 1994. 13 OVERALL PRELIMINARY DRAINAGE REPORT AND EROSION CONTROL STUDY FOR PONDS AT OVERLAND FORT COLLINS, COLORADO November 21, 1994 (revised for re -submittal, January 4, 1995) Prepared for: Gateway American Properties 9145 East Kenyon Avenue Denver, Colorado 80237 (303) 741-4082 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum Street Fort Collins, CO 80521 (303) 482-5922 RBD Job Number: 589-007 I. BACKGROUND ' Gateway American, Inc. is proposing a residential community along the west side of Overland Trail Road and south of the Colorado State University Equine Center. The proposed community is a Cluster Development as outlined in the City of Fort Collins planning documents. The proposed ' complete development will be approximately 284 acres. Ultimately, the 284 acres will be divided into two parcels. Approximately 160 acres east of Dixon Feeder Canal is planned as single family detached homes. The portion of the site planned for dedication to the City of Fort Collins is approximately 124 acres west of the Dixon Feeder Canal. The area west of the Dixon Feeder Canal will remain in its existing natural state. ' As part of the proposed Cluster Development the City of Fort Collins has asked Gateway American to demonstrate it is possible to discharge storm water flows from the site at 2 year historic levels and that the existing channel going eastward from the proposed development (Clearview Drainageway) ' is capable of carrying the 2 year historic flows. The Canal Importation Basin Storm Water Management Model prepared by Resource Consultants, in 1983, was used as the basis upon which update modifications were made and it is demonstrated that the Clearview Drainageway is capable of conveying 54 cfs to the existing Clearview Ponds in Overland Trail Park. Aerial mapping of the proposed development site was developed by AeroMetric, Inc., in March 1994 and is used as a basis for on -site hydrology . City mapping was used for existing infrastructure and utility information. RBD, Inc. survey data was used for: a) road; b) existing Clearview Drainageway cross section information; and existing contour data for the ponds located within Overland Park. The City of Fort Collins aerial maps and the USGS quad sheets were used for off - site areas. General Drainaee Concent for the Site ' The proposed project site generally slopes downward in an easterly direction with grades of less than one percent up to grades greater than 20 percent. The project site is made up of semi -arid uplands and irrigated agricultural land with some identified jurisdictional wetlands. For detailed information ' on the wetlands and site soil conditions the reader is referred to the Jurisdictional Wetlands Delineation Survey for the Ponds at Overland Trail Site prepared by Riverside Technology, Fort Collins, Colorado and the soils report prepared by Empire Laboratories, Fort Collins, Colorado, for ' the project. Stormwater drainage is carried as overland flow through the use of natural drainage channels (in ' open space areas); in streets; and, in man-made drainage swales through developed portions of the site. In concept, the idea is for much of the site to remain in its natural state. Therefore, it is anticipated, the overland flow of stormwater will enhance the wetlands and provide needed moisture ' to upland plant species. As stormwater flow travels through the developed portion of the site it will be intercepted and channelled to on -site drainage detention ponds. After the flow is routed through the drainage detention ponds it is discharged through one of two pipes under Overland Trail Road and into the Clearview Drainageway. Grading is required in the Clearview Drainageway to allow 11 the discharge pipe to "daylight" into the drainage channel. Approximately, 1000 feet of Clearview Drainageway requires grading to a slope of 0.5-percent. A grading plan for Clearview Drainageway ' will be developed during final design. H. MODIFICATIONS TO CANAL IMPORTATION SWMM The Canal Importation Basin Storm Water Management Model prepared by Resource Consultants, ' in 1983, is used as the basis upon which update modifications are made. The SWMM was given to RBD, Inc. by the City of Fort Collins Storm Water Utility personnel. Storm Water Utility personnel transferred the input file from a mainframe computer format to personal computer format. RBD has ' assumed the SWMM is correct and has therefore not verified the model as it existed prior to updating. RBD, Inc. has made modifications to the SWMM to reflect the conditions in the Canal Importation Basin as they presently exist in the vicinity of the study area. ' The only sub -basins updated were those which affected the design of the proposed development site, the Clearview Drainageway and the two downstream ponds in Overland Trail Park. Once update modifications were made to reflect existing conditions, the model was run to determine the 2 year historic release rate from the entire drainage area above Overland Trail Rd., which drains to the ' Clearview channel. The model was then modified to reflect the Gateway American development including the proposed regional ponds (which have a total discharge rate equal to the determined 2 year historic rate) and the model was re -run to reflect the 100 year condition. The updated ' SWMM and analysis was then used to determine whether Clearview Drainageway east of Overland Trail Rd. has adequate capacity to convey the discharge from the drainage area above, downstream to the existing two Clearview Ponds within Overland Park. ' In the original SWMM prepared by Resource Consultants, the Basins which contribute runoff to the existing two ponds at Overland Park (Clearview Ponds) are 1,10,40,41,18 and 19. The original SWMM schematic is shown in the Appendix on page 7. Since the limit of our study was immediately downstream of the two ponds, the basins stated above were the only basins which were looked at for possible updating or modification. Basin 10 was modified because a portion of the discharge was redirected when the Colorado State University Equine Center was built. In the updated model the Equine Center is shown as a separate ' basin (#86) and the existing detention pond within the Equine Center site was incorporated into the updated model. The Equine Center also affected the original delineation of sub -basin 41. In the revised model Basin 86 drains through detention pond number 301 and then into the existing ' Pleasant Valley and Lake Canal. The revised SWMM schematic is shown in the Appendix on pages 58 and 60. ' The delineation of basin 41 was revised based on the proposed site plan for the Two Ponds at Overland Site, and on aerial topographical maps obtained at the City of Fort Collins. The original SWMM Model showed basin 41 as having 318.4 acres, the revised model shows the total drainage area as being 437.8 acres. Although it is not known (because the original SWMM schematic did [1 4 [1 [1 not show the upper limits of basin 41) it is possible that the original basin 41 did not go above the Dixon Canyon Lateral which would account for the approximate 100 acre difference. Sub -basin 41 was then broken up into 28 basins, 23 of which represent the proposed Gateway American site. As shown on the SWMM schematic in the Appendix on page 58, a portion of the undeveloped Gateway American site does not drain into the Canal Importation Basin, but instead drains north toward College Lake. M. SWMM BASIN PARAMETERS The following table lists the SWMM Basin Parameters for all of the Basins to the west of Overland Trail Rd. The SWMM sub -basins do not correspond to the site hydrology in terms of numbering of the basins. However, the areas as delineated on the SWMM sub -basin map are the same areas used for the hydrology calculations with the difference being some basins are combinations of two or more hydrology sub -basins. The hydrology sub -basins may be seen on the drainage plan provided in the pocket in the back of this report. The SWMM sub -basins are shown on the exhibit in the Appendix. The sub -basin "width" parameter was determined by dividing the area of the sub - basin by the average of ten overland flow lengths from the back of the lot to the street, swale or channel. For those sub -basins which are not developed, the basin "width" was determined by dividing the area of the basin by the length of flow to a channelized or concentrated flow point. The lengths , slopes and types of conveyance elements were then input as the actual physical representation of what occurs, whether it is street flow, channel flow or pipe flow etc. The following table lists all of the sub -basin parameters as they were input into the model. SWMM BASIN PARAMETERS SUB -BASIN # CONVEYANCE ELEMENT DRAINING SUB - BASIN BASIN WIDTH AREA (ACRES) PERCENT Pa. SLOPE 86 300 950 11.6 23 .015 350 372 2875 6.6 45 .03 351 373 1668 3.8 45 .023 352 374 1699 3.9 45 .024 353 375 6921 14.3 45 .038 354 376 1026 3.3 40 .1 355 313 5791 22.6 20 .019 356 378 1 3298 5.3 45 .026 KE y 1 1 1 1 1 i 1 1 1 i 1 1 1 1 1 1 357 379 4501 15.5 40 .038 358 380 1350 3.1 15 .071 359 381 8276 9.5 45 .037 360 317 1742 1.8 45 .034 361 383 1394 1.6 45 .03 362 384 4937 1.7 90 .035 363 385 1139 1.7 20 .013 364 386 4138 9.5 15 .013 365 387 1794 7.2 15 .017 366 388 2772 3.5 10 .02 367 389 1321 91.0 10 .098 368 390 740 17.0 10 .11 369 391 1160 21.3 10 .209 370 392 2197 80.7 10 .284 371 393 443 11.2 10 .054 92 307 1300 85.1 10 .05 340 386 3484 3.2 90 .006 341 333 1584 2.0 45 .02 700 699 2041 1.6 90 .005 701 698 2648 1.5 90 .005 Modeling of the two Clearview Ponds within Overland Park was also altered from the original SWMM. After collecting field survey information of the two ponds and their outlet works, revised pond rating curves were established for each pond reflecting "as -built" conditions. Because both of the ponds are inadequate hydraulically, the pond rating curves have been changed to reflect the overtopping which would occur during a 100 year event. IV. HYDROLOGY El Basins 100 through 109 are designed to drain to the east into Detention Pond No. 395 located in the northeast corner of the site. Stormwater discharge generated by the 2 and 100 year storm ' events is transported via the: a) street systems, b) 2 year storm sewer systems, and c) grass -lined swales to the storm water detention pond. Planned inlets at Design Points 13 and 14 begin the storm sewer system. Another planned inlet at Design Point 12 reduces flow down the street to the cul-de-sac. Flow at the end of the cul-de-sac is to be intercepted in curb inlet 410 until the capacity of the system is exceeded during the 100 year storm event. Overflow of 36.86 cfs is approximately to top the curb at a depth of 0.37 feet. Flow enters a swale and is transported to the detention pond. Basins 200, 201, and 202 are designed to drain to the wetlands area within the site. Flow is ' intercepted in inlets 21 and 22 and flow through a pipe system to the outlet east of the lots into an existing pond area. The pond will outlet to the southeast. Flow will continue to the east through the existing wetlands area. Basins 300 and 302 are designed to drain to detention Pond No. 395. The 2 and 100 year stormwater discharges are transported to the east via the street system to the end of the cul-de-sac ' where flow is intercepted in a sidewalk culvert until the capacity is exceeded during the 100 year storm event. During the 100-year event flow overtops the curb and enters a swale feeding the detention pond. ' Basin 301 is designed to drain east to the end of the cul-de-sac where runoff is intercepted in a sidewalk culvert and into a swale -carrying flow into detention pond 395. ' Basins 400, 401, and 402 are designed to drain to the east along the roadway to the low point in the road at Design Point 40. Flow is intercepted in a 10-foot curb inlet until the capacity is exceeded during the 100 year storm event. The overflow goes to detention pond 395. Basins 500, 501, 504, 505, 506, and 507 drain east via the street system to the low point at ' Design Point 50. The 2-year street capacity is exceeded at Design Point 57 and a 15-foot inlet is to be installed to intercept a portion of the flow to bring the flow to within the allowed street capacity. Inlet 57 is to outlet into swale 501 to Design Point 52 and into Detention Pond 396. An inlet is to be installed at Design Point 50 to intercept the remainder of the flow from these basins. The inlet capacity is exceeded during the 100-year storm event. During the 100-year event flow ' overtops the curb and is directed to detention pond 396. Basin 502 is the area draining directly into the Swale 501. Basin 503 is the area draining directly into Detention Pond 397. Basins 600, 601, 602, and 607 drain easterly to the low point in the road at Design Points 67 and ' 60. Flow,at Design Point 67 is to be intercepted in a 10-foot inlet until the capacity is exceeded during the 100 year storm event and overtop the crown of the road and flow to Design Point 60. This overflow is to be intercepted along with runoff from Basin 600 in a 15-foot inlet and be ' transported in a 30-inch pipe into Detention Pond 396. ' 5 Basin 605 Contains the eastern half of the cul-de-sac and drains east where the runoff is to be intercepted in a sidewalk culvert and transported in a swale to Detention Pond 396. Basins 603 and 604 drain to the east along the street to the low point at Design Point 64. Flow is to be intercepted in a 5-foot inlet until capacity is exceeded during the 100 year storm event and then overtop the crown and flow to Design Point 66. A 5-foot inlet at Design Point 66 is to intercept this overflow and runoff from Basin 606 and carry flow through a pipe into Detention Pond 396. ' Basins 700 and 701 consist of the west half of Overland Trail fronting the site and a portion of the main entrance road which drains back onto Overland Trail. The runoff is to be intercepted in 15-foot curb inlet at Design Point 70 and carried underneath Overland Trail in a pipe. Flow from Basins 700 and 701 is released undetained from the site. The release rates from the ponds have been reduced to account for undetained flow. ' V. REGIONAL DETENTION PONDS ' There are five ponds within the proposed development. One pond is being used solely as a wet pond, and will not be used for detention, it is shown as,pond #398 on the SWIM! schematic. Since the only flow tributary to pond #398 is from the immediate area around it , pond #398 is designed without an outlet as a retention pond. Pond #399 will also be used as a wet pond but will be surcharged for the purposes of detention. At the present time, all ponds, with the exception of pond #397 are graded to show there is more than the required volume available. For instance, pond # 396 has 33.95 acre-ft with 28.4 acre-ft being used. Pond #395 has 16.56 acre-ft with 12.7 acre-ft being used. Pond #399 has 8.7 acre-ft with 3.6 acre-ft being used. Pond # 397 is the only pond being fully utilized with 4.42 acre-ft available and 4.3 acre-ft being used. During preliminary design the pond outlets were designed based on culvert inlet control only. During final design both culvert inlet and outlet control will be considered, (which may increase the required volume) to ' determine the final sizing of the outlet pipes. Also, during final design the pond volume requirements will be finalized and the ponds will be graded accordingly. Flow from Overland Trail and a small amount of the flow from the main entry drive into the proposed development is not captured and detained on site. Undetained flow has been subtracted from the total allowable release rate that the on -site detention ponds can discharge into the Clearview Drainageway. Based on the 2 year SWMM, which was done with the original Canal Importation Basin SWMM update by RBD, the 2 year historical flow rate at the point where the Two Ponds site discharges into the Clearview Drainageway is 54 cfs. The system control is the conveyance capacity of Clearview Drainageway . The 54 cfs is estimated as the limit of the capacity of the Clearview Drainageway. Therefore, 54 cfs is the allowable site release flow rate which was agreed on between the City and RBD during the preliminary design. Currently the total flow from The Ponds at Overland Site including the undetained flow from Overland Trail road is 38.8 cfs. At the time of final design the pond release rate will be increased to the allowable 54 cfs. 1 6 The total regional detention volume required within the Two Ponds site is 49 acre-ft. This is an ' increase of 5 acre-feet above the 44 acre-ft which was determined to be the required volume in the preliminary study. The difference is for several reasons including: 1) Having four separate detention ponds instead of one large detention pond. More volume is required to achieve the same reduction in flow rate. ' 2) The pond design now takes into affect the undetained flow from Overland Trail Road. Thus the allowable discharge from the ponds is reduced. Reducing the allowable release rate increases the required volume. 3) The Canal Importation Basin SWMM report modifications were based on existing contours. At the preliminary design level proposed site conditions are set and ' proposed finished grade contours are determined. Furthermore, impervious areas are more closely estimated and the method for determining the SWMM "basin width" parameter as promulgated by the City of Fort Collins (since the Canal Importation ' Basin report was submitted) is used in the development of the SWMM input. The City of Fort Collins method of determining basin width is considered more ' conservative than the method used in the Canal Importation SWMM Update report. Therefore, using the City of Fort Collins method results in more storage volume being required. ' Discharge from the site crosses under Overland Trail Rd. and discharges in the Clearview Drainageway. The Clearview Drainageway requires regrading from east side of Overland Trail to ' the first street crossing ( Virginia Dale Dr.). The flow line of the Clearview Channel will need to be lowered approximately 3 feet from the current 5108 feet to 5105 feet. This will provide a lower outfall point for the detention ponds and will provide more operating head for the proposed invert syphons (discussed below, under Drainage Facilities Design). Re -grading is anticipated to meet the City criteria of a longitudinal slope of 0.005 ft/ft. ' To determine how the regional detention ponds affect the existing downstream condition a comparison of the storage vs. discharge values at the two Clearview Ponds within Overland Park was made. The table shown below compares the storage vs. discharge values in the original 100 yr SWMM, which was revised only to reflect the actual as -built values for the existing two ponds, with the storage vs. discharge values in the revised 100 yr SWMM after the regional detention ponds are in place. 7 ORIGINAL SWMM (modified for as -built conditions) REVISED SWMM W/REGIONAL PONDS Pond Storage Ac-ft Discharge-cfs Pond Storage Ac-ft Discharge-cfs 53 18.9 114.7 53 5.9 42.1 55 1 17.9 1 29.7 1 55 1 6.0 1 45.6 VI. CLEARVIEW DRAINAGEWAY HYDRAULICS Ten channel cross -sections were taken in the existing Clearview Drainageway between Overland Trail Road and Virginia Dale Dr. The cross -sections were analyzed to determine if the existing channel has the capacity to convey the two year historic flow of 54 cfs. Calculations show the channel is capable of conveying the estimated discharge of 54 cfs plus the additional tributary flow into Overland Trail Park. Existing cross-section conveyance rating tables are presented in the appendix at the end of the report. As stated above regrading is needed in Clearview Drainageway to allow the on -site ponds to function properly. Proposed is regrading Clearview Drainageway to a slope of 0.5-percent with sideslopes of 4:1 to 6:1. - Considering a triangular channel with 4:1 sideslopes, the required channel depth is 3.8-feet, including freeboard. A triangular channel with 6:1 sideslopes the required channel depth is 3.5-feet, including freeboard. Channel rating tables, for proposed conditions are presented in the Appendix. M VH. DRAINAGE FACILITIES DESIGN ' Shown on the enclosed Drainage Plan are the proposed drainage facilities. The proposed design includes: reinforced concrete box culverts, reinforced concrete pipe, inverted syphons and Type-R curb inlets, riprap and a side spill weir. ' Reinforced Concrete Box Culverts and Pipe ' The estimated discharges of approximately 125 cfs to 300 cfs require substantial box culverts to pass the 100-year design discharges with the proposed grading and road centerline profile. Grading will ' be examined during final design to determine if round pipe is feasible. Box culverts and round pipe are proposed with headwalls on the upstream ends and in the case of round pipe, flare ends on the downstream ends. 0 I ' Inverted Syphons During the City of Fort Collins Stormwater Utility review of the Canal Importation Basin SWMM Update report the use of inverted syphons was discussed. At that time, the Stormwater Utility stated approval of the inverted syphons because site conditions warrant their use. Furthermore, the use of ' inverted syphons are a temporary measure until such time that the City chooses to build a second channel "parallelling" the existing Pleasant Valley and Lake Canal. The Stormwater Utility stated it is the responsibility of the Ponds at Overland Homeowners Association to maintain the inverted ' syphons. The use of inverted syphons is needed for several reasons. One, there are several existing large diameter pipes within the Overland Trail Road right-of-way that interfere with the use of straight pipe for pond outlets. Second, the pond invert elevations and invert elevation of Clearview Drainageway are close to equal in elevation. Therefore, it is necessary to lose as little operating ' head as possible between the detention pond invert elevation and the invert elevation of Clearview Drainageway. An inverted syphon is capable of a small head loss across a relatively great distance. ' Inverted syphons are proposed for the detention pond outlets and for cross drainage structures under ' the Pleasant Valley and Lake Canal. At this time it is not known if invert syphons are required for cross drainage structures under the Pleasant Valley and Lake Canal. Presented in the Appendix are typical inverted syphon cross sections for : a) Proposed Inverted Syphon under the PV&L Canal; ' and, b) Cross Section Through Overland Trail at Detention Pond #399 Outfall. For preliminary design the inverted syphons are designed as culverts. Output report of the HY8 module of the HYDRIAN computer software are presented in the Appendix. At final design, detailed hand ' calculation hydraulic analysis will be performed to finalize the syphon designs. Presently, the syphons are shown as 12-inch and 18-inch reinforced concrete pipe fitted with orifice plates to reduce the outlet discharges to their individual required level. Orifice calculations are provided in the Appendix. The crossing of Overland Trail Road requires the syphons to pass under a 60-inch PCCP, a 20-inch t ductile iron pipeline and a 42-inch ductile iron pipeline. Because of the proposed depth of the syphons (approximately 16 feet), it is estimated that substantial excavation is required. Considering a 1.5-foot horizontal to 1-foot vertical trench sideslope the top of trench width is 48 feet wide. If ' the ductile iron pipe lengths are 18 to 20 feet then approximately 2 lengths of pipe may be exposed during excavation. During excavation, construction and backfilling operations care must be taken to disturb the pipe and joints as minimally as possible because of the importance of these pipelines t and inability to easily shut down and dewater the pipelines. The contractor should be made aware of the critical nature of the crossings. It is suggested the contractor use an excavation trench box to reduce the required trench width and thus reduce disturbance of the existing pipelines. The proposed pond invert elevations are consistent with the proposed channel invert elevations shown on the'Resource Consultants, Inc. drawing in the Canal Importation Basin masterplan report. The invert elevation of the proposed ponds is 5109 feet and the invert elevation of the proposed 9 ' channel is 5108.5 feet. The inverted syphons will no longer be needed when the City Stormwater Utility constructs the parallel channel and the inverted syphons will be plugged. It will be possible ' to breach the "wall" of the pond (SWMM element # 396) either construct the channel through the pond. A second option is to allow the ponds to function and begin the channel at the edge of the pond 396. If it is more desirable to continue the channel through the ponds the right -of -way should ' be available because it is anticipated that the area proposed for the ponds will be dedicated to the City. ' Inlets Type R curb inlets are proposed for several locations within the proposed development and along ' Overland Trail Road. Presently, curb inlets between 5-feet and 15-feet in length are proposed. However, curb inlets of large length are not hydraulically efficient on steep slopes and are not economically efficient. Therefore, during final design a more hydraulically efficient (and perhaps ' more economically efficient) vane grated "drop -type" inlet may be presented if it is determined inlets are needed on steep slopes. ' Preliminary design inlet calculations are provided in the Appendix. ' Riprap and Slope Protection Riprap is shows at several locations: a) the exit of culverts and box culverts; b) drainage swale invert ' elevation protection; and, c) drainage swale side slope protection. During final design riprap will be sized appropriately for the site conditions. Included in final design considerations will be: ' a) water velocity (energy); b) side slope angle; c) longitudinal drainage swale slope; ' d) riprap material angularity; e) economics. Because of the large discharges at several locations (65 cfs to 300 cfs) several other slope protection materials may be considered. Consideration may be given to grouted riprap, soil cement, roller compacted concrete and portland cement concrete drainage swale lining. At locations where riprap is used, a system of filter fabric, granular bedding and appropriately sized riprap will be used. Side Spill Weir ' Shown on the drawings, approximately at the location where the Pleasant Valley and Lake Canal enters the proposed development site, a side spill weir is planned. The weir is required to provide flood protection, for downstream off -site areas, that historically incurred flooding during significant rainfall events. Flooding takes place along the Pleasant Valley and Lake Canal because stormwater enters the canal (that may already be carrying decreed irrigation flows), introducing more water to ' the canal system than the. system has the conveyance capacity to carry safely. At locations of 10 ' minimal canal freeboard the canal overtops its banks. ' To alleviate downstream flooding the side spill weir is designed to allow surcharge stormwater within the canal to flow over the weir into detention pond 395. The estimated peak discharge from the canal into the detention pond is 176 cfs. At final design a detailed survey shall be completed that provided information about canal ' geometry. Using the information provided by the survey, a backwater surface profile will be estimated that allows the elevation of the weir to be set so the maximal decreed irrigation flow remains within the Pleasant Valley and Lake Canal while surcharge stormwater overtops weir. The Board of Pleasant Valley and Lake Canal will be contacted for input about canal operations and acceptance of the proposed side spill weir. A drawing of the proposed side spill weir is provided in the Appendix. ' VIII. EROSION CONTROL The Project Site lies within the Moderate Rainfall Erodibility Zone and Moderate Wind ' Erodibility Zone as shown • on the City of Fort Collins zone maps. The potential exists for erosion problems during construction of the parking/driveways and landscaped areas until the disturbed ground is payed or revegetated. The proposed detention ponds within the developed parcel along the east edge of the project site have the potential for erosion problems until adequate sediment barriers are installed together with ' revegetating the disturbed ground. ' Before any grading or trenching begins within the project site, a sediment fence shall be installed around the east, south, and north perimeter of the construction site. After overlot grading and utility installation has been completed, the parking/driveway surfaces will receive the curb, area ' inlet, gutter, and pavement surfaces. A gravel inlet filter will be installed around the curb inlets until the permanent landscaping surfaces (grass sod) has been installed. Straw bale dams will be used in the drainage swales and all disturbed areas will require seeding and mulching. Once all of the improvements have been completed, the gravel inlet filters and sediment fence can be removed from the construction site. tIX. WATER QUALITY ' General Concept The proposed use of the Two Ponds at Overland development is residential. Once the proposed ' subdivision is established, no water quality problems are anticipated. During construction, as ' 11 I ' discussed in the Erosion Section, sediments are anticipated. A feature of the project is to enhance the wetlands to mitigate any detrimental effects of the proposed project. The proposed use of wetlands is consistent with City of Fort Collins stormwater quality program. An estimated water quality capture volume for each of the respective detention facilities is reported below. At final design, water quality capture volumes will be recalculated if the required detention volume changes. Preliminary calculations are provided in the Appendix. Detention Pond Number Water Quality Volume 395 0.39 acre-feet ' 396 3.8 acre-feet 397 0.91 acre-feet Specific Design ' Detention facilities outlet works will include water quality outlets designed to discharge the estimated water quality capture volume over a 40 hour period. Further, as stated above, one of the overall design concepts of the proposed development is to provide environmental enhancements. In concert with the development concept and consistent with the City of Fort Collins Stormwater Utility concept of using wetlands for stormwater quality modification, the detention ponds design will include a constructed wetland in detention pond 399. The constructed wetland serves three purposes. In addition to modifying stormwater quality the constructed wetland will provide for on -site replacement of jurisdictional wetlands that may be disturbed during construction operations and the wetlands will provide wildlife habitat. ' The proposed development design includes the use of several drainage swales with longitudinal slopes in the range of 0.5-percent. these relatively flat grades filter pollutants into vegetation as stormwater is transported to the detention ponds. The natural vegetation -lined drainage swales ' are proposed as an important water quality feature. X. CONCLUSIONS tCompliance 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 detention ponds within the proposed Ponds at Overland development provide the needed t12 I ' storage of stormwater flows to reduce the peak flow through the Clearview Drainageway less than the acceptable level of 54 cfs. Two wet ponds are provided on the site (ponds 9398 and #399). ' Two outfall pipes from detention pond #399 and #396 will discharge into the Clearview Drainageway. These pipes will be inverted syphons, and will discharge a combined flow of less than the allowable 30 cfs. Approximately, 24 cfs of undetained flow from the west half of ' Overland Trail Road is also discharged to Clearview Drainageway. The preliminary design discharged from the pond and undetained flow is less than the allowable 54 cfs. ' The Clearview drainageway requires regrading from Overland Trail Road eastward to approximately Virginia Dale Drive. The on -site detention pond invert elevations require the regrading to provide a lower elevation in Clearview Drainageway as an outfall location for the ' ponds. A side spill weir in the west bank of the Pleasant Valley and Lake Canal is planned to allow ' stormwater surcharge to spill into an on -site regional detention pond. Variance While the City of Fort Collins, Stormwater Utility has no formal policy in place, it is understood inverted syphons are generally not acceptable. However, as stated above, the site conditions ' warrant the use of inverted syphons. Stormwater Utility Personnel have stated the use of inverted syphons are temporarily allowed for the specific project proposed until the time of the parallel channel construction. After the parallel channel construction, the inverted syphons will be plugged. Therefore, a variance is requested for the use of the inverted syphons on a temporary basis. ' XI. REFERENCES 1. Original 100 YR SWMM model for the Canal Importation Basin done by Resource Consultants on 2/5/83. 2. Canal Importation Basin SWMM Update and Proposed Regional Detention Pond, done by RBD, Inc. Engineering Consultants, July 1994. 1 13 ' 0 04 i1 `� 040 �n 0 o 0 038 w 25 �r ' C. 1O o 1CD 10.00 GI o 025 GIs, 0) Z 0 �S I 62.00 62.90 62.90 W ' ,JT . 66 . F.O 6 I . 00 CO6. 00 00 0 0 D 110 0 110.0o 0 '0 — — 0 V 26 V R) 3.3 34 � 3r' O V 36 O D to I- 0 026 0 033 034 0 no a O o 036' o fn o 1 10.00 0 0 O IW 0 0 Il 0 6 0 95.00 0 V 27 V R STADIUM COURT m o° 10 07 00 o c 60.00 32 V 95.00 0 032 CD(= ro o ro o 029 29 028 m ' 0 0 30 0 0 1 1 7.32 66.80 61 .00 60.00 117.3 Ou(0 ot, i 89 42'E..247.8 60: 42' 0 L Cc F 95.0 I T- o 0) 65 fTl � i9 � � 3 (- 66 9 D Z X<=O6 D OD 67 H w � " o 067 2�' I 1= 1� 0 060 o ci c 61 0 63 4 62' 96 0 (MD.0, - 063 247.8 _gig o 062 0 9 e � r, r. r is °� \\ 0 0 •o . TRACT B T �. 70.0 \�j\ i 64 r�r•7 ZJ� k 064 O� 065 &P -70 o B 0� 00 O O,Q �O- OVEF I 1= 1� 0 060 o ci c 61 0 63 4 62' 96 0 (MD.0, - 063 247.8 _gig o 062 0 9 e � r, r. r is °� \\ 0 0 •o . TRACT B T �. 70.0 \�j\ i 64 r�r•7 ZJ� k 064 O� 065 &P -70 o B 0� 00 O O,Q �O- OVEF Aj Vz Iv IC7 _1V , F/ L � �7 1 q 1� s�fI - '' . - ,A �ZP : i"t OC Azw le 11vt — f 7L I G cr. M w co r co fn IT. .ti (n r Q S w Z O t .. O O O i. U w �1u MI CCi4�. J * O * * Z * H LLJ Tj , Q� In .1 * * O Q Q 0 )r * F- U n * * H tr .mil N .• ix * ❑ N 3 * x ^ * ru M r * J C } > * * -• Cn w J * r * * N �? 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TYPr-AL CR=-SE04 PLEASWT VAL LEY & LAKE CANAL STA.34-00 TO 54-00 DETAIL 12 pc� oA wRc ft� .0, �Mx p� k2it^x 3' TYPCAL -RCSS-SEC-,K)N PLEASANT VALLEY & LAKE CANAL S7A.57.00 i070.00 MAU-1-la I Z.- 1*-!r VERT. PRPOSED IMPROVEMENTS To PLEASANT VALLEY a LAKE CANAL S-M34+00'fD- 75+C)o soow WRION 7 8VI 1 ' PLEASANT VALLEYAND LAKE CANAL COMPANY First Tower, 10th Floor 215 West Oak Street ' P. O. Drawer J Fort Collins, Colorado 80522 ' (303)482-1056 DEC 0 5 1994 December 2, 1994 1 ' Craig C. Houdeshell RBD Inc. 209 S. Meldrum Fort Collins, Colorado 80521 ' Re: The Ponds at Overland Trail ' Dear Mr. Houdeshell: We have reviewed the plans you provided concerning development of The Ponds at Overland Trail. Based on a review of ' the plans submitted, we have the following comments: 1. There is a possibility that water could stand in the detention ponds adjacent to the ditch either because of seepage from the ditch or from springs known to be in the area. The ponds should have some provision for draining small amounts of ' water at their lowest points (to the east). Lining the ditch should be considered. 2. The Pleasant Valley and Lake Canal Company maintains an ' easement for maintenance along the east side of the ditch. We would need some way to access this easement, either from Overland Trail at either end of the development, or from the road into the ' development at the proposed box culvert. Some method of keeping unauthorized traffic out of the area will have to be devised. ' The final plans will have to be reviewed and approved by the Pleasant Valley and Lake Canal Company Board of Directors and it appears that six crossing agreements will be required along with the appropriate fees. Please provide our office with the name ' and address of the person responsible for completing the agreements. Craig C. Houdeshell December.2, 1994 Page 2 If you have any questions, please call. Very truly yours, PLEASANT VALLEY AND LAKE CANAL COMPANY Willis Smith President' WS:jm \wrf\pv&1cc\cross1n9\houde.1tr 6 r\ Jurisdictional Wetlands Delineation Survey for The Ponds at Overland Trail Site Fort Collins, Colorado prepared by Riverside Technology, inc. 2821 Remington Street Fort Collins, Colorado 80525 prepared for Gateway American Properties, L.L.C. 9145 East Kenyon Avenue, Suite 100 Denver, Colorado 80237 November 1994 TABLE OF CONTENTS Page 1.0 INTRODUCTION............................................................................................................... 1 1.1 Purpose....................................................................................................................... 1 1.2 Site Location................................................................................................................ 1 1.3 Site Description........................................................................................................... 1 2.0 PROFESSIONAL QUALIFICATIONS..................................................................:.......... 2 3.0 METHODS OF ANALYSIS................................................................................................ 3 3.1 Agency Contacts......................................................................................................... 3 3.2 Site Reconnaissance.................................................................................................... 3 3.3 Equipment and Materials.......................................................................................... 3 3.4 Growing Season Information.................................................................................... 4 3.5 Routine Procedures.................................................................................................... 4 4.0 RESULTS............................................................................................................................. 10 4.1 Vegetation.................................................................................................................... 12 4.2 Soils............................................................................................................................. 12 4.3 Hydrology................................................................................................................... 13 5.0 RECOMMENDATIONS..................................................................................................... 13 6.0 REFERENCES..................................................................................................................... 14 7.0 LIST OF PREPARERS......................................................................................................... 14 APPENDICES A The Ponds at Overland Trail Site Map B Jurisdictional Wetlands Field Notes TABLES Table Page 1 Plant Indicator Status Categories..................................................................................................... 5 2 Dominant Plant Species Occurring at The Ponds at Overland Trail Site ................................... 6 3 Wetland Determinations - The Ponds at Overland Trail Site ...................................................... 11 11.94 A297 (Ponds - aMfonds) ii 10 1.0 INTRODUCTION ' Gateway American Properties, L.L.C., is currently working to develop a 170-acre tract of land (known as The Ponds at Overland Trail) in Fort Collins, Colorado, for residential real estate. The City of Fort Collins requires a letter from an individual who is qualified to delineate jurisdictional wetlands regarding the presence or absence of wetlands on lands proposed for development. This report is written to satisfy this requirement for proposed land development. The wetland delineation described in this report identified 5.31 acres of jurisdictional wetlands within the proposed ' development area. The jurisdictional wetland acreage was found in two separate areas. The main wetland area (5.11 acres) consisted of a long, continuous swale running in an east -west direction across the site. A smaller wetland area (0.20 acre) was located in an isolated swale at the eastern ' edge of the site. 1.1 Purpose ' The purpose of this report is to document a study to identify and delineate jurisdictional wetlands ' within the 170-acre parcel of The Ponds at Overland Trail in Fort Collins, Colorado, to satisfy Section 404 of the Clean Water Act. Section 404 authorizes the U.S. Army Corps of Engineers (COE) to issue permits for the discharge of dredged or fill material into waters of the United States, including wetlands. 1.2 Site Location The study site consists of a proposed filing called The Ponds at Overland Trail (referred to hereafter as the Ponds site). The Ponds site is currently slated for proposed real estate development; if the site ' is developed, it will contain multi -family and single family homes. A map of the Ponds site is provided in Appendix A. The 170-acre parcel is west of Overland Trail between the intersections of West Prospect Road and West Elizabeth Street. The Ponds site is located in the southeast quarter ' and eastern portion of the southwest quarter of Section 17, Township 7 North, Range 69 West of the 6th P.M. in the County of Larimer, State of Colorado. Coordinates for the _site were estimated from a ' U.S. Geological Survey (USGS) 7.5-minute quadrangle map (USGS 1971) and are 105' 08' 30" west longitude and 40° 34' 19" north latitude. ' 1.3 Site Description The 170-acre parcel Ponds site lies at the eastern base of the northern Front Range foothills. The 1 eastern boundary of the site is primarily defined by Overland Trail, the western boundary is approximately at Dixon Feeder Canal, and there is a residential area along the southern boundary of the site. The northern edge of the site is bordered by cultivated agricultural fields and property owned by Colorado State University. In addition to the Dixon Feeder Canal at the western edge of the site, the Pleasant Valley Lake Canal meanders from north to south across the eastern edge of the site. Horsetooth Reservoir is located on the western side of the adjacent foothill ridge less then ' 1 mile from the site. F_ 11.94 A797 (Panda - wrflands) 1 The general slope and drainage pattern of the site is from west to east, slopes generally being steeper to the west (1-5 percent) and less pronounced in the eastern portion of the site. Rock outcroppings ' and topographic highs in the western portion of the site are divided by several natural drainage systems that become less discernible to the east. An apparent perennial spring is located in the east - central portion of the site. The spring discharges into an excavated Swale that drains to the east and ' empties into the Dixon Feeder Canal at a flow rate of approximately 25 gallons per minute. An irrigation retention pond located in the west -central portion of the site has been used in past years to store irrigation water during the growing season. There is a water supply ditch that delivers water ' from the Dixon Feeder Canal to the pond and a headgate in the pond's earthen dam that discharges water to irrigation distribution laterals. The irrigation lateral from the pond, and several other laterals that exist on the site, supply water for a cultivated alfalfa field on the northern portion of the ' site and apparent flood irrigated pastureland over most of the remainder of the site. There are several houses and associated outbuildings in the southeastern corner of the site with access drives from Overland Trail. Several free -ranging horses had access to graze most of the non - cultivated portions of the site at the time of the survey. The western portion of the site supports a ' dispersed black -tailed prairie dog colony. Areas where the colony is more concentrated are extensively grazed by the black -tailed prairie dogs. 2.0 PROFESSIONAL QUALIFICATIONS The jurisdictional wetland identifications and delineations were conducted by Stephen W. Johnson, ' William K. Schenderlein, and Scott W. Bartling, all of Riverside Technology, inc. (RTi). Mr. Johnson has 8 years of experience as a Water Quality Hydrologist and 4 years of experience in ' conducting jurisdictional wetland studies in Colorado, Wyoming, and California. He is recognized by the COE under Regulatory IV to identify and delineate wetlands as part of the Section 404 process of the Clean Water Act. Mr. Johnson also has experience in conducting surveys along the ' Front Range of Colorado for the federally -threatened Ute ladies' -tresses orchid (Spiranthes diluvialis). Mr. Johnson's educational background includes a B.S. in Biology with a minor in Chemistry, an M.S. in Plant Ecology, and an M.S. in Water Quality Hydrology. He is a member of the Society of Wetland Scientists, Rocky Mountain Chapter. Mr. Johnson is also the program manager of the State Wetlands Protection Program for the Campo Band of Kumeyaay Indians in ' southern California. Mr. Schenderlein is an Environmental Engineer who is currently training under Mr. Johnson on several jurisdictional wetlands delineation projects and endangered species surveys. He also assists in writing and preparing the technical reports documenting the results of these activities. As part of his training, Mr. Schenderlein has participated in jurisdictional wetland surveys in Colorado and ' Wyoming . and has prepared final documentation on the results of several surveys. Mr. Schenderlein's qualifications include a B.S. in Chemistry, an M.S. in Environmental Engineering, studies in geochemistry and environmental science, and over 2 years of water quality - related work. 11.94 A297 (Ponds • wrllandd 2 Mr. Bartling is a Soil Scientist/Geographic Information System Specialist with experience in soil science and range ecology. Mr. Bartling has over 5 years of experience performing soil surveys and vegetation inventory studies throughout the west. His qualifications include a B.S. and M.S. in Range Ecology. 3.0 METHODS OF ANALYSIS 3.1 Agency Contacts The following individuals and agencies were contacted as part of this wetland delineation: ♦ 'Terry McKee, Environmental Resource Specialist, COE - Tri-Lakes Project Office, Littleton, Colorado ♦ Robert L. Wilkenson, Senior Environmental Planner, City of Fort Collins, Fort Collins, Colorado ♦ Bernardo Garza, Fish and Wildlife Biologist, U.S. Fish and Wildlife Service - Colorado Field Office, Golden, Colorado 3.2 Site Reconnaissance The initial reconnaissance of the site took place on October 3, 1994, when Mr. Schenderlein walked the perimeter of the Ponds site. Various reconnaissance trips were taken by Mr. Johnson, Mr. Schenderlein, and Mr. Bartling during October and November 1994 as part of the routine wetland delineation. 3.3 Equipment and Materials The following equipment and materials were used in this wetland delineation study: ♦ Corps of Engineers Wetlands Delineation Manual (COE 1987) ♦ Munsell Soil Color Chart ♦ Copies of 1987 COE Data Form 1 ♦ Soil Survey of Lorimer County Area, Colorado (USDA 1980) ♦ U.S. Fish and Wildlife Service National Wetlands Inventory Map for the Horsetooth Reservoir, Colorado, Quadrangle (USFWS 1975) ♦ Soil Conservation Service's Larimer County Area, Colorado: Comprehensive Hydric Soils List (USDA 1993) ♦ National List of Plant Species that Occur in Wetlands: Central Plains (Region S) (Reed 1988) ♦ Blueprint of the site boundaries (RBD 1994) ♦ Book entitled Rocky Mountain Flora (Weber 1976) ♦ Book entitled Classification of Wetlands and Deepwater Habitats of the United States (Cowardin 1979) ♦ Weatherproof field book ♦ Wooden boundary stakes ♦ Fisher Space Pens (permanent ink) ♦ Soil spade 11.94 A297 (Ponds - wetlands) 3 3.4 Growing Season Information ' Wetlands delineations are best conducted during the growing season to facilitate identification of vegetation parts, such as flowers and leaf structure. The wetlands delineation described in this document was conducted during the growing season. The growing_ season is also important in ' determining whether the wetland hydrology criterion is met. Areas that are at least intermittently inundated or saturated for 5 percent or more of the growing season are considered evidence of hydrologic characteristics that can support wetlands. In addition to wetland hydrology information collected in the field, information on the hydrology of soils in the area during the growing season ' was obtained from U.S. Department of Agriculture (USDA) Soil Survey maps to support a wetland hydrology determination. The growing season is defined in the Corps of Engineers Wetlands Delineation Manual (COE 1987) as the portion of the year when soil temperatures at 19.7 inches below the soil surface are higher than biological zero (5°C). However, for ease of determination, the COE manual allows for an approximation of the growing season by the number of frost -free days. In the Fort Collins/Loveland area, there are, on average, 144 frost -free days per year. The average first frost -free day occurs the first week of May, and the average last frost -free day occurs at the end of September/beginning of October. Five percent of 144 days is 7.2 days, or approximately 1 week. 3.5 Routine Procedures The routine procedure selected for identifying and delineating wetlands is a multi -parameter approach requiring positive evidence of hydrophytic vegetation, hydric soils, and wetland hydrology. If these parameters are met, the area is determined to be a jurisdictional wetland. The following routine procedure is adapted from the Corps of Engineers Wetlands Delineation Manual (COE 1987), which provides a logical, defensible, and technical basis for wetland delineation. This routine procedure stresses on -site inspection together with preliminary data gathering and synthesis of available information. Procedures for making routine wetland determinations when insufficient information is available for one or more parameters are described in this section. At each sampling point, the vegetation present was categorized using the National List of Plant Species that Occur in Wetlands: Central Plains (Region 5) (Reed 1988) and Rocky Mountain Flora (Weber 1976). Table 1, Plant Indicator Status Categories, was taken from Reference i and provides definitions and information concerning the indicator symbols. Table 2 lists the dominant plant species that occur at the Ponds site and provides the indicator status of each. An on -site inspection was determined to be required at the Ponds site and was conducted as outlined below. All procedures are adapted from the Corps of Engineers Wetlands Delineation Manual (COE 1987). A Data Form I was completed for each of the sampling sites. Copies of all data sheets are included in Appendix B. 11.94 A297 (Ponds - wetlands) 4 TABLE 1 PLANT INDICATOR STATUS CATEGORIES Indicator Indicator Category Symbol Definition Obligate Wetland Plants OBL Plants that occur almost always (estimated probability >99%) in wetlands under natural conditions but that may also occur rarely (estimated probability <1%) in non -wetlands. Example: Scirpus americanus (Obiey's three square) Facultative Wetland Plants FACW Plants that occur usually (estimated probability >67% to 99%) in wetlands but also occur (estimated probability 1% to 33%) in non -wetlands. Example: Hordeum jubatum (fox -tail barley) Facultative Plants FAC Plants with a similar likelihood (estimated probability 33% to 67%) of occurring in both wetlands and non - wetlands. Example: Sporobolus airoides (alkali sacaton) Facultative Upland Plants FACU Plants that occur sometimes (estimated probability 1% to <33%) in wetlands but occur more often (estimated probability >67% to 99%) in non -wetlands. Example: Agropyron Smithii (western wheatgrass) Obligate Upland Plants UPI, Plants that occur rarely (estimated probability <1%) in wetlands but occur almost always (estimated probability >99%) in non -wetlands under natural conditions. Source: Reference 1. Example: Medicago sativa (alfalfa) 11.94 A297(Ponds . wedands) 5 TABLE 2 DOMINANT PLANT SPECIES OCCURRING AT THE PONDS AT OVERLAND TRAIL SITE Scientific Name Common Name Indicator Category* Agropyron smithii western wheatgrass FACU Bromopsis inennis smooth brome FACU Carex lanuginosa wooly sedge OBL Carex nebrascensis Nebraska sedge OBL Distichlis spicata inland saltgrass FACW Echinochloa crusgalli barnyard grass FACW Hordeum jubatum fox -tail barley FACW Kochia scoparia summer -cypress FACU Medicago sativa** alfalfa UPL Poa pratensis Kentucky bluegrass FACU Scirpus americanus Olney's three -square OBL Sporobolus airoides alkali sacaton FAC Trifolium repens white clover FACU Source: References 5 and 7. *Indicator categories for plants are abbreviated as follows OBL = obligate wetland.plant FACW = facultative wetland plant FAC = facultative plant FACU = facultative upland plant UPL = obligate upland plant Refer to Table 1 for a definition of each category. **Not listed in Reference 5, therefore designated UPL status. 11.94 A297(Ponds -wedandd 6 Steps taken during the on -site inspection are described below: ' ♦ Step I: Locate the project area. Determine the spatial boundaries of the project area using information from a USGS quadrangle map or other appropriate map, aerial photography, and/or the project survey plan (References 2, 3, and 6). Proceed to Step 2. ♦ Step 2: Determine whether an atypical situation exists. Examine the area and determine whether there is evidence of sufficient natural or human -induced alteration to significantly alter the area vegetation, soils, and/or hydrology. Include possible off -site modifications that may affect the area hydrology. If there is no such evidence, proceed to Step 3. If one or more parameters have been significantly altered by an activity that would normally require a permit, proceed to Section F of the Corps of Engineers Wetlands Delineation Manual (COE 1987), ' which describes methods to be used when positive indicators of hydrophytic vegetation, hydric soils, and/or wetland hydrology cannot be found because of effects of recent human activities or natural events. Using Section F, determine whether there is sufficient evidence that hydrophytic vegetation, ' hydric soils, and/or wetland hydrology were present prior to this alteration. (No atypical situations existed at the Ponds site.) ♦ Step 3: Determine the field characterization approach to be used. Considering the size and complexity of the area, determine the field characterization approach to be ' used. When the area is equal to or less than 5 acres, and the area is thought to be relatively homogenous with respect to vegetation, soils, ,and/or hydrologic regime, proceed to Step 4. (Although the Ponds site is greater than 5 acres, the area is homogenous with respect to vegetation, ' soils, and hydrology, so no transects were necessary. Furthermore, there was no significant overstory vegetation at the site.) ' ♦ Step 4: Identify the plant community type(s). ' Traverse the area and determine the number and locations of plant community types. Sketch the location of each on the base map, and give each community type a name. (The Ponds site was determined to consist of three plant communities: an upland prairie grasses community, a transition ' zone community, and a wetland community --communities 1, 2, and 3, respectively. The determined communities were not mapped but were identified on each Data Form 1.) Proceed to Step 5. ♦ Step 5:. Determine whether normal environmental conditions are present. Determine whether normal environmental conditions are present by considering the following: a. Is the area presently lacking hydrophytic vegetation or hydrologic indicators because of annual or seasonal fluctuations in precipitation or ground water levels? 11.94 A297(Ponds -wetlands) 7 v b. Are hydrophytic vegetation indicators lacking because of seasonal fluctuations in temperature? If the answer to either question a or b is thought to be yes, proceed to Section G of the Corps of Engineers Wetlands Delineation Manual (COE 1987), which outlines, methods for dealing with problem areas. Problem areas are defined as areas in which wetland indicators of one or more parameters are periodically lacking because of normal seasonal or annual variations in environmental conditions that result from causes other than human activities. or catastrophic natural events. If the answer to both a and b is no, proceed to Step 6. (There were no problem areas identified at the Ponds site.) ♦ Step 6: Select representative observation points. Select a representative observation point in each community type. A representative observation point is one in which the apparent characteristics (determine visually) best represent characteristics of the entire community. Mark on the base map the approximate location of the observation point. (This was done for each observation point selected at the Ponds site. Observation points are identified on the site map in Appendix A. Between observation points, the boundary lines were visually determined and staked based on observed vegetation changes.) Proceed to Step 7. ♦ Step T . Characterize each plant community type. Visually determine the dominant plant species in each vegetation layer of each community type and record them on Data Form 1 (use a separate Data Form 1 for each community type). Dominant species are those having the greatest relative basal area (woody overstory), greatest height (woody understory), greatest percentage of areal cover (herbaceous understory), and/or greatest number of stems (woody vines). (The observation points at the Ponds site were characterized by one vegetation layer, a consistent herbaceous layer. Completed data forms are in Appendix B.) Proceed to Step 8. ♦ Step 8: Record indicator status of dominant plant species. Record on Data Form I the indicator status of each dominant plant species in each community type. (Completed data forms for the Ponds site are in Appendix B and results are summarized in Table 3.) Proceed to Step 9. ' ♦ Step 9: Determine whether hydrophytic vegetation is present. Examine each Data Form 1. When more than 50 percent of the dominant species in a community ' type have an indicator status of OBL, FACW, and/or FAC, hydrophytic vegetation is present. Portions of the area failing this test are not wetlands. (At the Ponds site, the "50/20 Rule" was applied.) The "50/20 Rule" is a procedure that entails the following: For each stratum in the plant community, dominant species are the most abundant plant species (when ranked in descending order of abundance and cumulatively 11.94 A297 (Panda - werlandr) 8 ' totaled) that immediately exceed 50 percent of the total dominance measure for the stratum, plus any additional species comprising 20 percent or more of the total ' dominance measure for the stratum. Complete the vegetation section of each Data Form 1. (Completed data forms for the Ponds site are ' in Appendix B and results are presented in Section 4.0, Table 3.) Proceed to Step 10. ♦ Step 10: Apply wetland hydrologic indicators. 1 Examine the portion of the area occupied by each plant community type for positive indicators of wetland hydrology. Record findings on the appropriate Data Form 1. (Information for determining ' hydrology was also obtained from Reference 2.) Proceed to Step 11. ♦ Step 11: Determine whether wetland hydrology is present. ' Examine the hydrologic information on Data Form I for each plant community type. Any portion of ' the area having a positive wetland hydrology indicator has wetland hydrology. If positive wetland hydrology indicators are present in all community types, the entire area has wetland hydrology. If no plant community type has a wetland hydrology indicator, none of the area has wetland hydrology. ' Complete the hydrology portion of each Data Form 1. (Completed data forms for the Ponds site are in Appendix B and results are presented in Section 4.0, Table 3.) Proceed to Step 12. ' ♦ Step 12: Determine whether soils must be characterized. Examine the vegetation section of each Data Form 1. (Completed data forms for the Ponds site are ' in Appendix B and results are presented in Section 4.0, Table 3.) Hydric soils are assumed to be present in any plant community type for which the following statements are true: ' a. All dominant species have an indicator status of OBL. b. All dominant species have an indicator status of OBL or FACW, and the wetland ' boundary (when present) is abrupt. When either a or b are true and wetland hydrology is present, check the hydric soils blank as positive ' on Data Form I and proceed to Step 16. (At the Ponds site, a soil pit was dug at every selected observation point in each community type, even when a and/or b were true.) If neither a nor b applies, proceed to Step 13. ' ♦ Step 13: Dig a soil pit. Using a soil auger or spade, dig a soil pit at the representative location in each community type. The procedure for digging a soil pit is described in Appendix D, Section 1, of the Corps of Engineers Wetlands Delineation Manual (COE 1987). When the soil pit is properly completed, approximately ' 16 inches of the soil profile will be available for examination. (At the Ponds site, a soil pit was dug with a spade to 16 inches at each observation point.) Proceed to Step 14. i 11.94 A297 (Pnn& - wetlands) 9 r�l ♦ Step 14: Apply hydric soil indicators. Examine the soil at each location and compare its characteristics immediately below the A -horizon or at a 10-inch depth (whichever is shallower) with the hydric soil indicators described in Part III, paragraphs 44 and/or 45 of the Corps of Engineers Wetlands Delineation -Manual (COE 1987). (For the Ponds site, soil samples were collected in the B-horizon at a depth of less than 10 inches or in the A -horizon at a depth of 10 inches.) Record findings on the Data Form 1 for each location. Proceed to Step 15. N ♦ Step 15: Determine whether hydric soils are present. ' Examine each Data Form I and determine whether a positive hydric soil indicator was found. If so, the area at that location has hydric soil. If soils at all sampling locations have positive hydric soil indicators, the entire area has hydric soils. If soils at all sampling locations lack positive hydric soil . indicators, none of the area is a wetland. Complete the soil section of each Data Form 1. (Completed data forms for the Ponds site are in Appendix B and results are summarized in Table 3.) ' Proceed to Step 16. ♦ Step 16: Make wetland determination. ' Examine Data Form 1. (Completed data forms for the Ponds site are in Appendix B and results are summarized in Table 3.) If the entire area presently or normally has wetland indicators for all three parameters (Steps 9, 11, and 15), the entire area is a wetland. If the entire area presently or normally lacks wetland indicators of one or more parameters, the entire area is a non -wetland. 4.0 RESULTS Table 3 summarizes the results of the multi -parameter approach to wetland determinations for each sampling location. The delineated wetland areas are shown on the site map in Appendix A. A total of 5.31 acres of jurisdictional wetland were identified during the survey. The jurisdictional wetland acreage consisted of two distinct wetland areas; a main wetland area of 5.11 acres and a small, ' separate 0.20-acre area. The main wetland area consisted of an elongated swale traversing the site from west (upgradient) to east (downgradient). The small wetland area was located in an isolated swale between the Pleasant Valley Lake Canal and Overland Trail. According to the Cowardin system (Cowardin 1979), the 5.31 acres of jurisdictional wetlands identified are classified as palustrine wetland types. Palustrine wetlands include areas commonly called marshes, swamps, ' bogs, or riparian zones. The survey was conducted shortly after the growing season and plant species were readily identifiable from seedheads, leaves, and flowers. The site also contained several agriculture -related irrigation distribution systems that supported non -jurisdictional areas with wetland. conditions. A small (less then 0.5 acre) irrigation retention pond in the west -central portion of the site and an irrigation water supply ditch associated with the pond both supported wetland vegetation, such as sedges (Carex spp.), bulrushes (Scirpus spp.), rushes (Juncus spp.), cattails (Typha spp.), plains cottonwood (Populus sargentii), and willows (Salix spp.). The irrigation pond was, listed as a palustrine, flat, saturated, semipermanent, and 11.94 A797 (Pond' - wrdandx) 10 I [1 TABLE 3 WETLAND DETERMINATIONS FOR THE PONDS AT OVERLAND TRAIL SITE Site ID* Delineation Date Wetland Determination Hydrophytic Vegetation Present? Wetland Hydrology Present? Hydric Soils Present? Is this Sampling Point within a Wetland? RTil-A 10/21/94 no no no no RTiI-B 10/21/94 yes yes yes yes RTi6-A 10/21/94 no no yes no RTi6-B 10/21/94 yes yes yes yes RTi 13-A 10/21/94 no yes yes no RTi13-B 10/21/94 yes yes yes yes RTi19-A 10/21/94 no no yes no RTi19-B 10/21/94 yes yes yes yes RTi29-A 10/21/94 no yes yes no RTi29-B 10/21/94 yes yes yes yes RTi29-C 10/21/94 yes no no no RTi37-A 10/21/94 no no yes no RTi37-B 10/21/94 yes yes yes yes RTi47-A 10/21/94 no no yes no RTi47-B 10/21/94 yes yes yes yes RTi47-C 10/21/94 yes no yes no *The site map in Appendix A shows the location of each sampling site. Field notes are in Appendix B. 11. 94 A297 (Pond., - wedands) 11 J 1 F L i n seasonal wetland area according to the National Wetland Inventory Map for the Horsetooth quadrangle (USFWS 1975). The pond was supplied with irrigation water by an irrigation lateral that paralleled the Dixon Feeder Canal from a headgate at the southwest corner of the site to the water supply ditch. Irrigation water was also supplied to the pond from a Dixon Feeder Canal headgate northwest of the pond by way of a transformed natural drainage area. Irrigation laterals on the site were generally devoid of hydrophytic vegetation, but the Pleasant Valley Lake Canal supported a riparian area consisting of sedges (Carex spp.), reed canary grass (Phalaris arundinaceae), alder (Alnus spp.), and plains cottonwood (Populus sargentii). These areas were determined to be non - jurisdictional and were not delineated or included in the site's jurisdictional wetland determinations. 4.1 Vegetation The two jurisdictional wetland areas identified consisted of a similar consistent herbaceous layer of hydrophytic vegetation. Overstory vegetation was sparse (comprising less than 1 percent of the total vegetation at the site), but was present in isolated areas of wetland transition zones. The main wetland area, although contained in a continuous Swale with fairly consistant hydrophytic vegetation, consisted of three distinct regions. The upper (western) region included a swale area from the irrigation pond east to a small rock outcropping. The wetland consisted of thick stands of rushes (Juncus spp.), sedges (Carex spp.), and Olney's three -square (Scirpus americanus) with a transition zone of fox -tail barley (Hordeum jubatun2), inland saltgrass (Distichlis spicata), and Russian olive (Elaeagnus angustifolia). The middle region included the areas at the western, northern, and eastern side of the rock outcropping. This region was in a non -distinct swale containing fox -tail barley (Hordeum jubatum), inland saltgrass (Distichlis spicata), and saltmarsh sandspurry (Spergularia marina), and could possibly have been a continuation of the lower transition area of the upper region. The lower (eastern) region began at a spring discharge point and followed an excavated swale east to the Pleasant Valley Lake Canal. The swale was densely vegetated and consisted of water -cress (Nasturtium spp.), Olney's three -square (Scirpus americanus), sedges (Carex spp.), rushes (Juncus spp.), and fox -tail barley (Hordeum jubatum). On the northeastern end of the swale, the wetland extended out of the main Swale, infringed on a cultivated alfalfa (Medicago sativa) field, and supported a small area (approximately 500 square feet) of cattails (Typha spp.). The jurisdictional wetland area in the isolated swale (between the Pleasant Valley Lake Canal and Overland Trail) contained alkali sacaton (Sporobolus airoides) and inland saltgrass (Distichlis spicata). Upland areas throughout the site were generally a consistent vegetation cover of introduced pasture grasses, such as smooth brome (Bromus inermis) and wheat grasses (Agropyron spp.), and invader forbs, such as summer -cypress (Kochia scoparia). 4.2 Soils The Ponds site was comprised of several .soil series as mapped by the Soil Conservation Service (USDA 1980). Salt deposits on soils and the presence of alkali -tolerant vegetation (Sporobolus airoides, Distichlis spicata, and Hordeum jubatum) suggests alkaline soils in much of the wetland areas. The jurisdictional wetland areas were generally contained in swales of the Nunn clay loam (wet, 1-3 percent slopes), Longmont clay (0-3 percent slopes), and Satanta loam (1-3 percent slopes). Inclusions in these soils are known to be frequently ponded for long or very long duration during the growing season. The Nunn clay loam (wet) and Longmont clay are known to be poorly drained, but 1 n.94 A297 (Ponds - wetlands) 12 the Satanta loam is well drained. The wetland soils sampled generally contained low-chroma colors, mottles, and were considered hydric based on the local hydric soils list (USDA 1993). ' 4.3 Hydrology ' The hydrology of the jurisdictional wetland areas identified was supported by several sources. The hydrology of the upper and middle region of the main wetland area appeared to be supported by seepage from the irrigation pond at its western (upgradient) edge and the poorly drained soils ' beneath the major swale area. It also appeared that seepage from the Dixon Feeder Canal helped support the hydrology of the swale. Stormwater runoff probably supplemented the wetland hydrology by adding to water stored in the pond. Salt deposits on the soil surface indicated that the ' hydrology of the middle region was possibly supplemented by a high ground water table. The hydrology of the lower region of the main wetland was supported by the spring located at the western edge of the excavated Swale. The source of the spring was unknown at the time of the survey, but ' historic observation of the perennial nature of the spring and speculation (Noel 1994) suggested that the source was seepage originating from Horsetooth Reservoir. In the swale area between the Pleasant Valley Lake Canal and Overland Trail, the hydrology of the small wetland area was most likely supported by seepage from the canal. ' 5.0 RECOMMENDATIONS The wetland delineation described in this report has been submitted to the COE, Omaha District, Tri- ' Lakes Project Office, in Littleton, Colorado. Acceptance would be conveyed in the form of a letter. If accepted, the COE would recommend that this wetland delineation be considered valid for 3 years from the date of the letter unless new information warrants revision before the 3 years expire. 11.94 A797 (Ponds - nrdands) 13 6.0 REFERENCES Cowardin, L.W., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of Wetlands and Deepwater Habitats of the United States. U.S. Fish and Wildlife Service, Biological Services Program: FWS/OBS-79/31. Noel, Larry, Son of past landowner, Walley Noel. Conversation with Stephen Johnson and William ' Schenderlein of RTi, October 13, 1994. RBD, Inc. (RBD). 1994. Blueprint of the site boundaries. Fort Collins, Colorado. 1 Reed, P.B., Jr. 1988. National List of Plant Species that Occur in Wetlands: Central Plains (Region S). U.S. Fish and Wildlife Service Biological Report 88(26.5). ' U.S. Army Corps of Engineers (COE) Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual. Technical Report Y-87-1, U.S. Army Engineer Waterways ' Experiment Station, Vicksburg, Mississippi. ' U.S. Department of Agriculture (USDA), Soil Conservation Service. 1993. Larimer County Area, Colorado: Comprehensive Hydric Soils List. ' Weber, W.A. 1976. Rocky Mountain Flora. Colorado Associated University Press. Boulder, Colorado. ' U.S. Department of Agriculture (USDA), Soil Conservation Service and Forest Service, in cooperation with Colorado Agricultural Experiment Station. 1980. Soil Survey of Larimer County Area, Colorado. U.S. Department of the Interior, Geological Survey (USES). 1971. 7.5-Minute Series Topographic Map for Horsetooth Reservior, Colorado, Quadrangle. Photorevised 1971. U.S. Fish and Wildlife Service (USFWS). 1975. National Wetlands Inventory Map for the Horsetooth Reservior, Colorado, Quadrangle. 7.0 LIST OF PREPARERS Riverside Technology, inc. 2821 Remington Street Fort Collins, Colorado 80525 303/223-2944 ♦ FAX 303/223-2955 ♦ Stephen W. Johnson, Water Quality Hydrologist/Wetlands Delineator ♦ William K. Schenderlein, Environmental Engineer 11.94 A297 (Ponds - wetlands) 14 ' APPENDIX A The Ponds at Overland Trail Site Map 1 APPENDIX B Jurisdictional Wetlands Field Notes .1 11 DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) Project/Site: 4—"! --� O✓° y` „� � `-� Applicant/Owner:/- Investigator: f S h� ' /i, S / dcr Do Normal Circumstances exist on the site? Is the site significantly disturbed (Atypical Situation)? Is the area a potential Problem Area? (If needed, explain on reverse.) VEGETATION Date:lo%i/9'/ 9=?P County: Z-�- /- S_ State: l /o Less No Community ID: / Yes Qgo�) TransectlD: — Yes �lo Plot ID: Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator 1. 4' ,c � - ;, '4 GffCr/ 9. 3. 11. 4. 12. 5. 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC-). SO 7. Remarks: HYDROLOGY — Recorded Data (Describe in Remarks): Wetland Hydrology Indicators: _ Stream, Lake, or Tide Gauge Primary Indicators: . — Aerial Photographs — Inundated — Other No Recorded Data Available — Saturated in Upper 12 Inches — Water Marks _ Drift Lines _ Sediment Deposits Feld Observations: — Drainage Patterns in Wetlands Depth of Surface Water. (in.) Secondary Indicators (2 or more required): . — Oxidized Root Channels in Upper 12 Inches De Depth to Free Water in Pit P �" Qn.) — Water -Stained Leaves — Local Soil Survey Data Depth to Saturated Soil: > �'� (in.) — FAC-Neutral Test — Other (Explain in Remarks) Remarks:' •.- A 5..�.-\tom SOII S Map Unit Name (Series and Phase): .%(w� n C� ,� o a.�\ �c / -,� Drainage Class: 0=i 41 1'2�•- c c( c T v: -) 1(S Field Observations ,9�• <1• �a Taxonomy(Subgroup):. a Confirm Mapped T es e? No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure. etc. Hydric Soil Indicators: — Histosol _ Concretions — Histic Epipedon — High Organic Content in Surface Layer in Sandy Soils — Sulfidic Odor _ Organic Streaking in Sandy Soils — Aquic Moisture Regime — Listed on Local Hydric Soils List — Reducing Conditions — Listed on National Hydric Soils List — Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: (Ji co-JSc i/'! {r/G /S on w IJOC N� \� \S ,n�} n P Sw-�c. P•�C n�1 cen<,JueJ�yJ<,c• -,�-•� •'� �by )�,ci se.\i \.s> _ Hydrophytic Vegetation Present? Yes (Circle) (Circle) Wetland Hydrology Present? Yes e Hydric Soils Present? Yes Is this Sampling Point Within a Wetland? Yes No Remarks: /�.e ��e �11,, �o e._�.on if .,.� i�e.,->�(•{�e�( 0./5 a we-�(`�>�� DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) Project/Site: _ � O ✓erls_4 � r.:, \ Date: /-/1iZ9'! (e9= J' Applicant/Owner: County: Investigator: S_c_\_ . R . 5 tea«\e:� S. 8 11; ? State: _ L-1� r- Do Normal Circumstances exist on the site? Yes)No Community ID: Is the site significantly disturbed (Atypical Situation)? Yes &D Transact ID: Is the area a potential Problem Area? Yes ® Plot ID: Pi .' / - 11 (If needed, explain on reverse.) VEGETATION Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator 1. _<c t r CJS cw-_r. c._'. If 0R r; 9. 2 /,rde✓ tiaL✓ if iAe1� 10. , 3. 11. 4. 12. 5. 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC-). � ,/O O Remarks: HYDROLOGY — Recorded Data (Describe in Remarks): Wetland Hydrology Indicators: — Stream, Lake, or Tide Gauge Primary Indicators: _ Aerial Photographs Inundated — Other -7 Saturated in Upper 12 Inches No Recorded Data Available _ Water Marks — Drift Lines Sediment Deposits Field Observations: — Drainage Patterns in Wetlands Secondary Indicators (2 or more required): Depth of Surface Water: (in.) Oxidized Root Channels in Upper 12 Inches G Water -Stained Leaves Depth to Free Water in Pit: (in.) -,L Local Soil Survey Data — FAC-Neutral Test Depth to Saturated Soil: -� (in.) _ Other (Explain in Remarks) Remarks: ��>� is �•c.-Jeci �� .- Sam\e - tiCt>. �;�a lry \a<..\ S:.\ Su.✓cy d.�ks }\..o, ec e...'.S �ce\ae.��\.\ P•i. der) :•c l•.� or Jcr' \. sor w�'C•,� dvr,"n '�'�-� f.,.e�r snll R Map Unit Name (Series and Phase): /✓✓^ 3 o Drainage Class: De1;l `c/• c �' - ,,,; Field Observations Taxonomy(Subgroup):.�_� Confirm Mapped Type? a No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc. Hydric Soil Indicators: — Histosol — Concretions — Histic Epipedon — High Organic Content in Surface Layer in Sandy Soils — Sulffdic Odor Organic Streaking in Sandy Soils — Aquic Moisture Regime Listed on Local Hydric Soils List Reducing Conditions — Listed on National Hydric Soils List Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: ;3 <.—t.<l._.ec% L;,d r.e b..ted D•� Iecdl sa-- 'fI a ■�17 CYJ q a� 3:11Y I I C IS\ � P1 C. Hydrophytic Vegetation Present? as No (Circle) (Circle) Wetland Hydrology Present? es No Hydric Soils Present? CLes> No Is this Sampling Point Within a Wetland? es No Remarks: �9 /� I-✓•<"� j-Ol '� ND�SG rOO�h fCr✓0 /� i✓_a�..^jig DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) Project/Site: Date: /n/9,&V L^ io:10 Applicant/Owner: County: [-, �e- Investigator: S_ Sc\.nscn '3. S<\,n�c\ec1e.l.�r S. (�_�}\;_� Stater 7.1o,-dn Do Normal Circumstances exist on the site? ® No Community ID: Is the site significantly disturbed (Atypical Situation)? Yes Transect ID: — Is the area a potential Problem Area? Yes Plot ID: 2 4 - A (If needed, explain on reverse.) VEGETATION Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator 9. 3. 4, pow ii...+cn s. ,✓ ii16✓ 12. 5. v� 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are (excluding FAC-). OBL, FACW or FAC �� �y Remarks: HYDROLOGY — Recorded Data (Describe in Remarks): Wetland Hydrology Indicators: _ Stream, Lake, or Tide Gauge Primary Indicators: _ Aerial Photographs _ Inundated — Other No Recorded Data Available _ Saturated in Upper 12 Inches — Water Marks — Drift Lines Sediment Deposits Field Observations: — Drainage Patterns in Wetlands Depth of Surface Water: (in.) Secondary Indicators (2 or more required): — Oxidized Root Channels in Upper 12 Inches Depth to Free Water in Pit: I b (in.) Water -Stained Leaves 7 Local Soil Survey Data Depth to Saturated Soil: 1=� (in.) _ FAC-Neutral Test — Other (Explain in Remarks) Remarks: . Is s . Accord:�a kn 1.c..\ 5-',\ Sar✓c •� d�1-�. 1\..- p•^dcA �'.r 'f J'_\;a_ 4'` SOILS Map Unit Name `,/ 1 L (Series and Phase): i✓r^ ^ -� v)c+ I 1-3 % Drainage Class: i%r.-,, ej �r'�` �r"` Field Observations Taxonomy(Subgroup): Confirm Mapped Te? _Yes No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure. etc. 14 Hydric Soil Indicators: — Histosol — Concretions — Histic Epipedon — High Organic Content in Surface Layer in Sandy Soils — Sulfidic Odor Organic Streaking in Sandy Soils — Aquic Moisture Regime ✓ Listed on Local Hydric Soils List — Reducing Conditions — Listed on National Hydric Soils List — Gleyed or Low-Chroma Colors _ Other (Explain in Remarks) Remarks: • 7,(:. �..;� :S n.. fa�er�,� ��r�rCc i, ..__.I s,. lue.-1 ,�y clnc S •'.tz �5�. YYC I LANU UM I Ctt MINAI ILIN Hydrophytic Vegetation Present? Yes /No (Circle) (Circle) Wetland Hydrology Present? Yes o Hydric Soils Present? � o Is this Sampling Point Within a Wetland? Yes No Remarks: 1 Cr( AS r (•vG�/ar t� 6CG 0l p.'r3 J-O /f� ,,_<,e._� �✓Gai�rd z �«ynrl/ ��aP �� GIs C�e,a� �t Sci ✓or/ tlJ—cir DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) VEGETATION Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator 2. 10. 3. 11. 4. 12. 5. 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAG (excluding FAC-). Remarks: HYDROLOGY — Recorded Data (Describe in Remarks): Wetland Hydrology Indicators: ' — Stream, Lake, or Tide Gauge Primary Indicators: _ Aerial Photographs _ Inundated / — Other _ Saturated in Upper 12 Inches No Recorded Data Available — Water Marks ' — Drift Lines Sediment Deposits Feld Observations: — Drainage Patterns in Wetlands Secondary Indicators (2 or more required): Depth of Surface Water: (in.) ✓ Oxidized Root Channels in Upper 12 Inches I (' Water -Stained Leaves Depth to Free Water in Pit: (in.) Local Soil Survey Data > I — FAC-Neutral Test Depth to Saturated Soil: „i (in.) _ Other (Explain In Remarks) Remarks: . ,.tlld �vr \o OC ✓C l� !{V� �. (lJf.e_ {`.!- (O,,ll S2r(Dl�� SOILS Map Unit Name / (Series and Phase): 1•�w,j (,leii /-3 y, Drainage Class: /J.iw z7,--mod `�' ` a Field Observations ` ' /is TaxonomyA^' ;% Confirm Mapped Type? (Yes) No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc. Hydric Soil Indicators: — Histosol _ Concretions — Histic Epipedon _ High Organic Content in Surface Layer in Sandy Soils — Sulfidic Odor Organic Streaking in Sandy Soils :z Aquic Moisture Regime Listed on Local Hydric Soils List Reducing Conditions — Listed on National Hydric Soils List Gleyed or Low-Chroma Colors _ Other (Explain in Remarks) Remarks: • T�;t S.tl ;r t..s,d«.,/ l.yd,`.c h�a�d �.. lo�,,.l ,�ydr.rc sm".lr l,st. Hydrophytic Vegetation Present? es No (Circle) Wetland Hydrology Present? as No Hydric Soils Present? a No (Circle) Is this Sampling Point Within a Wetland? es No Remarks: rc�/�/�' ;s �1,� 1,�,_><,.�1�� a� a�'�k�d`.\a F•�o�a:��`1�a k� N.-�/ia n0-I (�GA'�.,r0 �J�rt eC✓ t„\cP kaC i"1-'� aa!$s�t o.'iN �C SC�J o�� AJ—ACo-nq�2.- / DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) L te: c/s of D✓< l c� %i.'. Date: Z61 Owner: ��c, -� A PrL,�s County: L< r or: SS="�R . S \ A<c\r; 5. 3, a\: State: L</.. dl Circumstances exist on the site? Ye No Community ID: significantly disturbed (Atypical Situation)? Yes c Nod Transect ID: a a potential Problem Area? Yes Nod Plot ID:>! 13 - A ded, explain on reverse.) VEGETATION Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator 9. iL %mot L,) 10. 3. 11. 4. 12. 5. 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAC o %n (excluding FAC-). Remarks: Recorded Data (Describe in Remarks): — Stream, Lake, or Tide Gauge Aerial Photographs — Other No Recorded Data Available Wetland Hydrology Indicators: Primary Indicators: — Inundated — Saturated in Upper 12 Inches _ Water Marks — Drift Lines — Sediment Deposits Field Observations: — Drainage Patterns in Wetlands Secondary Indicators (2 or more required): Depth of Surface Water. (in.) -Z— Oxidized Root Channels In Upper 12 Inches t b Water -Stained Leaves Depth to Free Water in Pit: P (in.) � Local Soil Survey Data > t J FAC-Neutral Test Depth to Saturated Soil: (in.) _ Other (Explain In Remarks) Remarks: - Qlo� -S <-eco mac\'..'C,-� (-0 \ 5C-\ tea♦e� d h }� dad (-� or ac< t--5 dpr•'n kLu ce,1, Seu-Sor' ,t�� SOILS Map Unit Name (Series and Phase):✓^ ^ ^/ �> �--� 6J�,S Drainage Class: Q ^ I y �r -• Fi i d; C f) r ✓ : o S Field Observations Taxonomy Sub rou Confirm Mapped Type? (YeD No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munseli Moist) (Munsell Moist) Abundance/Contrast Structure. etc. Hydric Soil Indicators: — Histosol — Concretions — Hlsbc Epipedon _ High Organic Content in Surface Layer in Sandy Soils — Sulfidic Odor — Organic Streaking in Sandy Soils _ Aquic Moisture Regime Listed on Local Hydric Soils List — Reducing Conditions — Listed on National Hydric Soils List — Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: • T/,;S f•'•� i5 !=.. r, c(ere c� A�c(r�G �_t<� en �.c�l �ycf r,c S-I- WETLAND DETERMINATION Hydrophytic Vegetation Present? Yes ® (Circle) Wetland Hydrology Present? as No Hydric Soils Present? Ye No Remarks: (Circle) Is this Sampling Point Within a Wetland? Yes Njj ieu-4\ (/.i ¢-l\..,..� TnJe rYnCJ M..� Xof-�'�•a- Yr er SG T��1 l� KeieC Je•f DATA FORM ROUTINE WETLAND DETERMINATION (1937 COE Wetlands Delineation Manual) Project/Site: /'"/s Date: ✓_ ?21hq Applicant/Owner: County: Z—r,, r Investigator:_ S. Te\--tee_,. R S,_\-.�,��«leC,� S.B_��\;,.� State:. L=tor-do Do Normal Circumstances exist on the site? `ess No Community ID: Is the site significantly disturbed (Atypical Situation)? Yes `Do Transect ID: Is the area a potential Problem Area? Yes CNo Plot ID: (If needed, explain on reverse.) VEGETATION Dominant Plant Soecies Stratum Indicator Dominant Plant Species Stratum Indicator 6co'. h�a 1-i r_Ar C k^) 9. 2. 10. 3. 11. 4. 12. 5. 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC-). Remarks: Cs c\ HYDROLOGY Recorded Data (Describe in Remarks): Wetland Hydrology Indicators: — Stream, Lake, or Tide Gauge Primary Indicators: . - _ Aerial Photographs _ Inundated — Other — Saturated in Upper 12 Inches No Recorded Data Available _ Water Marks Drift Lines Sediment Deposits Field Observations: — Drainage Patterns in Wetlands Depth of Surface Water. (in.) Secondary Indicators (2 or more required): ✓ Oxidized Root Channels in Upper 12 Inches Depth to Free Water in Pit: 16 (in.) Water -Stained Leaves Z Local Soil Survey Data Depth to Saturated Soil: > l a (in.) — FAC-Neutral Test — Other (Explain in Remarks) Remarks: A -V, 3-)� �o�ded •C \.n of ✓cry Ienj dJri;o,. dJr(� rN SOII S Map Unit Name / (Series and Phase): Drainage Class: 6 =1 %v 0� -•'e d z A Field Observations r t�l°y�S Taxonomy Confirm Mapped Type? es No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure. etc. /0yy YE 3/"1 Hydric Soil Indicators: — Histosol _ Concretions Histic Epipedon — High Organic Content in Surface Layer in Sandy Soils — Sulfidic Odor Organic Streaking in Sandy Soils — Aquic Moisture Regime ✓ Listed on Local Hydric Soils List — Reducing Conditions — Listed on National Hydric Soils List Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: • T��1 5•'.� ;! t.e S, elcr eel )••/d�;C WETLAND DETERMINATION Hydrophytic Vegetation Present? as No (Circle) (Circle) Wetland Hydrology Present? es No Hydric Soils Present? a No Is this Sampling Point Within a Wetland? Yes No Remarks: cy�/-�-/ ��..�i.n �l (�"L�Irnd �n ✓C r�O r✓ /`!��J JO%/ "/IY°SSG Oo a"f/ ' Approved by HOUSACE 3/92 ' DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) Project/Site: /"^ids 4 cv"k .,. ' Date:. 04?r�4N e /H=Io Applicant/Owner: County: L- - e' Investigator: S. To\, lei ) (?_ S\GnAff\C <-R< \,> State: 7JI.r.de Do Normal Circumstances exist on the site? es No Community ID: Is the site significantly disturbed (Atypical Situation)? Yes N Transact ID: Is the area a potential Problem Area? Yes o Plot ID: L�T'r \0, - p (If needed, explain on reverse.) VEGETATION Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator rede,s 1 r.7C✓ 9. 3. 11. 4. 12. 5. 13. 6. 14. 7. 15. 6. 16. Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC-). _ �e Remarks: HYDROLOGY — Recorded Data (Describe In Remarks): Wetland Hydrology Indicators: — Stream, Lake, or Tide Gauge Primary Indicators: _ Aerial Photographs _ Inundated — Other _ Saturated in Upper 12 Inches No Recorded Data Available _ Water Marks — Drift Lines — Sediment Deposits Field Observations: — Drainage Patterns In Wetlands Depth of Surface Water: (in.) Secondary Indicators (2 or more required): _ Oxidized Root Channels in Upper 12 Inches Depth to Free Water in Pit: > 16 (in.) Water -Stained Leaves Local Soil Survey Data Depth to Saturated Soil: (in.) — FAC-Neutral Test _ Other (Explain in Remarks) Remarks: P(.f ,s 1*C_ ck A SM s\e _ - - /iLCc. A:, V. t. •-. Vatl \. M.a. SOILS Map Unit Name (Series and Phase): < e f" .--j c, 4 " 3 7� Drainage Class: l= �•^ • ^< ri Ac c �A 9 c S Field Observations Taxonomy Sub rou Confirm Mapped Type? ; Yes) No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure. etc. 7 13 » y `%3 A41 Hydric Soil Indicators: — Histosol — Concretions — Histic Epipedon — High Organic Content in Surface Layer in Sandy Soils — Sulfidic Odor Organic Streaking in Sandy Soils — Aquic Moisture Regime Listed on Local Hydric Soils List — Reducing Conditions — Listed on National Hydric Soils List — Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: / e.—S' Cl'c/ //c/i'c r�c WETLAND DETERMINATION Hydrophytic Vegetation Present? Yes fo (Circle) (Circle) Wetland Hydrology Present? Yes Hydric Soils Present? es No Is this Sampling Point Within a Wetland? Yes No Remarks: 74-'P)o/ :1 �•� �<1� 1, ��� as ll. d A��.rd: ko k1� c/ i,.--/ DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator 1. ,.id ::...+J� Fi YAC 9. 2, n Ce to. O 3. 11. 4. 12. 5. 13. 6. 14. 7. 15. B. 16. Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC-). Remarks: P I J ',s IDr-4�d HYDROLOGY — Recorded Data (Describe in Remarks): Welland Hydrology Indicators: — Stream, Lake, or Tide Gauge - Primary Indicators: . — Aerial Photographs Inundated 7 Other Saturated in Upper 12 Inches No Recorded Data Available — Water Marks — Drift Lines — Sediment Deposits Field Observations: - — Drainage Patterns in Wetlands Secondary Indicators (2 or more required): Depth of Surface Water: (in.) �L. Oxidized Root Channels in Upper 12 Inches Water -Stained Leaves Depth to Free Water in Pit: (in.) Local Soil Survey Data — FAC-Neutral Test Depth to Saturated Soil: (in.) — Other (Explain in Remarks) Remarks: ` 1 pi'�- ,, qce $¢r •n- SOILS Map Unit Name (Series and Phase): Via.-���" C�Nr O-i 7. Drainage Class: Field Observations J c r .• Taxonomy 9✓c%�Confirm Mapped Te? Yes No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure. etc. 'O Io'12 3/\ 2- 3/6 Hyddc Soil Indicators: — Histosol — Concretions — Histic Epipedon — High Organic Content in Surface Layer in Sandy Soils — Sulfidic Odor Organic Streaking in Sandy Soils — Aquic Moisture Regime Listed on Local Hyddc Soils List Reducing Conditions 7 — Listed on National Hydric Soils List Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: IA:I WETLAND DETERMINATION Hydrophytic Vegetation Present? Yes No (Circle) (Circle) Wetland Hydrology Present? as No Hyddc Soils Present? a No Is this Sampling Point Within a Wetland? es No Remarks: / '/i �/�-,< :1 ...7 rdC�a.��d �s •_ �.�e k\�,..4 c.c�or cl:.-•1 �o h�-Q. V'k�� �a� '\-\-�- i�.lte �..Ok�— See Jn �e DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) VEGETATION Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator 2. �-7oi�/-.,... fd�j 10. 4. 12. S. 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC-). Remarks: HYDROLOGY — Recorded Data (Describe in Remarks): Wetland Hydrology Indicators: — Stream, Lake, or Tide Gauge Primary Indicators: _ Aerial Photographs — Other JNo _ Inundated — Saturated in Upper 12 Inches Recorded Data Available _ Water Marks — Drift Lines Sediment Deposits Field Observations: - — Drainage Patterns In Wetlands Depth of Surface Water. (n.) Secondary Indicators (2 or more required): Oxidized Root Channels in Upper 12 Inches Depth to Free Water in Pit: (in.) Water -Stained Leaves ..-� Local Soil Survey Data Depth to Saturated Soil: I (in.) FAC-Neutral Test _ Other (Explain in Remarks) _ Remarks:. • o-Ccocc\„_^, +�-� sec.-� Se'.� SAC Jt.� c��k �y-aCG,�. �i k �( \= e�r�_�. der._ kl< <•,�;.. tico.�. qnu q Map Unit Name (Series and Phase): i+"'^'�^ L° a^ \' 3 7 Drainage Class: (a r, c:; a is r q, a S a° \\ S Field Observations es Taxonomy (Subgroup): Confirm Mapped Typo? No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Stricture, etc. Hyddc Soil Indicators: — Histosol — Concretions _ Histic Epipedon — High Organic Content in Surface Layer in Sandy Soils — Sulfidic Odor — Organic Streaking in Sandy Soils Aquic Moisture Regime Listed on Local Hyddc Soils List Reducing Conditions _ Listed on National Hydric Soils List Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: • 7A I5 e°-5, dui A )-y Av:c b-ted Hydrophytic Vegetation Present? !Yes 0 (Circle) - (Circle) Le Wetland Hydrology Present? s? No Hydric Soils Present? es No Is this Sampling Point Within a Wetland? Yes No Remarks: ;1 we�//"'�o-.. c� e-ce ar�•r �, �o Ike N\r��`7 i-e.0 DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) ProjecUSite: __ �_ �j 1 D ✓art a d I Dale: i°�1r�9 County: L r„ems State: _ /.I , i@ I S= r o r—a e Applicant/ wrier: \�. P mac. s . Pr ok "S � � Investigator: S- S \� i p < \ a r\ $ I r\\ i Do Normal Circumstances exist on the site? Is the site significantly disturbed (Atypical Situation)? Is the area a potential Problem Area? (If needed, explain on reverse.) Yes No Yes No Yes No Community ID: Transact ID: Plot ID: _ VEGETATION Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator 1. L-1ordcM 4 FAeUj y 2.1-\ 10. 3. `<.ladS .c •.rcr,c r. ,. .15 �% Db 11. 4. A�r.,yrS—'.k�.' FF LLPL 12. 5. 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC-). '7 Remarks: • HYDROLOGY _ Recorded Data (Describe in Remarks): Wetland Hydrology Indicators: _ Stream, Lake, or Tide Gauge . Primary Indicators: _ Aerial Photographs - Inundated — Other Saturated in Upper 12 Inches No Recorded Data Available _ Water Marks — Drift Lines — Sediment Deposits Feld Observations: - — Drainage Patterns in Wetlands Secondary Indicators (2 or more required): Depth of Surface Water. Qn.) ✓ Oxidized Root Channels in Upper 12 Inches Depth to Free Water in Pit: > I ('' Pn) Water Stained Leaves � Local Soil Survey Data — FAC•Neutral Test Depth to Saturated Soil: 1 (in.) _ Other (Explain in Remarks) Remarks: PI.k ;S. 1 c hcd > . r� S w —\ 2- • aC c aC rir.r•a. �o \.c•-\ $o,\ $JC✓Gr� d��.. {'" c-Cc� .S C<"Oe-Ak( P. rc\cd• IreC \�•- o! Jct� \� dote..\.ow d�r.r� }� hC.,�a�� ScaSer� qnu c Map Unit Name (Series and Phase): 5 a �« �`� 1 �-^^ / " 3 7= Drainage Class: LJc I/ d ram, ne c� r: cl�c r✓ Field Observations //''�� Taxonomy Confirm Mapped Type? (Ya No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munselt Moist) (Munsell Moist) Abundance/Contrast Structure. etc. Hydric Soil Indicators: — Histosol _ Concretions — Histic Epipedon — High Organic Content In Surface Layer in Sandy Soils — Sulfidic Odor Organic Streaking In Sandy Soils — Aquic Moisture Regime Listed on Local Hydric Soils List — Reducing Conditions — Listed on National Hydric Soils List ✓ Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks-. I r \.ya�,L YY C I LAND UG 16MMINAI 1UN Hydrophytic Vegetation Present? ,,. No (Circle) I (Circle) � as Wetland Hydrology Present? c a No Hydric Soils Present? (5D No Is this Sampling Point Within a Wetland? No Remarks: T% p/I 1 1 1 1 1 1 1 1 1 t DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) Project/Site: Date: /°k'r 9y @ /ySt; Applicant/Owner: Pr_1c„�..,y F\.e-ad:«.� Qc.V<c-\:<S County: L-c••.-or' Investigator: S- S,l ro Stale: r_,/o Do Normal Circumstances exist on the site? es N_o Community ID: ) Is the site significantly disturbed (Atypical Situation)? Yes Transact ID: Is the area a potential Problem Area? Yes No Plot ID: lef" 199-C (If needed, explain on reverse.) VEGETATION Dominant Plant Species Stratum Indicator Domiim Stratum Indicator 1. C^rec )cnJhneSA Ik oav 9 2 /'nCfa M\CnSC C'C n�l_ t0 4,—C/r1 /i.n°c�lor, C(JS�o-I(, fi YAL 1.i 12. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAC FAC-). y/s(excluding emarks: li .� ANA,�;r<} ce, o�..\, HYDROLOGY — Recorded Data (Describe in Remarks): _ Stream, Lake, or Tide Gauge _ Aerial Photographs / — Other J No Recorded Data Available Wetland Hydrology Indicators: Primary Indicators: - - _ Inundated — Saturated in Upper 12 Inches _ Water Marks — Drift Lines Sediment Deposits - — Drainage Patterns in Wetlands Fleld Observations: Secondary Indicators (2 or more required): Depth of Surface Water. (in.) Oxidized Root Channels In Upper 12 Inches Depth to Free Water in Pit: t!, - (in.) — Water -Stained Leaves — Local Soil Survey Data i a FAC-Neutral Test Depth to Saturated Soil: (in.) _ Other (Explain In Remarks) Remarks: ° $«P^`�, -GCe.ti c_..--\ *1S CIS r kV-0- \.\2\� f. rrc� mil- 1�y dro\o a.� plok n__A (o(•-�cd '.., o- Sw�\G Snn c Map Unit Name / (Series and Phase): '/ ^ -L G o — M y' 3 Drainage Class: LJc I( d,--:- < d 4r �d,'c fir S Field Observations Taxonomy ,9 Confirm Mapped Type? es No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc. Ye Hydric Soil Indicators: — Histosol — Concretions — Histic Epipedon — High Organic Content in Surface Layer in Sandy Soils — Sulfidic Odor — Organic Streaking in Sandy Soils — Aquic Moisture Regime — Listed on Local Hydric Soils List _ Reducing Conditions — Listed on National Hydric Soils List — Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: i.J ne'/ e.•.t,d<r<c% �yd..c �n.r •,. 1.�._ <d 1 Lydr,c so: Is 1;s4 WETLAND DETERMINATION Hydrophytic Vegetation Present? (�jj) No (Circle) (Circle) Wetland Hydrology Present? Yes o Hydric Soils Present? Yes o Is this Sampling Point Within a Welland? Yes QND Remarks: 7!< /•i iS r�P is< {.i�A a S � calo�d .('k-'a ke Ake Q<$oc Jo.� <i,.1 .mac\C wrcj�e 1 1 1 1 t 1 1 1 1 1 1 1 1 1 t 1 1 DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) Project/Site: Date: l>L/L9r/ e if=� Applicant/owner: y ? County: Investigator: Investi ator: State: Do Normal Circumstances exist on the site? (�SP No Community ID: / Is the site significantly disturbed (Atypical Situation)? Yes Transect ID: Is the area a potential Problem Area? Yes No Plot ID: 7 - A (If needed, explain on reverse.) VEGETATION Dominant Plant Species Stratum Indicator , Dominant Plant Species Stratum Indicator 1. FA- J 9. z. 'r; 10. FiL 3. SC,r.l,clJS o-.r u'.dcS F( iAr. 11. 4. 12. 5. 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC-). - Remarks: HYDROLOGY — Recorded Data (Describe in Remarks): Wetland Hydrology Indicators: _ Stream, Lake, or Tide Gauge Primary Indicators: _ Aerial Photographs _ Inundated / _ Other — Saturated in Upper 12 Inches No Recorded Data Available _ Water Marks — Drift Lines — Sediment Deposits Feld Observations: — Drainage Patterns in Wetlands Secondary Indicators (2 or more required): Depth of Surface Water. (In.) _ Oxidized Root Channels in Upper 12 Inches Depth to Free Water in Pit: > I (n.) Water -Stained Leaves :i Local Soil Survey Data Depth to Saturated Soil: > t 2 (in.) _ FAC-Neutral Test — Other (Explain In Remarks) Remarks:. - i Ac�ord�.-//��-o lec.-� S:.\ S..r✓e..( e\n.\-.� k\.a. �a.� �S �ra��e..-�'\.( SGe.S-n- cnn c Map Unit Name .(Series and Phase): ,`-%"�-^a L �-�^ %- 7o Drainage Class: 6-1,'A dr^•^mod' �r.d•c (�c rot;o\\S Field Obseniations Taxonomy (Subgroup): Confirm Mapped Type? YeO No Profile Description: - Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure. etc. Hydric Soil Indicators: — Histosol — Concretions Histic Epipedon — High Organic Content in Surface Layer in Sandy Soils — Sulfidic Odor Organic Streaking in Sandy Solis — Aquic Moisture Regime :z Listed on Local Hydric Soils List _ Reducing Conditions — Listed on National Hydric Soils List — Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: WETLAND DETERMINATION Hydrophytic Vegetation Present? Yes (Circle) (Circle) Wetland Hydrology Present? Yes No Hydric Soils Present? es o Is this Sampling Point Within a Wetland? Yes No Remarks: /' r %�- �/.T iT , -/ rdc�-{, ,ec� ecf a. rl,a, I 0ka-d r0,.C- q�Pd�., ,-ale., 1 1 1 1 1 1 t 1 1 DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) VEGETATION Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator 9. 2, �oroVol oS a.co eS 4\ �aG 10 3. 4. 12. 5. 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL. FACW or FAG o a (excluding FAC-). % ��' Remarks: 1 1 HYDROLOGY _ Recorded Data (Describe in Remarks): Welland Hydrology Indicators: Stream, Lake, or Tide Gauge Primary Indicators: Aerial Photographs _ Inundated Other �No — Saturated in Upper 12 Inches Recorded Data Available _ Water Marks — Drift Lines Sediment Deposits Feld Observations: — Drainage Patterns in Wetlands Secondary Indicators (2 or more required): Depth. of Surface Water. (in.) ✓ Oxidized Root Channels In Upper 12 Inches Depth to Free Water in Pit: 1 (n.) Water -Stained Leaves ✓ Local Soil Survey Data (°? _ FAC-Neutral Test Depth to Saturated Soil: (in.) — Other (Explain in Remarks) Remarks: �(a,�-. '� i 1 • c�� - \ • (:ecarc\;°�i-o \e cam-\ 5.�1 Sor✓oy P.,.de cl�`c Ie,.� ,c Berl (-.-a SOILS Map Unit Name (Series and Phase): > —�"� ^ �a �' �- "" / ' 3 � Drainage Class: 1_1e It J C -. tie d �' `I la Field Observations `� ` S ^ I� S Taxonomy(Subgroup): Confirm Mapped Type? Yes No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc. —1 a l0 1 2 3/3 5 ya 414 10 / o —r Hydric Soil Indicators: — Histosol — Concretions Histic Epipedon — High Organic Content in Surface Layer In Sandy Soils — Sulfidic Odor - Organic Streaking in Sandy Soils — Aquic Moisture Regime Listed on Local Hydric Soils List — Reducing Conditions — Listed on National Hydric Soils List Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: " ;5 5 11 s C• Sidcrca tiydr:� vvMI LArvv vc r IMM10I WAI IV14 Hydrophytic Vegetation Present?C� No (Circle) (Circle) Welland Hydrology Present? ��, No V Hydric Soils Present? No Is this Sampling Point Within a Wetland? Yes No Remarks: [•c Sego•-! <�J•_Sc�.-r`{\C 1 11 1 1 1 1 1 1 1 1 1 t 1 DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) Project/Site: V. -As •-.k Da<.;\._ '�c•�.\ Date: 10k119r/P-16%// Applicant/Owner. County: L Investigator. _ s„1�.. c },2 . ��\-a.� r�<r\e 5. 6'...c3\ �� State: /• 10 Ao Do Normal Circumstances exist on the site? No Community ID: Is the site significantly disturbed (Atypical Situation)? Yes No Transect ID: Is the area a potential Problem Area? Yes No Plot ID: (If needed, explain on reverse.) VEGETATION Dominant Plant Species Stratum Indicator Dominant Plant Soecies Stratum Indicator , 2. 10. 3. 11. 4. 12. 5. 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAC OX O % (excluding FAC-). Remarks: /� 1 • 1'\sT •ii `, o.-}<c} , r. c� f...��\C �iwacr� ,�C,q e..i...� C.�r.-,( c.rd coat\ [oJer\_..d Tc•�•�� \>er..._ J HYDROLOGY — Recorded Data (Describe in Remarks): Wetland Hydrology Indicators: _ Stream, Lake, or Tide Gauge Primary Indicators: _ Aerial Photographs — Other �No - _ Inundated — Saturated in Upper 12 Inches Recorded Data Available _Water Marks — Drift Lines — Sediment Deposits Feld Observations: — Drainage Patterns in Wetlands Depth of Surface Water. Qn.) Secondary Indicators (2 or more required): _ Oxidized Root Channels in Upper 12 Inches Depth to Free Water in Pit: j L Cie.) n•) Leaves Local Soil Survey Data Depth to Saturated Soil: > 12 (n.) _ FAC-Neutral Test — Other (Explain in Remarks) Remarks: 1 - Acaecd:.-•�, a-o \o c,_1 s�',1 s.c J<y d<-k.. }\-< �c<.� pis �c.yoe.�i\.( Seoter- cnu c Map Unit Name / (Series and Phase): N ✓^ ^ �) °`� L' �-^^ I - 3 %o Drainage Class: Oc it dr u, -c c) a r, d,c Ar ,,, s\ Field Observations a q \\ S Confirm Mapped Te7 Ye� No -Taxonomy(Subgroup): Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc. Hydric Soil Indicators: - — Histosol — Concretions _ Histic Epipedon — High Organic Content in Surface Layer in Sandy Soils — Sulfidic Odor Organic Streaking in Sandy Soils — Aquic Moisture Regime :27 Listed on Local Hydric Soils List _ Reducing Conditions — Listed on National Hydric Soils List — Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: •7I��S S>:� iS v-s ,ei tree I-�dr,a i�.,-Seel o.� ��c a.1 �ydc.c s=:Is Irsk_ WETLAND DETERMINATION Hydrophytic Vegetation Present? Yes 4Jo (Circle) (Circle) Wetland Hydrology Present? Yes Hydric Soils Present? Yes No Is this Sampling Point Within a Wetland? Yes No Remarks: 1 1 1 1 DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) Project/Site: L,AS Date: loz.')tJgN @ l60a County: LFc.--a State: 7.\nr _a n Applicant/Owner: Investigator: S- Do Normal Circumstances exist on the site? Is the site significantly disturbed (Atypical Situation)? es No es Q_Jg� Community ID: Transect ID: Is the area a potential Problem Area? Yes Coo Plot ID: r i 'L LA I - R (If needed, explain on reverse.) /EGETATION Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator 1.. �Pero�el�s .,r o, dry N FAG 9. 3. 11. 4. 12. 5. 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC-). Remarks: •y'(.,,� ;s j<`G._\.d ;.. s{„�_\e \�\.rGe._ .mac-g_k_.., �_.,._\ HYDROLOGY ' — Recorded Data (Describe in Remarks): Welland Hydrology Indicators: Stream, Lake, or Tide Gauge Primary Indicators: _ Aerial Photographs _ Inundated Other J _ Saturated in Upper 12 Inches No Recorded Data Available — Water Marks Drift Lines _ Sediment Deposits t Feld Observations: — Drainage Patterns in Wetlands Secondary Indicators (2 or more required): Depth of Surface Water. (in.) Oxidized Root Channels In Upper 12 Inches ' Depth to Free Water in Pit: 11 6 (in.) Water -Stained Leaves Local Soil Survey Data Depth to Saturated Soil: 12 (in.) _ FAC-Neutral Test — Other (Explain In Remarks) ' Remarks: P(j A (�ccorci..-rq a-o 1ot�..,\ Soy\ Sac J�-`/ d�k•� �e. ♦S �Ce ti Je.-�\�( `..Ce..�` anGie c\ XGnr \••-;� oc vec ( \o<� �AJco-1<,.o- dJr<o }\.g. COJ•r La.r .� SOILS Map Unit Name (Series and Phase): /✓,, ^ ^ C�"✓ L' "•"` 3 7o Drainage Class: G-�e // d r--• ^� gr c/ i .c l? r g Field Observations • 5 o /) J Taxonomy(Subgroup): Confirm Mapped Type? es No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure. etc. /o /q Hydric Soil Indicators: — Histosol — Concretions — Histic Epipedon — High Organic Content in Surface Layer in Sandy Soils _ Sulfidic Odor Organic Streaking in Sandy Soils — Aquic Moisture Regime :z Listed on Local Hydric Soils List Reducing Conditions — Usted on National Hydric Soils List Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: c . 7A�S sail iS <.�t�d<r<<I )./d<'.c �_r�d o•. tor•_\ �ydc,c WETLAND DETERMINATION Hydrophytic Vegetation Present? (!gD No (Circle) (Circle) Wetland Hydrology Present? as No Hydric Soils Present? as No Is this Sampling Point Within a Wetland? es No Remarks: DATA FORM ROUTINE WETLAND DETERMINATION (1987 COE Wetlands Delineation Manual) Project/Site: r"�.. Applicant/Owner: Investigator: S- To\_ate R. Do Normal Circumstances exist on the site? Is the site significantly disturbed (Atypical Situation)? Is the area a potential Problem Area? (If needed, explain on reverse.) Date: /aL/9N eS County: !S�Q_lkl: State: Sys No Community ID: Yes <!o TransectlD: Yes coo Plot ID: Dominant Plant Species Stratum Indicator . Dominant Plant Species Stratum Indicator 1, OSI-, ct.�,5 Src �•� tii �LVS g 2. //o.�/ems,.. �ah..-(�..... {-i �=AL�..1 to. 3. 1t. 4. 12. - 5. 13. 6. 14. 7. 15. 8. 16. Percent of Dominant Species that are OBL, FACW or FAC 7, /o o (excluding FAC•). Remarks: Sera{_ .� sk�k-e. �4Z Y se_too y«as HYDROLOGY — Recorded Data (Describe in Remarks): Wetland Hydrology Indicators: _ Stream, Lake, or Tide Gauge Primary Indicators: Aerial Photographs _ Inundated — Other _ Saturated in Upper 12 Inches No Recorded Data Available _ Water Marks — Drift Lines . -.. — Sediment Deposits Field Observations: - — Drainage Patterns in Wetlands Depth of Surface Water. Qn.) Secondary Indicators (2 or more required): _ Oxidized Root Channels In Upper 12 Inches Depth to Free Water in Pit: 6 (in.) Water -Stained Leaves :Z Local Soil Survey Data Depth to Saturated Soil: I (in.) _ FAC•Neutral Test _ Other (Explain in Remarks) Remarks: e �A eC\ fro r• t=�� or Jc! \�,. -Aoc 1�e^ docm rca ¢- Ce.r.o $e.._SeT_ Map Unit Name / (Series and Phase): '7' Drainage Class: tJ, 1/ do=- — J /�.a. ac 9 a ✓S.{ c �� S Field Observations Taxonomy Confirm Mapped Type? es No Profile Description: Depth Matrix Color Mottle Colors Mottle Texture, Concretions, inches Horizon (Munsell Moist) (Munseil Moist) Abundance/Contrast Structure. etc. VJ Hydric Soil Indicators: — Histosol — Concretions Histic Epipedon — High Organic Content in Surface Layer in Sandy Soils — Sulfidic Odor Organic Streaking in Sandy Soils — Aquic Moisture Regime Listed on Local Hydric Soils List _ Reducing Conditions — Listed on National Hydric Soils List — Gleyed or Low-Chroma Colors — Other (Explain in Remarks) Remarks: 7y;r ,n;l ii c dc�a[I lyd�;o-tad o.. l°c l �yd^c -5— Is WETLAND DETERMINATION Hydrophytic Vegetation Present? yes No (Circle) (Circle) Wetland Hydrology Present? Yes No Hydric Soils Present? es No Is this Sampling Point Within a Wetland? Yes No Remarks: �A //_J,o,.�l GSckl� d T-4e logy ���_� �.� tte tf.rs�a<>kt� t�•s«io.t q Ja, c�C �_n.91e APPENDIX zx DRAWINGS I I I I I I I I . ..... . .............. ...... ........ . ....... .... . . -- ---- ..... ..... .. ............ .. ........ ... .... . ..... ... ... ....... A . ...... .......... ..... ... .... .. ------- - --- - -- -- -: ---- LIMP S-OF.::DVERLANQ-: tAJ1L:'-RO-W:- --------- ... .... ----- .. ...... ----- - --- .. ... - ... ----------------- ................ --------- ---- ------- - -- - -- -- I - I ------ . . ... - - -- - ..... ... --- - 7 7 ..... -- ------- ----- , -------------- � -- ---- -------- -------------- -- ... ... . ..... 77777= ... ... ....... ... - ... 20 -- - -------- ..... .... ... - ----- ----- ---- ----- ---------------- --- - -------------- ---------- --- ------ . . . ---- -------- ........ ........... ----- -------- - --------------- ..... ----------------- ..... ............ ----------------- --- ........ . - .... .. .... ... - ..... -------- ------ ---- --- ----------- --------- -- --- ----- - --------- --- --- 4FV .. -- ----- - .............. ------ ---- ---- - -- -- ------------ ----------- -- - ----- ------ ---- ------- ............ .. . . - 20 . .. . . . . . . . . . . 15 ... . . . . . . . . . . . . . . . . . . . . . 15 ---- -- - -- --- 7=7= w 7 7 7 ...... 77== 10 ........ .... 0 ORM4 QF- LA 7777= ...... 7� . . . . . . . . . . . . . . . . . . ...... E ECTRI 'AL Cj kBLE:� 20" ' : ':: : :: . . . . . 0 . . . . . . . . . . . . - - - - - - - - m & - r-m - - - - - - - - - - w-. w-v-wvw-vww--v9 - - - - - - - - - - - wv--w - v - -w w-.- . 6 & 6 6 6 - 6 6 6. 6-6. w 6. w 6 m w.m .-v- - - - - - - - - - - - . . . - - - - - - - .. - w k -: r -7: . 77:7777- ::7777 :77�: .5:... M IN OE W. . . . . . 6 R090 S1 AC.N TILOUN LNU 95 LAKE END -... . . 5 3ECT ..- .... --- ------- CAS1 COW I N,—=— P RETE. 1 UTOF1 WAL S 'BENDr-- - r 9- m 9 v . . & 6 . - - .& - BEND .... . . ... ... ... 90 . . . . . . . . . . . . . . . . . . . . . . . . m . . . . . . . . . . . . . . . . . . . r . . ...... w.w. ii L L 100 90 80 70 60 50 40 30 20 10 0 10 20 30 40 NOTE: EAST TRAVEL LANES ARE "AS EXISTING" WEST TRAVEL LANES ARE "AS PROPOSED" OVERLAND TRAIL] THE PONDS AT CROSS SECTION THROUGH OVERLAND I ROAD AT 39 POND DETENTION P#9 OUTFACE - — n c Engineering Consultants 1 1 1 1 1 1 1 1 1 1 1 1 1� 1 1 1 1 1 1 x i z di z z FLOW DETEN110N POND #395 FLOW PLATE ORIFICE PLATE TOP OF BANK ASSUMED Cl nnrn Chin \ _ / 3.5 F CAST IN PLACE - (TYP.) CONCRETE CUTOFF WALL 2' MIN. t FLOW 56END . .__..:.__ ..-_....18 RCP MIN SLOPE = 0.005 FT/FT CROSS SECTION BEND) NTS DETENTION POND #399 qmInc. Fnninncarinn r:nn mItAntQ 11 t" T a z A ---------------- LIMITS OF FILTER FABRIC B i i `-LENGTH OF WEIR TO BE DETERMINED DURING FINAL DESIGN I , As m THE PONDS AT OVERLAND 4" TOPSOIL - TOP OF R\�/\ CONCRETE SIDE\ Rj���AA��` SPILL WEIR ASSUMED SURFACE ELEVATION DURING SPILL FILTER FABRIC WITH TOP SOIL - ASSUMED HWL - AT DECREED DETENTION F✓ FLOW POND #397 BEYOND '..- PROPOSED LIMIT OF NEW TOP OF CONSTRUCTION EXISTING BERM SIDE SPILL WEIR 1 FILTER FABR PV&L CROSS SECTION A -A N. T.S. RIPRAP co�.J LENGTH OF WEIR DURING FINAL DESIGN PROPOSED LIMIT OF NEW CONSTRUCTION TOP OF EXISTING BERM ASSUMED WATER SURFACE ELEVATION OF CONCRETE SIDE SPILL WEIR WILL BE SET DURING FINAL DESIGN ELEVATION B-B NOTE: N.T.S. STRUCTURAL DESIGN OF WEIR WILL BE COMPLETED AT TIME OF FINAL DESIGN 5/ qmInc. Fnninaarinn L`nncnlfmn+a ORIGINAL SWMM SCHEMATIC FOR RCE MODEL 5A LC Ar, ---------- 69 1�60 LA POItt—f E y. AVE iMlt�- - -7 IN 411 7 LL WII 24 11 6111 3 F 1 84 83 Q. Li CT CT 9 ....... 7 II:L <&2] 133 3 LBERA 2 L L7 15 73 2 fit 19 C-9 10 22...... �J. .__ Q34245 16 9 58 W 14 12 13 0 74 �§5 J, 85 411 t55 ol .. �6T ' of k1 .— r - rd I� I � �I I 1, .; 1 :jy � — ' L---F 57 ll�jZ L �24 ROAD it ... . ...... C, IV: ORIGINAL 100 YEAR SWMM PREPARED BY RESOURCE CONSULTANTS 2/5/83 (�',a,na,� wvlr,n1 i�lo�ra I/ 11 ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY ' OTAPE OR DISK ASSIGNMENTS UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) JIN(1) JIN(2) JIN(3) JIN(4) J1N(5) JIN(6) JIN(7) JIN(8) JIN(9) JINGO) ' 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 ' NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 1 �RSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** ' 100-yr/CANAL IMPORTATION BASIN Existing Cord. (CNIMP.DAT), Ft. Collins, CO From: 2/5/83 Mainframe SW14M model (1973 version) by Resource Consultants, Inc. ONUMBER OF TIME STEPS 40 OINTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 ' 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .12 .12 .00 1 '100-yr/CANAL IMPORTATION BASIN Existing Cond. (CNIMP.DAT), Ft. Collins, CO From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. ' SUBAREA GUTTER WIDTH `ER OR MANHOLE (FT) 0 0. 1 800. 2.16 1.56 .24 .24 AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .0 .0 .0300 .016 .250 .100 .300 3.00 .50 .00180 12.0 36.0 .0070 .015 .250 .100 .300 3.00 .50 .00180 1 1 ' 2 3 700. 14.4 39.0 .0060 .016 .250 .100 .300 3.00 .50 .00180 5 2200. 31.6 35.0 .0080 .016 .250 .100 .300 3.00 .50 .00180 7 2300. 44.5 38.0 .0070 .016 .250 .100 .300 3.00 .50 .00180 5 9 3000. 56.1 37.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 6 11 2900. 48.3 24.0 .0150 .016 .250 .100 .300 3.00 .50 .00180 ' 7 13 2200. 37.6 30.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 8 15 1000. 25.3 64.0 .0060 .010 .250 .062 .300 3.00 .50 .00180 9 19 2850. 30.2 35.0 .0110 .010 .250 .062 .300 3.00 .50 .00180 2- 2400. 44.0 15.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 t83 84 4 2000. 49.6 20.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 10 22 5600. 84.9 22.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 11 24 2400. 48.9 36.0 .0130 .016 .250 .100 .300 3.00 .50 .00180 12 28 2400. 27.4 39.0 .0110 .016 .250 .100 .300 3.00 .50 .00180 32 2520. 50.2 39.0 .0090 .016 .250 .100 .300 3.00 .50 .00180 '13 14 34 3800. 58.6 40.0 .0130 .016 .250 .100 .300 3.00 .50 .00180 15 37 5100. 43.1 39.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 16 38 5520. 46.4 32.0 .0150 .016 .250 .100 .300 3.00 .50 .00180 51 4200. 68.0 38.0 .0300 .016 .250 .100 .300 3.00 .50 .00180 '18 19 55 1300. 22.0 34.0 .0300 .016 .250 .100 .300 3.00 .50 .00180 20 57 3900. 106.3 40.0 .0080 .016 .250 .100 .300 3.00 .50 .00180 21 59 2400. 59.7 40.0 .0080 .016 .250 .100 .300 3.00 .50 .00180 22 61 3100. 62.4 32.0 .0070 .016 .250 .100 .300 3.00 .50 .00180 65 2600. 35.4 48.0 .0070 .016 .250 .100 .300 3.00 .50 .00180 '23 24 69 2200. 48.3 40.0 .0080 .016 .250 .100 .300 3.00 .50 .00180 36 43 1600. 39.0 40.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 37 12. 2000. 22.9 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 41 500. 15.5 10.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 '38 17 70 2000. 43.3 40.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 40 101 2150. 18.5 40.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 41 102 3000. 318.4 10.0 .0700 .016 .250 .100 .300 3.00 .50 .00180 43 104 2000. 71.0 33.0 .0400 .016 .250 .100 .300 3.00 .50 .00180 136 4200. 49.2 45.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 '58 59 131 6400. 38.4 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 60 135 6400. 52.2 40.0 .0150 .016 .250 .100 .300 3.00 .50 .00180 61 130 5800. 133.2 30.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 132 3200, 61.5 35.0 .0150 .016 .250 .100 .300 3.00 .50 .00180 ' 143 2000. 16.9 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 144 2200. 37.4 40.0 .0150 .016 .250 .100 .300 3.00 .50 .00180 65 145 3600. 67.1 60.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 66 138 3000. 55.2 40.0 .0040 .016 .250 .100 .300 3.00 .50 .00180 67 133 4000. 77.7 40.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 68 137 7200. 109.4 40.0 .0800 .016 .250 .100 .300 3.00 .50 .00180 69 141 3300. 34.4 40.0 .0100 .016 .250 .100 300 3.00 .50 .00180 70 140 8000. 49.6 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 155 2000, 61.5 45.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 '71 72 154 4600. 86.0 45.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 73 153 2000. 53.2 40.0 .0040 .016 .250 .100 .300 3.00 .50 .00180 74 151 4000. 72.1 50.0 .0400 .016 .250 .100 .300 3.00 .50 .00180 75 152 1000. 41.3 60.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 76 160 6400. 132.2 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 77 157 3200. 34.1 50.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 78 158 2900. 96.2 60.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 79 159 2600. 93.2 45.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 165 3200, 52.2 45.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 '80 81 162 6800. 80.7 45.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 82 164 3000. 63.5 40.0 .0200 .016 .250 .100 .300 3.00 :50 .00180 85 148 6000. 107.4 20.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 OTOTAL NUMBER OF SUBCATCHMENTS, 58 TOTAL TRIBUTARY AREA (ACRES), 3439.60 100-yr/CANAL IMPORTATION BASIN Existing Cord. (CNIMP.DAT), Ft. Collins, CO ' From: 2/5/83 Mainframe SNMM model (1973 version) by Resource Consultants, Inc. ' *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** SHED AREA (ACRES) 3439.600 l� ' TOTAL RAINFALL (INCHES) 2.890 1 INFILTRATION (INCHES) .632 WATERSHED OUTFLOW (INCHES) 1.803 'TOTAL TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .455 IN CONTINUITY, PERCENTAGE OF RAINFALL .001 'ERROR 1 100-yr/CANAL IMPORTATION BASIN Existing Cord. (CNIMP.DAT), Ft. Collins, CO ' From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER HOP NP OR DIAN LENGTH SLOPE HORI2 TO VERT MANNING DEPTH JK 'WIDTH NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 1 22 0 1 CHANNEL 15.0 800. .0004 2.0 2.0 .020 100.00 0 2 6 0 1 CHANNEL 12.0 2400. .0004 1.0 1.0 .020 100.00 0 ' 3 5 0 1 CHANNEL 15.0 700. .0140 30.0 .0 .016 100.00 0 4 8 0 1 CHANNEL 18.0 2000. .0004 1.0 1.0 .020 100.00 0 5 7 0 1 CHANNEL 1.0 1100. .0120 30.0 30.0 .016 100.00 0 6 206 4 5 PIPE 6.9 1000. .0004 .0 .0 .035 6.90 207 OVERFLOW 300.0 200. .0020 .0 .0 .040 100.00 ' DIVERSION TO GUTTER NUMBER 207 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 49.1 .0 49.1 .1 5000.0 4950.9 206 12 0 3 100.0 0. .0010 .0 .0 .ODI 100.00 0 207 13 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 ' 7 9 0 5 PIPE 2.0 1150. .0100 .0 .0 .013 2.00 0 OVERFLOW 1.0 1150. .0100 30.0 30.0 .016 100.00 8 208 4 5 PIPE 9.0 1200. .0004 .0 .0 .035 9.00 209 OVERFLOW 150.0 900. .0005 .0 .0 .004 100.00 DIVERSION TO GUTTER NUMBER 209 - TOTAL 0 VS DIVERTED 0 IN CFS t .0 .0 99.7 .0 99.7 .1 5000.0 4900.3 208 19 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 209 130 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 9 11 0 5 PIPE 3.0 1500. .0120 .0 .0 .013 3.00 0 ' OVERFLOW 1.0 1500. .0120 30.0 30.0 .016 100.00 11 211 4 5 PIPE 3.0 1450. .0090 .0 .0 .012 3.00 212 OVERFLOW 1.0 1450. .0090 30.0 30.0 .016 100.00 DIVERSION TO GUTTER NUMBER 212 - TOTAL 0 VS DIVERTED 0 IN CFS .0 73.7 .0 73.7 .1 5000.0 4926.3 '.0 211 13 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 212 6 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 12 40 0 1 CHANNEL 12.0 3100. .0004 1.0 1.0 .020 100.00 0 13 213 6 5 PIPE 3.0 1100. .0070 .0 .0 .012 3.00 214 OVERFLOW 1.0 1100. .0070 30.0 30.0 .016 100.00 DIVERSION TO GUTTER NUMBER 214 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 98.0 .0 100.8 .8 129.0 14.2 182.7 52.6 384.0 200.0 213 15 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 8 D. 3 100.0 0. .0010 .0 .0 .001 100.00 0 '214 15 130 4 2 PIPE .0 100. .0100 .0 .0 1.000 100.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 16.5 .0 33.6 .0 50.6 184.4 19 41 0 1 CHANNEL 18.0 1300. .0004 1.0 1.0 .020 100.00 0 ' 22 222 4 5 PIPE 7.8 2600. .0004 .0 .0 .035 7.80 223 OVERFLOW 100.0 100. .0104 4.0 4.0 .040 100.00 DIVERSION TO GUTTER NUMBER 223 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 68.1 .0 68.1 .1 5000.0 4931.9 222 101 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 223 24 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 24 26 0 1 CHANNEL 1.0 1100. .0090 4.0 4.0 .040 100.00 0 26 28 4 2 PIPE 2.5 24. .0040 .0 .0 .013 2.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .5 .0 .7 8.0 .9 220.0 'A 30 0 4 CHANNEL 2.0 550. .0140 3.0 3.0 .040 3.00 0 OVERFLOW 2.0 550. .0140 100.0 100.0 .080 100.00 32 7 2 PIPE 2.5 10. .0050 .0 .0 .012 2.50 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 .0 .5 .0 .8 7.6 .9 29.3 1.1 44.0 1.2 570.5 j2 34 0 4 CHANNEL 3.0 1260. .0090 3.0 3.0 .040 4.00 0 OVERFLOW 3.0 1260. .0090 100.0 100.0 .080 100.00 ' 34 38 0 4 CHANNEL 5.0 1900. .0100 3.0 3.0 .040 4.00 0 OVERFLOW 5.0 1900. .0100 100.0 100.0 .080 100.00 37 38 0 4 CHANNEL 3.0 1900. .0100 3.0 3.0 .040 3.00 0 OVERFLOW 3.0 1900. .0100 100.0 100.0 .080 100.00 ' 38 40 0 4 CHANNEL 5.0 1960. .0040 4.0 4.0 .040 4.00 0 OVERFLOW 5.0 1960. OD40 100.0 100.0 .080 100.00 40 240 4 5 PIPE 6.9 1000. OOD4 .0 .0 .035 6.90 241 OVERFLOW 10.0 1100. .0004 10.0 10.0 .040 100.00 DIVERSION TO GUTTER NUMBER 241 - TOTAL 0 VS DIVERTED 0 IN CFS ' .0 .0 49.1 .0 49.1 .1 5000.0 4950.9 240 67 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 241 41 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 41 242 4 5 PIPE 9.0 500. .0004 .0 .0 .035 9.00 243 ' OVERFLOW 5M 600. .0003 5.0 5.0 .040 100.00 DIVERSION TO GUTTER NUMBER 243 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 99.7 .0 99.7 .1 5000.0 4900.3 242 70 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 243 145 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 43 98 0 1 CHANNEL 18.0 2000. .0004 1.5 1.5 .020 100.00 0 51 53 0 4 CHANNEL 3.0 1400. .0080 3.0 3.0 D40 2.00 0 - OVERFLOW 3.0 1400. .0080 100.0 100.0 .080 100.00 53 55 5 RESERVOIR 2 PIPE STORAGE IN ACRE-FEET VS SPILLWAY 3.0 40. OUTFLOW .0110 .0 .0 .013 3.00 0 .0 .0 .3 .0 1.3 .0 3.4 .0 6.5 3.3 55 57 6 2 PIPE 1.5 100. .0100 .0 .0 .013 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .5 .7 1.5 2.0 2.5 4.5 3.5 7.9 4.5 ' 57 59 0 4 CHANNEL 3.0 1950. .0070 2.0 2.0 .040 3.00 0 OVERFLOW 3.0 1950. .0070 100.0 100.0 .080 100.00 59 61 0 4 CHANNEL 5.0 1200. .0070 4.0 4.0 .040 3.00 0 OVERFLOW 5.0 1200. .0070 100.0 100.0 .080 100.00 63 0 4 CHANNEL 5.0 1550. .0060 4.0 4.0 .040 3.00 0 OVERFLOW 5.0 1550. .0060 100.0 100.0 .080 100.00 63 68 5 2 PIPE 3.0 50. .0100 .0 .0 .013 3.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 .0 1.8 .0 4.7 25.0 9.3 280.0 ' 65 67 0 4 CHANNEL 1.0 2600. .0100 33.0 1.0 .016 1.50 0 OVERFLOW 1.0 2600. .0100 33.0 100.0 .040 100.00 67 69 0 1 CHANNEL 12.0 950, .0004 1.5 1.5 .020 100.00 0 ' 68 268 4 5 PIPE OVERFLOW 6.9 50.0 2400. 1600. .0004 .0006 .0 100.0 .0 100.0 .035 .040 6.90 100.00 269 DIVERSION TO GUTTER NUMBER 269 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 49.1 .0 49.1 .1 5000.0 4950.9 268 69 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 70 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 '269 69 98 0 1 CHANNEL 12.0 2400. .0004 1.5 1.5 .020 100.00 0 70 270 4 5 PIPE 9.0 100. .0004 .0 .0 .035 9.00 271 OVERFLOW 10.0 600. .0001 50.0 50.0 .040 100.00 DIVERSION TO GUTTER NUMBER 271 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 99.7 .0 99.7 .1 5000.0 4900.3 ' 270 43 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 271 145 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 98 99 0 1 CHANNEL 30.0 1000. .0040 30.0 30.0 .035 100.00 0 0 0 1 CHANNEL 30.0 1000. .0040 30.0 30.0 .035 100.00 0 t99 101 102 0 1 CHANNEL 15.0 2000. .0004 2.0 2.0 .020 100.00 0 102 202 4 5 PIPE 7.8 2150. .0004 .0 .0 .035 7.80 203 OVERFLOW 100.0 200. .0043 5.0 5.0 .040 100.00 DIVERSION TO GUTTER NUMBER 203 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 68.1 .0 68.1 .1 5000.0 4931.9 ' 202 104 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 203 51- 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 104 98 0 1 CHANNEL 15.0 3950. .0004 2.0 2.0 .020 100.00 0 130 137 0 5 PIPE 2.0 2900. .0080 .0 .0 .013 2.00 0 ' OVERFLOW 1.0 2900. .0080 30.0 30.0 .016 100.00 135 0 1 CHANNEL 2.0 3200. .0080 30.0 30.0 .016 100.00 0 133 0 1 CHANNEL 2.0 1600. .0100 30.0 30.0 .016 100.00 0 154 0 5 PIPE 2.0 2400. .0100 .0 .0 .014 2.00 0 1 ' OVERFLOW 2.0 2400. .0100 30.0 30.0 .016 100.00 234 4 5 PIPE 3.5 800. .0070 .0 .0 .014 3.50 235 OVERFLOW 2.0 1800. .0031 30.0 30.0 .016 100.00 DIVERSION TO GUTTER NUMBER 235 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 84.0 .0 84.0 .1 5000.0 4916.0 234 155 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 235 154 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 135 155 0 5 PIPE 1.8 3200. .0080 .0 .0 .014 1.80 0 2.0 3200. .0080 30.0 30.0 .016 100.00 'OVERFLOW 136 139 0 1 CHANNEL 1.0 4200. .0050 30.0 30.0 .016 100.00 0 137 134 0 5 PIPE 3.5 1800. .0080 .0 .0 .014 3.50 0 OVERFLOW 2.0 1800. .0080 30.0 30.0 .016 100.00 138 133 0 5 PIPE 1.5 2000. .0040 .0 .0 .013 1.50 0 2.0 2000. .0040 30.0 30.0 .016 100.00 'OVERFLOW 139 238 7 4 CHANNEL 1.0 700. .0060 .0 .0 .014 1.00 239 OVERFLOW 1.0 500. .0084 30.0 4.0 .016 100.00 DIVERSION TO GUTTER NUMBER 239 - TOTAL 0 VS DIVERTED 0 IN CFS .0. .0 .1 .0 6.2 1.4 42.2 34.5 59.4 51.0 129.7 119.2 ' 218.0 200.0 238 153 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 239 151 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 140 156 0 1 CHANNEL 2.0 4000. .0100 30.0 30.0 .016 100.00 0 141 156 0 5 PIPE 1.3 1400. .0100 .0 .0 .013 1.30 0 OVERFLOW 2.0 1400. .0100 30.0 30.0 .016 100.00 142 160 4 2 PIPE 2.5 400. .0050 .0 .0 .013 100.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 5.7 72.2 21.4 144.0 48.6 264.0 '.0 143 146 0 1 CHANNEL 2.0 1500. .0080 30.0 30.0 .016 100.00 0 144 147 0 5 PIPE 1.3 800. .0050 .0 .0 .013 1.30 0 OVERFLOW 2.0 800. .0050 30.0 30.0 .016 100.00 145 147 0 5 PIPE 2.0 2000. .0070 .0 .0 .013 2.00 0 2.0 2000. .0070 30.0 30.0 .016 100.00 'OVERFLOW 146 245 4 5 PIPE 1.3 1200. .0030 .0 .0 .013 1.30 246 OVERFLOW 2.0 200. .0180 30.0 30.0 .016 100.00 DIVERSION TO GUTTER NUMBER 246 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 3.8 .0 3.8 .1 5000.0 4996.2 147 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 _.0 136 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 147 247 4 5 PIPE 2.8 2000. .0050 .0 .0 .013 2.80 248 OVERFLOW 10.0 400. .0250 50.0 50.0 .040 100.00 DIVERSION TO GUTTER NUMBER 248 - TOTAL 0 VS DIVERTED 0 IN CFS ' .0 .0 40.2 .0 40.2 .1 5000.0 4959.8 247 99 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 248 148 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 148 149 0 5 PIPE OVERFLOW 1.3 50.0 1800. 1800. .0060 .0060 .0 50.0 .0 50.0 .013 .040 1.30 100.00 0 149 249 4 5 PIPE 7.8 1200. .0004 .0 .0 .035 7.80 250 OVERFLOW 50.0 600. .0008 50.0 50.0 .040 100.00 DIVERSION TO GUTTER NUMBER 250 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 68.1 .0 68.1 .1 5000.0 4931.9 ' 249 99 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 250 150 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 150 151 6 2 PIPE .0 100. .0100 .0 .0 .010 .01 0 ' RESERVOIR .0 STORAGE IN .0 ACRE-FEET VS SPILLWAY 1.2 .0 OUTFLOW 7.8 .0 17.6 .0 31.8 .0 49.0 780.0 151 142 0 5 PIPE 2.0 2200. .0030 .0 .0 .013 2.00 0 OVERFLOW 10.0 2200. .0030 50.0 50.0 .016 100.00 152 160 0 5 PIPE 1.3 1900. .0030 .0 .0 .013 1.50 0 OVERFLOW 2.0 1900. .0030 30.0 30.0 .016 100.00 153 157 0 5 PIPE 2.3 2400. .0050 .0 .0 .013 2.30 0 OVERFLOW 2.0 2400. .0050 30.0 30.0 .016 100.00 154 157 0 5 PIPE 4.0 2300. .0050 .0 .0 .014 4.00 0 ' 155 156 0 5 OVERFLOW PIPE 2.0 4.0 2300. 1600. .0050 .0100 30.0 .0 30.0 .0 .016 .014 100.00 4.00 0 OVERFLOW 2.0 1600. .0100 30.0 30.0 .016 100.00 156 98 0 5 PIPE 4.0 500. .0100 .0 .0 .013 4.00 0 OVERFLOW 100.0 500. .0100 100.0 100.0 .030 100.00 157 163 0 5 PIPE 4.0 900. .0050 .0 .0 .013 4.00 0 ' OVERFLOW 2.0 900. .0050 30.0 30.0 .016 100.00 98 0 5 PIPE 2.3 1800. .0100 .0 .0 .013 2.30 0 OVERFLOW 2.0 1800. .0100 30.0 30.0 .016 100.00 1 98 0 5 PIPE 4.5 2800. .0100 .0 .0 .013 4.50 0 ' OVERFLOW 2.0 2800. .0100 30.0 30.0 .016 100.00 1 161 0 5 PIPE 3.5 2900. .0050 .0 .0 .013 3.50 0 OVERFLOW 2.0 2900. .0050 30.0 30.0 .016 100.00 16l 261 4 5 PIPE 3.5 500. .0050 .0 .0 .013 3.50 262 ' OVERFLOW 5.0 600. .0042 10.0 10.0 .040 100.00 DIVERSION TO GUTTER NUMBER 262 - TOTAL 0 VS DIVERTED C 1N CFS .0 .0 76.5 .0 76.5 .1 5000.0 4923.5 261 162 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 ' 262 164 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 162 99 0 5 PIPE 4.0 2400. .0100 .0 .0 .013 4.00 0 OVERFLOW 2.0 2400. .0100 30.0 30.0 .016 100.00 163 263 4 5 PIPE 4.0 500. .0100 .0 .0 .013 4.00 264 OVERFLOW 2.0 1200. .0042 30.0 30.0 .016 100.00 ' DIVERSION TO GUTTER NUMBER 264 - TOTAL G VS DIVERTED G IN CFS .0 .0 154.4 .0 154.4 .1 5000.0 4845.6 263 159 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 264 160 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 '164 99 0 1 CHANNEL 10.0 2000. .0050 20.0 20.0 .040 100.00 0 165 99 0 5 PIPE 2.0 2000. .0100 .0 .0 .013 2.00 0 OTOTAL NUMBER OF GUTTERS/PIPES, 113 OVERFLOW 2.0 2000. .0100 30.0 30.0 .016 100.00 1 100-yr/CANAL IMPORTATION BASIN Existing Cond. (CNIMP.DAT), Ft. Collins, CO From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES ' GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 12.0 ' 2 0 0 0 0 0 0 0 0 0 0 83 0 0 0 0 0 0 0 0 0 44.0 3 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 14.4 4 0 0 0 0 0 0 0 0 0 0 84 0 0 0 0 0 0 0 0 0 49.6 5 3 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 46.0 6 2 212 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 44.0 ' 7 5 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 90.5 8 4 214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49.6 9 7 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 146.6 11 9 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 194.9 12 206 0 0 0 0 0 0 0 0 0 37 0 0 0 0 0 0 0 0 0 66.9 13 207 211 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 232.5 15 213 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 257.8 ' 19 208 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 79.8 22 1 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 96.9 ' 24 223 0 0 0 0 0 0 0 0 0 11 0 0 0 0 '0 0 0 0 0 48.9 26 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 48.9 ' 28 26 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 76.3 30 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 76.3 ' 32 30 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 126.5 ly 34 32 0 0 0 0 0 0 0 0 0 37 0 0 0 0 0 0 0 0 0 0 38 34 37 0 0 0 0 0 0 0 0 40 12 .38 0 0 0 0 0 0 0 0 41 19 241 0 0 0 0 0 0 0 0 43 270 0 0 0 0 0 0 0 0 0 51 203 0 0 0 0 0 0 0 0 0 53 51 0 0 0 0 0 0 0 0 0 55 53 0 0 0 0 0 0 0 0 0 57 55 0 0 0 0 0 0 0 0 0 59 57 0 0 0 0 0 0 0 0 0 61 59 0 0 0 0 0 0 0 0 0 63 61 0 0 0 0 0 0 0 0 0 65 0 0 0 0 0 0 0 0 0 0 67 240 65 0 0 0 0 0 0 0 0 68 63 0 0 0 0 0 0 0 0 0 69 67 268 0 0 0 0 0 0 0 0 70 242 269 0 0 0 0 0 0 0 0 98 43 69 104 156 158 159 0 0 0 0 99 98 247 249 162 164 165 0 0 0 0 101 222 0 0 0 0 0 0 0 0 0 102 101 0 0 0 0 0 0 0 0 0 104 202 0 0 0 0 0 0 0 0 0 130 209 15 0 0 0 0 0 0 0 0 131 0 0 0 0 0 0 0 0 0 0 132 0 0 0 0 0 0 0 0 0 0 133 132 138 0 0 0 0 0 0 0 0 134 137 0 0 0 0 0 0 0 0 0 135 131 0 0 0 0 0 0 0 0 0 136 246 0 0 0 0 0 0 0 0 0 137 130 0 0 0 0 0 0 0 0 0 138 0 0- 0 0 0 0 0 0 0 0 139 136 0 0 0 0 0 0 0 0 0 140 0 0 0 0 0 0 0 0 0 0 141 0 0 0 0 0 0 0 0 0 0 142 151 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 185.1 15 0 0 0 0 0 0 0 0 0 43.1 16 0 0 0 0 0 0 0 0 0 274.6 0 0 0 0 0 0 0 0 0 0 341.5 38 0 0 0 0 0 0 0 0 0 95.3 36 0 0 0 0 0 0 0 0 0 177.6 18 0 0 0 0 0 0 0 0 0 68.0 0 0 0 0 0 0 0 0 0 0 68.0 19 0 0 0 0 0 0 0 0 0 90.0 20 0 0 0 0 0 0 0 0 0 196.3 21 0 0 0 0 0 0 0 0 0 256.0 22 0 0 0 0 0 0 0 0 0 318.4 0 0 0 0 0 0 0 0 0 0 318.4 23 0 0 0 0 0 0 0 0 0 35.4 0 0 0 0 0 0 0 0 0 0 376.9 0 0 0 0 0 0 0 0 0 0 318.4 24 0 0 0 0 0 0 0 0 0 743.6 17 0 0 0 0 0 0 0 0 0 138.6 0 0 0 0 0 0 0 0 0 0 2768.8 0 0 0 0 0 0 0 0 0 0 3439.6 40 0 0 0 0 0 0 0 0 0 115.4 41 0 0 0 0 0 0 0 0 0 433.8 43 0 0 0 0 0 0 0 0 0 504.8 61 0 0 0 0 0 0 0 0 0 391.0 59 0 0 0 0 0 0 0 0 0 38.4 62 0 0 0 0 0 0 0 0 0 61.5 67 0 0 0 0 0 0 0 0 0 194.4 0 0 0 0 0 0 0 0 0 0 500.4 60 0 0 0 0 0 0 0 0 0 90.6 58 0 0 0 0 0 0 0 0 0 49.2 68 0 0 0 0 0 0 0 0 0 500.4 66 0 0 0 0 0 0 0 0 0 55.2 0 0 0 0 0 0 0 0 0 0 49.2 70 0 0 0 0 0 0 0 0 0 49.6 69 0 0 0 0 0 0 0 0 0 34.4 0 0 0 0 0 0 0 0 0 0 72.1 I�/ 143 0 0 0 0 0 0 0 0 0 0 1" 0 0 0 0 0 0 0 0 0 0 145 243 271 0 0 0 0 0 0 0 0 146 143 0 0 0 0 0 0 0 0 0 147 144 145 245 0 0 0 0 0 0 0 148 248 0 0 0 0 0 0 0 0 0 149 148 0 0 0 0 0 0' 0 0 0 150 250 0 0 0 0 0 0 0 0 0 151 239 150 0 0 0 0 0 0 0 0 152 0 0 0 0 0 0 0 0 0 0 153 238 0 0 0 0 0 0 0 0 0 154 133 235 0 0 0 0 0 0 0 0 155 234 135 0 0 0 0 0 0 0 0 156 140 141 155 0 0 0 0 0 0 0 157 153 154 0 0 0 0 0 0 0 0 158 0 0 0 0 0 0 0 0 0 0 159 263 0 0 0 0 0 0 0 0 0 160 142 152 264 0 0 0 0 0 0 0 161 160 0 0 0 0 0 0 0 0 0 162 261 0 0 0 0 .0 0 0 0 0 163 157 0 .0 0 0 0 0 0 0 0 164 262 0 0 0 0 0 0 0 0 0 165 0 0 0 0 0 0 0 0 0 0 202 102 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 0 206 6 0 0 0 0 0 0 0 0 0 207 0 0 0 0 0 0 0 0 0 0 208 8 0 0 0 0 0 0 0 0 0 209 0 0 0 0 0 0 0 0 0 0 211 11 0 0 0 0 0 0 0 0 0 212 0 0 0 0 0 0 0 0 0 0• 213 13 0 0 0 0 0 0 0 0 0 214 0 0 0 0 0 0 0 0 0 0 222 22 0 0 0 0 0 0 0 0 0 223 0 0 0 0 0 0 0 0 0 0 234 134 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 16.9 64 0 0 0 0 0 0 0 0 0 37.4 65 0 0 0 0 0 0 0 0 0 67.1 0 0 0 0 0 0 0 0 0 0 16.9 0 0 0 0 0 0 0 0 0 0 121.4 85 0 0 0 0 0 0 0 0 0 107.4 0 0 0 0 0 0 0 0 0 0 107.4 0 0 0 0 0 0 0 0 0 0 .0 74 0 0 0 0 0 0 0 0 0 72.1 75 0 0 0 0 0 0 0 0 0 41.3 73 0 0 0 0 0 0 0 0 0 102.4 72 0 0 0 0 0 0 0 0 0 280.4 71 0 0 0 0 0 0 0 0 0 652.5 0 0 0 0 0 0 0 0 0 0 736.5 77 0 0 0 0 0 0 0 0 0 416.9 78 0 0 0 0 0 0 0 0 0 96.2 79 0 0 0 0 0 0 0 0 0 510.1 76 0 0 0 0 0 0 0 0 0 245.6 0 0 0 0 0 0 0 0 0 0 245.6 81 0 0 0 0 0 0 0 0 0 326.3 0 0 0 0 0 0 .0 0 0 0 416.9 82 0 0 0 0 0 0 0 0 0 63.5 80 0 0 0 0 0 0 0 0 0 52.2 0 0 0 0 0 0 0 0 0 0 433.8 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 44.0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 49.6 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 194.9 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 232.5 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0. 0 0 96.9 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 500.4 235 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 238 139 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49.2 239 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 240 40 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 341.5 ' 241 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 242 41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 95.3 ' 243 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 245 146 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.9 ' 246 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 247 147 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 121.4 248 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 249 149 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 107.4 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 261 161 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 245.6 262 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 .0 263 163 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 416.9 264 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 268 68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 318.4 269 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 270 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 138.6 271 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 '100-yr/CANAL IMPORTATION BASIN Existing Cond. (CNIMP.DAT), Ft. Collins, CO From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 53 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 DETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE 1N CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE 1N AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 6 8 11 12 13 14 15 22 40 41 68 142 150 156 157 158 159 160 162 164 165 202 203 206 207 208 209 211 212 213 214 222 223 234 235 238 239 240 241 242 243 245 246 247 248 261 262 263 264 268 269 271 270 ' 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .O(D) O(D) O(D) .0( ) O(D) .0( ) O(S) O(D) O(D) O(D) ' 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1 1 1 1 1 0 15. 1 1 1 0 25. 1 i i 1 0 35. 1 1 1 1 0 45. i 1 AM O(S) AM .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .o( ) .0( ) .o( 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .o( ) .0( ) .o( > .0( ) .0( ) .0( ) .0( ) .o( ) .0( 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0( ) .o( > .0( ) .0( ) .0(.) .0( ) .0( ) .0( ) .o( ) .0( 1 0. 0. 0. .0( ) .0( ) .0( ) 0. 0. B. 0. 7. 0. 0. 1. 0. 0. 0. 4. 0. 12. 6. 5. 3. 6. 9. 1. AM AM O(S) .8( ) .7( ) .6( ) .4( ) .7( ) .7( ) .1( ) 4. 1. 0. 0. 0. 0. 0. 8. 0. 7. .6( ) .0( ) .0( ) .0( ) .0( ) .O( ) .0( ) .0( ) .0( ) .0( ) 0. 1. 0. 13. 0. 0. 0. 0. 0. 0. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .O( ) .0( ) 0. 0. 0. 2. 0. 3. 0. 4. 0. 0. .O( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 0. 4. .0( ) .0( ) .0( ) 0. 0. 77. 2. 73. 0. 0. 8. 7. 6. AM AM 3.1(0) .3( ) .0(0) .0( ) .9(S) AM AM AM 2. 29. 0. 158. 109. 46. 111. 80. 124. 14. .O(D) O(S) O(S) 4.0( ) 4.1( ) 2.6( ) 2.4( ) 3.7( ) 2.9( ) .5( ) 29. 18. 0. 0. 0. 0. 0. 74. 3. 73. 2.2( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0( ) .0( ) .0( ) .0( ) 0. 8. 0. 84. 0. 4. 1. 7. 0. 6. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 4. 0. 40. 0. 73. 0. 101. 0. 2. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 0. 35. .0( ) .0( ) .0( ) 49. 9. 258. 23. 155. 0. 0. 54. 65. 43. AM O(D) 184.7(D) 1.2( ) 32.6(D) .0( ) 3.3(S) AM 16.0(0) AM 19. 41. 0. 396. 377. 254. 290. 276. 277. 111. .00) .7(S) O(S) 4.6( ) 5.3( ) 3.4( ) 5.2( ) 4.7( ) 4.8( ) 1.3( ) 129. 68. 0. 49. 0. 9. 0. 74.. 185. 122. 2.8( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 33. 54. 0. 84. 23. 8. 41. 49. 0. 43. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 4. 16. 40. 75. 76. 105. 154. 1. 19. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 0. 100. .0( ) .0( ) .0( ) 417. 65. 438. 59. 246. 0. 0. 174. 261. 107. 368.5(D) O(D) 364.2(D) 2.1( ) 99.2(0) .0( ) 6.3(S) 106.0(D) 211.9(D) 7.8(D) 40. 74. 0. 689. 884. 288. 365. 558. 293. 341. i IY ' O(D) 3.4(S) O(S) 4.8( ) 6.0( ) 3.4( ) 5.4( ) 5.1( ) 4.9( ) 2.2( ) 134. 68. 348. 49. 229. 65. 0. 74. 364. 147. 2.8( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .D( ) ' 99. 68. 93. 84. 336. 10. 109. 49. 95. 100. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .O( ) 8. 4. 54. 40. 369. 76. 430. 154. 318. 40. ' .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 13. 100. .0( ) .0( ) .0( ) ' 0 55. 294. 270. 307. 71. 459. 0. 0. 133. 454. 298. 245.10) 170.50) 233.4(D) 2.3() 255.10) .0( ) 9.5(S) 64.80) 404.8(D) 198.3(D) 59. 104. 0. 556. 1029. 176. 304. 941. 222. 622. ' 10.00) 5.7(S) .8(S) 4.7( ) 6.1( ) 3.2( ) 5.3( ) 5.5( ) 4.7( ) 2.8( ) 87. 68. 241. 49. 307. 100. 170. 74. 233. 204. 2.6( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .D( ) .0( ) .0( ) ' 255. 68. 71. 84. 410. 10. 112. 49. 321. 100. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 198. 4. 33. 40. 236. 76. 787. 154. 794. 49. ' .0( ) .O( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 28. 100. .0( ) .0( ) .0( ) ' 1 5. 201. 224. 222. 73. 325. 0. 0. 96. 532. 527. 152.20) 124.30) 148.10) 2.3( ) 156.90) .0( ) 12.5(S) 27.70) 482.6(D) 427.2(D) M. 111. 0. 438. 840. 117. 261. 1128. 179. 941. 55.10) 7.3(S) 3.7(S) 4.6( ) 5.9( ) 3.0( ) 5.1( ) 5.7( ) 4.4( ) 3.3( ) 61. 68. 201. 49. 192. 100. 124. 74. 148. 168. 2.5( > .0( ) .0( ) .0( ) .0( ) .0( ) .D( ) .D( ) .0( ) .0( ) 157. 68. 40. 84. 322. 10. 92. 49. 458. 100. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .O( ) .0( ) .0( ) .0( ) 427. 4. 22. 40. 333. 76. 1042. 154. 834. 49. ' .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 30. 35. 100. .0( ) .0( ) .0( ) 1 15. 140. 151. 166. 70. 236. 0. 0. 71. 513. 607. 90.80) 50.9(D) 92.70) 2.3( ) 91.70) .0( ) 14.9(S) 3.0(0) 464.5(D) 507.2(D) 157. 115. 0. 338. 658. 82. 233. 990. 154. 1028. 108.30) 8.2(S) 7.6(S) 4.5( ) 5.7( ) 2.9( ) 4.9( ) 5.6( ) 4.0( ) 3.4( ) 43. 68. 167. 49. 119. 100. 51. 74. 93. 144. 2.4( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 92. 68. 12. 84. 277. 9. 69. 49. 483. 100. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 507. 4. 13. 40. 510. 76. 948. 154. 636. 49. ' .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 83. 45. 100. .0( ) .0( ) .0( ) ' 1 25. 97. 105. 130. 66. 175. 0. 0. 68. 430. 581. 48.00) 5.6(D) 56.1(D) 2.2( ) 47.4(D) .0( ) 17.0(S) O(D) 380.7(D) 481.8(D) ' 195. 116, 0. 269. 520. 61. 217. 788. 117. 896. ' 145.6(D) 8.4(S) 12.4(S) 4.4( ) 5.5( ) 2.8( ) 4.7( ) 5.4( ) 2.7( ) 3.2( ) 33. 68. 144. 49. 67. 100. 6. 74. 56. 128. 2.3( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 47. 68. 0. 84. 198. 8. 51. 49. 428. 100. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 482. 4. 8. 40. 575. 76. 747. 154. 472. 49. ' .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 130. 66. 100. .0( ) .0( ) .0( ) ' 1 35. 68. 82. 106. 63. 133. 0. 0. 63. 337. 495. 19.4(D) O(D) 32.6(D) 2.1( ) 17.20) .0( ) 18.8(S) AM 288.5(D) 395.7(0) 207. 115. 0. 222. 392. 47. 206. 622. 107. 720. 157.8(D) 8.2(S) 18.6(S) 4.3( ) 5.3( ) 2.6( ) 3.9( ) 5.2( ) 2.6( ) 2.9( ) 26. 68. 126. 49. 32. 82. 0. 74. 33. 116. 2.2( ) .0( ) .0( ) .0( ) O( ) .0( ) .0( ) .0( ) .0( ) .O( ) ' 17. 63. 0. 84. 117. 8. 37. 49. 332. 100. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 396. 4. 5. 40. 554. 76. 576. 154. 339. 49. ' .0( ) .0( ) .0( ) .0( ) .O( ) .0( ) .0( ) .0( ) .0( ) .0( ) 155. 96. 100. 0( ) .0( ) .0( ) ' 1 45. 50. 51. 84. 60. 105. 0. 0. 55. 269. 391. .6(D) AM 10.9(D) 2.1( ) 2.80) .0( ) 20.4(S) AM 220.10) 291.0(D) 200. 112. 0. 193. 290. 40. 189. 481. 102. 562. 150.7(D) 7.6(S) 25.7(S) 4.2( ) 5.1( ) 2.5( ) 3.5( ) 5.0( ) 2.5( ) 2.7( ) 21. 68. 111. 49. 9. 51. 0. 74. 11. 102. 1.5( ) .O( ) .0( ) .O( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) ' 3. 55. 0. 84. 61. 7. 28. 49. 251. 100. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .O( ) 291. 4. 3. 40. 489. 76. 433. 154. 219. 49. ' .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0( ) 156. 124. 100. .0( ) .0( ) .0( ) ' 1 55. 37. 33. 74. 56. 88. 0. 0. 47. 221. 300. AM O(D) AM 2.0( ) AM .0( ) 21.8(S) O(D) 172.3(D) 200.8(D) 184. 109. 39. 175. 219. 35. 184. 364. 97. 428. ' 134.8(D) 6.9(S) 32.7(S) 4.1( ) 4.9( ) 2.2( ) 3.5( ) 4.8( ) 2.4( ) 2.4( ) 15. 68. 96. 37. 0. 33. 0. 74. 0. 88. 1.2( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) ' 0. 47. 0. 84. 29. 7. 21. 49. 194. 100. .) oc .oc ) 201. 4. 2. 40. 410. 76. 312. 154. 126. 49. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 143. 142. 100. .0( ) .0( ) .0( ) ' 2 5. 25. 25. 54. 47. 72. 0. 0. 39. 186. 234. O(D) O(D) AM 1.8( ) AM .0( ) 23.0(S) AM 136.8(D) 134.8(D) 166. 108, 241, 157, 170. 24. 179. 273. 92. 317. Gj Gy ' 2 15. 2 25. ' 2 35. ' 2 45. 116.60) 6.7(S) 37.1(S) 4.0( ) 4.7( ) 1.5( ) 3.4( ) 4.7( ) 2.3( ) 2.1( ) 12. 68. 79. 25. 0. 25. 0. 54. 0. 72. 1.0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 39. 0. 84. 8. 6. 16. 49. 154. 100. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 135. 4. 1. 40. 334. 76. 218. 154. 62. 49. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 126. 148. 100. .0( ) .0( ) .0( ) 19. 20. 44. 38. 56. 0. 0. 33. 157. 187. AM .00) .00) 1.6( ) .0(0) .0( ) 24.0(S) O(D) 108.10) 87.30) 148. 114. 316. 88. 136. 18. 174. 210. 87. 229. 99.00) 8.0(S) 38.8(S) 2.3( ) 4.5( ) 1.2( ) 3.3( ) 4.5( ) 2.2( ) 1.8( ) 9. 68. 61. 19. 0. 20. 0. 44. 0. 56. .9( ) .0( ) .0( ) .0( ) .O( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 33. 0. 49. 0. 6. 11. 49. 122. 100. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( > .0( ) .0( ) .0( ) 87. 3. 0. 40. 268. 76. 149. 154. 19. 49. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 108. 143. 100. .0( ) .0( ) .0( ) 16. 17. 34. 31. 41. 0. 0. 27. 133. 151. .O(D) O(D) AM 1.4( ) .00) .0() 24.7(S) O(D) 84.5(D) 51.7(D) 133. 125. 322. 76. 95. 14. 127. 173. 85. 166. 84.4(D) 10.5(S) 38.9(S) 2.1( ) 3.1( ) 1.1( ) 2.6( ) 4.4( ) 2.2( ) 1.6( ) 7. 68. 47. 16. 0. 17. 0. 34. 0. 41. .8( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 27. 0. 39. 0. 5. 8. 49. 96. 100. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 52. 2. 0. 40. 211. 76. 106. 95. 0. 49. .0( ) .0( .0( ) .0( ) .0( > .0( ) .0( ) .0( ) .0( ) .0( ) 91. 132. 100. .0( ) .0( ) .0( ) 13. 15. 29. 25. 35. 0. 0. 23. 115. 124. .O(D) O(D) O(D) 1.2( ) 0(D) .0( ) 25.2(S) AM 65.50) 24.8(D) 122. 137. 294. 63. 70. 12. 87. 163. 83. 126. 73.4(D) 13.1(S) 38.3(S) 1.8( ) 2.4( ) .9( ) 2.1( ) 4.3( ) 2.2( ) 1.4( ) 6. 68. 35. 13. 0. 15. 0. 29. 0. 35. .7( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 23. 0. 34. 0. 5. 5. 49. 74. 100. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 25. 2. 0. 40. 162. 76. 89. 67. 0. 49. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0( ) .0( ) 79. 119. 100. .0( ) .0( ) .0( ) 12. 13. 24. 21. 30. 0. 0. 19. 99. 105. .O(D) O(D) O(D) 1.1( ) O(D) .0( ) 25.7(S) O(D) 49.9(D) 5.80) 114. 147. 251. 50. 59. 10. .75. 164. 82. 106. ' 64.6(D) 15.3(S) 37.3(S) 1.6( ) 2.2( ) .9( ) 1.9( ) 4.3( ) 2.2( ) 1.3( ) 5. 68. 24. 12. 0. 13. 0. 24. 0. 30. .6( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .O( ) .O( ) ' 0. 19. 0. 29. 0. 5. 4. 49. 57. 100. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 6. 1. 0. 40. 120. 76. 87. 59. 0. 49. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 69. 106. 100. .0( ) .0( ) .0( ) 2 55. 10. 11. 21. 18. 26. 0. 0. 16. 84. 84. .O(D) O(D) .00) 1.0( ) .00) .0( ) 26.1(S) O(D) 35.20) O(D) 106. 155. 204. 43. 52. 8. 66. 168. 81. 99. ' 57.30) 16.9(S) 36.3(S) 1.5( ) 2.0( ) .8( ) 1.8( ) 4.4( ) 2.1( ) 1.3( ) 4. 68. 16. 10. 0. 11. 0. 21. 0. 26. .6( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .O( ) .O( ) ' 0. 16. 0. 26. 0. 5. 2. 49. 42. 84. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 0. 1. 0. 40. 87. 76. 90. 52. 0. 49. ' .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) 61. 94. 100. .0( ) 0( ) .0( ) ' 3 5. 9. 10. 19. 16. 22. 0. 0. 14. 71. 52. .O(D) O(D) .00) .9( ) .00) .0( ) 26.5(S) O(D) 22.1(D) O(D) 100. 159. 159. 38. 47. 7. 59. 171. 80. 98. N 51.1(D) 17.8(S) 35.3(S) I M ) 1.9( ) .7( ) 1.7( ) 4.4( ) 2.1( ) 1.3( ) 3. 68. 8. 9. 0. 10. 0. 19. 0. 22. 5( ) 0( ) 0( ) *01 ) 0( ) 0( ) .0( ) .0( ) .0( ) 0( ) ' 0. 14. 0. 24. 0. 5. 1. 49. 28. 52. .0( ) _0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .O( ) .0( ) ' 0. .0( ) 1. .0( ) 0. .0( ) 40. .0( ) 65. .0( ) 76. .0( ) 94. .0( ) 47. .0( ) 0. .0( ) 49. .0( ) 54. 78. 100. .0( ) .0( ) .0( ) ' 3 15. 8. 9. 16. 14. 20. 0. 0. 12. 61. 37. .O(D) O(D) O(D) .9( ) .00) .0( ) 26.8(S) O(D) 11.50) D(D) ' 95. 45.50) 160. 18.O(S) 118. 34.4(S) 32. 1.3( ) 42. 1.8( ) 6. .7( ) 53. 1.6( ) 173. 4.4( ) 80. 2.1( ) 99. 1.3( ) 3. 68. 2. B. 0. 9. 0. 16. 0. 20. .5( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) ' 0. 12. 0. 20. 0. 4. 1. 49. 16. 37. .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) ' 0. .0( ) 1. .0( ) 0. .0( ) 40. .0( ) 48. .0( ) 76. .0( ) 96. .0( ) 42. .0( ) 0. .0( ) 49. .0( ) 48. 55. 100. .0( ) .0( ) .0( ) i yr/CANAL IMPORTATION BASIN Existing Cond. (CNIMP.DAT), Ft. Collins, CO ' From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. ' *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 3 42. .4 0 40. 5 134. .9 0 40. 7 256. 3.1 0 40. 9 386. 4.2 0 40. 223 106. (DIRECT FLOW) 0 50. ' 11 203 438. 348. 4.3 (DIRECT FLOW) 0 0 45. 45. <-- �.3W 24 170. 2.9 0 50. 211 74. (DIRECT FLOW) 0 45. ' 207 51 368. 301. (DIRECT FLOW) 3.0 0 1 50. 0.'!�- Fbw '^ 26 165. 2.5 .8 0 50. 246 54. (DIRECT FLOW) 0 45. ' 13 53 490: 3.0 17A 2 20. <-- t-00\r. (UCoSe-'OfOyl 28 214 Z0`57. - 255. 3.0 0 55. (DIRECT FLOW) 0 55. rriLrY� 32,. 4 50. 1.5 0 50. X• 136 126. 1.0 0 50. 213 104: (DIRECT FLOI Y . s 30 234. 9.55. 19 4- �`1 3 0 45. OV -ratA F.na H � 'e 19 9 k4f OF 4Y2�:' 212 2 364. 40. (DIRECT FLOW) 1.6 0 0 45. 55. G.S1oJfS MGX p p rL 5��25C = %- 1 �1 f r 8 250 276. 527. 9.3 (DIRECT FLOW) 1 1 0. 45. 138 125. . 0 40. . 132 175. 1.0 0 40. 139 125. 2.1 0 50. 15 0. .0 26.9 3 20. 209 176. (DIRECT FLOW) 1 0. 1 29. 1.1 0 40. ' 57 210. 3.6 0 45. 32 294. 3.7 0 45. 6 417. 7.7 0 45. ' 208 150 100, 325. (DIRECT FLOW) .0 39.0 1 2 0. 20. 239 115. (DIRECT FLOW) 0 50. 235 436. (DIRECT FLOW) 0 50. 133 437. 3.3 0 40. 238 10. (DIRECT FLOW) 0 50. ' 130 256. 3.1 1 0. 22 174. 8.3 0 45. 59 322. 3.4 0 45. 37 34 139. 387. 2.7 3.8 0 0 40. 50. 206 49. (DIRECT FLOW) 0 45. 241 483. (DIRECT FLOW) 1 15. 19 136. 2.7 1 0. 151 324. 3.2 2 30. ' 154 882. 6.0 0 50. 153 109. 3.1 0 45. 137 617. 5.0 0 40. ' 222 61 68. 377. (DIRECT FLOW) 3.6 1 0 20, 50. 38 518. 4.6 0 55. 12 73. 2.3 1 0. 41 607. 13.5 1 15. 264 868. (DIRECT FLOW) 1 0. ' 152 121. 2.5 0 40. 142 160. 2.5 18.0 3 15. 143 57. .6 0 40. 157 1029. 6.1 0 55. 131 111. .8 0 40. 134 520. 5.2 0 45. 101 95. _ 2.3 0 55. 63 305. 3.0 8.5 1 10. 40 532. 12.2 1 10. ' 269 158. (DIRECT FLOW) 1 40. 242 100. (DIRECT FLOW) 1 15. 160 1128.. 5.7 1 5. 248 575. (DIRECT FLOW) 1 25. ' 146 58. 1.8 0 40. 271 148. (DIRECT FLOW) 2 5. 243 507. (DIRECT FLOW) 1 15. 163 1023. 6.1 0 55. 135 225. 2.9 0 45. ' 234 84. (DIRECT FLOW) 0 45. 102 416. 9.0 0 40. 68 207. 8.1 1 35. 65 114. 1.0 0 40. ' 240 49. (DIRECT FLOW) 1 10. 70 247. 11.7 2 0. 161 1118. 8.2 1 5. 148 606. 2.9 1 35. 245 4. (DIRECT FLOW) 0 40. ' 145 589. 3.6 1 20. 144 125. 2.3 0 40. 263 154. (DIRECT FLOW) 0 55. 155 455. 5.2 0 40. ' 141 117. 2.1 0 40. 140 136. .9 0 40. 202 68. (DIRECT FLOW) 0 40. 268 49. (DIRECT FLOW) 1 35. 67 146. 3.3 0 45. ' 270 100. (DIRECT FLOW) 2 5. 262 1D42. (DIRECT FLOW) 1 5. 76. (DIRECT FLOW) 7 10. 145. 1.2 1 0. 10261 147 61615. 4.2 1 2 0. 159 373. 5.4 0 40. 158 _ 353. 3.5 0 40. 156 689. 4.8 0 45. 1D4 139. 2.8 1 0. ' 69 227. 4.2 0 55. 43 155. 2.8 0 50. 165 168. 2.9 0 40. 164 1028. 3.4 1 15. 162 342. 5.0 0 40. 249 68. (DIRECT FLOW) 1 40. 247 40. (DIRECT FLOW) 1 25. 98 1734. 3.3 0 50. 99 2676. 4.0 1 5. ' ENDPROGRAM PROGRAM CALLED POND RATING CURVE INFORMATION FOR CLEARVIEW PONDS #53 AND #55 Clearview Pond #53 Detention Pond Rating Curve Elev (ft) -------------- 5092.4 5093.0 5094.0 5095.0 5096.0 Cumulative Area Storage (ac) ---------- (ac-ft) -------------- 1.6 0 1.65 0.91 1.88 2.67 2.19 4.71 2.62 7.11 2.6 589-007 V = d/3*(A+ B+ (AB) ^ 0.5) Area -Capacity Curve Stage (ft et) --n- Area �- Capacity L r/ Clearview Pond #55 Detention Pond Rating Curve 589-007 Cumulative Elev Area Storage (ft) ---------------------------- (ac) (ac-ft) 5082.0 0 -------------- 0 V = d/3*(A+B+(AB)^0.5) 5083.0 0.00 0.00 5084.0 0.13 0.05 5085.0 0.27 0.24 5086.0 0.48 0.61 5087.0 1.29 1.46 5088.0 2.15 3.16 5089.0 3.05 5.75 Area -Capacity Curve r Stage (n el) t Area � Capacity ''POI D53 11-04-1994 4ev Culvert Q 92.44 0 40 '5095.505 5096.335 54 5097.142 120 160 '5097.201 5097.252 200 5097.298 240 5097.342 280 5097.38 320 5097.418 360 5097.455 400 YEl. . ev. �-Tota•1:,Q Cul ev r�Q, •Os'�""'ep IP 092.44 0✓ 0 0 0 1 095.505 40 40 0 0 1 096.335 54 (5097.142 54 0 0 1 120 64.7216 0 54.79368 8 097.201 160 65.4376 0 93.50542 7 '5097.252 200 66.05809 0 132.7404 6 5097.298 240 66.6032 0 171.476 5 5097.342 280 67.11494 0 211.3609 5 5097.38 320 67.56571 0 249.2638 4 5097.418 360 68.00762 0 288.9121 4 1 5097.455 400/ 68.42403 0 328.5133 4 0 5092.44 5091.50 0.00 0.00 0.00 5092.44 0.00 0.00 0.0 40 5095.50 5092.93 3.06 3.06 0.00 0.00 0.00 10.27 1.6 54 5096.33 5093.10 3.90 3.90 0.00 0.00 0.00 11.11 2.0 65 5097.13 5093.66 4.69 4.69 0.00 0.00 0.00 11.75 2.2 ' 65 5097.19 5093.91 4.75 4.75 0.00 0.00 0.00 11.79 2.2 66 5097.24 5094.12 4.80 4.80 0.00 0.00 0.00 11.83 2.2 67 5097.29 5094.30 4.85 4.85 0.00 0.00 0.00 11.85 2.2 ' 67 5097.33 5094.47 4.89 4.89 0.00 0.00 0.00 11.88 2.2 68 5097.37 5094.62 4.93 4.93 0.00 0.00 0.00 11.91 2.3 68 5097.41 5094.76 4.97 4.51 0.00 0.00 0.00 9.62 3.0 ' 68 5097.45 5094.89 5.01 4.67 0.00 0.00 0.00 9.68 3.0 2b/ PO D 5 11-04-1994 82.5 0 84.512 487.471 10 20 30 '5088.974 5089.073 40 5089.1 50 5089.123 60 5089.145 70 5089.164 80 5089.183 90 ' 5089.2 100 Elev Total Q CO a �Q Overtop Q- 5082.5 0 0 0 1 5084.512 10 10 0 1 20 20 0 1 '5087,471 5088.974 30 23.03313 0 30 5089.073 40 22.59096 17.1549 13 5089.1 50 22.01677 27.60055 8 '5089.123 60 21.4902 38.03588 7 5089.145 70 21.02038 48.58588 6 5089.164 80 20.57318 58.88091 5 5089.183 90 20.22587 69.25555 5 5089.2 100 19.72276 79.61001 5 0 5082.50 5081.80 0.00 0.00 0.00 5082.50 0.00 0.00, 0.0 10 5084.51 5083.50 2.01 2.01 0.00 0.00 0.00 7.99 1.0 20 5087.47 5084.00 4.78 4.97 0.00 0.00 0.00 11.32 1.5 23 5088.96 5084.36 5.96 6.46 0.00 0.00 0.00 13.03 1.5 23 5089.08 5084.66 5.77 6.58 0.00 0.00 0.00 12.78 1.5 ' 22 5089.11 5084.91 5.54 6.61 0.00 0.00 0.00 12.46 1.5 21 5089.13 5085.13 5.33 6.63 0.00 0.00 0.00 12.16 1.5 21 5089.15. 5085.32 5'.15 6.65 0.00 0.00 0.00 11.90 1.5 ' 21 5089.17 5085.50 4.98 6.67 0.00 0.00 0.00 11.64 1.5 20 5089.22 5085.67 4.86 6.72 0.00 0.00 0.00 11.45 1.5 20 5089.20 5085.83 4.68 6.70 0.00 0.00 0.00 11.16 1.5 1 1 Engineering Consultants 77. CLIENT PROJECT MADE BY DATE CALCULATIONS CHECKED BY DATE_ 5 c�/ 7 JOBNO. SHEET OF bl2 ftT Q S�t3.o 0AI 5 ,0 2,(V 5a95A 4.71. 30 ... _ - . 30 �fl6xg 7.12 41 o 1 5a97, o S ,rSQ 64:7 54- ,b . : 120>0 + O 0 -0 0 2 0 2 ' 5nS•0 0.24 11.2 0 I li 2: I sD".o • 3.i6.. + l�.o � a 4 Is a ; - t -- - , _I--;q-g,� ---- - �8q.2 6_47I,o � 1 CURRENT DATE: 11-08-1994 FILE DATE: 11-04-1994 '.RENT TIME: 11:01:22 FILE NAME: POND53 'aaaaaaaaadtdaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaaaaaaaaaa 1OaaaOagad aaaaadid dad aaaaaaaaaaaoaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa� ° C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET ° 0 U uaaaaaaaaagal aaadal aaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaa-add dal aaaaaaaaaaaaaC, ° L ° INLET OUTLET CULVERT ° BARRELS 0 ° V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° ° ° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° ° 1 05092.44 5091.76 45.01 ° 1 RCP 3.00 3.00 .013 CONVENTIONAL° 0 2 0 0 0 '0 3 0 0 0 ° 4 ° 0 0 ° 5 ° 0 0 0 6 0 0 0 aaaaeaaaaaaasaaaaaaaarddaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadI 'aaaaaaaaaaaa'aadd dal aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa FILE: POND53 CULVERT HEADWATER ELEVATION (FT) DATE: 11-04-1994 DISCHARGE 1 2 3 4 5 6 ROADWAY ' 0 5092.44 0.00 0.00 0.00 0.00 --0..00 5097.00 5 5093.35 0.00 0.00 0.00 0.00 0.00 5097.03 11 16 5093.84 5094.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5097.05 5097.06 22 5094.55 0.00 0.00 0.00 0.00 0.00 5097.08 27 5094.84 0.00 0.00 0.00 0.00 0.00 5097.09 32 5095.12 0.00 0.00 0.00 0.00 0.00 5097.10 38 5095.39 0.00 0.00 0.00 0.00 0.00 5097.11 43 5095.68 0.00 0.00 0.00 0.00 0.00 5097.12 49 54 5095.99 5096.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5097.13 5097.14 65 5097.14 0.00 0.00 0.00 0.00 0.00 0.00 The above Q and HW are for a point above the roadway. 1`daaaaaaaaaaaaaaaaaaaaaaaaaaaardaaaaaaaaaaoiaoiaaaaaaaaaaaaaaa33a3aaaaaaaaaaaaaaaaaa 11 11 sy 2 1 CURRENT DATE: 11-08-1994 FILE DATE: 11-04-1994 '.RENT TIME: 11:01:22 FILE NAME: POND53 ia3aaa3aaa3a33aaaaaaa3aaaaaaaaaaa33aa33aca3a333adaaaa3aaadd add a3aa33aaaa3aaa33a PERFORMANCE CURVE FOR CULVERT ## 1 - 1 ( 3 BY 3 ) RCP aadaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa DIS- HEAD- INLET "OUTLET 1 CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) aaaaaaaaaaaaaaaaaaaaaaaadd aaaaaaaaaaaaaaaaaaaaadd adaaaaaaaaaaaaaaaaaaaaaaaadd aaa 1 0 5092.44 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 -0.26 5 5093.35 0.91 0.91 1-S2n 0.50 0.71 6.77 0.50 2.37 0.42 11 5093.84 1.40 1.40 1-S2n 0.72 1.03 7.56 0.76 2.82 0.62 ' 16 5094.23 1.79 1.79 1-S2n 0.90 1.28 8.34 0.96 3.12 0.76 22 5094.55 2.11 2.11 1-S2n 1.04 1.49 8.88 1.13 3.35 0.88 27 5094.84 2.40 2.40 1-S2n 1.18 1.67 9.34 1.28 3.54 0.97 1 32 5095.12 2,68 2.68 1-S2n 1.31 1.84 9.77 1.43 3.71 1.06 38 5095.39 2.95 2.95 1-S2n 1.43 1.99 10.13 1.57 3.85 1.14 43 5095.68 3.24 3.24 5-S2n 1.54 2.14 10.47 1.70 3.98 1.21 49 5095.99 3.55 3.55 5-S2n 1.66 2.26 10.82 1.82 4.10 1.28 54 5096.33 3.90 3.90 5-S2n 1.77 2.38 11.11 1.95 4.21 1.34 aaaaaAaaaadal aa,aAaaaAaaaaaaaaaadaaaddaaadd aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa El. inlet face invert 5092.44 ft El. outlet invert 5091.76 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft 1 aaaagal aaaaaidaaaAaAaaaadadaAaadaaaaaaaadd aaaaaaaaaaaaaaaaaaaaaaaaaadd aaaaaaaaaaa *`*** SITE DATA ***** CULVERT 1 INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION (FT) 1 OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT ************** CULVERT LENGTH ALONG SLOPE (FT) 100.00 5092.44 145.00 5091.76 1 0.0151 45.01 CULVERT DATA SUMMARY ************************ BARREL SHAPE ' BARREL DIAMETER BARREL MATERIAL BARREL MANNING'S N 1 INLET TYPE INLET EDGE AND WALL INLET DEPRESSION CIRCULAR 3.00 FT CONCRETE 0.013 CONVENTIONAL GROOVED END PROJECTION NONE a a a a a a a aaaaaaaardaaaardaa3aa3da33aad16daaaa3aaa333aa3aad3aaaaaaaa3aaaaa3aaaaaaa3aa 'CURRENT DATE: 11-08-1994 2RENT TIME: 11:01:22 3 FILE DATE: 11-04-1994 FILE NAME: POND53 ' a a a a a a a a aAaaaaaaaAaaaaaaaaAAA aaAddaaaAaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadaaaa aaaaaaaaaadaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaadadaaaaaaaaaa aaaaaaaaaaaA&adaaaaaAaaaaa,aaadAdd aaaaaaaaaaaaaaaaaaadadd&aaaaaaaadaaaaaaaaaAAA da ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 5.0 CHANNEL SLOPE V/H (FT/FT) 0.040 MANNING'S N (.01-0.1) 0.060 CHANNEL INVERT ELEVATION (FT) 5091.50 CULVERT NO.1 OUTLET INVERT ELEVATION 5091.76 FT UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR ' (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0.00 5091.50 0.000 0.00 0.00 0.00 5.40 5092.18 0.508 0.68 2.37 1.69 10.80 5092.38 0.530 0.88 2.82 2.19 16.20 5092.52 0.544 1.02 3.12 2.54 21.60 5092.64 0.554 1.14 3.35 2.83 27.00 5092.73 0.562 1.23 3.54 3.08 ' 32.40 5092.82 0.569 1.32 3.71 3.30 37.80 5092.90 0.574 1.40 3.85 3.50 43.20 5092.97 0.579 1.47 3.98 3.68 ' 48.60 5093.04 0.583 1.54 4.10 3.84 54.00 5093.10 0.587 1.60 4.21 4.00 'a aaddaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadAda aAaaaaaadaaaaaaaaaAAA Ada aaaaaaA&aaAAA a aaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aa3aaaaaa3aaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY SURFACE GRAVEL EMBANKMENT TOP WIDTH (FT) 5.00 CREST LENGTH (FT) 400.00 OVERTOPPING CREST ELEVATION (FT) 5097.00 aaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaciao dais aaaaaaaadaa , f 1 �� PA 6 CURRENT DATE: 11-08-1994 FILE DATE: 11-08-1994 %RENT TIME: 11:15:45 FILE NAME: POND55 aaaaaaaa aaaaaaaaaaaaaaaaaaa aaaaaaaaa aa aaa da aa'da'a'a'a'a'a"a'addda'gcidd&a"aaaaaaaaaaaaaaa 'aaaaaaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaaaaaaaaaa OaaaoaaaaaaaaaaaaaaaaaaaaaaaaaaoaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaC ° C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET ° U i3aaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa� ° L ° INLET OUTLET CULVERT ° BARRELS ° ° V ° -ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° ° ° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° ° 1 ° 82.50 82.00 30.00 ° 1 RCP 1.50 1.50 .013 CONVENTIONAL° 0 2 0 0 0 0 3 ° 0 0 ° 4 ° ° ° 0 5 0 0 0 10 6 ° ° o aaaaea-ad aaadd aaaaaaaaaaaaaaaaaa8aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaall lad aaaaaaaaal aaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ' FILE: POND55 CULVERT HEADWATER ELEVATION (FT) DATE: 11-08-1994 DISCHARGE 1 2 3 4 5 6 ROADWAY ' 0 82.50 0.00 0.00 0.00 0.00 0.00 89.00 2 83.22 0.00 0.00 0.00 0.00 0.00 89.02 4 83.62 0.00 0.00 0.00 0.00 0.00 89.04 6 83..95 0.00 0.00 0.00 0.00 0.00 89.05 8 84.31 0.00 0.00 0.00 0.00 0.00 89.06 10 84.76 0.00 0.00 0.00 0.00 0.00 89.07 12 85.31 0.00 0.00 0.00 0.00 0.00 89.07 ' 14 85.98 0.00 0.00 0.00 0.00 0.00 89.08 16 86.75 0.00 0.00 0.00 0.00 0.00 89.09 18 8'7.62 0.00 0.00 0.00 0.00 0.00 89.10 ' 20 88.58 0.00 0.00 0.00 0.00 0.00 89.10 22 89.65 0.00 0.00 0.00 0.00 0.00 0.00 The above Q and HW are for a point above the roadway. aaaa aaaaa aaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 1 1 3s/ 2 'CURRENT DATE: 11-08-1994 FILE DATE: 11-08-1994 ':RENT TIME: 11:15:45 FILE NAME: POND55 taaadfdrdardfdrdardfdafddadaaaafdaaaaaaaaaaaardaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaai PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 1.5 BY 1.5 ) RCP aaaaaaaaaaaaaaaaaaa3a3aaaaaaaaaaaaaa3aaaaaaaaaaaaaaa3adaaaaaaa3aaaaaaaaaaaaaaaaa DIS- HEAD- INLET OUTLET WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER 'CHARGE FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaadaaaaaaaaaaaaaa ' 0 82.50 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 -0.30 2 83.22 0.72 0.72 1-S2n 0.38 0.53 5.58 0.38 1.01 0.40 4 83.62 1.12 1.12 1-S2n 0.55 0.76 6.62 0.56 1.20 0.61 6 83.95 1.45 1.45 1-S2n 0.70 0.94 7.47 0.70 1.33 0.76 ' 8 84.31 1.81 1.81 5-S2n 0.83 1.09 7.56 0.87 1.43 0.88 10 84.76 2.26 2.26 5-S2n 0.96 1.22 7.99 1.00 1.51 0.99 12 85.31 2.81 2.81 5-S2n 1.10 1.31 8.34 1.14 1.58 1.08 ' 14 85.98 3.48 3.48 5-S2n 1.29 1.40 8.53 1.32 1.64 1.16 16 86.75 4.25 3.60 6-FFn 1.50 1.49 9.05 1.50 1.70 1.23 18 87.62 5.12 4.29 6-FFn 1.50 1.50 10.19 1.50 1.75 1.30 20 88.58 6.08 5.07 6-FFn 1.50 1.50 11.32 1.50 1.80 1.37 aaa'aaaaaaaaaaaaaadaaaaiaaaadiaaaaadaaaaaaaaaaaadaaaaaadaddddaaaaadaadaaaaaaaaaa El. inlet face invert 82.50 ft El. outlet invert 82.00 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ' aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaadadaaaaaadaaaaaaaa *�*** SITE DATA ***** CULVERT INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION (FT) OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT ************** CULVERT LENGTH ALONG SLOPE (FT) 100.00 82.50 130.00 82.00 1 0.0167 30.00 CULVERT DATA SUMMARY ************************ BARREL SHAPE BARREL DIAMETER BARREL MATERIAL BARREL MANNING'S N INLET TYPE INLET EDGE AND WALL INLET DEPRESSION CIRCULAR 1.50 FT CONCRETE 0.013 CONVENTIONAL SQUARE EDGE WITH HEADWALL NONE aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaddaaaaaaaaaaaaaAaaaaaaaaaaaaaddadadaaaa s�/ 'CURRENT DATE: 11-08-1994 ?RENT TIME: 11:15:45 3 FILE DATE: 11-08-1994 FILE NAME: POND55 'Ada -dad aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadd aaaaaaaaaaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaldtdaardardaaaaaaaaaaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (FT/FT) 0.007 ' MANNING'S N (.01-0.1) 0.060 CHANNEL INVERT ELEVATION (FT) 81.70 CULVERT NO.1 OUTLET INVERT ELEVATION 82.00 FT UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL ' FLOW (CFS) W.S.E. (FT) FROUDE NUMBER DEPTH (FT) VEL. (FPS) SHEAR (PSF) 0.00 81.70 0.000 0.00 0.00 0.00 2.00 82.40 0.213 0.70 1.01 0.31 ' 4.00 82.61 0.222 0.91 1.20 0.40 6.00 82.76 0.228 1.06 1.33 0.46 8.00 82.88 0.232 1.18 1.43 0.52 10.00 82.99 0.235 1.29 1.51 0.56 ' 12.00 83.08 0.238 1.38 1.58 0.60 14.00 83.16 0.240 1.46 1.64 0.64 16.00 83.23 0.242 1.53 1.70 0.67 18.00 83.30 0.244 1.60 1.75 0.70 20.00 83.37 0.245 1.67 1.80 0.73 'aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ' ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH (FT). 24.00 CREST LENGTH (FT) 200.00 OVERTOPPING CREST ELEVATION (FT) 89.00 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 1 1 [1 1 discharge relationships for Pond 53 and Po 'Elevation Ponds at Overland Project ovember 8, 1994 .;CH i' Pond 53 Raw Data Censored Data y, Elev Discharge Elev Discharge 92.44 0 92.44 0 93.35 5 93 3.076923 r94.23 16 94 17.5 95.12 32 95 33.97753 96.33 :1 54 96 50.18182 Pond 55 ' Raw Data Censored Data Elev Discharge Elev Discharge 82.5 0 82.5 0 ' 83.22 2 83 1.388889 84.31 8 84 7.604587 85.31 12 85 12 ' 86.75 16 86 14.77778 3y ORIGINAL SWMM REVISED FOR ESTIMATED AS -BUILT STAGE DISCHARGE VALUES AT THE TWO PONDS WITHIN OVERLAND PARK NO OTHER ADJUSTMENTS q-;o�,na� Swmm torr� by PE ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY ' TAPE OR DISK ASSIGNMENTS UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(10) ' 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 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 *** 100-yr with revision to 2 ponds in Overland Park (Cnimp.rev)Ft.Collins, CO From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. 'NUMBER OF TIME STEPS 40 INTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTN '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 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .12 .12 .00 '100-yr with revision to 2 ponds in Overland Park (Cnimp.rev)Ft.Collins, CO From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. SUBAREA GUTTER WIDTH AREA PERCENT '-"4ER OR MANHOLE (FT) (AC) IMPERV. 0 .0 .0 .0 1 800.0 12.0 36.0 2.16 1.56 .24 .24 SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .0300 .016 .250 .100 .300 3.00 .50 .00180 .0070 .015 .250 .100 .300 3.00 .50 .00180 1 40) ' 2 3 700.0 14.4 39.0 .0060 .016 .250 .100 .300 3.00 .50 .00180 3 5 2200.0 31.6 35.0 .0080 .016 .250 .100 .300 3.00 .50 .00180 7 2300.0 44.5 38.0 .0070 .016 .250 .100 .300 3.00 .50 .00180 5 9 3000.0 56.1 37.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 6 11 2900.0 48.3 24.0 .0150 .016 .250 .100 .300 3.00 .50 .00180 7 13 2200.0 37.6 30.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 8 15 1000.0 25.3 64.0 .0060 .010 .250 .062 .300 3.00 .50 .00180 9 19 2850.0 30.2 35.0 .0110 .010 .250 .062 .300 3.00 .50 .00180 2 2400.0 44.0 15.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 '83 84 4 2000.0 49.6 20.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 10 22 5600.0 84.9 22.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 11 24 2400.0 48.9 36.0 .0130 .016 .250 .100 .300 3.00 .50 .00180 12 28 2400.0 27.4 39.0 .0110 .016 .250 .100 .300 3.00 .50 .00180 32 2520.0 50.2 39.0 .0090 .016 .250 .100 .300 3.00 .50 .00180 '13 14 34 3800.0 58.6 40.0 .0130 .016 .250 .100 .300 3.00 .50 .00180 15 37 5100.0 43.1 39.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 16 38 5520.0 46.4 32.0 .0150 .016 .250 .100 .300 3.00 .50 .00180 51 4200.0 68.0 38.0 .0300 .016 .250 .100 .300 3.00 .50 .00180 '18 19 55 1300.0 22.0 34.0 .0300 .016 .250 .100 .300 3.00 .50 .00180 20 57 3900.0 106.3 40.0 .0080 .016 .250 .100 .300 3.00 .50 .00180 21 59 2400.0 59.7 40.0 .0080 .016 .250 .100 .300 3.00 .50 .00180 22 61 3100.0 62.4 32.0 .0070 .016 .250 .100 .300 3.00 .50 .00180 65 2600.0 35.4 48.0 .0070 .016 .250 .100 .300 3.00 .50 .00180 '23 24 69 2200.0 48.3 40.0 .0080 .016 .250 .100 .300 3.00 .50 .00180 36 43 1600.0 39.0 40.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 37 12 2000.0 22.9 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 41 500.0 15.5 10.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 '38 17 70 2000.0 43.3 40.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 40 101 2150.0 18.5 40.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 41 102 3000.0 318.4 10.0 .0700 .016 .250 .100 .300 3.00 .50 .00180 43 104 2000.0 71.0 33.0 .0400 .016 .250 .100 .300 3.00 .50 .00180 136 4200.0 49.2 45.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 '58 59 131 6400.0 38.4 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 60 135 6400.0 52.2 40.0 .0150 .016 .250 .100 .300 3.00 .50 .00180 61 130 5800.0 133.2 30.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 '? 132 3200.0 61.5 35.0 .0150 .016 .250 .100 .300 3.00 .50 .00180 143 2000.0 16.9 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 + 144 2200.0 37.4 40.0 .0150 .016 .250 .100 .300 3.00 .50 .00180 65 145 3600.0 67.1 60.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 66 138 3000.0 55.2 40.0 .0040 .016 .250 .100 .300 3.00 .50 .00180 67 133 4000.0 77.7 40.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 68 137 7200.0 109.4 40.0 .0800 .016 .250 .100 .300 3.00 .50 .00180 69 141 3300.0 34.4 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 70 140 8000.0 49.6 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 155 2000.0 61.5 45.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 '71 72 154 4600.0 86.0 45.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 73 153 2000.0 53.2 40.0 .0040 .016 .250 .100 .300 3.00 .50 .00180 74 151 4000.0 72.1 50.0 .0400 .016 .250 .100 .300 3.00 .50 .00180 75 152 1000.0 41.3 60.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 160 6400.0 132.2 40.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 '76 77 157 3200.0 34.1 50.0 .0050 .016 .250 .100 .300 3.00 .50 .00180 78 158 2900.0 96.2 60.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 79 159 2600.0 93.2 45.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 80 165 3200.0 52.2 45.0 .0100 .016 .250 .100 .300 3,00 .50 .00180 81 162 6800.0 80.7 45.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 82 164 3000.0 63.5 40.0 .0200 016 .250 .100 .300 3.00 .50 .00180 85 148 6000.0 107.4 20.0 .0100 .016 .250 .100 .300 3.00 .50 .00180 TOTAL NUMBER OF SUBCATCHMENTS, 58 ' TOTAL TRIBUTARY AREA (ACRES), 3439.60 100-yr with revision to 2 ponds in Overland Park (Cnimp,rev)Ft.Collins, CO ' From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. ' *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** 1SHED AREA (ACRES) 3439.600 � Ly ' TOTAL RAINFALL (INCHES) 2.890 lL INFILTRATION (INCHES) .632 'TOTAL WATERSHED OUTFLOW (INCHES) 1.803 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .455 ' ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .001 100-yr with revision to 2 ponds in Overland Park (Cnimp.rev)Ft.Collins, CO ' From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. INVERT SIDE SLOPES OVERBANK/SURCHARGE 'WIDTH GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 1 22 0 1 CHANNEL 15.0 800. .0004 2.0 2.0 .020 100.00 0 2 6 0 1 CHANNEL 12.0 2400. .0004 1.0 1.0 .020 100.00 0 3 5 0 1 CHANNEL 15.0 700. .0140 30.0 .0 .016 100.00 0 4 8 0 1 CHANNEL 18.0 2000. .0004 1.0 1.0 .020 100.00 0 5 7 0 1 CHANNEL 1.0 1100. .0120 30.0 30.0 .016 100.00 0 6 206 4 5 PIPE 6.9 1000. .0004 .0 .0 .035 6.90 207 ' OVERFLOW 300.0 200. .0020 .0 .0 .040 100.00 DIVERSION TO GUTTER NUMBER 207 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 49.1 .0 49.1 .1 5000.0 4950.9 206 12 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 207 13 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 7 9 0 5 PIPE 2.0 1150. .0100 .0 .0 .013 2.00 0 OVERFLOW 1.0 1150. .0100 30.0 30.0 .016 100.00 8 208 4 5 PIPE 9.0 1200. .0004 .0 .0 .035 9.00 209 OVERFLOW 150.0 900. .0005 .0 .0 .004 100.00 DIVERSION TO GUTTER NUMBER 209 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 99.7 .0 99.7 .1 5000.0 4900.3 208 19 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 209 130 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 9 11 0 5 PIPE 3.0 1500. .0120 .0 .0 .013 3.00 0 ' OVERFLOW 1.0 1500. .0120 30.0 30.0 .016 100.00 11 211 4 5 PIPE 3.0 1450. .0090 .0 .0 .012 3.00 212 OVERFLOW 1.0 1450. .0090 30.0 30.0 .016 100.00 DIVERSION TO GUTTER NUMBER 212 - TOTAL 0 VS DIVERTED 0 IN CFS ' .0 .0 73.7 .0 73.7 .1 5000.0 4926.3 211 13 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 212 6 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 12 40 0 1 CHANNEL 12.0 3100. .0004 1.0 1.0 .020 100.00 0 13 213 6 5 PIPE 3.0 1100. .0070 .0 .0 .012 3.00 214 ' OVERFLOW 1.0 1100. .0070 30.0 30.0 .016 100.00 DIVERSION TO GUTTER NUMBER 214 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 98.0 .0 100.8 .8 129.0 14.2 182.7 52.6 384.0 200.0 15 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 '213 214 8 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 15 130 4 2 PIPE .0 100. .0100 .0 .0 1.000 100.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 16.5 .0 33.6 .0 50.6 184.4 19 41 0 1 CHANNEL 18.0 1300. .0004 1.0 1.0 .020 100.00 0 ' 22 222 4 5 PIPE 7.8 2600. .0004 .0 .0 .035 7.80 223 OVERFLOW 100.0 100. .0104 4.0 4.0 .040 100.00 DIVERSION TO GUTTER NUMBER 223 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 68.1 .0 68.1 .1 5000.0 4931.9 222 101 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 223 24 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 24 26 0 1 CHANNEL 1.0 1100. .0090 4.0 4.0 .040 100.00 0 26 28 4 2 PIPE 2.5 24. .0040 .0 .0 .013 2.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .5 .0 .7 8.0 .9 220.0 30 0 4 CHANNEL 2.0 550. .0140 3.0 3.0 .040 3.00 0 OVERFLOW 2.0 550. .0140 100.0 100.0 .080 100.00 32 7 2 PIPE 2.5 10. .0050 .0 .0 .012 2.50 0, ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 .0 .5 .0 .8 7.6 .9 29.3 1.1 44.0 1.2 570.5 S2 34 0 4 CHANNEL 3.0 1260. .0090 3.0 3.0 .040 4.00 0 3.0 1260. .0090 100.0 100.0 .080 100.00 tOVERFLOW 34 38 0 4 CHANNEL 5.0 1900. .0100 3.0 3.0 .040 4.00 0 OVERFLOW 5.0 1900. .0100 100.0 100.0 .080 100.00 37 38 0 4 CHANNEL 3.0 1900. .0100 3.0 3.0 .040 3.00 0 OVERFLOW 3.0 1900. .0100 100.0 100.0 .080 100.00 ' 38 40 0 4 CHANNEL 5.0 1960. .0040 4.0 4.0 .040 4.00 0 OVERFLOW 5.0 1960. .0040 100.0 100.0 .080 100.00 40 240 4 5 PIPE 6.9 1000. .0004 .0 .0 .035 6.90 241 OVERFLOW 10.0 1100. .0004 10.0 10.0 .040 100.00 DIVERSION TO GUTTER NUMBER 241 - TOTAL 0 VS DIVERTED 0 IN CFS ' .0 .0 49.1 .0 49.1 .1 5000.0 4950.9 240 67 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 241 41 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 41 242 4 5 PIPE 9.0 500. .0004 .0 .0 .035 9.00 243 ' OVERFLOW 50.0 600. .0003 5.0 5.0 .040 100.00 DIVERSION TO GUTTER NUMBER 243 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 99.7 .0 99.7 .1 5000.0 4900.3 242 70 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 243 145 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 43 98 0 1 CHANNEL 18.0 2000. .0004 1.5 1.5 .020 100.00 0 51 53 0 4 CHANNEL 3.0 1400. .0080 3.0 3.0 .040 2.00 0 OVERFLOW 3.0 1400. .0080 100.0 100.0 .080 100.00 53 55 7 2 PIPE .0 1300. .0110 .0 .0 .013 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 3.1 2.7 17.5 4.7 34.0 7.1 50.2 7.9 54.0 8.5 120.0 55 57 10 2 PIPE .1 300. .0110 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .0 1.4 .1 7.5 .2 12.0 .6 14.7 1.5 16.0 3.2 18.0 5.7 20.0 6.0 48.6 6.5 100.6 57 59 0 4 CHANNEL 3.0 1950. .0070 2.0 2.0 3.00 0 OVERFLOW 3.0 1950. .0070 100.0 100.0 .040 .080 100.00 10 61 0 4 CHANNEL 5.0 1200. .0070 4.0 4.0 .040 3.00 0 OVERFLOW 5.0 1200. .0070 100.0 100.0 .080 100.00 61 63 0 4 CHANNEL 5.0 1550. .0060 4.0 4.0 .040 3.00 0 OVERFLOW 5.0 1550. .0060 100.0 100.0 .080 100.00 63 68 5 2 PIPE 3.0 50. .0100 .0 .0 .013 3.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 .0 .3 .0 1.8 .0 4.7 25.0 9.3 280.0 65 67 0 4 CHANNEL 1.0 2600. .0100 33.0 1.0 .016 1.50 0 1.0 2600. .0100 33.0 100.0 .040 100.00 'OVERFLOW 67 69 0 1 CHANNEL 12.0 950. .0004 1.5 1.5 .020 100.00 0 68 268 4 5 PIPE 6.9 2400. .0004 .0 .0 .035 6.90 269 OVERFLOW 50.0 1600. .0006 100.0 100.0 .040 100.00 DIVERSION TO GUTTER NUMBER 269 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 49.1 .0 49.1 .1 5000.0 4950.9 268 69 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 269 70 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 69 98 0 1 CHANNEL 12.0 2400. .0004 1.5 1.5 .020 100.00 0 70 270 4 5 PIPE 9.0 100. .0004 .0 .0 .035 9.00 271 ' OVERFLOW 10.0 600. .0001 50.0 50.0 .040 100.00 DIVERSION TO GUTTER NUMBER 271 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 99.7 .0 99.7 .1 5000.0 4900.3 270 43 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 145 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 '271 98 99 0 1 CHANNEL 30.0 1000. .0040 30.0 30.0 .035 100.00 0 99 0 0 1 CHANNEL 30.0 1000. .0040 30.0 30.0 .035 100.00 0 101 102 0 1 CHANNEL 15.0 2000. .0004 2.0 2.0 .020 100.00 0 102 202 4 5 PIPE 7.8 2150. .0004 .0 .0 .035 7.80 203 OVERFLOW 100.0 200. .0043 5.0 5.0 .040 100.00 DIVERSION TO GUTTER NUMBER 203 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 68.1 .0 68.1 .1 5000.0 4931.9 202 104 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 203 51 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 104 98 0 1 CHANNEL 15.0 3950. .0004 2.0 2.0 .020 100.00 0 137 0 5 PIPE 2.0 2900. .0080 .0 .0 .013 2.00 0 OVERFLOW 1.0 2900. .0080 30.0 30.0 .016 100.00 1 135 0 1 CHANNEL 2.0 3200. .0080 30.0 30.0 .016 100.00 0 �y 132 133 0 1 CHANNEL 2.0 1600. .0100 30.0 30.0 .016 100.00 0 154 0 5 PIPE 2.0 2400. .0100 .0 .0 .014 2.00 0 OVERFLOW 2.0 2400. .0100 30.0 30.0 .016 100.00 4 234 4 5 PIPE 3.5 800. .0070 .0 .0 .014 3.50 235 OVERFLOW 2.0 1800. .0031 30.0 30.0 .016 100.00 ' DIVERSION TO GUTTER NUMBER 235 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 84.0 .0 84.0 .1 5000.0 4916.0 234 155 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 235 154 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 135 155 0 5 PIPE 1.8 3200. .0080 .0 .0 .014 1.80 0 OVERFLOW 2.0 3200. .0080 30.0 30.0 .016 100.00 136 139 0 1 CHANNEL 1.0 4200. .0050 30.0 30.0 .016 100.00 0 137 134 0 5 PIPE 3.5 1800. .0080 .0 .0 .014 3.50 0 2.0 1800. .0080 30.0 30.0 .016 100.00 'OVERFLOW 138 133 0 5 PIPE 1.5 2000. .0040 .0 .0 .013 1.50 0 OVERFLOW 2.0 2000. .0040 30.0 30.0 .016 100.00 139 238 7 4 CHANNEL 1.0 700. .0060 .0 .0 .014 1.00 239 OVERFLOW 1.0 500. .0084 30.0 4.0 .016 100.00 ' DIVERSION TO GUTTER NUMBER 239 - TOTAL D VS DIVERTED Q IN CFS .0 .0 .1 .0 6.2 1.4 42.2 34.5 59.4 51.0 129.7 119.2 218.0 200.0 238 153 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 151 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 '239 140 156 0 1 CHANNEL 2.0 4000. .0100 30.0 30.0 .016 100.00 0 141 156 0 5 PIPE 1.3 1400. .0100 .0 .0 .013 1.30 0 OVERFLOW 2.0 1400. .0100 30.0 30.0 .016 100.00 142 160 4 2 PIPE 2.5 400. .0050 .0 .0 .013 100.00 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.7 72.2 21.4 144.0 48.6 264.0 143 146 0 1 CHANNEL 2.0 1500. .0080 30.0 30.0 .016 100.00 0 144 147 0 5 PIPE 1.3 800. .0050 .0 .0 .013 1.30 0 2.0 800. .0050 30.0 30.0 .016 100.00 'OVERFLOW 145 147 0 5 PIPE 2.0 2000. .0070 .0 .0 .013 2.00 0 OVERFLOW 2.0 2000. .0070 30.0 30.0 .016 100.00 146 245 4 5 PIPE 1.3 1200. .0 .0 .0 .013 1.30 246 OVERFLOW 2.0 200. .0180180 30.0 30.0 .016 100.00 DIVERSION TO GUTTER NUMBER 246 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 3.8 .0 3.8 .1 5000.0 4996.2 245 147 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 246 136 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 147 247 4 5 PIPE 2.8 2000. .0050 .0 .0 .013 2.80 248 t OVERFLOW 10.0 400. .0250 50.0 50.0 .040 100.00 DIVERSION TO GUTTER NUMBER 248 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 40.2 .0 40.2 .1 5000.0 4959.8 99 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 '247 248 148 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 148 149 0 5 PIPE 1.3 1800. .0060 .0 .0 .013 1.30 0 OVERFLOW 50.0 1800. .0060 50.0 50.0 .040 100.00 149 249 4 5 PIPE 7.8 1200. .0004 .0 .0 .035 7.80 250 OVERFLOW 50.0 600. .0008 50.0 50.0 .040 100.00 DIVERSION TO GUTTER NUMBER 250 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 68.1 .0 68.1 .1 5000.0 4931.9 249 99 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 250 150 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 ' 150 151 6 2 PIPE .0 100. .0100 .0 .0 .010 .01 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.2 .0 7.8 .0 17.6 .0 31.8 .0 49.0 780.0 151 142 0 5 PIPE 2.0 2200. .0030 .0 .0 .013 2.00 0 OVERFLOW 10.0 2200. .0030 50.0 50.0 .016 100.00 ' 152 160 0 5 PIPE 1.3 1900. .0030 .0 .0 .013 1.50 0 OVERFLOW 2.0 1900'. .0030 30.0 30.0 .016 100.00 153 157 0 5 PIPE 2.3 2400. .0050 .0 .0 .013 2.30 0 OVERFLOW 2.0 2400. .0050 30.0 30.0 .016 100.00 154 157 0 5 PIPE 4.0 2300. .0050 .0 .0 .014 4.00 0 OVERFLOW 2.0 2300. .0050 30.0 30.0 .016 100.00 155 156 0 5 PIPE 4.0 1600. .0100 .0 .0 .014 4.00 0 OVERFLOW 2.0 1600. .0100 30.0 30.0 .016 100.00 156 98 0 5 PIPE 4.0 500. .0100 .0 .0 .013 4.00 0 ' OVERFLOW 100.0 500. .0100 100.0 100.0 .030 100.00 163 0 5 PIPE 4.0 900. .0050 .0 .0 .013 4.00 0 OVERFLOW 2.0 900. .0050 30.0 30.0 .016 100.00 s 98 0 5 PIPE 2.3 1800. .0100 .0 .0 .013 2.30 0 `T ' 9 .J0 161 262 262 162 ' 163 ' 263 264 164 165 OVERFLOW 2.0 1800. .0100 98 0 5 PIPE 4.5 2800. .0100 OVERFLOW 2.0 2800. .0100 161 0 5 PIPE 3.5 2900. .0050 OVERFLOW 2.0 2900. .0050 261 4 5 PIPE 3.5 500. .0050 OVERFLOW 5.0 600. .0042 DIVERSION TO GUTTER NUMBER 262 - TOTAL 0 VS DIVERTED O IN CFS .0 .0 76.5 .0 76.5 .1 5000.0 162 0 3 100.0 0. .0010 164 0 3 100.0 0. .0010 99 0 5 PIPE 4.0 2400. .0100 OVERFLOW 2.0 2400. .0100 263 4 5 PIPE 4.0 500. .0100 OVERFLOW 2.0 1200. .0042 DIVERSION TO GUTTER NUMBER 264 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 154.4 .0 154.4 .1 5000.0 159 0 3 100.0 0. .0010 160 0 3 100.0 0. .0010 99 0 1 CHANNEL 10.0 2000. .0050 99 0 5 PIPE 2.0 2000. .0100 OVERFLOW 2.0 2000. .0100 ' TOTAL NUMBER OF GUTTERS/PIPES, 113 '100-yr with revision to 2 ponds in Overland Park (Crimp. rev)Ft.Col(ins, CO From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE 1 0 0 0 0 0 2 0 0 0 0 0 3 0 0 0 0 0 4 0 0 0 0 0 5 3 0 0 0 0 6 2 212 0 0 0 7 5 0 0 0 0 8 4 214 0 0 0 9 7 0 0 0 0 11 9 0 0 0 0 12 206 0 0 0 0 13 207 211 0 0 0 15 213 0 0 0 0 19 208 0 0 0 0 22 1 0 0 0 0 24 223 0 0 0 0 26 24 0 0 0 0 28 26 0 0 0 0 30 28 0 0 0 0 32 30 0 0 0 0 34 32 0 0 0 0 37 0 0 0 0 0 38 34 37 0 0 0 40 12 38 0 0 0 41 19 241 0 0 0 43 270 0 0 0 0 51 203 0 0 0 0 53 51 0 0 0 0 55 53 0 0 0 0 57 55 0 0 0 0 59 57 0 0 0 0 61 59 0 0 0 0 63 61 0 0 0 0 65 0 0 0 0 0 67 240 65 0 0 0 68 63 0 0 0 0 69 67 268 0 0 0 70 242 269 0 0 0 30.0 30.0 .016 100.00 .0 .0 .013 4.50 0 30.0 30.0 .016 100.00 .0 .0 .013 3.50 0 30.0 30.0 .016 100.00 .0 .0 .013 3.50 262 10.0 10.0 .040 100.00 4923.5 .0 .0 .001 100.00 0 .0 .0 .001 100.00 0 .0 .0 .013 4.00 0 30.0 30.0 .016 100.00 .0 .0 .013 4.00 264 30.0 30.0 .016 100.00 4845.6 .0 .0 .001 100.00 0 .0 .0 .001 100.00 0 20.0 20.0 .040 100.00 0 .0 .0 .013 2.00 0 30.0 30.0 .016 100.00 TRIBUTARY SUBAREA 1 0 0 0 83 0 0 0 2 0 0 0 84 0 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 5 0 0 0 6 0 0 0 37 0 0 0 7 0 0 0 8 0 0 0 9 0 0 0 10 0 0 0 11 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 13 0 0 0 14 0 0 0 15 0 0 0 16 0 0 0 0 0 0 0 38 0 0 0 36 0 0 0 18 0 0 0 0 0 0 0 19 0 0 0 20 0 0 0 21 0 0 0 22 0 0 0 0 0 0 0 23 0 0 0 0 0 0 0 0 0 0 0 24 0 0 0 17 0 0 0 D.A.(AC) 0 12.0 0 44.0 0 14.4 0 49.6 0 46.0 0 44.0 0 90.5 0 49.6 0 146.6 0 194.9 0 66.9 0 232.5 0 257.8 0 79.8 0 96.9 0 48.9 0 48.9 0 76.3 0 76.3 0 126.5 0 185.1 0 43.1 0 274.6 0 341.5 0 95.3 0 177.6 0 68.0 0 68.0 0 90.0 0 196.3 0 256.0 0 318.4 0 318.4 0 35.4 0 376.9 0 318.4 0 743.6 0 138.6 1 98 99 43 98 69 247 104 249 156 162 158 164 159 165 0 0 0 0 0 0 0 0' 0 0 0 0 0 0 0 2768.8 0 0 0 0 0 0 0 0 0 0 0 0 0 3439.6 101 222 0 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 115.4 102 101 0 0 0 0 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 433.8 104 202 0 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 0 504.8 1 130 209 15 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 391.0 131 0 0 0 0 0 0 0 0 0 0 59 0 0 0 0 0 0 0 0 0 38.4 132 0 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 61.5 133 132 138 0 0 0 0 0 0 0 0 67 0 0 0 0 0 0 0 0 0 194.4 1 134 137 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500.4 135 131 0 0 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 90.6 136 246 0 0 0 0 0 0 0 0 0 58 0 0 0 0 0 0 0 0 0 49.2 137 130 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 0 0 500.4 138 0 0 0 0 0 0 0 0 0 0 66 0 0 0 0 0 0 0 0 0 55.2 1 139 136 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49.2 140 0 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 49.6 141 0 0 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 0 0 0 34.4 142 151 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 72.1 1 143 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 16.9 144 0 0 0 0 0 0 0 0 0 0 64 0 0 0 0 0 0 0 0 0 37.4 145 243 271 0 0 0 0 0 0 0 0 65 0 0 0 0 0 0 0 0 0 67.1 146 143 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.9 147 144 145 245 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 121.4 1 148 248 0 0 0 0 0 0 0 0 0 85 0 0 0 0 0 0 0 0 0 107.4 149 148 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 107.4 150 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 151 239 150 0 0 0 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 72.1 1 152 0 0 0 0 0 0 0 0 0 0 75 0 0 0 0 0 0 0 0 0 41.3 153 238 0 0 0 0 0 0 0 0 0 73 0 0 0 0 0 0 0 0 0 102.4 154 133 235 0 0 0 0 0 0 0 0 72 0 0 0 0 0 0 0 0 0 280.4 155 234 135 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 652.5 156 140 141 155 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 736.5 1 157 153 154 0 0 0 0 0 0 0 0 77 0 0 0 0 0 0 0 0 0 416.9 158 0 0 0 0 0 0 0 0 0 0 78 0 0 0 0 0 0 0 6 0 96.2 159 263 0 0 0 0 0 0 0 0 0 79 0 0 0 0 0 0 0 0 0 510.1 160 142 152 264 0 0 0 0 0 0 0 76 0 0 0 0 0 0 0 0 0 245.6 1• 161 160 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 245.6 162 261 0 0 0 0 0 0 0 0 0 81 0 0 0 0 0 0 0 0 0 326.3 163 157 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 416.9 164 262 0 0 0 0 0 0 0 0 0 82 0 0 0 0 0 0 0 0 0 63.5 165 0 0 0 0 0 0 0 0 0 0 80 0 0 0 0 0 0 0 0 0 52.2 1 202 102 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 433.8 203 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 206 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 44.0 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 1 208 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49.6 209 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 211 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 194.9 212 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 213 13 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 232.5 1 214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 222 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 96.9 223 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 234 134 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500.4 1 235 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 238 139 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49.2 239 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 240 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 341.5 241 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 1 242 41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 95.3 243 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 245 146 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.9 246 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 1 247 147 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 121.4 248 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 249 149 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 107.4 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 261 161 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 245.6 1 262 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 263 163 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 416.9 264 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 1 268 68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 318.4 269 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 270 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 138.6 271 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CONVERGENCE IN GUTTER DURING TIME STEP 33 AT CONVEYANCE ELEMENT 30 .0 IN GUTTER DURING TIME STEP 35 AT CONVEYANCE ELEMENT 30 'NONCONVERGENCE NONCONVERGENCE IN GUTTER DURING TIME STEP 37 AT CONVEYANCE ELEMENT 30 NONCONVERGENCE IN GUTTER DURING TIME STEP 39 AT CONVEYANCE ELEMENT 30 NONCONVERGENCE IN GUTTER DURING TIME STEP 41 AT CONVEYANCE ELEMENT 30 100 r with Y revision to 2 ponds in Overland Park (Cnimp.rev)Ft.Collins, CO From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. 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 1N AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. ' (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE 1N AC -FT FOR SURCHARGED GUTTER ' TIME(HR/MIN) 6 8 11 12 13 14 15 22 40 41 0 5. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00(D) .00(D) .00(D) .00( ) .00(D) .00( ) .00(S) .00(D) .00(D) .00(D) 0 10. .00 .00 .01 .00 .01 .00 .00 .00 .00 .00 .00(D) .00(D) .00(D) .00( ) .00(D) .00( ) .00(S) .00(D) .00(D) .00(D) 0 15. .00 .00 7.57 .05 7.17 .00 .00 .56 .04 .23 .00(D) .00(D) .00(D) .03( ) .00(D) .00( ) .06(S) .00(D) .00(D) .00(D) 20. .02 .02 39.14 .48 41.17 .00 .00 3.00 .92 1.63 10 .00(D) .00(D) .00(D) .11( ) .00(D) .00( ) .31(S) .00(D) .00(D) 00(D) 25. .33 .16 76.70 1.87 73.41 .00 .00 8.39 6.84 5.59 .00(D) .00(D) 3.10(D) .26( ) .00(D) .00( ) .88(S) .00(D) .00(D) .00(D) 0 30. 6.92 1.17 115.91 6.22 104.92 .00 .00 21.10 30.41 15.58 .00(D) .00(D) 42.31(D) .53( ) 2.78(D) .00( ) 1.82(S) .00(D) .00(D) .00(D) ' 0 35. 49.10 9.38 258.32 22.78 154.84 .00 .00 53.93 65.02 42.73 .10(D) .00(D) 184.72(D) 1.16( ) 32.64(D) .00( ) 3.26(S) .00(D) 16.02(D) 00(D) 0 40. 278.09 30.79 422.40 46.00 168.53 .00 .00 160.86 144.02 82.82 229.09(D) .00(D) 348.79(D) 1.77( ) 42.44(D) .00( ) 4.88(S) 92.86(D) 95.02(D) .00(D) ' 0 45. 417.47 65.00 437.86 59.16 246.38 .00 .00 173.96 260.88 107.46 368.47(D) .00(D) 364.25(D) 2.05( ) 99.22(D) .00( ) 6.32(S) 105.96(D) 211.88(D) 7.82(D) 0 50. 355.58 117.76 373.03 67.05 428.11 .00 .00 139.12 370.29 172.14 306.58(D) 18.13(D) 299.42(D) 2.21( ) 232.30(D) .00( ) 7.87(S) 71.12(D) 321.29(D) 72.51(D) 0 55. 294.10 270.13 307.01 71.32 459.18 .00 .00 132.78 453.80 297.96 ' 245.09(D) 170.49(D) 233.41(D) 2.29( ) 255.06(D) .00( ) 9.52(S) 64.78(D) 404.79(D) 198.32(D) 1 0. 240.90 276.03 258.78 72.98 386.15 .00 .00 108.38 506.86 429.51 191.90(D) 176.40(D) 185.18(D) 2.32( ) 201.58(D) .00( ) 11.09(S) 40.38(D) 457.85(D) 329.87(D) 1 5. 201.16 223.90 221.70 72.80 325.10 .00 .00 95.72 531.61 526.88 '152.16(D) 124.27(D) 148.10(D) 2.32( ) 156.87(D) .00( ) 12.48(S) 27.72(D) 482.60(D) 427.24(D) 1 10. 167.93 183.38 191.35 71.56 275.38 .00 .00 80.46 532.37 583.74 118.93(D) 83.75(D) 117.75(D) 2.30( ) 120.45(D) .00( ) 13.75(S) 12.46(D) 483.36(D) 484.10(D) 1 15. 139.82 150.56 166.28 69.80 236.06 .00 .00 71.02 513.47 606.84 90.81(D) 50.93(D) 92.68(D) 2.26( ) 91.65(D) .00( ) 14.90(S) 3.02(D) 464.46(D) 507.20(D) ' 1 20. 116.34 124.52 146.04 67.89 203.16 .00 .00 68.09 477.30 604.16 67.34(D) 24.89(D) 72.44(D) 2.23( ) 67.57(D) .00( ) 15.97(S) .05(D) 428.29(D) 504.52(D) 1 25. 97.02 105.27 129.70 66.00 175.44 .00 .00 67.94 429.68 581.40 48.02(D) 5.64(D) 56.10(D) 2.19( ) 47.39(D) .00( ) 16.96(S) .00(D) 380.67(D) 481.76(D) ' 1 30. 81.16 98.25 116.45 64.19 152.26 .00 .00 66.01 381.00 543.27 32.16(D) .00(D) 42.85(D) 2.15( ) 30.80(D) .00( ) 17.90(S) .000) 331.99(D) 443.63(D) 1 35. 68.44 82.42 106.19 62.58 133.26 .00 .00 62.76 337.47 495.34 19.44(D) .00(D) 32.59(D) 2.12( ) 17.19(D) .00( ) 18.79(S) .00(D) 288.47(D) 395.70(D) 1 40. 57.64 65.13 94.85 61.16 117.75 .00 .00 58.90 300.28 442.88 8.64(D) .00(D) 21.25(D) 2.09( ) 8.84(D) .00( ) 19.63(S) .00(D) 251.28(D) 343.24(D) 45. 49.61 51.02 84.45 .59.94 104.95 .00 .00 54.85 269.08 390.66 .61(D) .00(D) 10.85(D) 2.07( ) 2.80(D) .00( ) 20.41(S) .00(D) 220.07(D) 291.03(D) 50. 1 45.76 40.42 78.01 58.48 94.56 .00 .00 50.87 243.10 342.57 I `y .00(D) .00(D) 4.41(D) 2.04( ) .00(D) .00( ) 21.15(S) OO(D) 194.10(D) 242.93(D) 55. 37.04 33.11 73.70 55.70 88.23 .00 .00 46.95 221.30 300.45 .00(D) .00(D) .10(D) 1.98( ) .00(D) .00( ) 21.83(S) .00(D) 172.30(D) 200.82(D) 0. 29.82 28.22 61.59 51.47 81.36 .00 .00 43.14 202.50 264.63 1 .00(D) .00(D) .00(D) 1.89( ) .00(D) .00( ) 22.45(S) OO(D) 153.50(D) 164.99(D) 2 5. 24.97 24.75 54.09 46.71 72.47 .00 .00 39.47 185.82 234.44 .00(D) .00(D) .00(D) 1.79( ) .00(D) .00( ) 23.02(S) .00(D) 136.82(D) 134.81(D) 2 10. 21.62 22.15 48.88 42.04 65.97 .00 .00 35.96 170.76 208.85 1 .00(D) .00(D) .00(D) 1.68( ) .00(D) .00( ) 23.53(S) .00(D) 121.75(D) 109.21(D) 2 15. 19.17 20.09 43.53 37.78 56.23 .00 .00 32.74 157.07 186.90 .00(D) .000) .00(D) 1.57( ) .00(D) .00( ) 23.98(S) .00(D) 108.07(D) 87.27(D) 2 20. 17.29 18.40 37.97 34.02 45.86 .00 .00 29.82 144.67 167.90 .00(D) .00(D) .00(D) 1.48( ) .00(D) .00( ) 24.36(S) .00(D) 95.67(D) 68.27(D) 1 2 25. 15.78 16.97 33.75 30.75 41.39 .00 .00 27.19 133.49 151.34 .00(D) .00(D) .00(D) 1.39( ) .000) .00( ) 24.68(S) .00(D) 84.49(D) 51.70(D) 2 30. 14.52 15.74 30.94 27.91 37.47 .00 .00 24.83 123.46 136.91 00(D) .00(D) .00(D) 1.31( ) 00(D) 00( ) 24.97(S) .00(D) 74.46(D) 37.28(D) 1 2 35, 13.45 14.67 28.51 25.44 34.62 .00 .00 22.73 114.50 124.43 .00(D) .00(D) .00(D) 1.24( ) .00(D) .00( ) 25.23(S) .00(D) 65.50(D) 24.80(D) 2 40. 12.52 13.72 26.34 23.30 31.97 .00 .00 20.84 106.43 113.89 .00(D) .00(D) .00(D) 1.18( ) .00(D) .00( ) 25.48(S) .000) 57.43(D) 14.26(D) 2 45. 11.69 12.88 24.44 21.42 29.65 .00 .00 19.15 98.85 105.45 1 .00(D) .00(D) .00(D) 1.12( ) .00(D) .00( ) 25.71(S) .00(D) 49.85(D) 5.82(D) 2 50. 10.96 12.12 22.73 19.77 27.57 .00 .00 17.63 91.46 100.07 .00(D) .00(D) .00(D) 1.07( ) .00(D) .00( ) 25.92(S) .00(D) 42.46(D) .44(D) 2 55. 10.29 11.43 21.19 18.31 25.70 .00 .00 16.27 84.25 84.45 1 .00(D) .00(D) .00(D) 1.02( ) .00(D) .00( ) 26.11(S) .00(D) 35.25(D) .00(D) 3 0. 9.68 10.80 19.79 17.01 24.01 .00 .00 15.04 77.40 63.82 .00(D) .00(D) .00(D) .98( ) .00(D) .00( ) 26.29(S) .00(D) 28.40(D) .00(D) 3 5. 9.13 10.22 18.51 15.85 22.46 .00 .00 13.93 71.10 52.40 .00(D) .00(D) .00(D) .94( ) .00(D) .00( ) 26.46(S) .000) 22.IND) .00(D) 1 3 10. 8.62 9.69 17.35 14.80 21.04 .00 .00 12.92 65.45 44.02 .00(D) .00(D) .00(D) .90( ) .00(D) .00( ) 26.62(S) .00(0) 16.45(D) .00(D) 3 15. 8.14 9.20 16.28 13.86 19.75 .00 .00 12.00 60.51 36.92 00(D) 001D) .00(D) 86( ) .00(D) 00( ) 26.77(S) 00(D) 11.51(D) .00(D) 20. 7.71 8.75 15.29 13.01 18.55 .00 .00 11.17 56.28 30.70 .00(D) .00(D) .00(D) .83( ) .00(D) .00( ) 26.91(S) .00(D) 7.28(D) .00(D) 1 100-yr with revision to 2 ponds in Overland Park (Cnimp.rev)Ft.Collins, CO From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. 1 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: _ 1 ( ) 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 1 (D) (0) DENOTES DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) .68 142 0 5. .00 .00 1 .00(D) .00( ) 0 10. .00 .00 .00(D) .00( ) 0 15. *01 4.01 .00(D) .00( ) 0 1 20. .19 14.98 .00(0) .00( ) 0 25. 1.87 28.84 .00(D) .00( ) 0 1 30. 8.43 32.94 .00(D) .14(S) 35. 18.98 40.56 .00(D) .74(S) 150 156 157 158 159 160 162 164 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .01( ) .01( ) .00( ) .01( ) .01( ) 00 .00 .01 .01 .00 .01 .02 .00( ) .02( ) .03( ) .03( ) .02( ) .03( ) .03( ) 00 12.29 6.20 4.59 3.26 6.43 8.68 .00( ) .79( ) .67( ) .58( ) .40( ) .71( ) .67( ) 00 81.61 40.45 25.08 30.33 38.62 50.08 .00( ) 2.16( ) 1.76( ) 1.51( ) 1.19( ) 1.84( ) 1.63( ) 00 157.77 109.47 45.53 111.08 80.04 124.45 .00( ) 4.05( ) 4.07( ) 2.61( ) 2.42( ) 3.73( ) 2.88( ) 00 207.65 168.21 102.75 213.89 128.32 172.64 .00( ) 4.25( ) 4.72( ) 2.97( ) 4.67( ) 4.19( ) 4.40( ) 00 396.00 377.47 253.94 290.17 276.40 277.37 .00( ) 4.56( ) 5.30( ) 3.35( ) 5.21( ) 4.66( ) 4.84( ) .00 .00( ) .00 .00( ) .66 .10( ) 4.61 .30( ) 14.28 .53( ) 38.09 .84( ) 110.87 1.35( ) 1 Lf✓/ 40. 29.13 55.69 .00 644.43 670.34 352.87 .00(D) 1.93(S) .00( ) 4.81( ) 5.73( ) 3.52( ) 45. 39.36 73.64 .00 689.38 883.76 288.16 .00(D) 3.35(S) .00( ) 4.84( ) 5.95( ) 3.41( ) ' 0 50. 49.25 90.01 .00 615.34 1013.98 222.15 .25(D) 4.64(S) .15(S) 4.78( ) 6.07( ) 3.29( ) 0 55. 58.59 103.57 .00 556.48 1028.71 176.41 9.59(D) 5.74(S) .78(S) 4.73( ) 6.09( ) 3.19( ) 1 0. 77.88 107.68 .00 496.43 950.25 143.26 28.88(D) 6.64(S) 2.02(S) 4.67( ) 6.02( ) 3.10( ) 1 5. 103.24 110.91 .00 438.13 840.23 117.31 54.23(D) 7.35(S) 3.69(S) 4.61( ) 5.91( ) 3.02( ) 1 10. 130.61 113.25 .00 384.46 740.08 97.19 ' 81.61(D) 7.86(S) 5.57(S) 4.55( ) 5.81( ) 2.94( ) 1 15. 156.53 114.76 .00 338.17 658.11 81.66 107.52(D) 8.19(S) 7.61(S) 4.49( ) 5.71( ) 2.87( ) 1 20. 178.66 115.55 .00 299.84 587.55 69.90 ' 129.66(D) 8.36(S) 9.86(S) 4.43( ) 5.63( ) 2.81( ) 1 25. 196.18 115.72 .00 268.67 520.03 60.70 147.18(D) 8.40(S) 12.42(S) 4.38( ) 5.53( ) 2.75( ) 1 30. 209.51 115.38 .00 243.14 453.78 53.24 160.51(D) 8.32(S) 15.34(S) 4.33( ) 5.43( ) 2.69( ) 1 35. 219.80 114.61 .00 222.42 391.85 47.48 170.79(D) 8.15(S) 18.58(S) 4.28( ) 5.33( ) 2.64( ) 1 40. 228.18 113.50 .00 205.95 336.71 43.05 179.17(D) 7.91(S) 22.06(S) 4.24( ) 5.22( ) 2.58( ) ' 1 45. 235.46 112.12 .00 192.88 289.61 39.64 186.46(D) 7.61(S) 25.66(S) 4.21( ) 5.12( ) 2.52( ) 1 50. 242.08 110.53 .00 182.56 250.69 37.05 193.08(D) 7.26(S) 29.26(S) 4.17( ) 5.02( ) 2.45( ) 1 55. 248.16 108.89 38.47 174.53 218.66 35.31 ' 199.16(D) 6.90(S) 32.65(s) 4.14( ) 4.92( ) 2.17( ) 2 0. 253.62 107.72 159.91 165.59 192.21 28.64 204.62(D) 6.65(S) 35.33(S) 4.10( ) 4.83( ) 1.66( ) 5. 258.24 107.93 240.57 156.53 169.99 23.95 37.1 209.24(D) 6.69(S) 37.0(S) 4.04( ) 4.73( ) 1.46( ) 10. 261.73 110.06 290.48 123.83 151.22 20.59 212.73(D) 7.16(S) 38.21(S) 2.86( ) 4.63( ) 1.32( ) 2 15. 263.79 113.99 317.65 87.73 135.96 18.03 214.79(D) 8.02(S) 38.80(S) 2.26( ) 4.53( ) 1.22( ) 2 20. 264.17 119.23 328.46 87.02 117.44 15.98 215.16(D) 9.16(S) 39.04(S) 2.25( ) 4.33( ) 1.13( ) 2 25. 262.69 125.20 327.89 75.60 94.85 14.31 213.68(D) 10.47(S) 39.03(S) 2.06( ) 3.06( ) 1.06( ) ' 2 30. 259.26 131.42 319.76 70.04 71.42 12.91 210.26(D) 11.83(S) 38.85(S) 1.97( ) 2.47( ) 1.00( ) 2 35. 253.94 137.50 306.94 62.54 69.50 11.72 204.94(D) 13.16(S) 38.57(s) 1.85( ) 2.43( ) .95( ) 2 40. 246.95 143.21 291.48 55.66 63.32 10.71 ' 197.94(D) 14.41(S) 38.23(S) 1.73( ) 2.29( ) .90( ) 2 45. 238.52 148.38 274.84 50.39 59.43 9.82 189.51(D) 15.54(S) 37.86(S) 1.64( ) 2.20( ) .86( ) 2 50. 228.81 152.94 257.95 46.35 55.61 9.04 ' 179.80(D) 16.54(S) 37.49(S) 1.56( ) 2.11( ) .83( ) 2 55. 217.97 156.87 241.39 42.93 52.35 8.36 168.97(D) 17.40(S) 37.12(S) 1.50( ) 2.04( ) .79( ) 3 0. 206.29 160.17 225.51 40.08 49.43 7.75 157.28(D) 18.12(S) 36.77(S) 1.44( ) 1.97( ) .76( ) ' 3 5. 194.16 162.85 210.50 37.58 46.82 7.20 145.15(D) 18.70(S) 36.44(S) 1.40( ) 1.91( ) .73( ) 3 10. 182.04 164.96 196.45 35.08 44.42 6.71 133.03(D) 19.17(S) 36.13(S) 1.35( ) 1.85( ) .71( ) 3 15. 170.31 166.55 183.43 32.14 42.27 6.26 121.31(D) 19.51(S) 35.84(S) 1.29( ) 1.80( ) .68( ) 3 20. 159.29 167.66 171.40 29.15 39.86 5.85 110.29(D) 19.75(S) 35.58(S) 1.22( ) 1.74( ) .66( ) yr with revision to 2 ponds in Overland Park (Cnimp.rev)Ft.Collins, CO 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. 372.52 441.16 5.44( ) 4.97( ) 365.39 557.95 5.42( ) 5.13( ) 333.67 738.15 5.34( ) 5.34( ) 304.21 941.25 5.25( ) 5.54( ) 280.34 1084.26 5.17( ) 5.66( ) 260.96 1127.75 5.09( ) 5.70( ) 245.52 1083.12 5.01( ) 5.66( ) 233.40 989.76 4.93( ) 5.58( ) 224.11 885.30 4.84( ) 5.49( ) 217.04 787.92 4.74( ) 5.39( ) 212.07 700.77 4.59( ) 5.30( ) 206.06 621.78 3.92( ) 5.21( ) 193.53 548.51 3.63( ) 5.12( ) 188.94 480.62 3.54( ) 5.02( ) 186.62 418.92 3.50( ) 4.93( ) 184.26 363.58 3.46( ) 4.84( ) 181.71 314.97 3.41( ) 4.74( ) 179.03 273.22 3.37( ) 4.66( ) 176.31 238.21 3.33( ) 4.57( ) 174.12 209.93 3.29( ) 4.50( ) 157.74 187.96 3.05( ) 4.43( ) 127.13 173.19 2.63( ) 4.38( ) 101.80 165.64 2.30( ) 4.35( ) 86.51 162.92 2.09( ) 4.34( ) 80.22 162.95 2.00( ) 4.34( ) 74.96 164.51 1.93( ) 4.35( ) 69.75 166.82 1.85( ) 4.36( ) 65.79 169.39 1.79( ) 4.36( ) 61.81 171.90 1.73( ) 4.37( ) 58.55 174.19 1.68( ) 4.38( ) 55.40 176.13 1.63( ) 4.39( ) 52.65 177.57 1.59( ) 4.39( ) 49.92 178.44 1.55( ) 4.40( ) 342.06 225.12 4.99( ) 1.82( ) 292.69 340.50 4.88( ) 2.16( ) 251.36 469.51 4.77( ) 2.47( ) 221.65 622.34 4.67( ) 2.77( ) 198.39 793.78 4.56( ) 3.05( ) 179.07 940.92 4.45( ) 3.27( ) 164.00 1022.17 4.30( ) 3.38( ) 154.45 1027.63 3.96( ) 3.39( ) 131.18 976.38 3.00( ) 3.32( ) 117.13 895.83 2.74( ) 3.21( ) 111.11 806.67 2.64( ) 3.07( ) 107.10 719.63 2.57( ) 2.94( ) 104.12 638.08 2.52( ) 2.80( ) 101.78 562.39 2.49( ) 2.66( ) 99.89 492.46 2.46( ) 2.52( ) 97.36 428.05 2.41( ) 2.38( ) 94.61 369.34 2.37( ) 2.24( ) 91.81 316.51 2.32( ) 2.10( ) 89.09 269.69 2.28( ) 1.96( ) 87.21 229.09 2.25( ) 1.84( ) 85.80 194.57 2.23( ) 1.71( ) 84.69 165.98 2.21( ) 1.60( ) 83.78 143.26 2.19( ) 1.51( ) 83.02 126.24 2.18( ) 1.43( ) 82.37 114.30 2.17( ) 1.37( ) 81.81 106.49 2.16( ) 1.33( ) 81.32 101.82 2.15( ) 1.30( ) 80.88 99.44 2.15( ) 1.29( ) 80.50 98.67 2.14( ) 1.28( ) 80.16 98.93 2.14( ) 1.28( ) 79.85 99.81 2.13( ) 1.29( ) 79.57 100.97 2.13( ) 1.30( ) 79.32 102.17 2.12( ) 1.30( ) `ROGRAPHS 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. (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) 165 202 203 206 207 208 209 211 212 213 0 5. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 10. .01 .00 .00 .00 .00 .00 .00 .01 .00 .01 .03( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 15. 4.00 .96 .00 .00 .00 .00 .00 7.57 .00 7.17 .57( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 20. 18.64 5.94 .00 .02 .00 .02 .00 39.14 .00 41.17 1.38( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 25. 29.30 17.73 .00 .33 .00 .16 .00 73.60 3.10 73.41 2.23( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 30. 56.01 43.96 .00 6.92 .00 1.17 .00 73.60 42.31 102.14 2.49( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 35. 128.58 67.99 .00 49.00 .00 9.38 .00 73.60 184.72 122.20 2.79( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 40. 168.37 68.00 143.98 49.00 .10 30.79 .00 73.61 348.79 126.09 2.90( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 45. 134.05 67.99 348.08 49.01 229.09 65.00 .00 73.61 364.25 147.17 2.81( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 50. 105.80 67.99 159.08 49.01 368.47 99.63 18.13 73.61 299.42 195.81 2.72( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 55. 86.77 67.99 240.64 49.00 306.58 99.63 170.49 73.60 233.41 204.12 2.65( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0. 72.51 67.99 195.92 49.00 245.09 99.63 176.40 73.60 185.18 184.58 2.58( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 5. 60.71 67.99 201.21 49.00 191.90 99.63 124.27 73.60 148.10 168.24 2.52( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 10. 51.13 67.99 177.78 49.00 152.16 99.63 83.75 73.60 117.75 154.93 2.46( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 15. 43.49 67.99 167.31 49.00 118.93 99.63 50.93 73.60 92.68 144.40 2.40( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 20. 37.59 67.99 153.28 49.00 90.81 99.63 24.89 73.60 72.44 135.60 2.35( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 25. 32.93 67.99 143.95 49.00 67.34 99.63 5.64 73.60 56.10 128.06 2.29( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 30. 29.18 67.99 134.42 49.00 48.02 98.25 .00 73.60 42.85 121.47 2.23( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 35. 26.36 67.99 125.92 49.00 32.16 82.42 .00 73.60 32.59 116.06 2.16( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 40. 24.48 67.99 118.58 49.00 19.44 65.13 .00 73.60 21.25 108.91 2.05( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 45. 20.98 67.99 111.13 49.00 8.64 51.02 .00 73.60 10.85 102.16 1.52( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 50. 17.30 67.99 103.68 45.76 .61 40.42 .00 73.60 4.41 94.56 1.31( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) :00( ) 1 55. 15.33 67.99 96.21 37.04 .00 33.11 .00 73.60 .10 88.23 1.21( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 0. 13.56 67.99 87.54 29.82 .00 28.22 .00 61.59 .00 81.36 1.12( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 5. 11.80 67.99 78.84 24.97 .00 24.75 .00 54.09 .00 72.47 1.03( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 10. 10.07 67.99 69.99 21.62 .00 22.15 .00 48.88 .00 65.97 .93( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 15. 8.75 67.99 61.32 19.17 .00 20.09 .00 43.53 .00 56.23 .86( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 20. 7.72 67.99 53.86 17.29 .00 18.40 .00 37.97 .00 45.86 .81( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 25. 6.90 67.99 46.95 15.78 .00 16.97 .00 33.75 .00 41.39 .76( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 2 30. 6.22 67.99 40.62 14.52 .00 15.74 .00 30.94 .72( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 35. 5.64 67.99 34.78 13.45 .00 14.67 .00 28.51 .68( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 40. 5.14 67.99 29.40 12.52 .00 13.72 .00 26.34 ' .65( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 45. 4.71 67.99 24.44 11.69 .00 12.88 .00 24.44 .62( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 50, 4.33 67.99 19.86 10.96 .00 12.12 .00 22.73 ' .59( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 55. 3.99 67.99 15.65 10.29 .00 11.43 .00 21.19 .57( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 0. 3.69 67.99 11.77 9.68 .00 10.80 .00 19.79 .55( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 5. 3.42 67.99 8.21 9.13 .00 10.22 .00 18.51 .53( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 10. 3.17 67.99 4.99 8.62 .00 9.69 .00 17.35 .51( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 3 15. 2.94 67.99 2.19 8.14 .00 9.20 .00 16.28 .49( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 20. 2.74 67.99 .20 7.71 .00 8.75 .00 15.29 .47( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 100-yr with revision to 2 ponds in Overland Park (Cnimp.rev)Ft.Collins, CO ' From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. 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 HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 0 5. ' 0 10. 0 15. ' 0 20 0 25 0 30 ' 0 35 0 40 ' 0 45. 0 50. 0 55. 1 0. ' 1 5. ' 10. 15. 1 214 .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) 2.78 .00( ) 32.64 .00( ) 42.44 .00( ) 99.22 .00( ) 232.30 .00( ) 255.06 .00( ) 201.58 .00( ) 156.87 .00( ) 120.45 .00( ) 91.65 222 223 .00 .00 .00( ) .00( ) .00 .00 .00( ) .00( ) .56 .00 .00( ) .00( ) 3.00 :00 .00( ) .00( ) 8.39 .00 .00( ) .00( ) 21.10 .00 .00( ) .00( ) 53.93 .00 .00( ) .00( ) 68.00 .00 .00( ) .00( ) 68.00 92.86 .00( ) .00( ) 68.00 105.96 .00( ) .00( ) 68.00 71.12 .00( ) .00( ) 68.00 64.78 .00( ) .00( ) 68.00 40.38 .00( ) .00( ) 68.00 27.72 .00( ) .00( ) 68.00 12.46 234 235 .00 .00 .00( ) .00( ) .01 .00 .00( ) .00( ) 13.07 .00 .00( ) .00( ) 63.21 .00 .00( ) .00( ) 83.94 .00 .00( ) .00( ) 83.94 1.97 .00( ) .00( ) 83.94 23.18 .00( ) .00( ) 83.95 135.04 .00( ) .00( ) 83.95 335.55 .00( ) .00( ) 83.95 435.95 .00( ) .00( ) 83.95 410.22 .00( ) .00( ) 83.95 359.74 .00( ) .00( ) 83.95 321.63 .00( ) .00( ) 83.95 300.05 .00( ) .00( ) 83.94 276.66 238 239 .00 .00 .00( ) .00( ) .00 .00 .00( ) .00( ) .10 .00 .00( ) .00( ) 1.14 .30 .00( ) .00( ) 4.48 1.27 .00( ) .00( ) 5.70 11.32 .00( ) .00( ) 7.95 40.62 .00( ) .00( ) 9.43 84.59 .00( ) .00( ) 10.20 109.47 .00( ) .00( ) 10.36 114.75 .00( ) .00( ) 10.27 111.84 .00( ) .00( ) 9.99 102.64 .00( ) .00( ) 9.66 91.78 .00( ) .00( ) 9.30 80.26 .00( ) .00( ) 8.96 69.34 .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) 240 241 .00 .00 .00( ) .00( ) .00 .00 .00( ) .00( ) .04 .00 .00( ) .00( ) .92 .00 .00( ) .00( ) 6.84 .00 .00( ) .00( ) 30.41 .00 .00( ) .00( ) 49.00 .00 .00( ) .00( ) 49.00 16.02 .00( ) .00( ) 49.00 95.02 .00( ) .00( ) 49.01 211.88 .00( ) .00( ) 49.01 321.29 .00( ) .00( ) 49.01 404.79 .00( ) .00( ) 49.01 457.85 .00( ) .00( ) 49.01 482.60 .00( ) .00( ) 49.01 483.36 37.47 .00( ) 34.62 .00( ) 31.97 .00( ) 29.65 .00( ) 27.57 .00( ) 25.70 .00( ) 24.01 .00( ) 22.46 .00( ) 21.04 .00( ) 19.75 .00( ) 18.55 .00( ) 242 .00 .00( ) .00 .00( ) .23 .00( ) 1.63 .00( ) 5.59 .00( ) 15.58 .00( ) 42.73 .00( ) 82.82 .00( ) 99.63 .00( ) 99.63 .00( ) 99.63 .00( ) 99.64 .00( ) 99.64 .00( ) 99.64 .00( ) 99.64 ' 20. 00( ) 67.57 .00( ) 68.05 .00( ) 3.02 .00( ) 83.94 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 241.15 8.66 59.45 49.01 464.46 99.64 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 25. 47.39 67.94 .05 83.94 198.36 8.39 50.79 49.01 428.29 99.64 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 30. 30.80 66.01 .00 83.94 155.71 8.07 43.36 49.01 380.67 99.64 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 35. 17.19 62.76 .00 83.94 117.34 7.80 37.03 49.01 331.99 99.64 1 40. .00( ) 8.84 .00( ) 58.90 .00( ) .00 .00( ) 83.94 .00( ) 85.43 .00( ) 7.46 .00( ) 31.81 .00( ) 49.01 .00( ) 288.47 .00( ) 99.64 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 45. 2.80 54.85 .00 83.94 60.65 7.09 27.52 49.00 251.28 99.64 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 50. .00 50.87 .00 83.94 42.16 6.78 23.93 49.00 220.07 99.63 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 55. .00 46.95 .00 83.94 28.69 6.52 20.85 49.00 194.10 99.63 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 2 0. .00 .00( ) 43.14 .00( ) .00 .00( ) 83.94 .00( ) 17.96 .00( ) 6.28 .00( ) 18.11 .00( ) 49.00 .00( ) 172.30 .00( ) 99.63 .00( ) 2 5. .00 39.47 .00 83.94 7.59 6.07 15.62 49.00 153.50 99.63 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 10. .00 35.96 .00 45.43 .10 5.87 13.34 49.00 136.82 99.63 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 2 15. .00 32.74 .00 49.26 .00 5.69 11.29 49.00 121.75 99.63 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 20. .00 29.82 .00 41.86 .00 5.54 9.48 49.00 108.07 99.63 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 2 25. .00 27.19 .00 39.47 .00 5.40 7.92 49.00 95.67 99.63 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 30. .00 24.83 .00 36.11 .00 5.29 6.59 49.00 84.49 99.63 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 35. .00 22.73 .00 33.68 .00 5.19 5.46 49.00 74.46 99.63 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 40. .00 20.84 .00 31.42 .00 5.11 4.48 49.00 65.50 99.63 .00( ) 00( ) .00( ) .00( ) .00( ) 00( ) 00( ) 00( ) .00( ) 00( ) 45. .00 19.15 .00 29.50 .00 5.03 3.63 49.00 57.43 99.63 10 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 50. .00 17.63 .00 27.80 .00 4.97 2.89 49.00 49.85 99.63 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 55. .00 16.27 .00 26.33 .00 4.92 2.25 49.00 42.46 84.45 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 3 0. .00 15.04 .00 25.08 .00 4.87 1.68 49.00 35.25 63.82 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 5. .00 13.93 .00 23.92 .00 4.68 1.32 49.00 28.40 52.40 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 10. .00 12.92 .00 22.20 .00 4.31 1.22 49.00 22.10 44.02 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 15. .00 12.00 .00 19.90 .00 3.98 1.12 49.00 16.45 36.92 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 20. .00 11.17 .00 17.99 .00 3.68 1.03 49.00 11.51 30.70 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 100-yr with revision to 2 ponds in Overland Park (Cnimp.rev)Ft.Collins, CO From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS t THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET IS) 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 (HR/MIN) 243 245 246 247 248 261 262 263 264 268 [1 _1 5G/ ' 0 5. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( 10. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 15. .00 .12 .00 2.43 .00 3.45 .00 3.70 .00 .01 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 20. .00 1.39 .00 16.66 .00 30.37 .00 33.50 .00 .19 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 0 25. 00 3.70 .00 40.11 .00 73.44 .00 101.17 .00 1.87 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 30. .00 3.70 1.28 40.11 2.28 76.39 15.11 154.35 .00 8.43 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 35. .00 3.70 16.10 40.11 74.62 76.39 105.09 154.35 1.01 18.98 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 40. .00 3.70 37.34 40.12 240.03 76.40 276.55 154.36 71.90 29.13 .00( ) .00( ) .00( ) 00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 45. 7.82 3.70 54.15 40.12 368.66 76.40 430.27 154.36 317.67 39.36 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 50. 72.51 3.70 41.80 40.11 304.83 76.40 584.97 154.36 604.79 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 55. 198.32 3.70 33.12 40.11 236.15 76.40 786.72 154.37 793.64 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 1 0. 329.87 3.70 26.97 40.12 258.35 76.41 960.47 154.37 868.26 49.00 ) .00( ) .00( .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 5. 427.24 3.70 21.70 40.12 333.05 76.41 1041.90 154.36 834.43 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 1 10, 484.10 3.70 17.21 40.12 431.97 76.41 1026.69 154.36 739.88 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 15. 507.20 3.70 13.37 40.12 510.33 76.41 948.28 154.36 636.45 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 20. 504.52 3.70 10.37 40.12 556.36 76.41 846.77 154.36 547.04 49.00 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 25. 481.76 3.70 8.03 40.12 574.25 76.40 747.21 154.36 471.92 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 30. 443.63 3.70 6.23 40.12 571.53 76.40 657.27 154.36 403.98 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 35. 395.70 3.70 4.76 40.12 553.16 76.40 576.27 154.36 338.50 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 40. 343.24 3.70 3.62 40.12 524.25 76.40 501.85 154.35 275.94 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 1 45. 291.03 3.70 2.75 40.12 488.99 76.40 432.79 154.35 218.75 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 50. 242.93 3.70 2.08 40.12 450.80 76.40 369.49 154.35 168.61 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 1 55, 200.82 3.70 1.54 40.12 413.06 76.40 312.39 154.35 126.19 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 0. 164.99 3.70 1.05 40.12 377.70 76.39 261.71 154.35 91.02 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 5. 134.81 3.70 .57 40.12 345.91 76.39 217.66 154.35 62.05 49.00 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 10. 109.21 3.63 .44 40.12 318.36 76.39 180.18 154.35 38.16 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 15. 87.27 3.08 .00 40.11 294.72 76.39 149.17 154.35 18.60 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 20. 68.27 2.61 .00 40.11 274.54 76.39 124.39 123.27 3.65 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 25. 51.70 2.25 .00 40.11 257.48 76.39 106.01 95.06 .00 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 2 30. 37.28 1.95 .00 40.11 243.00 76.39 94.42 75.42 .00 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 35. 24.80 1.71 .00 40.11 230.21 76.39 88.66 67.28 .00 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 40. 14.26 1.52 .00 40.11 218.30 76.39 86.81 65.85 .00 49.00 '.00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 45. 5.82 1.35 .00 40.11 207.51 76.39 87.27 58.54 .00 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 50. .44 1.22 .00 40.11 197.78 76.39 89.03 56.88 .00 49.00 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 55. .00 1.10 .00 40.11 188.82 76.39 91.39 52.17 .00 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0. .00 .99 .00 40.11 181.55 76.39 93.92 50.10 .00 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 5. .00 .90 .00 40.11 175.58 76.39 96.34 46.91 .00 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 10. .00 .82 .00 40.11 168.16 76.39 98.50 44.83 .00 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 15. .00 .75 .00 40.11 157.25 76.39 100.25 42.43 .00 49.00 1 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 20. .00 .68 .00 40.11 143.32 76.39 101.47 40.23 .00 49.00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 100-yr with - revision to 2 ponds in Overland Park (Cnimp.rev)Ft.Collins, CO From: 1 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 CONVEYANCE ELEMENTS 1 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 (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE 1N AC -FT FOR SURCHARGED GUTTER 1 TIME(HR/MIN) 269 270 271 0 5. .00 .00 .00 .00( ) .00( ) .00( ) 0 10. .00 .01 .00 1 .00( ) .00( ) .00( ) 0 15. .00 3.53 .00 .00( ) .00( ) .00( ) 20. 15.50 .00 10 .0 .00( ) .00( ) .00( ) 25. .00 35.10 .00 .00( ) .00( ) .00( ) 0 30. .00 76.94 .00 .00( ) .00( ) .00( ) 0 1 35. .00 99.63 .00 .00( ) .00( ) .00( ) 0 40. .00 99.63 3.19 .00( ) .00( ) .00( ) 0 1 45. .00 99.63 12.76 .00( ) .00( ) .00( ) 0 50. .00 99.63 21.71 .00( ) .00( ) .00( ) 0 55. .25 99.63 28.26 1 .00( ) .00( ) .00( ) 1 0. 9.59 99.63 32.26 .00( ) .00( ) .00( ) 1 5, 28.88 99.63 35.12 1 .00( ) .00( ) .00( ) 1 10. 54.23 99.63 38.75 .00( ) .00( ) .00( ) 1 15. 81.61 99.63 44.68 .00( ) 00( ) .00( ) 1 1 20. 107.52 99.63 53.65 .00( ) .00( ) .00( ) 1 25. 129.66 99.63 65.67 .00( ) .00( ) .00( ) 1 1 30. 147.18 99.63 80.03 .00( ) .00( ) .00( ) 1 35. 160.51 99.63 95.66 .00( ) .00( ) .00( ) 1 40. 170.79 99.63 111.48 1 .00( ) .00( ) .00( ) 45. 179.17 99.63 126.66 .00( ) .00( ) .00( ) 1 50. 186.46 99.63 140.73 7� ' .00( ) .00( ) .00( ) 55. 193.08 99.63 153.50 .00( ) .00( ) .00( ) 0. 199.16 99.63 164.92 ' .00( ) .00( ) .00( ) 2 5. 204.62 99.63 175.06 .00( ) .00( ) .00( ) 2 10. 209.24 99.63 184.01 ' .00( ) .00( ) .00( ) 2 15. 212.73 99.63 191.83 .00( ) .00( ) .00( ) 2 20. 214.79 99.63 198.59 .00( ) .00( ) .00( ) ' 2 25. 215.16 99.63 204.25 .00( ) .00( ) .00( ) 2 30. 213.68 99.63 208.70 .00( ) .00( ) .00( ) ' 2 35, 210.26 99.63 211.83 .00( ) .00( ) .00( ) 2 40. 204.94 99.63 213.48 .00( ) .00( ) .00( ) 2 45. 197.94 99.63 213.56 ' .00( ) .00( ) .00( ) 2 50. 189.51 99.63 212.03 .00( ) .00( ) .00( ) 2 55. 179.80 99.63 208.92 .00( ) .00( ) .00( ) 3 0. 168.97 99.63 202.48 .00( ) .00( ) .00( ) 3 5. 157.28 99.63 190.84 .00( ) .00( ) .00( ) 3 10. 145.15 99.63 175.64 .00( ) .00( ) .00( ) 3 15. 133.03 99.63 159.16 .00( ) .00( ) .00( ) t 20, 121.31 99.63 142.24 .00( ) .00( ) .00( ) FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. '3 6 7 9 11 13 22 26 28 30 53 55 63 70 102 134 139 142 146 147 150 155 156 157 161 163 ' 100-yr.with revision to 2 ponds in Overland Park (Cnimp.rev)Ft.Col(ins, CO From: 2/5/83 Mainframe SWMM model (1973 version) by Resource Consultants, Inc. 1 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ' ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 28.8 1.1 0 40. 2 40.3 1.6 0 55. 3 42.4 .4 0 40. ' 4 50.2 1.5 0 50. 5 134.3 .9 0 40. 6 417.5 7.7 0 45. 7 256.2 3.1 0 40. 8 276.0 9.3 1 0. ' 9 386.4 4.2 0 40. 11 437.9 4.3 0 45. 12 73.0 2.3 1 0. 13 459.2 4.4 0 55. ' 15 .0 .0 26.9 3 20. 19 135.5 2.7 1 0. 22 174.0 8.3 0 45. 24 170.4 2.9 0 50. 1 1 5 26 165.1 2.5 .8 0 50. 28 205.3 3.0 0 55. 30 233.6 2.5 1.1 0 45. 32 293.9 3.7 0 45. 34 387.4 3.8 0 50. 37 139.4 2.7 0 40. 38 518.3 4.6 0 55. 40 532.4 12.2 1 10. 41 606.8 13.5 1 15. 43 154.8 2.8 0 50. 51 301.4 3.0 1 0. 53 262.7 .0 9.7 1 15. 55 247.7 .1 7.6 1 25. 57 248.3 3.7 1 45. 59 321.9 3.4 0 45. 61 375.9 3.6 0 50. 63 305.0 3.0 8.5 1 10. 65 114.4 1.0 0 40. 67 145.8 3.3 0 45. 68 264.2 8.3 2 20. 69 226.9 4.2 0 55. 70 313.2 12.1 2 40. 98 1734.3 3.3 0 50. 99 2676.2 4.0 1 5. 101 95.1 2.3 0 55. 102 416.1 9.0 0 40. 104 138.6 2.8 1 0. 130 256.3 3.1 1 0. 131 110.7 .8 0 40. 132 175.3 1.0 0 40. 133 436.6 3.3 0 40. 134 519.9 5.2 0 45. 135 225.0 2.9 0 45. 136 125.7 1.0 0 50. 137 617.0 5.0 0 40. 138 124.9 2.5 0 40. 139 125.1 2.1 0 50. 140 135.7 .9 0 40. 141 117.4 2.1 0 40. 142 167.7 2.5 19.8 3 20. 143 56.6 .6 0 40. 144 124.6 2.3 0 40. 145 588.4 3.6 1 20. 146 57.9 1.8 0 40. 147 614.4 4.2 1 20. 148 605.7 2.9 1 35. 149 594.9 10.2 1 40. 150 328.5 .0 39.0 2 20. 151 329.1 3.2 2 30. 152 121.0 2.5 0 40. 153 109.4 3.1 0 45. 154 881.9 6.0 0 50. 155 455.4 5.2 0 40. 156 689.4 4.8 0 45. 157 1028.7 6.1 0 55. 158 352.9 3.5 0 40. 159 372.5 5.4 0 40. 160 1127.8 5.7 1 5. 161 1118.3 8.2 1 5. 162 342.1 5.0 0 40. 163 1022.6 6.1 0 55. 164 1027.6 3.4 1 15. 165 168.4 2.9 0 40. 202 68.0 (DIRECT FLOW) 0 40. 203 348.1 (DIRECT FLOW) 0 45. 206 49.0 (DIRECT FLOW) 0 45. 207 368.5 (DIRECT FLOW) 0 50. 208 99.6 (DIRECT FLOW) 1 0. 209 176.4 (DIRECT FLOW) 1 0. 211 73.6 (DIRECT FLOW) 0 45. 212 364.2 (DIRECT FLOW) 0 45. 213 204.1 (DIRECT FLOW) 0 55. 1 1 214 255.1 222 68.0 223 106.0 234 83.9 235 436.0 1 238 10.4 239 114.8 240 49.0 1 24 242 4. 9999.6 243 507.2 245 3.7 246 54.2 247 40.1 y l 248 574.2 249 68.0 250 526.9 261 76.4 1 262 1041.9 263 154.4 264 868.3 268 49.0 ;1 269 215.2 270 99.6 271 213.6 1 PROGRAM CALLED 1 I�CT CNAME NOT FOUND 1 1 1 1 1 1 1 I (DIRECT FLOW) 0 55. (DIRECT FLOW) 1 20. (DIRECT FLOW) 0 50. (DIRECT FLOW) 0 45. (DIRECT FLOW) 0 50. (DIRECT FLOW) 0 50. (DIRECT FLOW) 0 50. (DIRECT FLOW) 1 10. (DIRECT FLOW) 1 15. (DIRECT FLOW) 1 15. (DIRECT FLOW) 1 15. (DIRECT FLOW) 0 40. (DIRECT FLOW) 0 45. (DIRECT FLOW) 1 20. (DIRECT FLOW) 1 25. (DIRECT FLOW) 1 40. (DIRECT FLOW) 1 45. (DIRECT FLOW) 1 5. (DIRECT FLOW) 1 5. (DIRECT FLOW) 0 55. (DIRECT FLOW) 1 0. (DIRECT FLOW) 2 20. (DIRECT FLOW) 2 25. (DIRECT FLOW) 2 40. (DIRECT FLOW) 2 45. 5�/ Sj ' REVISED SUB -BASINS FOR SWMM SCHEMATIC WEST OF ' OVERLAND TRAIL RD. LJ 1 10 11 M •�- REVISED SWMM SCHEMATIC WEST OF OVERLAND TRAIL RD. ,' 1 I OFF SITE 92) f/ 0 I0 m r Im 7 388 366 1 OFF SITE I I I I I :BiDInC. Engineering Consultants 6y I 1 1 1 1 1 1 POND RATING CURVE INFORMATION FOR PONDS 9395, #3969 #397 AND #399 [1 POND RATING CURVE INFORMATION FOR ', PONDS 4395, #3969 #397 AND 4399 1.1 Elevation discharge relationships for Ponds 395, 396, 397 and 3 onds at Overland Project ecember 20, 1994 CCH 1 Pond 395 Raw Data Censored Data Elev Discharge Elev Discharge 8 0 8 0.00 8.9 4 8.5 2.22 ' 9.8 11 9 4.78 10.6 18 10 12.75 11.7 21 11 19.09 ' 12.8 25 12 22.09 14.2 28 13 25.43 17.3 .35 14 27.55 15 30.35 ' 396 'Pond Raw Data Censored Data Elev Discharge Elev Discharge 9 0 9 0.00 ' 9.75 2 9.5 1.33 10.15 4 10 3.25 11.79 9 11 6.59 ' 13.03 10 13 9.98 19.29 14 19 13.81 ' Pond 397 Raw Data Censored Data Elev Discharge Elev . Discharge 33 0 33 0.00 34.02 16 34 15.69 35.11 48 35 44.77 36.4 96 36 81.12 37.34 128 37 116.43 37.92 145 38 147.34 39.74 189 38.5 159.02 Pond 399 ' Raw Data Censored Data Elev Discharge Elev Discharge ' 6 0 6 0.00 6.62 1 6.5 0.81 7.03 3 7 2.85 7.83 5 7.5 4.18 ' 8.25 6 8 5.40 8.72 7 8.5 6.53 16 13 10 8.05 FIVE PONDS AT OVERLAND POND #395 589-007 Detention Pond Rating Curve Cumulative Elev Area Storage (ft) (ac) (ac-ft) 5108.0 0 0 V = d/3* (A+ B + (AB) ^ 0.5) 5109.0 0.37 0.12 5110.0 1.26 0.89 5111.0 2.10 . 2.56 5112.0 2.53 4.87 5113.0 2.73 7.50 5114.0 2.92 10.32 5115.0 3.12 13.34 5116.0 3.31 16.56 Area -Capacity Curve t, Stage (ft el) y- Area -+- Ca Clty I 1 1 1 1 FIVE PONDS AT OVERLAND POND #396 589-007 Detention Pond Rating Curve Cumulative Elev Area Storage (ft) (ac) (ac-ft) 5109.0 0 0 V = d/3* (A+ B+ (AB) ^ 0.5) 5110.0 0.64 0.21 5111.0 2.10 1.51 5112.0 3.58 4.32 5113.0 4.36 8.28 5114.0 4.78 12.85 5115.0 5.03 17.76 5116.0 5.27 22.91 5117.0 5.52 28.30 5118.0 5.77 33.95 Area -Capacity Curve 5 14 4.5 ................................................................................................... ........... 12 q................................................................................. .............................. 3.5 m ..................................................................... ........................................... 10 _ 3 ........................................................................................... ..................... b Q2.5 ................................................................................... ............................. a U 1.5 .................................................................. ............................................. q U 1 ...................................................... .......................................................... 5109.551105110.55111 5111,5 5112 5112.5 5113 5113.5 51 Stage (ft el) y- Area + Capacity FIVE PONDS AT OVERLAND POND #397 Detention Pond Rating Curve Cumulative Elev Area Storage (ft) (ac) (ac-ft) •----------------------=- 5133.0 -------------- 0 0 5134.0 0.83 0.28 5135.0 0.93 1.16 5136.0 1.03 2.14 5137.0 1.14 3.22 5138.0 1.26 4.42 r, V = d/3* (A+ B+ (AB) ^ 0.5) Area -Capacity Curve Stage (ft el) � Area + Capacity FIVE PONDS AT OVERLAND POND #399 589-007 Detention Pond Rating Curve Cumulative Elev Area Storage (ft) ---------------------------- (ac) (ac-ft) 5106.0 0 -------------- 0 V = d/3*(A+B+(AB)^. 0.5) 5107.0 0.70 0.23 5108.0 0.79 0.98 5109.0 0.87 1.81. 5110.0 0.96 2.72 5111.0 1.05 3.73 5112.0 1.15 4.83 5113.0 1.24 6.02 5114.0 1.34 7.31 5115.0 1.44 8.70 ' Area -Capacity Curve rl� Stage (ft at) � Area t Capacity �ts� cJ 3�1 lP -f o g=> wf 1 aRENT DATE: 11-14-1994 FILE DATE: 11-14-1994 .tRENT TIME: 09:40:46 FILE NAME: 396 • a a a a a a a a a a ad a a a a a a a a aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaaaaaaaaaa 'Oaaaoaaaaaaaaaaaaaaaaaaaaaaaaaaoaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa4 ° C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET ° ° U uaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaa33aaaad333aa33a3aaa1aa333a333aaaaaaaaaaq ° L ° INLET OUTLET CULVERT ° BARRELS ° ° V ° ELEV. ELEV. LENGTH 0 SHAPE SPAN RISE MANNING INLET ° ° ° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° ° 1 05109.00 5105.00 600.01 ° 1 RCP 1.50 1.50 .013 CONVENTIONAL° ' 0 2 0 0 0 0 3 0 0 0 0 4 0 0 0 ° 5 0 0 0 aaaaeaaaadaaaaaaaaadaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaa333aaaaaaaaaaaaaaaaaal a a a a a a a a a a a a a a a a a a a a a a a a a a a a a adal aaaaaaaaaaaaaaaaaaaaaaaaaaaaaagal aaaaaaaaaaaaaaaa FILE: 396 CULVERT HEADWATER ELEVATION (FT) DATE: 11-14-1994 DISCHARGE 1 2 3 4 5 6 ROADWAY ' 0 5109.00 0.00 0.00 0.00 0.00 0.00 5119.00 1 5109.47 0.00 0.00 0.00 0.00 0.00 5119.02 2 5109.75 0.00 0.00 0.00 0.00 0.00 5119.04 ' 3 5109.96 0.00 0.00 0.00 0.00 0.00 5119.05 4 5110.15 0.00 0.00 0.00 0.00 0.00 5119.06 5 5110.32 0.00 0.00 0.00 0.00 0.00 5119.06 ' 6 5110.49 0.00 0.00 0.00 0.00 0.00 5119.07 7 5110.75 0.00 0.00 0.00 0.00 0.00 5119.08 8 5110.89 0.00 0.00 0.00 0.00 0.00 5119.09 9 5111.79 0.00 0.00 0.00 0.00 0.00 5119.10 10 5113.03 0.00 0.00 0.00 0.00 0.00 5119.10 14 5119.29 0.00 0.00 0.00 0.00 0.00 0.00 The above Q and HW are for a point above the roadway. ' aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa I,/ ''--FRENT DATE: 11-14-1994 FILE DATE: 11-1471994 tRENT TIME: 09:40:46 FILE NAME: 396 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 1.5 BY 1.5 ) RCP a a a aadaaaaaaaaaaaaaddaaaadaAaodaa,aaaaa,aaaaaaaaaaaaadaaaaaaCIA aaaAaaaaaaaacid aaaAaaa DIS- HEAD- INLET OUTLET WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER 'CHARGE FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) daaaadaaaaaaaaaaaaddaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaa ' 0 5109.00 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 1 5109.47 0.47 0.47 1-S2n 0.34 0.37 3.44 0.34 0.39 0.10 2 5109.75 0.74 0.74 1-S2n 0.50 0.54 4.07 0.50 0.51 0.16 3 5109.96 0.96 0.96 1-S2n 0.62 0.67 4.48 0.62 0.59 0.20 ' 4 5110.15 1.15 1.15 1-S2n 0.73 0.78 4.82 0.73 0.66 0.24 5 5110.32 1.32 1.32 1-S2n 0.84 0.87 5.09 0.84 0.72 0.27 6 5110,49 1.49 1.49 1-S2n 0.94 0.96 5.28 0.94 0.77 0.31 ' 7 5110.75 1.67 1.75 2-M2c 1.05 1.04 5.52 1.04 0.82 0.34 8 5110.89 1.87 1.89 2-M2c 1.18 1.11 5.90 1.11 0.86 0.36 9 5111.79 2.09 2.79 6-FFn 1.50 1.17 5.25 1.50 0.90 0.39 10 113.03 2.34 4.03 6-FFn 1.50 1.23 5.83 1.50 0.93 0.41 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaa&aaaaa' El. inlet face invert 5109.00 ft El. outlet invert 5105.00 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ' aaaaaaaaaaaaaaaaaa3aaaaaaaaaaaaaaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaa3a ** SITE DATA ***** CULVERT ' INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION (FT) ' OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT ************** CULVERT LENGTH ALONG SLOPE (FT) 100.00 5109.00 700.00 5105.00 1 0.0067 600.01 CULVERT DATA SUMMARY ************************ BARREL SHAPE ' BARREL DIAMETER BARREL MATERIAL BARREL MANNING'S N ' INLET TYPE INLET EDGE AND WALL INLET DEPRESSION CIRCULAR 1.50 FT 4 CONCRETE +� 0.013 CONVENTIONAL SQUARE EDGE WITH HEADWALL NONE aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaadadaadaaaadaadaaadaaaaadaaaaaaaadaaaaa ' '-FRENT DATE: 11-14-1994 .=NT TIME: 09:40:46 3 FILE DATE: 11-14-1994 FILE NAME: 396 a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a aaaaaaaaa-aa,aaaaaaaaaaaaa'aaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa aadaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ******* REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH (FT) 25.00 SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (FT/FT) 0.005 MANNING'S N (.01-0.1) 0.060 CHANNEL INVERT ELEVATION (FT) 5105.00 CULVERT NO.1 OUTLET INVERT ELEVATION 5105.00 FT ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL ' FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0.00 5105.00 0.000 0.00 0.00 0.00 ' 1.03 5105.10 0.209 0.10 0.39 0.03 2.06 5105.16 0.223 0.16 0.51 0.05 3.09 5105.20 0.231 0.20 0.59 0.06 4.12 5105.24 0.237 0.24 0.66 0.08 ' 5.15 5105.27 0.242 0.27 0.72 0.09 6.18 5105.31 0.245 0.31 0.77 0.10 7.21 5105.34 0.248 0.34 0.82 0.10 ' 8.24 5105.36 0.251 0.36 .0.86 0.11 9.27 5105.39 0.253 0.39 0.90 0.12 10.30 5105.41. 0.255 0.41 0.93 0.13 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa ' aaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa WEIR COEFFICIENT 3.10 EMBANKMENT TOP WIDTH (FT) 24.00 ' CREST LENGTH (FT) 100.00 OVERTOPPING CREST ELEVATION (FT) 5119.00 ' aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa yls -7°l 1 '2RENT DATE: 12-20-1994 FILE DATE: 12-20-1994 .RENT TIME: 15:26:54 FILE NAME: NEW aaaaaaaaaaaadad aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaaaaaaaaaa 'Oaaaoaaaaaaaaaaaaaaaaaaaaaaaaaaoaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa4` ° C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET ° ° U uaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaq ° L ° INLET OUTLET CULVERT ° BARRELS ° ,° V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° ° ° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° ° 1 05108.00 5106.50 250.00 ° 1 RCP 2.00 2.00 .013 CONVENTIONAL° '° 2 0 0 0 0 3 0 0 0 0 4 0 0 0 0 50 0 0 0 6 0 ° ° aaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa1 'a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a aaa FILE: NEW CULVERT HEADWATER ELEVATION (FT) DATE: 12-20-1994 DISCHARGE 1 2 3 4 5 6 ROADWAY ' 0 5108.00 0.00 0.00 0.00 0.00 0.00 5116.00 4 5108.88 0.00 0.00 0.00 0.00 0.00 5116.03 7 5109,37 0.00 0.00 0.00 0.00 0.00 5116.05 11 5109.75 0.00 0.00 0.00 0.00 0.00 5116.07 14 5110.25 0.00 0.00 0.00 0.00 0.00 5116.08 18 5110.58 0.00 0.00 0.00 0.00 0.00 5116.09 21 5111.68 0.00 0.00 0.00 0.00 0.00 5116.10 ' 25 • 5112.83 0.00 0.00 0.00 0.00 0.00 5116.12 28 5114.16 0.00 0.00 0.00 0.00 0.00 5116.13 28.Z 5114.24 0.00 0.00 0.00 0.00 0.00 5116.13 ' 35 5117.34 0.00 0.00 0.00 0.00 0.00 5116.15 35 5117.34 0.00 0.00 0.00 0.00 0.00 0.00 The above Q and HW are for a point above the roadway. ,.,,,.,,,...,,, ,,.,,,,' ,..,,,,,,..,.,,,,,.a aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa a a.a.,a, F�j GIs 2N S�E 1 � 2 ,r .RENT DATE: 12-20-1994 FILE DATE: 12-20-1994 RENT TIME: 15:26:54 FILE NAME: NEW aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 'ad aaaaaaaaaaaaaaaaaaaaaaa PERFORMANCE CURVEFOR, CULVERT # 1 - 1 ( 2 BY 2 ) RCP ,,,, aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa, aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa DIS- HEAD- INLET OUTLET WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER 'CHARGE FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa , 0 5108.00 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 1.00 4 5108.88 0.88 0.88 1-S2n 0.60 0.65 4.37 0.60 1.27 1.11 7 5109.37 1.37 1.37 1-S2n 0.88 0.93 5.29 0.88 1.67 1.17 11 5109.75 1.75 1.75 1-S2n 1.11 1.16 5.84 1.11 1.96 1.21 ' 14 5110.25 2.14 2.25 2-M2c 1.35 1.34 6.24 1.34 2.20 1.25 18 5110.58 2.57 2.58 2-M2c 1.64 1.50 6.93 1.50 2.40 1.29 ' 21 25 5111.68 3.10 3.68 5112.83 3.73 4.83 6-FFn 2.00 6-FFn 2.00 1.63 6.68 2.00 1.74 7.80 2.00 2.58 1.33 2.74 1.36 28 5114.16 4.48 6.16 6-FFn 2.00 1.84 8.91 2.00 2.89 1.39 28 5114.24 4.52 6.24 6-FFn 2.00 1.85 8.98 2.00 2.89 1.39 35 5117.34 6.27 9.34 6-FFn 2.00 2.00 11.14 2.00 3.15 1.44 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa El. inlet face invert 5108.00 ft El. outlet invert 5106.50 ft ' El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ** SITE DATA ***** CULVERT INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION (FT) ' OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT ************** CULVERT LENGTH ALONG SLOPE (FT) 100.00 5108.00 350.00 5106.50 1 0.0060 250.00 CULVERT DATA SUMMARY ************************ BARREL SHAPE ' BARREL DIAMETER BARREL MATERIAL BARREL MANNING'S N ' INLET TYPE INLET EDGE AND WALL INLET DEPRESSION 1 1 CIRCULAR 2.00 FT CONCRETE 0.013 CONVENTIONAL SQUARE EDGE WITH HEADWALL NONE aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa rI r 71 3 r"RRENT DATE: 12-20-1994 .RENT TIME: 15:26:54 FILE DATE: 12-20-1994 FILE NAME: NEW 'a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH (FT) 25.00 SIDE SLOPE H/V (X:1) 0.0 ' CHANNEL SLOPE V/H (FT/FT) 0.050 MANNING'S N (.01-0.1) 0.060 CHANNEL INVERT ELEVATION (FT) 5107.50 CULVERT NO.1 OUTLET INVERT ELEVATION 5106.50 FT UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL ' FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0.00 5107.50 0.000 0.00 0.00 0.00 3.50 5107.61 0.672 0.11 1.27 0.34 7.00 5107.67 0.718 0.17 1.67 0.52 10.50 5107.71 0.746 0.21 1.96 0.67 14.00 5107,75 0.766 0.25 2.20 0.80 ' 17.50 5107.79 0.782 0.29 2.40 0.91 21.00 5107.83 0.795 0.33 2.58 1.02 24.50 5107.86 0.807 0.36 2.74 1.12 28.00 5107.89 0.816 0.39 2.89 1.21 28.20 5107.89 0.817 0.39 2.89 1.22 35.00 5107.94 0.833 0.44 3.15 1.39 ' a a a a a a a a a a a a a a a a a a a a a a a a a a a a aaaaaaaaaaaaaaaaaaaa'aaaaaaaaaaaaaaaaaaa-aa'aaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa ,,,,,,,,,,,,,,,,,,,,,,,,,-d.., , aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa WEIR COEFFICIENT 3.10 EMBANKMENT TOP WIDTH (FT) 24.00 CREST LENGTH (FT) 200.00 OVERTOPPING CREST ELEVATION (FT) 5116.00 ' aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ' Fb-h o C -w-t f o, L{, . 1 CURRENT DATE: 11-14-1994 FILE DATE: 11-14-1994 `?RENT TIME: 09:15:12 FILE NAME: 399 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa a a a a a aaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaaaaaaaaaa oaaaOaaaaaaaaaaaaaaaaaaaaaaaaaaOaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa '0 C 0 SITE DATA 0 CULVERT SHAPE, MATERIAL, INLET 0 0 U uaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa� 0 L 0 INLET OUTLET CULVERT 0 BARRELS 0 0 V 0 ELEV, ELEV. LENGTH 0 SHAPE SPAN RISE MANNING INLET 0 0 0 (FT) (FT) (FT) 0 MATERIAL (FT) (FT) n TYPE 0 0 1 05106.00 .5105.00 180.00 0 1 RCP 1.25 1.25 .013 CONVENTIONAL° 0 2 0 0 0 ' 0 3 0 0 0 0 4 0 0 0 0 5 0 0 0 0 6 0 0 0 aaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaal a aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa SUMMARY OF CULVERT FLOWS (CFS) FILE: 399 DATE: 11-14-1994 ELEV (FT) TOTAL 1 2 3 4 5 6 ROADWAY ITR 5106.00 0 0 0 0 0 0 0 0 1 5106.40 1 1 0 0 0 0 0 0 1 5106.62 1 1 0 0 0 0 0 0 1 2 2 0 0 0 0 0 0 1 ')106.80 5107.03 3 3 0 0 0 0 0 0 1 5107.18 3 3 0 0 0 0 0 0 1 5107.30 4 4 0 0 0 0 0 0 1 '5107.43 5 5 0 0 0 0 0 0 1 5107.83 5 5 0 0 0 0 0 0 1 5108.25 6 6 0 0 0 0 0 0 1 5108.72 7 7 0 0 0 0 0 0 1 5116.00 13 13 0 0 0 0 0 OVERTOPPING aaaaaaaaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa3aaaaaa a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a aa-aaaaaaaaaa33a3aaaaaa- SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 399 DATE: 11-14-1994 HEAD HEAD TOTAL FLOW % FLOW ELEV (FT) ERROR(FT) FLOW(CFS) ERROR(CFS) ERROR 5106.00 0.00 0 0 0.00 5106.40 0.00 1 0 0.00 ' 5106.62 0.00 1 0 0.00 5106.80 0.00 2 0 0.00 5107.03 0.00 3 0 0.00 ' 5107.18 0.00 3 0 0.00 5107.30 0.00 4 0 0.00 5107.43 0.00 5 0 0.00 5107.83 0.00 5 0 0.00 ' 5108.25 0.00 6 0 0.00 5108.72 0.00 7 0 0.00 _aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa <1> TOLERANCE (FT) = 0.010 <2> TOLERANCE (%) = 1.000 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 2 ?RENT DATE: 11-14-1994 FILE DATE: 11-14-1994 ,RENT TIME: 09:15:12 FILE NAME: 399 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa3aadaaaaaaa PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 1.25 BY 1.25 ) RCP aaadadaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa DIS- HEAD- INLET OUTLET 'CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps.) (ft) (fps) (ft) ' aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 0 5106.00 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 1 5106.40 0.39 0.39 1-S2n 0.30 0.31 2.78 0.30 0.32 0.08 1 5106.62 0.62 0.62 1-S2n 0.44 0.45 3.36 0.44 0.42 0.12 ' 2 5106.80 0.80 0.80 1-S2n 0.55 0.55 3.73 0.55 0.49 0.15 3 5107.03 0.96 1.03 2-M2c 0.65 0.64 4.07 0.64 0.55 0.18 3 5107.18 1.10 1.18 2-M2c 0.75 0.72 4.41 0.7.2 0.60 0.21 ' 4 5107.30 1.24 1.30 2-M2c 0.85 0.80 4.72 0.80 0.65 0.23 5 5107.43 1.39 1.43 2-M2c 0.97 0.86 5.03 0.86 0.69 0.26 5 5107.83 1.55 1.83 6-FFn 1.25 0.92 4.24 1.25 0.72 0.28 6 5108.25 1.74 2.25 6-FFn 1.25 0.98 4.77 1.25 0.75 0.30 7 5108.72 1.94 2.72 6-FFn 1.25 1.02 5.30 1.25 0.78 0.32 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa El. inlet face invert 5106.00 ft El. outlet invert 5105.0.0 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ' ** SITE DATA ***** CULVERT INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION (FT) OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT ************** CULVERT LENGTH ALONG SLOPE (FT) 100.00 5106.00 280.00 5105.00 1 0.0056 180.00 CULVERT DATA SUMMARY ************************ BARREL SHAPE BARREL DIAMETER BARREL MATERIAL BARREL MANNING'S N ' INLET TYPE INLET EDGE AND WALL INLET DEPRESSION CIRCULAR 1. 2 5 FT �@ CONCRETE to 0.013 CONVENTIONAL SQUARE EDGE WITH HEADWALL NONE �h O Ai L P L rt C'4 A-t.. Hw a a a a a a a a a a a a a a a a a a a a a a a aaaaaaaaaaaaaaaaaaaaaaaa,aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa'a aRENT DATE: 11-14-1994 .cRENT TIME: 09:15:12 �j 3 FILE DATE: 11-14-1994 FILE NAME: 399 a a a a a a a a a a aa-aaa-aaa-aaaa-aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ' REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH (FT) 25.00 SIDE SLOPE H/V (X:1) 4.0 ' CHANNEL SLOPE V/H (FT/FT) 0.005 MANNING'S N (.01-0.1) 0.060 CHANNEL INVERT ELEVATION (FT) 5105.00 CULVERT NO.1 OUTLET INVERT ELEVATION 5105.00 FT ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL ' FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0.00 5105.00 0.000 0.00 0.00 0.00 ' 0.65 5105.08 0.201 0.08 0.32 0.02 1.30 5105.12 0.214 0.12 0.42 0.04 1.95 5105.15 0.222 0.15 0.49 0.05 2.60 5105.18 0.228 0.18 0.55 0.06 3.25 5105.21 0.232 0.21 0.60 0.07 3.90 5105.23 0.236 0.23 0.65 0.07 4.55 5105.26 0.239 0.26 0.69 0.08 5.20 5105.28 0.242 0.28 0.72 0.09 5.85 5105.30 0.244 0.30 0.75 0.09 6.50 5105.32 0.246 0.32 0.78 0.10 ' aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa ' aaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa WEIR COEFFICIENT 3.10 EMBANKMENT TOP WIDTH (FT) 24.00 CREST LENGTH (FT) 100.00 OVERTOPPING CREST ELEVATION (FT) 5116.00 add aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaado aaaaaaaaaaaaaaaaa I o wt -f�1.L 'CURRENT DATE: 11-15-1994 '.RENT TIME: 09:52:55 FILE DATE: 11-15-1994 FILE NAME: 397 aaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaaaaaaaaaa 6aaaoaaaaaaaaaaaaaaaaaaaaaaaaaaoaaaaaaaAaaiaaaaaaaaaaaaaaaaaaaadaaaaadal aaaaaaaaG 0 C 0 DATA 0 CULVERT SHAPE, MATERIAL, INLET 0 0 U ,,,,SITE uaaaaa'aaaaaaa'aaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaq 0 L 0 INLET OUTLET CULVERT 0 BARRELS 0 '0 V 0 0 ELEV. 0 (FT) ELEV. LENGTH (FT) (FT) 0 0 SHAPE MATERIAL SPAN (FT) RISE (FT) MANNING n INLET 0 TYPE 0 0 1 05133.00 5130.00 165.03 0 2 RCB 3.00 3.00 .013 CONVENTIONAL° 0 2 0 0 0 0 3 0 0 0 0 4 0 0 0 0 55 0 0 0. aaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaal ,aaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaadaaaaadaaaaaaaaaaaa FILE: 397 CULVERT HEADWATER ELEVATION (FT) DATE: 11-15-1994 DISCHARGE 1 2 3 4 5 6 ROADWAY 0 5133.00 0.00 0.00 0.00 0.00 0.00 5139.00 ' 16 5134.02 0.00 0.00 0.00 0.00 0.00 5139.15 .32 5134.62 0.00 0.00 0.00 0.00 0.00 5139.24 48 5135.11 0.00 0.00 0.00 0.00 0.00 5139.31 ' 64 5135.55 0.00 0.00 0.00 0.00 0.00 5139.38 80 5135.97 0.00 0.00 0.00 0.00 0.00 5139.44 96 5136.40 0.00 0.00 0.00 0.00 0.00 5139.50 112 5136.85 0.00 0.00 0.00 0.00 0.00 5139.55 128 5137.34 0.00 0.00 0.00 0.00 0.00 5139.60 144 5137.89 0.00 0.00 0.00 0.00 0.00 5139.65 145 5137.92 0.00 0.00 0.00 0.00 0.00 5139.65 ' 189 5139.74 0.00 0.00 0.00 0.00 0.00 0.00 The above Q and HW are for a point above the roadway. aadaaadaaaaaaaaaaaaaadadadadaaaaadaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ov '1--FRENT DATE: 11-15 -19 94 ;RENT TIME: 09:52:55 FILE DATE: 11-15-1994 FILE NAME: 397 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa „,.aa aaaaa, aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa,, a aaaaaaa,,,aaaaaaaaaa,,,,,,,,, aaaaaaaaaaaaaaa,,, ,,,, a, a, aaaaaaaa REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH (FT) 25.00 SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (FT/FT) 0.030 MANNING'S N (.01-0.1) 0.060 CHANNEL INVERT. ELEVATION (FT) 5130.00 ' CULVERT NO.1 OUTLET INVERT ELEVATION 5130.00 FT ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0.00 5130.00 0.000 0.00 0.00 0.00 ' 16.00 5130.32 0.603 0.32 1.93 0.59 32.00 5130.48 0.636 0.48 2.49 0.89 48.00 5130.61 0.655 0.61 2.89 1.13 64.00 5130.72. 0.667 0.72 3.20 1.34 ' 80.00 5130.82 0.676 0.82 3.47 1.53 96.00 5130.91 0.683 0.91 3.69 1.70 112.00 5130.99 0.689 0.99 3.90 1.86 ' 128.00 5131.07 0.694 1.07 4.08 2.01 144.00 5131.15 0.699 1.15 4.25 2.15 145.00 5131.15 0.699 1.15 4.26 2.15 aaaaaadal a a- a- a- a, a- a a' a- al a- a, a, a- a' a' a a a a a a d a, a' dlia' dd a' a a- a- a a a, a, a, a, a, a, a' a' a' a' a' a' a' a a' a' a' a- a' a' a- a' a- a a' a' a' a a' a- a' a a a a- a' aaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa ' adaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa3aaaaaa WEIR COEFFICIENT 2.75 EMBANKMENT TOP WIDTH (FT) 20.00 ' CREST LENGTH (FT) 100.00 OVERTOPPING CREST ELEVATION (FT) 5139.00 ' aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa Y/ UPDATED SWMM INPUT FOR 100 YEAR STORM WITH THE PONDS AT OVERLAND SITE oZ� I I tUPDATED SWMM INPUT FOR 100 YEAR STORM ' WITH THE PONDS AT OVERLAND SITE ,t 1 I ' 699 401 0 3 698 401 0 3 401 51 0 3 223 24 0 3 100. 0.1 .0 .0 .0 .0 100. 24 26 0 1 1. 1100. .0090 4.0 4.0 .04 100.. ' 0 26 28 4 2 2.5 24. .0040 .0 .0 .013 2.5 0. 0. 0.5 0.0 0.7 8.00 0.9 220.0 28 30 0 4 2.0 550. .0140 3.0 3.0 .040 3.0 2. 550. .0140 100.0 100.0 .080 100. ' 0 30 32 7 2 2.5 10. .0050 .0 .0 .012 2.5 0. 0. .3 0.0 .50 0.00 0.8 7.6 0.9 29.3 1.1 44.0 1.2 570.5 32 34 0 4 3.0 1260. .0090 3.0 3.0 .040 4.0 3. 1260. .0090 100.0 100.0 .080 100. 34 38 0 4 5.0 1900. .0100 3.0 3.0 .040 4.0 5. 1900. .0100 100.0 100.0 .080 100. 37 38 0 4 3.0 1900. .0100 3.0 3.0 .040 3.0 3. 1900. .0100 100.0 100.0 .080 100. ' 38 40 .0 4 5.0 1960. .0040 4.0 4.0 .040 4.0 5. 1960. .0040 100.0 100.0 .080 100. 241 40 240 4 5 6.9 1000. .0004 0.0 0.0 .035 6.9 10.0 1100. .0100 10.0 10.0 .040 100. 0. 0. 49.09 .00 49.10 .1 5000. 4950.9 240 67 0 3 100. 0.1 .0 .0 .0 .0 100. 241 41 0 3 100. 0.1 .0 .0 .0 .0 100. 243 41 242 4 5 9.0 500. .0004 .0.0 0.0 .035 9.0 50.0 600. .0100 5.0 5.0 .040 100. ' 0. 0. 99.72 .00 99.73 .1 5000. 4900.27 242 70 0 3 100. 0.1 .0 .0 .0 .0 100. 243 145 0 3 100. 0.1 .0 .0 .0 .0 100. 43 98 0 1 18. 2000. .0004 1.5 1.5 .02 100. 51 53 0 4 1.5 1400. .0040 10.0 10.0 .040 2.5 ' 3. 1400. .0040 100.0 100.0 .080 100.0 0 53 55 7 2 0.1 300. .0110 .0 .0 .013 0.1 0 0 0.91 3.08 2.68 17.5 4.71 33.97 7.12 50.2 7.93 54.0 8.50 120.0 ' 0 55 57 10 2 0.1 300. .0110 .0 .0 .013 0.1 0 0 0 1.4 0.05 7.5 0.24 12.0 .6 14.7 1.5 16 3.2 18 5.7 20 6.03 48.6 6.45 100:6 57 59 0 4 3.0 1950. .0070 2.0 2.0 .040 3.0 ' 3. 1950. .0070 100.0 100.0 .080 100. 59 61 0 4 5.0 1200. .0070 4.0 4.0 .040 3.0 5. 1200. .0070 100.0 100.0 .080 100. 61 63 0 4 5.0 1550. .0060 4.0 4.0 .040 3.0 t .5. 1550. .0060 100.0 100.0 .080 100. 0 63 68 5 2 3. 50. .0100 .0 .0 .013 3. 0. 0. 0.3 0.0 1.80 0.00 4.7 25.0 9.3 280. 65 67 0 4 1.0 2600. .0100 33.0 1.0 .016 1.5 1. 2600. .0100 33.0 100.0 .040 100. 67 69 0 1 12. 950. .0004 1.5 1.5 .02 100. 269 68 268 4 5 6.9 2400. .0004 0.0 0.0 .035 6.9 ' 0. 0. 50. 49.09 1600. .0060 .00 100.0 49.10 100.0 .1 .040 5000. 100. 4950.90 268 69 0 3 100. 0.1 .0 .0 .0 .0 100. 269 70 0 3 100. 0.1 .0 .0 .0 .0 100. 69 98 0 1 12. 2400. .0004 1.5 1.5 .02 100. 271 70 270 4 5 9.0 100. .0004 0.0 0.0 .035 9.0 ' 10. 600. .0130 50.0 50.0 .040 100. 0. 0. 99.72 .00 99.73 .1 5000. 4900.28 270 43 0 3 100. 0.1 .0 .0 .0 .0 100. ' 271 98 145 99 0 3 0 1 100. 30. 0.1 1000. .0 .0040 .0 30.0 .0 30.0 .0 .035 100. 100. 99 0 0 1 30. 1000. .0040 30.0 30.0 .035 100. 202 104 0 3 100. 0.1 .0 .0 .0 .0 100. 203 51 0 3 100. 0.1 .0 .0 .0 .0 100. 104 98 0 1 15. 3950. .0004 2.0 2.0 .02 100. ' 130 137 0 5 2.0 2900. .0080 0.0 0.0 .013 2.0 1. 2900. .0080 30.0 30.0 .016 100. 131 135 0 1 2. 3200. .0080 30.0 30.0 .016 100. ' 132 133 0 1 2. 1600. .0100 30.0 30.0 .016 100. I ' 133 154 0 5 2.0 2400. .0100 0.0 0.0 .014 2.0 2. 2400. .0100 30.0 30.0 .016 100. _�5 134 234 4 5 3.5 800. .0070 0.0 0.0 .014 3.5 2. 1800. .0050 30.0 30.0 .016 100. 0. 0. 84.03 .00 84.04 .1 5000. 4915.97 ' 234 155 0 3 100. 0.1 .0 .0 .0 .0 100. 235 154 0 3 100. 0.1 .0 .0 .0 .0 100. 135 155 0 5 1.8 3200. .0080 0.0 0.0 .014 1.75 2. 3200. .0080 30.0 30.0 .016 100. ' 136 139 .0 1 1. 4200. .0050 30.0 30.0 .016 100. 137 134 0 5 3.5 1800. .0080 0.0 0.0 .014 3.5 2. 1800. .0080 30.0 30.0 .016 100. 138 133 0 5 1.5 2000. .0040 0.0 0.0 .013 1.5 2000. .0040 30.0 30.0 .016 100. '2. 239 139 238 7 4 1.0 700. .0060 0.0 0.0 .014 1.0 1. 500. .0400 30.0 4.0 .016 100. 0. 0. 0.10 .00 6.21 1.37 42.16 34.47 59.40 51.00 129.73 119.23 218. 200. ' 238 153 0 3 100. 0.1 .0 .0 .0 .0 100. 239 151 0 3 100. 0.1 .0 .0 .0 .0 100. 140 156 0 1 2. 4000. .0100 30.0 30.0 .016 100. 141 156 0 5 1.3 1400. .0100 0.0 0.0 .013 1.25 2. 1400. .0100 30.0 30.0 .016 100. ' 0 142 160 4 2 2.5 400. .0050 .0 .0 .013 100. 0. 0. 5.7 72.2 21.40 144.00 48.6 264.0 143 146 0 1 2. 1500. .0080 30.0 30.0 .016 100. 144 147 0 5 1.3 800. .0050 0.0 0.0 .013 1.25 ' 2.0 800. .0050 30.0 30.0 .016 100. 145 147 0 5 2.0 2000. .0070 0.0 0.0 .013 2.0 2. 2000. .0070 30.0 30.0 .016 100. 246 146 245 4 5 1.3 1200. .0030 0.0 0.0 .013 1.25 2. 200. .0040 30.0 30.0 .016 100. ' 0. 0. 3.79 .00 3.80 .1 5000. 4996.2 245 147 0 3 100. 0.1 .0 .0 .0 .0 100. 246 136 0 3 100. 0.1 .0 .0 .0 .0 100. ' 147 247 4 5 2.8 10.0 2000. 400. .0050 .0100 0.0 50.0 0.0 50.0 .013 .040 2.75 100. 0. 0. 40.20 .00 40.21 .1 5000. 4959.8 247 99 0 3 100. 0.1 .0 .0 .0 .0 100. 248 148 0 3 100. 0.1 .0 .0 .0 0 100. 148 149 0 5 1.3 1800. .0060 0.0 0.0 .013 1.25 50. 1800. .0060 50.0 50.0 .040 100. 250 149 249 4 5 7.8 1200. .0004 0.0 0.0 .035 7.8 50. 600. .0100 50.0 50.0 .040 100. ' 0. 249 99 0. 0 3 68.08 100. 0.1 .00 .0 68.09 .0 .1 .0 5000. .0 4931.92 100. 250 150 0 3 100. 0.1 •.0 .0 .0 .0 100. 0 150 151 6 2 0. 100. .0100 .0 .0 .01 .01 0. 0. 1.2 0.0 7.80 0.00 17.6 0.0 31.8 0. 49.0 780.0 ' 151 142 0 5 2.0 2200. .0030 0.0 0.0 .013 2.0 10. 2200. .0030 50.0 50.0 .016 100. 152 160 0 5 1.5 1900. .0030 0.0 0.0 .013 1.5 ' 153 157 0 5 2. 2.3 1900. 2400. .0030 .0050 30.0 0.0 30.0 0.0 .016 .013 100. 2.25 2. 2400. .0050 30.0 30.0 .016 100. 154 157 0 5 4.0 2300. .0050 0.0 0.0 .014 4.0 2. 2300. .0050 30.0 30.0 .016 100. 155 156 0 5 4.0 1600. .0100 0.0 0.0 .014 4.0 2. 1600. .0100 30.0 30.0 .016 100. 156 98 0 5 4.0 500. .0100 0.0 0.0 .013 4.0 100. 500. .0100 100.0 100.0 .030 100. ' 157 163 0 5 4.0 2. 900. 900. .0050 .0050 0.0 30.0 0.0 30.0 .013 016 4.0 100. 158 98 0 5 2.3 1800. .0100 0.0 0.0 .013 2.25 2. 1800. .0100 30.0 30.0 .016 100. 159 98 0 5 4.5 2800. .0100 0.0 0.0 .013 4.5 2. 2800. .0100 30.0 30.0 .016 100. ' 160 161 0 5 3.5 2900. .0050 0.0 0.0 .013 3.5 2. 2900. .0050 30.0 30.0 .016 100. 161 261 4 5 3.5 500. .0050 0.0 0.0 .013 3.5 5. 600. .0100 10.0 10.0 .040 100. 1 0. 0. 76.48 .00 76.49 .1 5000. 4923.52 261 162 0 3 100. 0.1 .0 .0 .0 .0 100. 262 164 0 3 100. 0.1 .0 .0 .0 .0 100. 162 99 0 5 4.0 2400. .0100 0.0 0.0 .013 4.0 ' 2. 2400. .0100 30.0 30.0 .016 100. 264 163 263 4 5 4.0 500. .0100 0.0 0.0 .013 4.0 2. 1200. .0100 30.0 30.0 .016 100. 0. 0. 154.44 .00 154.45 .1 5000. 4845.56 263 159 0 3 100. 0.1 .0 .0 .0 .0 100. 264 160 0 3 100. 0.1 .0 .0 .0 .0 100. 164 99 0 1 10. 2000. .0050 20.0 20.0 .04 100. 165 99 0 5 2.0 2000. .0100 0.0 0.0 .013 2.0 2. 2000. .0100 30.0 30.0 .016 100. ' 0 16 3 51 53 55 202 203 101 102 103 399 388 394 331 332 396 395 398 ' ENDPROORAM u oy SWMM OUTPUT FOR UPDATED MODEL INCLUDING THE PONDS AT OVERLAND SITE g� ' SWMM OUTPUT FOR UPDATED MODEL INCLUDING THE PONDS AT OVERLAND SITE I* [1 ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY ' TAPE OR DISK ASSIGNMENTS UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) J1N(6) JIN(7) JIN(8) JIN(9) JIN(10) ' 2 JOUT(1) 1 0 JOUT(2) JOUT(3) 0 JOUT(4) 0 JOUT(5) 0 JOUT(6) 0 JOUT(7) 0 JOUT(8) 0 JOUT(9) 0 JOUT(10) 1 2 0 0 0 0 0 0 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 *** 100-yr/CANAL IMPORTATION BASIN Proposed Cond. fivepon.NEW, Ft. Collins, CO DATE:12/20/94BY RBD ENGINEERS INC. 'NUMBER OF TIME STEPS 300 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 ' 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .12 .12 .00 100-yr/CANAL IMPORTATION BASIN Proposed Cond. fivepon.NEW, Ft. Collins, CO DATE:12/20/94BY RBD ENGINEERS INC. ' SUBAREA GUTTER WIDTH 'BER OR MANHOLE (FT) ! 0 .0 ' 1 1 800.0 3.72 2.16 1.56 .24 .24 .24 AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 12.0 36.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 I 3 700.0 14.4 39.0 .0060 .016 .250 .100 .300 .51 .50 .00180 W 5 2200.0 31.6 35.0 .0080 .016 .250 .100 .300 .51 .50 .00180 7 2300.0 44.5 38.0 .0070 .016 .250 .100 .300 .51 .50 .00180 5 9 3000.0 56.1 37.0 .0100 .016 .250 .100 .300 .51 .50 .00180 6 11 2900.0 48.3 24.0 .0150 .016 .250 .100 .300 .51 .50 .00180 7 13 2200.0 37.6 30.0 .0100 .016 .250 .100 .300 .51 .50 .00180 8 15 1000.0 25.3 64.0 .0060 .016 .250 .100 .300 .51 .50 .00180 9 19 2850.0 30.2 35.0 .0110 .016 .250 .100 .300 .51 .50 .00180 2 2400.0 44.0 15.0 .0160 .016 .250 .100 .300 .51 .50 .00180 '83 84 4 2000.0 49.6 20.0 .0100 .016 .250 .100 .300 .51 .50 .00180 10 22 4540.0 88.6 22.0 .0200 .016 .250 .100 .300 .51 .50 .00180 11 24 2400.0 48.9 36.0 .0130 .016 .250 .100 .300 .51 .50 .00180 12 28 2400.0 27.4 39.0 .0110 .016 .250 .100 .300 .51 .50 .00180 13 32 2520.0 50.2 39.0 .0090 .016 .250 .100 .300 .51 .50 .00180 14 34 3800.0 58.6 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180 15 37 5100.0 .43.1 39.0 .0100 .016 .250 .100 .300 .51 .50 .00180 16 .38 5520.0 46.4 32.0 .0150 .016 .250 .100 .300 .51 .50 .00180 51 8300.0 47.6 31.0 .0250 .016 .250 .100 .300 .51 .50 .00180 '18 19 55 5500.0 31.6 29.0 .0250 .016 .250 .100 .300 .51 .50 .00180 20 57 3900.0 106.3 40.0 .0080 .016 .250 .100 .300 .51 .50 .00180 21 59 2400.0 59.7 40.0 .0080 .016 .250 .100 .300 .51 .50 .00180 22 61 3100.0 62.4 32.0 .0070 .016 .250 .100 .300 .51 .50 .00180 65 2600.0 35.4 48.0 .0070 .016 .250 .100 .300 .51 .50 .00180 '23 24 69 2200.0 48.3 40.0 .0080 .016 .250 .100 .300 .51 .50 .00180 36 43 1600.0 39.0 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 37 12 2000.0 22.9 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 41 500.0 15.5 10.0 .0100 .016 .250 .100 .300 .51 .50 .00180 '38 17 70 2000.0 43.3 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 40 101 2150.0 18.5 40.0 .0200 1.016 .250 .100 .300 .51 .50 .00180 43 104 2000.0 71.0 33.0 .0400 .016 .250 .100 .300 .51 .50 .00180 58 136 4200.0 49.2 45.0 .0050 .016 .250 .100 .300 .51 .50 .00180 131 6400.0 38.4 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 '59 60 135 6400.0 52.2 40.0 .0150 016 .250 .100 .300 .51 .50 .00180 61 130 5800.0 133.2 30.0 .0050 .016 .250 .100 .300 .51 .50 .00180 �2 132 3200.0 61.5 35.0 .0150 .016 .250 .100 .300 .51 .50 .00180 143 2000.0 16.9 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 o4 144 2200.0 37.4 40.0 .0150 .016 .250 .100 .300 .51 .50 .00180 65 145 3600.0 67.1 60.0 .0200 .016 .250 .100 .300 .51 .50 .00180 66 138 3000.0 55.2 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 67 133 4000.0 77.7 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 68 137 7200.0 109.4 40.0 .0800 .016 .250 .100 .300 .51 .50 .00180 69 141 3300.0 34.4 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 70 140 8000.0 49.6 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 71 155 2000.0 61.5 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 154 4600.0 86.0 45.0 .0050 .016 .250 .100 .300 .51 .50 .00180 '72 73 153 2000.0 53.2 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 74 151 4000.0 72.1 50.0 .0400 .016 .250 .100 .300 .51 .50 .00180 75 152 1000.0 41.3 60.0 .0200 .016 .250 .100 .300 .51 .50 .00180 76 160 6400.0 132.2 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 77 157 3200.0 34.1 50.0 .0050 .016 .250 .100 .300 .51 .50 .00180 78 158 2900.0 96.2 60.0 .0100 .016 .250 .100 .300 .51 .50 .00180 79 159 2600.0 93.2 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 80 165 3200.0 52.2 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 162 6800.0 80.7 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 '81 82 164 3000.0 63.5 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 85 148 6000.0 107.4 20.0 .0100 .016 .250 .100 .300 .51 .50 .00180 86 300 950.0 11.6 23.0 .0150 .016 .250 .100 .300 .51 .50 .00180 92 307 1300.0 85.1 10.0 .0500 .016 .250 .100 .300 .51 .50 .00180 372 2875.0 6.6 45.0 .0300 .016 .250 .100 .300 .51 .50 .00180 '350 351 373 1668.0 3.8 45.0 .0230 .016 .250 .100 .300 .51 .50 .00180 352 374 1699.0 3.9 45.0 .0240 .016 .250 .100 .300 .51 .50 .00180 353 375 6921.0 14.3 45.0 .0380 .016 .250 .100 .300 .51 .50 .00180 354 376 1026.0 3.3 40.0 .1000 .016 .250 .100 .300 .51 .50 .00180 355 313 5791.0 22.6 20.0 .0190 .016 .250 .100 .300 .51 .50 .00180 356 378 3298.0 5.3 45.0 .0260 .016 .250 .100 .300 .51 .50 .00180 357 379 4501.0 15.5 40.0 .0380 .016 .250 .100 .300 .51 .50 .00180 358 380 1350.0 3.1 15.0 .0710 .016 .250 .100 .300 .51 .50 .00180 359 381 8276.0 9.5 45.0 .0370 .016 .250 .100 .300 .51 .50 .00180 ' 360 317 1742.0 1.8 45.0 .0340 .016 .250 .100 .300 .51 .50 .00180 1 383 1394.0 1.6 45.0 .0300 .016 .250 .100 .300 .51 .50 .00180 384 4937.0 1.7 90.0 .0350 .016 .250 .100 .300 .51 .50 .00180 ' 03 385 1139.0 1.7 20.0 .0130 .016 .250 .100 .300 .51 .50 .00180 w 364 386 4138.0 9.5 15.0 365 387 1794.0 7.2 15.0 366 388 2772.0 3.5 10.0 367 389 1321:0 91.0 10.0 368 390 740.0 17.0 10.0 369 391 1160.0 21.3 10.0 370 392 2197.0 80.7 10.0 371 393 443.0 11.2 10.0 341 333 1584.0 2.0 45.0 340 386 3484.0 3.2 90.0 700 699 2041.0 1.6 90.0 701 698 2648.0 1.5 90.0 TOTAL NUMBER OF SUBCATCHMENTS, 85 TOTAL TRIBUTARY AREA (ACRES), 3555.20 HYDROGRAPHS WILL BE SAVED FOR THE FOLLOWING 86 350 351 352 359 360 361 362 369 370 371 18 .0130 .016 .250 .100 .300 .51 .50 .00180 .0170 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0980 .016 .250 .100 .300 .51 .50 .00180 .1110 .016 .250 .100 .300 .51 .50 .00180 .2090 .016 .250 .100 .300 .51 .50 .00180 .2840 .016 .250 .100 .300 .51 .50 .00180 .0540 .016 .250 .100 .300 .51 .50 .00180 .0200 .016 .250 .100 .300 .51 .50 .00180 .0060 .016 .250 .100 .300 .51 .50 .00180 .0050 .016 .250 .100 .300 .51 .50 .00180 .0050 .016 .250 .100 .300 .51 .50 .00180 24 SUBCATCHMENTS FOR SUBSEQUENT USE WITH UDSWM2-PC 353 354 355 356 357 358 363 364 365 366 367 368 100-yr/CANAL IMPORTATION BASIN Proposed Cord. fivepon.NEW, Ft. Collins, CO DATE:12/20/94BY RBD ENGINEERS INC. HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 18 86 350 351 352 353 354 355 356 357 1. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 2. .0 .0 .0 .0 0 .0 .0 .0 .0 .0 3. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5. .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 6. .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 7. .1 .0 .0 .0 .0 .1 .0 .0 .0 .0 8. .1 .0 .0 .0 .0 .1 .0 .0 .0 .1 9. .5 .1 .2 .1 .1 .4 .1 .2 .2 .3 10. 3.0 .3 1.0 .5 .5 2.5 .6 1.5 1.0 1.8 11. 7.1 .7 2.1 1.1 1.2 5.2 1.1 3.4 2.0 4.1 12. 12.2 1.4 3.3 1.8 1.9 7.7 1.6 5.1 2.9 6.4 13. 15.9 2.0 3.9 2.2 2.2 8.8 1.8 6.0 3.3 7.8 14. 18.3 2.5 4.1 2.3 2.4 9.1 1.9 6.3 3.4 8.5 15. 19.7 2.9 4.2 2.4 2.5 9.3 1.9 6.5 3.4 8.8 16. 21.3 3.3 4.5 2.6 2.6 9.8 2.0 6.9 3.7 9.3 17. 23.0 3.7 4.8 2.8 2.8 10.6 2.2 7.4 3.9 10.0 18. 23.9 4.0 5.0 2.8 2.9 10.8 2.2 7.6 4.0 10.3 19. 24.4 4.1 5.0 2.9 3.0 10.9 2.2 7.6 4.0 10.4 20. 24.7 4.3 5.0 2.9 3.0 10.9 2.2 7.6 4.0 10.5 21. 29.7 5.0 6.3 3.6 3.7 14.0 2.9 9.7 5.2 13.0 22. 37.6 6.1 8.2 4.6 4.8 18.2 3.8 12.5 6.8 16.7 23. 41.7 6.9 8.9 5.1 5.2 19.5 4.0 13.6 7.2 18.3 24. 44.6 7.5 9.4 5.4 5.5 20.8 4.3 14.4 7.7 19.5 25. 47.1 7.9 10.1 5.7 5.9 22.3 4.7 15.5 8.3 20.7 26. 59.4 9.5 13.4 7.5 7.8 30.5 6.5 21.0 11.5 27.2 27. 77.9 12.0 18.1 10.1 10.4 41.4 8.9 28.7 15.6 36.4 28. 89.1 13.8 20.4 11.4 11.7 46.4 10.1 33.1 17.4 41.3 29. 97.6 15.1 22.1 12.4 12.7 50.4 11.0 37.1 18.9 45.1 30. 105.2 16.2 23.7 13.2 13.6 53.9 11.9 41.3 20.2 48.6 31. 136.9 20.2 31.5 17.5 18.1 72.2 16.1 56.0 27.2 64.4 32. 182.0 26.3 41.5 23.2 23.9 94.9 21.1 75.4 35.6 85.4 33. 207.4 30.4 45.4 25.5 26.2 102.6 22.9 86.2 38.4 94.9 34. 227.0 33.5 48.3 27.1 27.9 108.6 24.4 96.5 40.7 102.1 35. 244.7 36.1 50.6 28.5 29.3 113.3 25.6 106.4 42.3 108.2 36. 223.5 33.8 42.8 24.3 25.0 94.1 21.5 99.5 35.0 94.4 37. 188.5 29.1 32.9 18.9 19.4 71.2 16.5 87.3 26.3 75.4 38. 177.6 27.3 29.9 17.2 17.7 64.8 15.1 84.8 24.0 69.4 39. 173.2 26.6 28.3 16.3 16.7 61.0 14.2 83.6 22.5 66.1 40. 171.0 26.6 27.1 15.6 16.0 58.3 13.6 82.8 21.5 63.8 41. 160.3 25.6 23.9 13.9 14.2 50.7 11.8 77.8 18.7 57.3 loo 0 0 0 0 0 ' 0 0 0 0 ' 0 0 0 0 0 ' 0 1 1 1 1 ' 1 1 1 1 ' 1 1 1 1 1 ' 1 1 1 1 1 1 42. 145.5 24.0 20.1 11.8 12.1 42.2 9.9 71.2 15.5 49.5 43. 136.9 23.1 18.3 10.7 11.0 38.4 9.0 67.5 14.1 45.3 44. 130.9 22.5 17.1 10.0 10.3 35.9 8.4 64.6 13.2 42.5 45. 126.3 22.2 16.3 9.5 9.8 34.2 8.0 62.2 12.5 40.4 46. 119.4 21.6 14.8 8.7 8.9 31.0 7.2 58.7 11.4 37.2 47. 111.2 20.8 13.2 7.8 8.0 27.4 6.4 54.7 10.0 33.5 48. 105.4 20.2 12.3 7.2 7.4 25.4 6.0 51.8 9.3 31.2 49. 100.7 19.7 11.6 6.8 7.0 24.1 5.6 49.4 8.8 29.5 50. 96.9 19.4 11.1 6.6 6.7 23.2 5.4 47.4 8.5 28.2 51. 91.9 18.8 10.3 6.1 6.2 21.4 5.0 44.8 7.8 26.2 52. 86.3 18.2 9.4 5.5 5.7 19.3 4.5 42.0 7.1 24.0 53. 81.9 17.7 8.8 5.2 5.3 18.2 4.2 39.9 6.6 22.6 54. 78.3 17.3 8.4 5.0 5.1 17.4 4.0 38.0 6.4 21.5 55. 75.3 16.9 8.1 4.8 4.9 16.7 3.9 36.5 6.1 20.6 56. 71.1 16.4 7.4 4.4 4.5 15.3 3.5 34.3 5.6 19.0 57. 66.2 15.7 6.6 3.9 4.0 13.6 3.2 31.9 5.0 17.2 58. 62.3 15.2 6.1 3.7 3.7 12.6 2.9 30.1 4.6 16.0 59. 59.2 14.7 5.8 3.4 3.5 11.9 2.8 28.5 4.3 15.1 0. 56.5 14.3 5.5 3.3 3.4 11.4 2.6 27.2 4.2 14.4 1. 53.3 13.8 5.1 3.0 3.1 10.4 2.4 25.6 3.8 13.3 2. 49:6 13.3 4.6 2.7 2.8 9.3 2.1 23.8 3.4 12.1 3. 46.7 12.8 4.2 2.5 2.6 8.5 2.0 22.3 3.1 11.2 4. 44.2 12.4 4.0 2.4 2.4 8.0 1.8 21.1 2.9 10.5 5. 42.0 12.0 3.8 2.2 2.3 7.6 1.8 20.0 2.8 9.9 6. 39.7 11.6 3:5 2.1 2.1 7.1 1.6 18.9 2.6 9.3 7. 37.4 11.1 3.2 1.9 2.0 6.4 1.5 17.7 2.3 8.5 8. 35.3 10.8 3.0 1.8 1.8 6.0 1.4 16.7 2.2 8.0 9. 33.6 10.4 2.8 1.7 1.7. 5.7 1.3 15.8 2.1 7.5 10. 32.0 10.1 2.7 1.6 1.7 5.4 1.2 15.0 2.0 7.2 11. 30.3 9.8 2.5 1.5 1.5 5.0 1.1 14.2 1.8 6.7 12. 28.6 9.4 2.3 1.4 1.4 4.6 1.0 13.4 1.7 6.2 13. 27.1 9.1 2.1 1.3 1.3 4.3 1.0 12.7 1.5 5.8 14. 25.8 8.8 2.0 1.2 1.3 4.1 .9 12.0 1.5 5.5 15. 24.7 8.6 1.9 1.2 1.2 3.9 .9 11.5 1.4 5.2 16. 23.7 8.3 1.9 1.1 1.2 .3.8 .8 11.0 1.4 5.0 17. 22.8 8.1 1.8 1.1 1.1 3.7 .8 10.5 1.3 4.8 18. 21.9 7.9 1.8 1.1 1.1 3.6 .8 10.1 1.3 4.7 19. 21.1 7.7 1.7 1.0 1.1 3.5 .8 9.7 1.3 4.5 20. 20.4 7.5 1.7 1.0 1.0 3.4 .8 9.3 1.2 4.4 21. 19.5 7.3 1.6 .9 1.0 3.2 .7 8.9 1.1 4.1 22. 18.4 7.0 1.4 .9 .9 2.8 .6 8.4 1.0 3.8 23. 17.5 6.8 1.3 .8 .8 2.6 .6 8.0 1.0 3.6 24. 16.8 6.6 1.3 .8 .8 2.5 .6 7.6 .9 3.4 25. 16.1 6.5 1.2 .7 .7 2.4 .5 7.3 .9 3.3 26. 15.5 6.3 1.2 .7 .7 2.3 .5 7.1 .8 3.1 27. 15.0 6.1 1.1 .7 .7 2.3 .5 6.8 .8 3.0 28. 14.5 6.0 1.1 .7 .7 2.2 .5 6.6 .8 2.9 29. 14.0 5.8 1.1 .7 .7 2.2 .5 6.3 .8 2.9 30. 13.6 5.7 1.1 .6 .7 2.2 .5 6.1 .8 2.8 31. 13.2 5.6 1.0 .6 .6 2.1 .5 5.9 .8 2.7 32. 12.8 5.4 1.0 .6 .6 2.1 .5 5.8 .8 2.7 33. 12.5 5.3 1.0 .6 .6 2.1 .5 5.6 .8 2.6 34. 12.2 5.2 1.0 .6 .6 2.0 .4 5.4 .7 2.6 35. 11.9 5.1 1.0 .6 .6 2.0 .4 5.3 .7 2.5 36. 11.6 5.0 1.0 .6 .6 2.0 .4 5.1 .7 2.5 37. 11.3 4.9 1.0 .6 .6 2.0 .4 5.0 .7 2.4 38. 11.0 4.8 1.0 .6 .6 2.0 .4. 4.9 .7 2.4 39. 10.8 4.7 .9 .6 .6 1.9 .4 4.7 .7 2.4 40. 10.6 4.6 .9 .6 .6 1.9 .4 4.6 .7 2.3 41. 10.3 4.5 .9 .6 .6 1.9 .4 4.5 .7 2.3 42. 10.1 4.4 .9 .5 .6 1.9 .4 4.4 .7 2.3 43. 9.9 4.3 .9 .5 .6 1.9 .4 4.3 .7 2.2 44. 9.7 4.3 .9 .5 .5 1.9 .4 4.2 .7 2.2 45. 9.5 4.2 .9 .5 .5 1.9 .4 4.1 .7 2.2 46. 9.3 4.1 .9 .5 .5 1.8 .4 4.0 .7 2.2 47. 9.2 4.0 .9 .5 .5 1.8 .4 3.9 .7 2.1 48. 9.0 4.0 .9 .5 .5 1.8 .4 3.8 .7 2.1 49. 8.8 3.9 .9 .5 .5 1.8 .4 3.7 .7 2.1 50. 8.7 3.8 .9 .5 .5 1.8 .4 3.7 .7 2.1 51. 8.3 3.7 .8 .5 .5 1.6 ..3 3.5 .6 1.9 52. 7.8 3.6 .7 .4 .4 1.4 .3 3.3 .5 1.7 53. 7.4 3.5 .6 .4 .4 1.3 .3 3.1 .5 1.6 Z ' 3 3 3 3 3 ' 3 3 3 3 ' 3 3 3 3 3 ' 3 3 3 3 t 3 3 3 3 3 ' 3 3 3 3 3 ' 3 3 3 1 t 1 L 6. .6 .8 .0 .0 .0 7. .6 .8 .0 .0 .0 8. .6 .8 .0 .0 .0 9. .6 .8 .0 .0 .0 10. .5 .8 .0 .0 .0 11. .5 .8 .0 .0 .0 12. .5 .8 .0 .0 .0 13. .5 .7 .0 .0 .0 14. .5 .7 .0 .0 .0 15. .5 .7 .0 .0 .0 16. .4 .7 .0 .0 .0 17. .4 .7 .0 .0 .0 18. .4 .7 .0 .0 .0 19. .4 .7 .0 .0 .0 20. .4 .7 .0 .0 .0 21. .4 .7 .0 .0 .0 22. .4 .7 .0 .0 .0 23. .4 .6 .0 .0 .0 24. .3 .6 .0 .0 .0 25. .3 .6 .0 .0 .0 26. .3 .6 .0 .0 .0 27. .3 .6 .0 .0 .0 28. .3 .6 .0 .0 .0 29. .3 .6 .0 .0 .0 30. .3 .6 .0 .0 .0 31. .3 .6 .0 .0 .0 32. .3 .6 .0 .0 .0 33. .3 .6 .0 .0 .0 34. .2 .5 .0 .0 .0 35. .2 .5 .0 .0 .0 36. .2 .5 .0 .0 .0 37. .2 .5 .0 .0 .0 38. .2 .5 .0 .0 .0 39. .2 .5 .0 .0 .0 40. .2 .5 .0 .0 .0 41. .2 .5 0 .0 .0 42. .2 .5 .0 .0 .0 43. .2 .5 .0 .0 .0 44. .2 .5 .0 .0 .0 45. .2 .5 .0 .0 .0 46. 1 .5 .0 .0 .0 47. 1 .5 .0 .0 .0 48. 1 .4 .0 .0 .0 49. 1 .4 .0 .0 .0 50. 1 .4 .0 .0 .0 51. 1 .4 .0 .0 .0 52. 1 .4 .0 .0 .0 53. 1 .4 .0 .0 .0 54. 1 .4 .0 .0 .0 55. 1 .4 .0 .0 .0 56. 1 .4 .0 .0 .0 57. 1 .4 .0 .0 .0 58. 1 .4 .0 .0 .0 59. 1 .4 .0 .0 .0 0. 1 .4 .0 .0 .0 1. 1 .4 .0 .0 .0 2. 1 .4 .0 .0 .0 3. 1 .4 .0 .0 .0 4. 1 .4 .0 .0 .0 5. .0 .4 .0 .0 .0 6. .0 .3 .0 .0 .0 7. .0 .3 .0 .0 .0 8. .0 .3 .0 .0 .0 9. .0 .3 .0 .0 .0 10. .0 .3 .0 .0 .0 11. .0 .3 .0 .0 .0 12. .0 .3 .0 .0 .0 13. .0 .3 .0 .0 .0 14. .0 .3 .0 .0 .0 15. .0 .3 .0 .0 .0 16. .0 .3 .0 .0 .0 17. .0 .3 .0 .0 .0 41. .0 .0 .0 .0 .0 .0 .2 .2 .0 18.9 42. .0 .0 .0 .0 .0 .0 .1 .2 .0 18.7 43. .0 .0 .0 .0 .0 .0 .1 .2 .0 18.5 44. .0 .0 .0 .0 .0 .0 .1 .2 .0 18.3 45. .0 .0 .0 .0 .0 .0 .1 .2 .0 18.1 46. .0 .0 .0 .0 .0 .0 .1 .2 .0 17.9 47. .0 .0 .0 .0 .0 .0 .1 .2 .0 17.7 48. .0 .0 .0 .0 .0 .0 .1 .2 .0 17.5 49. .0 .0 .0 .0 .0 .0 .1 .2 .0 17.3 50. .0 .0 .0 .0 .0 .0 .1 .2 .0 17.1 51. .0 .0 .0 .0 .0 .0 .1 .2 .0 17.0 52. .0 .0 .0 .0 .0 .0 .1 .2 .0 16.8 53. .0 .0 .0 .0 .0 .0 .1 .2 .0 16.6 54. .0 .0 .0 .0 .0 .0 .1 .2 .0 16.4 55. .0 .0 .0 .0 .0 .0 .1 .2 .0 16.3 56. .0 .0 .0 .0 .0 .0 .1 .2 .0 16.1 57. .0 .0 .0 .0 .0 .0 .1 .2 .0 15.9 58. .0 .0 .0 .0 .0 .0 .1 .2 .0 15.8 59. .0 .0 .0 .0 .0 .0 .1 .1 .0 15.6 0. .0 .0 .0 .0 .0 .0 .1 .1 .0 15.4 1. .0 .0 .0 .0 .0 .0 .1 .1 .0 15.3 2. .0 .0 .0 .0 .0 .0 .1 .1 .0 15.1 3. .0 .0 .0 .0 .0 .0 .1 .1 .0 15.0 4. .0 .0 .0 .0 .0 .0 .1 .1 .0 14.8 5. .0 .0 .0 .0 .0 .0 .1 .1 .0 14.7 6. .0 .0 .0 .0 .0 .0 .1 .1 .0 14.5 7. .0 .0 .0 .0 .0 .0 .1 .1 .0 14.4 8. .0 .0 .0 .0 .0 .0 .0 .1 .0 14.2 9. .0 .0 .0 .0 .0 .0 .0 .1 .0 14.1 10. .0 .0 .0 .0 .0 .0 .0 .1 .0 13.9 11. .0 .0 .0 .0 .0 .0 .0 .1 .0 13.8 12. .0 .0 .0 .0 .0 .0 .0 .1 .0 13.7 13. .0 .0 .0 .0 .0 .0 .0 .1 .0 13.5 14. .0 .0 .0 .0 .0 .0 .0 .1 .0 13.4 15. .0 .0 .0 .0 .0 .0 .0 .1 .0 13.3 16. .0 .0 .0 .0 .0 .0 .0 .1 .0 13.1 17. .0 .0 .0 .0 .0 .0 .0 .1 .0 13.0 18. .0 .0 .0 .0 .0 .0 .0 .1 .0 12.9 19. .0 .0 .0 .0 .0 .0 .0 1 .0 12.8 20. .0 .0 .0 .0 .0 .0 .0 .1 .0 12.6 21. .0 .0 .0 .0 .0 .0 .0 .1 .0 12.5 22. .0 .0 .0 .0 .0 .0 .0 .1 .0 12.4 23. .0 .0 .0 .0 .0 .0 .0 .1 .0 12.3 24. .0 .0 .0 .0 .0 .0 .0 .1 .0 12.1 25. .0 .0 .0 .0 .0 .0 .0 .1 .0 12.0 26. .0 .0 .0 .0 .0 .0 .0 .1 .0 11.9 27. .0 .0 .0 .0 .0 .0 .0 .1 .0 11.8 28. .0 .0 .0 .0 .0 .0 .0 .1 .0 11.7 29. .0 .0 .0 .0 .0 .0 .0 .1 .0 11.6 30. .0 .0 .0 .0 .0 .0 .0 .1 .0 11.5 31. .0 .0 .0 .0 .0 .0 .0 .1 .0 11.4 32. .0 .0 .0 .0 .0 .0 .0 .1 .0 11.3 33. .0 .0 .0 .0 .0 .0 .0 .1 .0 11.1 34. .0 .0 .0 .0 .0 .0 .0 .1 :0 11.0 35. .0 .0 .0 .0 .0 .0 .0 .0 .0 10.9 36. .0 .0 .0 .0 .0 .0 .0 .0 .0 10.8 37. .0 .0 .0 .0 .0 .0 .0 .0 .0 10.7 38. .0 .0 .0 .0 .0 .0 .0 .0 .0 10.6 39. .0 .0 .0 .0 .0 .0 .0 .0 .0 10.5 40. .0 .0 .0 .0 .0 .0 .0 .0 .0 10.4 41. .0 .0 .0 .0 .0 .0 .0 .0 .0 10.3 42. .0 .0 .0 .0 .0 .0 .0 .0 .0 10.2 43. .0 .0 .0 .0 .0 .0 .0 .0 .0 10.2 44. .0 .0 .0 .0 .0 .0 .0 .0 .0 10.1 45. .0 .0 .0 .0 .0 .0 .0 .0 .0 10.0 46. .0 .0 .0 .0 .0 .0 .0 .0 .0 9.9 47. .0 .0 .0 .0 .0 .0 .0 .0 .0 9.8 48. .0 .0 .0 .0 .0 .0 .0 .0 .0 9.7 49. .0 .0 .0 .0 .0 .0 .0 .0 .0 9.6 50. .0 .0 .0 .0 .0 .0 .0 .0 .0 9.5 51. .0 .0 .0 .0 .0 .0 .0 .0 .0 9.4 52. .0 .0 .0 .0 .0 .0 .0 .0 .0 9.4 11 29. .8 .4 3.6 30. .8 .4 3.6 3 31. .7 .4 3.5 3. .7 3. '3 3 33. .7 .4 .4 3.4 3 34. .7 .4 3.4 3 35. .7 .4 3.3 3 36. .7 .3 3.3 3 37. .7 .3 3.2 3 38. .7 .3 3.2 3 39. .7 .3 3.1 3 40. .6 .3 3.1 41. .6 .3 3.0 3 42. .6 .3 3.0 '3 3 43. .6 .3 2.9 3 44. .6 .3 2.9 3 45. .6 .3 2.8 46. .6 .3 2.8 '3 3 47. .6 .3 2.7 3 48. .6 .3 2.7 3 49. .6 .2 2.6 5. .5 2 2.6 3 51. .5 .2 2.6 '3 3 52. .5 .2 2.5 3 53. .5 .2 2.5 3 54. .5 .2 2.4 3 55. .5 .2 2.4 3 56. .5 .2 2.4 3 57. .5 .2 2.3 3 58. .5 .2 2.3 3 5. .5 .2 2.3 4 0 0. .5 .2 2.2 ' 4 1. .5 .2 2.2 4 2. .5 .2 2.2 3. .4 .2 2.1 4. .4 .2 2.1 ' 5. .4 .2 2.1 4 6. .4 .2 2.0 4 7. .4 .2 2.0 4 8. .4 .1 2.0 '4 9. .4 .1 1.9 4 10. .4 .1 1.9 4 11. .4 .1 1.9 4 12. .4 .1 1.8 13. .4 .1 1.8 '4 4 14. .4 .1 1.8 4 15. .4 .1 1.7 4 16. .4 .1 1.7 4 17. .4 .1 1.7 18. .3 .1 1.7 '4 4 19. .3 .1 1.6 4 20. .3 .1 1.6 4 21. .3 .1 1.6 22. 1.6 '4 4 23. .3 .3 .1 .1 1.5 4 24. .3 .1 1.5 4 25. .3 .1 1.5 4 26. .3 .1 1.5 27. .3 .1 1.4 '4 4 28. .3 .1 1.4 4 29. .3 .1 1.4 4 30. .3 .1 1.4 31. 1.3 '4 4 32. .3 .3 .1 .1 1.3 4 33. .3 .1 1.3 4 34. .3 .1 1.3 4 35. .3 .1 1.2 ' 4 36. .3 .1 1.2 4 37. .3 .1 1.2 38. .2 .0 1.2 39. .2 .0 1.2 1 4 40. .2 .0 1.1 41. .2 .0 1.1 .3 42. .2 0 1.1 .3 4 43. .2 .0 1.1 .3 4 44. .2 .0 1.1 .3 4 45. .2 .0 1.0 .3 4 46. .2 .0 1.0 .3 4 47. .2 .0 1.0 .3 4 48. .2 .0 1.0 .3 4 49. .2 .0 1.0 .3 4 50. .2 .0 1.0 .3 4 51. .2 .0 .9 .3 4 52. .2 .0 .9 .3 4 53. .2 .0 .9 .3 4 54. .2 .0 .9 .3 4 55. .2 .0 .9 .3 4 56. 2 .0 .9 .3 4 57. .2 .0 .8 .3 4 58. .2 .0 .8 .3 4 59. .2 .0 .8 .3 5 0. .2 .0 .8 .3 100-yr/CANAL IMPORTATION BASIN Proposed Cond. fivepon.NEW, Ft. Collins, CO DATE:12/20/94BY RBD ENGINEERS INC. I*** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** ' WATERSHED AREA (ACRES) 3555.200 TOTAL RAINFALL (INCHES) 2.890 L INFILTRATION (INCHES) .548 ' TOTAL WATERSHED OUTFLOW (INCHES) 2.011 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .331 ' ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 100-yr/CANAL IMPORTATION BASIN Proposed Cond. fivepon.NEW, Ft. Collins, CO DATE:12/20/94BY RBD ENGINEERS INC. WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) ' 300 301 0 4 CHANNEL .0 420. .0360 50.0 50.0 .016 .40 0 OVERFLOW 18.0 420. .0360 20.0 20.0 .020 10.00 301 102 3 2 PIPE .0 150. .0050 .0 .0 .013 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .9 1.3 1.2 41.3 '.0 389 102 0 1 CHANNEL 5.0 2200. .0200 5.0 5.0 .035 100.00 0 387 394 0 3 .0 0. .0010 .0 .0 .001 10.00 0 375 374 0 4 CHANNEL .0 1500. .0380 50.0 50.0 .016 .40 0 OVERFLOW 36.0 1500. .0380 20.0 20.0 .020 10.00 ' 372 394 0 4 CHANNEL .0 650. .0200 50.0 50.0 .016 .40 0 OVERFLOW 36.0 650. .0200 20.0 20.0 .020 10.00 374 373 0 4 CHANNEL .0 600. .0240 50.0 50.0 .016 .40 0 OVERFLOW 36.0 600. .0240 20.0 20.0 .020 10.00 373 394 0 5 PIPE 2.0 150. .0667 .0 .0 .013 2.00 0 ' OVERFLOW .0 150. .0667 4.0 4.0 .035 10.00 10 313 0 1 CHANNEL 10.0 600. .1100 10.0 10.0 .035 10.00 0 313 0 1 CHANNEL 10.0 800. .2100 10.0 10.0 .035 10.00 0 ' �(6 313 0 4 CHANNEL .0 550. .0300 50.0 50.0 .016 .40 0 ' .0 .0 .0 1.4 .1 7.5 .2 12.0 .6 14.7 1.5 16.0 3.2 18.0 5.7 20.0 6.0 48.6 6.5 100.6 57 59 0 4 CHANNEL 3.0 1950. .0070 2.0 2.0 .040 3.00 0 OVERFLOW 3.0 1950. .0070 100.0 100.0 .080 100.00 ' 59 61. 0 4 CHANNEL 5.0 1200. .0070 4.0 4.0 .040 3.00 0 OVERFLOW 5.0 1200. .0070 100.0 100.0 .080 100.00 61 63 0 4 CHANNEL 5.0 1550. .0060 .4.0 4.0 .040 3.00 0 OVERFLOW 5.0 1550. .0060 100.0 100.0 .080 100.00 63 68 5 2 PIPE 3.0 50. .0100 .0 .0 .013 3.00 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 .0 1.8 .0 4.7 25.0 9.3 280.0 65 67 0 4 CHANNEL 1.0 2600. .0100 33.0 1.0 .016 1.50 0 OVERFLOW 1.0 2600. .0100 33.0 100.0 .040 100.00 67 69 0 1 CHANNEL 12.0 950. .0004 1.5 1.5 .020 100.00 0 68 268 4 5 PIPE 6.9 2400. .0004 .0 .0 .035 6.90 269 OVERFLOW 50.0 1600. .0006 100.0 100.0 .040 100.00 DIVERSION TO GUTTER NUMBER 269 - TOTAL O VS DIVERTED O IN CFS .0 49.1 .0 49.1 .1 5000.0 4950.9 '.0 268 69 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 269 70 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 69 98 0 1 CHANNEL 12.0 2400. .0004 1.5 1.5 .020 100.00 0 70 270 4 5 PIPE 9.0 100. .11004 .0 .0 .035 9.00 271 t OVERFLOW 10.0 600. .0001 50.0 50.0 .040 100.00 DIVERSION TO GUTTER NUMBER 271 - TOTAL 0 VS DIVERTED O IN CFS .0 .0 99.7 .0 99.7 .1 5000.0 4900.3 270 43 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 271 145 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 98 99 0 1 CHANNEL 30.0 1000. .0040 30.0 30.0 .035 100.00 0 99 0 0 1 CHANNEL 30.0 1000. .0040 30.0 30.0 .035 100.00 0 202 104 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 51 0 3 100.0 0. .0010 .0 -0 .001 100.00 0 104 98 0 1 CHANNEL 15.0 3950. .0004 2.0 2.0 .020 100.00 0 '2113 130 137 0 5 PIPE 2.0 2900. .0080 .0 .0 .013 2.00 0 OVERFLOW 1.0 2900. .0080 30.0 30.0 .016 100.00 '1 135 0 1 CHANNEL 2.0 3200. .0080 30.0 30.0 .016 100.00 0 2 133 0 1 CHANNEL 2.0 1600. .0100 30.0 30.0 .016 100.00 0 .33 154 0 5 PIPE 2.0 2400. .0100 .0 .0 .014 2.00 0 OVERFLOW 2.0 2400. .0100 30.0 30.0 .016 100.00 134 234 4 5 PIPE 3.5 800. .0070 .0 .0 .014 3.50 235 OVERFLOW 2.0 1800. .0031 30.0 30.0 .016 100.00 DIVERSION TO GUTTER NUMBER 235 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 84.0 .0 84.0 .1 5000.0 4916.0 234 155 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 235 154 _ 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 135 155 0 5 PIPE 1.8 3200. .0080 .0 .0 .014 1.80 0 ' OVERFLOW 2.0 3200. .0080 30.0 30.0 .016 100.00 136 139 0 1 CHANNEL 1.0 4200. .0050 30.0 30.0 .016 100.00 0 137 134 0 5 PIPE 3.5 1800. .0080 .0 .0 .014 3.50 0 OVERFLOW 2.0 1800. .0080 30.0 30.0 .016 100.00 138 133 0 5 PIPE 1.5 2000. .0040 .0 .0 .013 1.50 0 OVERFLOW 2.0 2000. .0040 30.0 30.0 .016 100.00 139 238 7 4 CHANNEL 1.0 700. .0060 .0 .0 .014 1.00 - 239 OVERFLOW 1.0 500. .0084 30.0 4.0 .016 100.00 DIVERSION TO GUTTER NUMBER 239 - TOTAL 0 VS DIVERTED 0 IN CFS ' .0 .0 .1 .0 6.2 1.4 42.2 34.5 59.4 51.0 129.7 119.2 218.0 200.0 238 153 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 239 151 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 140 156 0 1 CHANNEL 2.0 4000. .0100 30.0 30.0 .016 100.00 0 141 156 0 5 PIPE 1.3 1400. .0100 .0 .0 .013 1.30 0 OVERFLOW 2.0 1400. .0100 30.0 30.0 .016 100.00 142 160. 4 2 PIPE 2.5 400. .0050 .0 .0 .013 100.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 5.7 72.2 21.4 144.0 48.6 264.0 143 146 0 1 CHANNEL 2.0 1500. .0080 30.0 30.0 .016 100.00 0 144 147 0 5 PIPE 1.3 800. .0050 .0 .0 .013 1.30 0 OVERFLOW 2.0 800. .0050 30.0 30.0 .016 100.00 145 147 0 5 PIPE 2.0 2000. .0070 .0 .0 .013 2.00 0 ' OVERFLOW 2.0 2000. .0070 30.0 30.0, .016 100.00 -6 245 4 5 PIPE 1.3 1200. .0030 .0 .0 .013 1.30 246 OVERFLOW 2.0 200. .0180 30.0 30.0 .016 100.00 ' DIVERSION TO GUTTER NUMBER 246 - TOTAL 0 VS DIVERTED 0 IN CFS ' .0 .0 3.8 .0 3.8 .1 5000.0 4996.2 j 147 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 246 136 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 147 247 4 5 PIPE 2.8 2000. .0050 .0 .0 . .013 2.80 248 OVERFLOW 10.0 400. .0250 50.0 50.0 .040 100.00 DIVERSION TO GUTTER NUMBER 248 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 40.2 .0 40.2 .1 5000.0 4959.8 247 99 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 248 148 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 148 149 0 5 PIPE 1.3 1800. .0060 .0 .0 .013 1.30 0 OVERFLOW 50.0 1800. .0060 50.0 50.0 .040 100.00 149 249 4 5 PIPE 7.8 1200. .0004 .0 .0 .035 7.80 250 OVERFLOW 50.0 600. .0008 50.0 50.0 .040 100.00 DIVERSION TO GUTTER NUMBER 250 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 68.1 .0 68.1 .1 5000.0 4931.9 249 99 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 250 150 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 150 151 6 2 PIPE .0 100. .0100 .0 .0 .010 .01 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.2 .0 7.8 .0 17.6 .0 31.8 .0 49.0 780.0 151 142 0 5 PIPE 2.0 2200. .0030 .0 .0 .013 2.00 0 OVERFLOW 10.0 2200. .0030 50.0 50.0 .016 100.00 152 160 0 5 PIPE 1.5 1900. .0030 .0 .0 .013 1.50 0 OVERFLOW 2.0 1900. .0030 30.0 30.0 .016 100.00 153 157 0 5 PIPE 2.3 2400. .0050 .0 .0 .013 2.30 0 OVERFLOW 2.0 2400. .0050 30.0 30.0 .016 100.00 154 157 0 5 PIPE 4.0 2300. 0050 .0 .0 .014 4.00 0 ' OVERFLOW 2.0 2300. .0050 30.0 30.0 .016 100.00 155 156 0 5 PIPE 4.0 1600. .0100 .0 .0 .014 4.00 0 OVERFLOW 2.0 1600. .0100 30.0 30.0 .016 100.00 ' 156 98 0 5 PIPE OVERFLOW 4.0 100.0 500. 500. 0100 .0100 .0 100.0 .0 100.0 .013 .030 4.00 100.00 0 157 163 0 5 PIPE 4.0 900. .0050 .0 .0 .013 4.00 0 OVERFLOW 2.0 900. .0050 30.0 30.0 .016 100.00 1 98 0 5 PIPE 2.3 1800. .0100 .0 .0 .013 2.30 0 OVERFLOW 2.0 1800. .0100 30.0 30.0 .016 100.00 ' 09 98 0 5 PIPE 4.5 2800. .0100 .0 .0 .013 4.50 0 OVERFLOW 2.0 2800. .0100 30.0 30.0 .016 100.00 160 161 0 5 PIPE 3.5 2900. .0050 .0 .0 .013 3.50 0 OVERFLOW 2.0 2900. .0050 30.0 30.0 .016 100.00 161 261 4 5 PIPE 3.5 500. .0050 .0 .0 .013 3.50 262 OVERFLOW 5.0 600. .0042 10.0 10.0 .040 100.00 DIVERSION TO GUTTER NUMBER 262 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 76.5 .0 76.5 .1 5000.0 4923.5 . 162 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 '261 262 164 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 162 99 0 5 PIPE 4.0 2400. .0100 .0 .0 .013 4.00 0 OVERFLOW 2.0 2400. .0100 30.0 30.0 .016 100.00 163 263 4 5 PIPE 4.0 500. 0100 .0 .0 .013 4,00 264 OVERFLOW 2.0 1200. .0042 30.0 30.0 .016 100.00 ' DIVERSION TO GUTTER NUMBER 264 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 154:4 .0 154.4 .1 5000.0 4845.6 263 159 0 3 100.0 0. .0010 .0 .0 .001 100.00 0 160 0 3 100.0 0. .0010 .0 .0, .001 100.00 0 '264 164 99 0 1 CHANNEL 10.0 2000. .0050 20.0 20.0 .040 100.00 0 165 99 0 5 PIPE 2.0 2000. .0100 .0 .0 .013 2.00 0 OVERFLOW 2.0 2000. .0100 30.0 30.0 .016 100.00 ' TOTAL NUMBER OF GUTTERS/PIPES, 156 100-yr/CANAL IMPORTATION BASIN Proposed Cord. fivepon.NEW, Ft. Collins, CO ' DATE:12/20/94BY RBD ENGINEERS INC. ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES . GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 12.0 2 0 0 0 0 0 0 0 0 0 0 83 0 0 0 0 0 0 0 0 0 44.0 3 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 14.4 ti t4 0 0 0 0 0 0 0 0 0 0 84 0 0 0 0 0 0 0 0 0 49.6 5 3 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 46.0 6 2 212 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 44.0 7 5 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 90.5 8 4 214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49.6 9 7 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 146.6 11 9 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 194.9 12 206 0 0 0 0 0 0 0 0 0 37 0 0 0 0 0 0 0 0 0 66.9 13 207 211 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 232.5 15 213 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 257.8 19 208 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 79.8 22 1 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 100.6 24 223 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0' 0 0 48.9 ' 26 24 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 48.9 28 26 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 76.3 30 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 76.3 .32 30 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 126.5 34 32 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 185.1 ' 37 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 43.1 38 34 37 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 274.6 40 12 38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 341.5 41 19 241 0 0 0 0 0 0 0 0 38 0 0 0 0 0 0 0 0 0 95.3 ' 43 270 0 0 0 0 0 0 0 0 0 36 0 0 0 0 0 0 0 0 0 177.6 51 401 203 0 0 0 0 0 0 0 0 18 0 0 0 0 0 0 0 0 0 301.0 53 51 0 0 0 .0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 301.0 55 53 0 0 0 0 0 0 0 0 0 19 0 0 0 0 0 0 0 0 0 332.6 57 55 0 0 0 0 0 0 0 0 .0 20 0 0 0 0 0 0 0 0 0 438.9 59 57 0 0 0 0 0 0 0 0 0 21 0 0 0 0 0 0 0 0 0 498.6 61 59 0 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 561.0 63 61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 561.0 65 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 0 0 0 0 35.4 ' 67 240 65 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 376.9 68 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 561.0 69 67 268 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 986.2 70 242 269 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 138.6 98 43 69 104 156 158 159 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2884.4 99 98 247 249 162 164 165 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3555.2 101 222 0 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 119.1 102 301 389 101 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 221.7 103 102 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 221.7 ' 104 202 0 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 0 377.8 130 209 15 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 391.0 131 0 0 0 0 0 0 0 0 0 0 59 0 0 0 0 0 0 0 0 0 38.4 132 0 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 61.5 133 132 138 0 0 0 0 0 0 0 0 67 0 0 0 0 0 0 0 0 0 194.4 ' 134 137 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500.4 135 131 0 0 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 90.6 136 246 0 0 0 0 0 0 0 0 0 58 0 0 0 0 0 0 0 0 0 49.2 137 130 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 0 0 500.4 ' 138 0 0 0 0 0 0 0 0 0 0 66 0 0 0 0 0 0 0 0 0 55.2 139 136 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49.2 140 0 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 49.6 141 0 0 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 0 0 0 34.4 142 151 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 72.1 ' 143 0 0 0 0' 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 16.9 144 0 0 0 0 0 0 0 0 0 0 64 0 0 0 0 0 0 0 0 0 37.4 145 243 271 0 0 0 0 0 0 0 0 65 0 0 0 0 0 0 0 0 0 67.1 146 143 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.9 ' 147 144 145 245 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 121.4 148 248 0 0 0 0 0 0 0 0 0 85 0 0 0 0 0 0 0 0 0 107.4 149 148 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 107.4 150 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 151 239 150 0 0 0 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 72.1 ' 152 0 0 0 0 0 0 0 0 0 0 75 0 0 0 0 0 0 0 0 0 41.3 153 238 0 0 0 0 0 0 0 0 0 73 0 0 0 0 0 0 0 0 0 102.4 154 133 235 0 0 0 0 0 0 0 0 72 0 0 0 0 0 0 0 0 0 280.4 155 234 135 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 652.5 t 156 140 141 155 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 736.5 157 153 154 0 0 0 0 0 0 0 0 77 0 0 0 0 0 0 0 0 0 416.9 158 0 0 0 0 0 0 0 0 0 0 78 0 0 0 0 0 0 0 0 0 96.2 159 263 0 0 0 0 0 0 0 0 0 79 0 0 0 0 0 0 0 0 0 510.1 1 160 142 152 264 0 0 0 0 0 0 0 76 0 0 0 0 0 0 0 0 0 245.6 t161 160 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 245.6 162 261 0 0 0 0 0 0 0 0 0 81 0 0 0 0 0 0 0 0 0 326.3 163 157 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 416.9 164 262 0 0 0 0 0 0 0 0 0 82 0 0 0 0 0 0 0 0 0 63.5 ' 165 0 0 0 0 0 0 0 0 0 0 80 0 0 0 0 0 0 0 0 0 52.2 202 309 605 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 306.8 203 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 .0 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 208 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49.6 209 t 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 211 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 194.9 212 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 213 13 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 232.5 214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 222 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100.6 223 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 234 134 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 500.4 235 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 238 139 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49.2 239 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 240 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 341.5 241 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 242 41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 95.3 243 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 245 146 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.9 246 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 247 147 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 121.4 248 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 249 149 0 0 0 0 0 0 0 0 0 .0 0 0 0 .0 0 0 0 0 0 107.4 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 261 161 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 245.6 ' 262 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 263 163 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 416.9 264 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 268 68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 561.0 269 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 270 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 138.6 271 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 300 0 0 0 0 0 0 0 0 0 0 86 0 0 0 0 0 0 0 0 0 11.6 301 300 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11.6 307 0 0 0 0 0 0 0 0 0 0 92 0 0 0 0 0 0 0 0 0 85.1 313 390 391 376 0 0 0 0 0 0 0 355 0 0 0 0 0 0 0 0 0 64.2 317 0 0 0 0 0 0 0 0 0 0 360 0 0 0 0 0 0 0 0 0 1.8 330 379 392 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 96.2 333 382 0 0 0 0- 0 0 0 0 0 341 0 0 0 0 0 0 0 0 0 11.5 ' 372 0 0 0 0 0 0 0 0 0 0 .350 0 0 0 0 0 0 0 0 0 6.6 373 374 0 0 0 0 0 0 0 0 0 351 0 0 0 0 0 0 0 0 0 22.0 374 375 0 0 0 0 0 0 0 0 0 352 0 0 0 0 0 0 0 0 0 18.2 375 0 0 0 0 0 0 0 0 0 0 353 0 0 0 0 0 0 0 0 0 14.3 ' 376 0 0 0 0 0 0 0 0 0 0 354 0 0 0 0 0 0 0 0 0 3.3 378 0 0 0 0 0 0 0 0 0 0 356 0 0 0 0 0 0 0 0 0 5.3 379 0 0 0 0 0 0 0 0 0 0 357 0 0 0 0 0 0 0 0 0 15.5 381 0 0 0 0 0 0 0 0 0 0 359 0 0 0 0 0 0 0 0 0 9.5 383 313 397 0 0 0 0 0 0 0 0 361 0 0 0 0 0 0 0 0 0 165.1 384 378 0 0 0 0 0 0 0 0 0 362 0 0 0 0 0 0 0 0 0 7.0 385 0 0 0 0 0 0 0 0 0 0 363 0 0 0 0 0 0 0 0 0 1.7 389 0 0 0 0 0 0 0 0 0 0 367 0 0 0 0 0 0 0 0 0 91.0 390 0 0 0 0 0 0 0 0 0 0 368 0 0 0 0 0 0 0 0 0 17.0 391 0 0 0 0 0 0 0 0 0 0 369 0 0 0 0 0 0 0 0 0 21.3 392 0 0 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 0 80.7 393 0 0 0 0 0 0 0 0 0 0 371 0 0 0 0 0 0 0 0 0 11.2 395 394 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 42.8 396 331 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 202.3 ' 397 380 330 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 99.3 398 332 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.7 399 400 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 46.3 605 103 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 221.7 ' NONCONVERGENCE IN GUTTER DURING TIME STEP 147 AT CONVEYANCE ELEMENT 26 1UO-yr/CANAL IMPORTATION BASIN Proposed Cord. fivepon.NEN, Ft. Collins, CO ' 7:12/20/94BY RBD ENGINEERS INC. . 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. (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) 51 53 55 101 102 103 202 203 331 332 0 1. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 0 4. .00 .00 .03 .00 .00 .00 .00 .00 .02 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 0 7. 00 .00 .01 .00 .00 .00 .00 .00 .05 .00 .01( ) .00( ) .00( ) .00( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 0 10. .08 .01 1.56 .00 .01 .00 .00 .00 3.00 .01 .09( ) .00(S) .00(S) .00( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 0 13. 1.70 .02 4.06 .05 .49 .02 .28 .00 11.94 .15 .38( ) .00(S) .02(S) .02( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 0 16. 5.40 .07 7.42 .28 2.37 .52 2.03 .00 18.56 .29 .62( ) .02(S) .05(S) .07( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 0 19. 10.31 :17 8.19 .86 5.54 2.49 6.47 .00 23.30 .41 .80( ) .05(S) .08(S) .14( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) ' 0 22. 16.99 .36 9.24 1.98 10.14 6.09 13.78 .00 39.73 .60 .98( ) .10(S) .12(S) .23( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 0 25. 26.91 .65 11.02 4.21 17.59 12.20 25.67 .00 56.28 .90 1.18( ) .19(S) .20(S) .37( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 28. 45.57 1.14 12.83 8.81 31.49 22.59 46.41 .00 111.12 1.94 1.45( ) .33(S) .35(S) .57( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 0 31. 73.93 1.93 14.68 17.31 53.96 41.05 80.06 .00 181.65 3.74 1.76( ) .57(S) .60(S) .84( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 0 34, 131.47 3,64 15.41 35.13 100.78 78,21 120,87 .00 313.02 7.38 2.20( ) .98(S) 1.09(S) 1.28( ) .00( ) 28.21(D) .00( ) .00( ) .00( ) .00( ) 0 37. 173.85 8.73 16.16 55.36 144.17 119.15 138.64 .00 361.43 8.73 2.45( ) 1.60(S) 1.63(S) 1.66( ) .00( ) 69.15(D) .00( ) .00( ) .00( ) .00( ) 0 40. 182.82 14.37 16.69 68.36 163.45 150.59 134.92 .00 391.62 7.81 2.50( ) 2.29(S) 2.08(S) 1.87( ) .00( ) 100.59(D) .00( ) .00( ) .00( ) .00( ) ' 0 43. 177.18 19.88 17.17 76.46 172.63 167.42 129.49 .00 385.91 6.32 2.47( ) 2.97(S) 2.48(S) 1.99( ) .00( ) 117.42(D) .00( ) .00( ) .00( ) .00( ) 0 46. 165.48 24.88 17.60 80.99 176.41 174.28 125.57 .00 378.93 5.11 2.40( ) 3.59(S) 2.85(S) 2.06( ) .00( ) 124.28(D) .00( ) .00( ) .00( ) .00( ) 0 49. 150.77 29.27 17.98 82.94 176.50 176.33 122.33 .00 362.42 4.09 ' 2.32( ) 4.13(S) 3.18(S) 2.09( ) .00( ) 126.33(D) .00( ) .00( ) .00( ) .00( ) 0 52. 136.52 33.04 18.24 83.32 174.99 175.78 120.14 .00 344.63 3.34 2.23( ) 4.59(S) 3.49(S) 2.09( ) .00( ) 125.78(D) .00( ) .00( ) .00( ) .00( ) 0 55. 122.92 35.85 18.46 82.58 173.27 173.74 118.07 .00 327.08 2.75 ' 2.14( ) 4.99(S) 3.77(S) 2.08( ) .00( ) 123.74(D) .00( ) .00( ) .00( ) .00( ) 0 58. 110.02 38.06 18.67 81.05 174.60 174.43 115.68 .00 306.25 2.25 2.05( ) 5.32(S) 4.03(S) 2.06( ) .00( ) 124.43(D) .00( ) .00( ) .00( ) .00( ) 1 1, 98.32 39.87 18,87 79.04 172.01 173,29 113.16 .00 286.76 1.85 1.96( ) 5.58(S) 4.27(S) 2.03( ) .00( ) 123.29(D) .00( ) .00( ) .00( ) .00( ) 1 4. 87.55 41.32 19.04 76.72 166.93 169.43 110.32 .00 267.14 1.50 1:88( ) 5.80(S) 4.49(S) 2.00( ) .00( ) 119.43(D) .00( ) .00( ) .00( ) .00( ) 1 7. 78.23 42.46 19.21 74.36 160.83 163.92 107.61 .00 248.61 1.22 1.80( ) 5.97(S) 4.70(S) 1.96( ) .00( ) 113.92(D) .00( ) .00( ) .00( ) .00( ) 1 10. 70.19 43.33 19.36 72.04 154.31 157.67 105.00 .00 231.59 1.00 1.72( ) 6.10(S) 4.89(S) 1.93( ) .00( ) 107.67(D) .00( ) .00( ) .00( ) .00( ) 1 13. 63.29 43.97 19.50 69.83 147.82 151.27 102.52 .00 215.11 .82 1.65( ) 6.19(S) 5.07(S) 1.89( ) .00( ) 101.27(D) .00( ) .00( ) .00( ) .00( ) 1 16. 57.49 44.42 19.64 67.80 141.64 145.00 100.24 .00 200.51 .68 ' 1.59( ) 6.26(S) 5.24(S) 1.86(') .00( ) 95.00(0) .00( ) .00( ) .00( ) .00( ) 19. 52.75 44.71 19.77 65.99 136.00 139.16 98.24 .00 187.19 .58 1.54( ) 6.30(S) 5.40(S) 1.83( ) .00( ) 89.16(D) .00( ) .00( ) .00( ) .00( ) ' 1 22. 48.77 44.87 19.90 64.37 130.85 133.84 96.38 .00 174.29 .50 I C 1 1.49( ) 6.33(S) 5.56(S) 1.81( ) .00( ) 83.84(D) .00( ) .00( ) .00( ) .00( ) 25. 45.26 44.93 20.86 62.89 125.97 128.85 94.53 .00 161.13 .42 1.45( ) 6.34(S) 5.71(S) 1.79( ) .00( ) 78.85(D) .00( ) .00( ) .00( ) .00( ) 1 28. 42.32 44.90 31.16 61.57 121.50 124.21 92.82 .00 149.34 .37 1.41( ) 6.33(S) 5.83(S) 1.76( ) .00( ) 74.21(D) .00( ) .00( ) .00( ) .00( ) 1 31. 39.90 44.79 38.06 60.42 117.48 '119.99 91.28 .00 138.47 .32 1.38( ) 6.32(S) 5.91(S) 1.74( ) .00( ) 69.99(D) .00( ) .00( ) .00( ) .00( ) 1 34. 37.91 44.63 42.61 59.42 113.88 116.20 89.87 .00 128.74 .29 1.35( ) 6.29(S) 5.96(S) 1.73( ) .00( ) 66.20(D) .00( ) .00( ) .00( ) .00( ) 1 37. 36.28 44.42 45.54 58.56 110.63 112.78 88.56 .00 119.67 .26 1.33( ) 6.26(S) 5.99(S) 1.71( ) .00( ) 62.78(D) .00( ) .00( ) .00( ) .00( ) 1 40. 34.94 44.18 47.36 57.81 107.70 109.69 87.35 .00 111.09 .24 1.31( ) 6.22(S) 6.02(S) 1.70( ) .00( ) 59.69(D) .00( ) .00( ) .00( ) .00( ) 1 43. 33.82 43.91 48.41 57.17 105.02 106.88 86.20 .00 102.94 .22 1.29( ) 6.18(S) 6.03(S) 1.69( ) .00( ) 56.88(D) .00( ) .00( ) .00( ) .00( ) 1 46. 32.89 43.62 49.05 56.61 102.58 104.32 85.12 .00 95.70 .21 1.28( ) 6.14(S) 6.03(S) 1.68( ) .00( ) 54.32(D) .00( ) .00( ) .00( ) .00( ) 1 49. 32.11 43.31 49.22 56.12 100.34 101.98 84.09 .00 88.96 .19 1.27( ) 6.10(S) 6.03(S) 1.67( ) .00( ) 51.98(D) .00( ) .00( ) .00( ) .00( ) 1 52. 31.35 43.00 49.00 55.67 98.18 99.80 83.05 .00 82.49 .18 1.25( ) 6.05(S) 6.03(S) 1.67( ) .00( ) 49.80(D) .00( ) .00( ) .00( ) .00( ) 1 55. 30.47 42.67 48.47 55.22 95.96 97.64 81.92 .00 76.22 .16 1.24( ) 6.00(S) 6.03(S) 1.66( ) .00( ) 47.64(D) .00( ) .00( ) .00( ) .00( ) 1 58. 29.65 42.32 47.95 54.78 93.80 95.49 80.82 .00 70.78 .14 1.23( ) 5.95(S) 6.02(S) 1.65( ) .00( ) 45.49(D) .00( ) .00( ) .00( ) .00( ) 2 1. 28.92 41.96 47.37 54.08 91.48 93.34 79.79 .00 65.53 .12 1.21( ) 5.90(S) 6.02(S) 1.64( ) .00( ) 43.34(D) .00( ) .00( ) .00( ) .00( ) 2 4. 28.10 41.59 46.65 52.95 8830 90.96 78.69 .00 60.73 .11 1.20( ) 5.84(S) 6.01(S) 1.62( ) .00( ) 40.96(D) .00( ) .00( ) .00( ) .00( ) 2 7. 27.30 41.21 45.88 51.51 85.64 87.12 77.61 .00 56.26 .09 1.19( ) 5.78(S) 6.00(S) 1.59( ) .00( ) 37.12(D) .00( ) .00( ) .00( ) .00( ) 2 10. 26.59 40.82 45.12 49.87 82.47 83.89 76.60 .00 52.36 .07 1.18( ) 5.73(S) 5.99(S) 1.56( ) .00( ) 33.89(D) .00( ) .00( ) .00( ) .00( ) 2 13. 25.99 40.42 44.40 48.10 79.29 80.72 75.67 .00 48.60 .06 1.16( ) 5.67(S) 5.98(S) 1.53( ) .00( ) 30.72(D) .00( ) .00( ) .00( ) .00( ) 16. 25.48 40.02 43.70 46.27 76.15 77.57 74.81 .00 45.33 .05 1.16( ) 5.61(S) 5.97(S) 1.50( ) .00( ) 27.57(D) .00( ) .00( ) .00( ) .00( ) 2 19. 25.06 39.61 43.04 44.40 73.08 74.48 74.01 .00 42.14 .05 1.15( ) 5.55(S) 5.97(S) 1.46( ) .00( ) 24.48(D) .00( ) .00( ) .00( ) .00( ) 2 22. 24.71 39.21 42.42 42.55 70.09 71.47 73.26 .00 39.39 .04 1.14( ) 5.49(S) 5.96(S) 1.43( ) .00( ) 21.47(D) .00( ) .00( ) .00( ) .00( ) 2 25. 24.42 38.81 41.82 40.72 67.22 68.56 72.55 .00 36.67 .03 1.14( ) 5.43(S) 5.95(S) 1.39( ) .00( ) 18.56(D) .00( ) .00( ) .00( ) .00( ) 2 28. 24.17 38.41 41.24 38.93 64.45 65.76 71.87 .00 34.36 .03 1.13( ) 5.37(S) 5.94(S) 1.36( ) .00( ) 15.76(D) .00( ) .00( ) .00( ) .00( ) 2 31. 23.97 38.01 40.68 37.21 .61.80 63.07 71.23 .00 32.04 .03 1.13( ) 5.31(S) 5.94(S) 1.32( ) .00( ) 13.07(D) .00( ) .00( ) .00( ) .00( ) 2 34. 23.80 37.63 40.15 35.55 59.26 60.49 70.61 .00 30.08 .02 1.12( ) 5.25(S) 5.93(S) 1.29( ) .00( ) 10.490) .00( ) .00( ) .00( ) .00( ) 2 37. 23.66 37.24 39.63 33.96 56.84 58.02 70.03 .00 28.08 .02 1.12( ) 5.19(S) 5.93(S) 1.25( ) .00( ) 8.02(D) .00( ) .00( ) .00( ) .00( ) 2 40. 23.54 36.87 39.13 32.44 54.53 55.67 69.46 .00 26.43 .02 1.12( ) 5.14(S) 5.92(S) 1.22( ) .00( ) 5.67(D) .00( ) .00( ) .00( ) .00( ) 2 43. 23.44 36.50 38.65 30.99 52.33 53.43 68.92 .00 24.70 .01 1.12( ) 5.08(S) 5.92(S) 1.19( ) .00( ) 3.430) .00( ) .00( ) .00( ) .00( ) 2 46. 23.36 36.14 38.18 29.61 50.24 51.29 68.40 .00 23.30 .01 1.12( ) 5.03(S) 5.91(S) 1.16( ) .00( ) 1.290) .00( ) .00( ) .00( ) .00( ) 2 49. 23.29 35.79 37.73 28.30 48.27 49.27 67.17 .00 21.54 .01 1.11( ) 4.98(S) 5.90(S) 1.13( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 2 52. 23.24 35.45 37.29 27.06 46.44 47.39 64.80 .00 19.88 .01 1.11( ) 4.93(S) 5.90(S) 1.10( ) .00( ) AND) .00( ) .00( ) .00( ) .00( ) 2 55. 23.20 35.11 36.87 25.88 44.70 45.60 62.56 .00 18.20 .01 1.11( ) 4.88(S) 5.89(S) 1.07( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 2 58. 23.16 34.78 36.46 24.76 43.04 43.91 60.41 .00 16.91 .01 1.11( ) 4.83(S) 5.89(S) 1.04( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 3 1. 23.14 34.47 36.06 23.71 41.46 42.29 58.37 .00 15.59 .01 1.11( ) 4.78(S) 5.89(S) 1.02( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 3 4. 23.12 34.15 35.67 22.71 39.95 40.76 56.41 .00 14.61 .00 1.11( ) 4.74(S) 5.88(S) .99( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 7. 23.10 33.82 35.30 21.76 38.52 39.29 54.54 .00 13.54 .00 1.11( ) 4.69(S) 5.88(S) .97( ) .00( ) .000) .00( ) .00( ) .00( ) .00( ) 5 10. 23.09 33.47 34.92 20.86 37.16 37.90 52.76 .00 12.78 .00 1.11( ) 4.65(S) 5.87(S) .94( ) .00( ) AND) .00( ) .00( ) .00( ) .00( ) 13. 23.08 33.13 34.54 20.00 35.86 36.57 51.06 .00 11.90 .00 1.11( ) 4.61(S) 5.87(S) 92( ) 00( ) .00(D) .00( ) 01( ) .00( ) .00( ) ' 3 16, 23.08 1.11( 32.80 ) 4.56(S) 34.16 5.86(S) 19.20 .90( ) 34.62 .00( 35.31 ) .00(D) 49.42 .00( .00 ) .00( ) 11.30 .00( .00 ) .00( ) 3 19. 23.08 32.48 33.79 18.43 33.44 34.10 47.86 .00 10.55 .00 1.11( ) 4.52(S) 5.86(S) .88( ) .00( ) 00(D) .00( ) .00( ) .00( ) .00( ) 3 22. 23.09 32.17 33.43 17.70 32.31 32.95 46.37 .00 10.06 .00 1.11( ) 4.49(S) 5.85(S) .86( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) ' 3 25. 23.10 31.87 33.08 17.01 31.24 31.85 44.94 .00 9.43 .00 1.11( ) 4.45(S) 5.85(S) .84( ) .00( ) AND) .00( ) .00( ) .00( ) .00( ) 3 28. 23.11 31.58 32.74 16.36 30.21 30.80 43.57 .00 9.02 .00 1.11( ) 4.41(S) 5.85(S) .82( ) .00( ) .00(0) .00( ) .00( ) .00( ) ...00( ) ' 3 31. 23.12 31.30 32.41 15.73 29.23 29.79 42.26 .00 8.46 .00 1.11( ) 4.38(S) 5.84(S) .80( ) .00( ) AND) .00( ) .00( ) .00( ) .00( ) 3 34. 23.13 31.03 32.09 15.14 28.29 28.84 41.00 .00 8.13 .00 1.11( ) 4.35(S) 5.84(S) .78( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 3 37. 23.15 30.77 31.78 14.57 27.39 27.92 39.79 .00 7.63 .00 ' 1.11( ) 4.31(S) 5.84(S) :76( ) .00( ) .00(D) 00( ) .00( ) .00( ) .00( ) 3 40. 23.17 30.52 31.48 14.04 26.53 27.04 38.63 .00 7.35 .00 1.11( ) 4.28(S) 5.83(S) .75( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 3 43, 23.19 30.28 31.19 13.52 25.71 26.20 37.51 .00 6.90 .00 t 1.11( ) 4.25(S) 5.83(S) .73( ) .00( ) .000) .00( ) .00( ) .00( ) .00( ) 3 46. 23.21 30.04 30.92 13.04 24.91 25.39 36.44 .00 6.67 .00 1.11( ) 4.23(S) 5.83(S) .71( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 3 49. 23.23 29.82 30.65 12.57 24.15 24.62 35.40 .00 6.26 .00 1.11( ) 4.20(S) 5.82(S) .70( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) ' 3 52. 23.25 29.60 30.39 12.13 23.43 23.87 34.41 .00 6.07 .00 1.11( ) 4.17(S) 5.82(S) .69( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 3 55. 23.27 29.39 30.14 11.70 22.73 23.16 33.45 .00 5.69 .00 1.11( ) 4.14(S) 5.82(S) .67( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 3 58. 23.29 29.19 29.90 11.30 22.06 22.48 32.53 .00 5.53 .00 ' 1.11( ) 4.12(S) 5.81(S) .66( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 4 1. 23.32 29.00 29.68 10.91 21.42 21.82 31.65 .00 5.18 .00 1.12( ) 4.10(S) 5.81(S) .64( ) .00( ) .00(D) .00( ) .00( ) .00( ) 00( ) 4. 23.34 28.81 29.46 10.54 20.80 21.19 30.79 .00 5.04 .00 ' 1.12( ) 4.07(S) 5.81(S) .63( ) .00( ) .000) .00( ) .00( ) .00( ) .00( ) 4 7. 23.37 28.63 29.24 10.19 20.20 20.58 29.97 .00 4.72 .00 1.12( ) 4.05(S) 5.81(S) .62( ) .00( ) :00(D) .00( ) .00( ) .00( ) .00( ) 4 10. 23.40 28.46 29.04 9.85 19.63 20.00 29.17 .00 4.61 .00 ) 4.03(S) 5.80(S) .61( ) .00( ) AND) .00( ) .00( ) .00( ) .00( ) '1.12( 4 13. 23.42 28.29 28.84 9.52 19.08 19.43 28.40 .00 4.31 .00 1.12( ) 4.01(S) 5.80(S) .59( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 4 16. 23.45 28.13 28.66 9.21 18.55 18.89 27.66 .00 4.21 .00 1.12( ) 3.99(S) 5.80(S) .58( ) .00( ) AND) .00( ) .00( ) .00( ) .00( ) 4 19. 23.48 27.98 28.48 8.91 18.03 18.37 26.95 .00 3.93 .00 1.12( ) 3.97(S) 5.80(S) .57( ) .00( ) AND) .00( ) .00( ) .00( ) .00( ) 4 22. 23.51 27.83 28.31 8.62 17.54 17.87 26.25 .00 3.86 .00 1.12( ) 3.95(S) 5.80(S) .56( ) .00( ) AND) .00( ) .00( ) .00( ) .00( ) 4 25. 23.54 27.69 28.14 8.35 17.06 17.38 25.58 .00 3.59 .00 ' 1.12( ) 3.93(S) 5.79(S) .55( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 4 28. 23.58 27.55 27.98 8.08 16.61 16.91 24.94 .00 3.53 .00 1.12( ) 3.92(S) 5.79(S) .54( ) .00( ) AND) .00( ) .00( ) .00( ) .00( ) 4 31. 23.61 27.42 27.83 7.83 16.16 16.46 24.31 .00 3.28 .00 1.12( ) 3.90(S) 5.79(S) .53( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 4 34. 23.65 27.30 27.69 7.59 15.73 16.02 23.70 .00 3.23 .00 1.12( ) 3.89(S) 5.79(S) .52( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 4 37. 23.68 27.18 27.55 7.35 15.32 15.60 23.12 .00 3.00 .00 1.12( ) 3.87(S) 5.79(S) .51( ) .00(,) .00(D) .00( ) .00( ) .00( ) .00( ) 4 40. 23.71 27.06 27.42 7.12 14.92 15.20 22.55 .00 2.96 .00 1.12( ) 3.86(S) 5.79(S) .50( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 4 43. 23.75 26.95 27.30 6.91 14.53 14.80 22.00 .00 2.74 .00 1.12( ) 3.84(S) 5.78(S) .49( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) ' 4 46. 23.78 26.85 27.18 6.70 14.16 14.42 21.46 .00 2.71 .00 1.12( ) 3.83(S) 5.78(S) .48( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 4 49. 23.81 26.75 27.06 6.50 13.80 14.05 20.95 .00 2.50 .00 1.12( ) 3.82(S) 5.78(S) .47( ) .00( ) AND) .00( ) .00( ) .00( ) .00( ) 4 52. 23.85 26.65 26.95 6.30 13.45 13.70 20.44 .00 2.49 .00 ' 1.13( ) 3.81(S) 5.78(S) .46( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) 55. 23.88 26.56 26.85 6.12 13.11 13.35 19.96 .00 2.28 .00 1.13( ) 3.80(S) 5.78(S) .46( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) ' 4 58. 23.91 26.47 26.75 5.93 12.78 13.02 19.49 .00 2.28 .00 1.13( ) 3.78(S) 5.78(S) .45( ) .00( ) .00(D) .00( ) .00( ) .00( ) .00( ) '100-yr/CANAL IMPORTATION BASIN Proposed Cond. fivepon.NEW, Ft. Collins, CO DATE:12/20/94BY RBD ENGINEERS INC. ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 6 CONVEYANCE ELEMENTS THE UPPER NUMBER 11 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 HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 388 394 395 396 398 399 ' 0 1. .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 4. .00 .01 .00 .00 .00 .00 .00( ) .00( ) .00(S) .00(S) .00( ) .00(S) 0 7. .00 .03 .00 .00 .00 .00 ' .00( ) .00( ) .00(S) .00(S) .00( ) .00(S) 0 10. .51 1.59 .06 .05 .00 .01 .00( ) .00( ) .00(S) .00(S) .00(S) .00(S) 0 13. 33 7.68 .77 .53 .00 .05 .00( ) .00( ) .02(S) .03(S) .00(S) .00(S) 0 16. .78 14.53 2.34 1.46 .00 .15 .00( ) .00( ) .06(S) .09(S) .00(S) .01(S) 19. .42 20.42 4.68 2.69 .00 .34 .00( ) .00( ) .12(S) .17(S) .00(S) 03(S) 22. 1.23 31.51 5.61 3.48 .00 .62 .00( ) .00( ) .20(S) .28(S) .00(S) .05(S) 0 25. 1.93 43.68 6.93 3.94 .00 .97 .00( ) .00( ) .33(S) .46(S) .01(S) .08(S) 0 28. 7.01 80.56 9.22 4.79 .00 1.54 .00( ) .00( ) .55(S) .80(S) .01(S) .13(S) 0 31. 14.44 129.07 12.83 6.18 .00 2.47 .00( ) .00( ) .92(S) 1.35(S) .02(S) .20(S) 0 34. 22.31 229.88 15.40 7.10 .00 3.13 ' .00( ) .00( ) 1.60(S) 2.34(S) .05(S) .32(S) 0 37. 18.06 284.94 19.20 7.96 .00 3.63 .00( ) .00( ) 2.64(S) 3.75(S) .08(S) .47(S) 0 40. 14.84 291.80 20.63 8.68 .00 4.09 .00( ) .00( ) 3.75(S) 5.27(S) .12(S) .60(S) ' 0 43. 10.38 271.56 22.01 9.32 .00 4.51 .00( ) .00( ) 4.83(S) 6.85(S) .15(S) .72(S) 0 46. 8.17 250.91 23.27 9.92 .00 4.90 .00( ) .00( ) 5.82(S) 8.40(S) .17(S) .84(S) 0 49. 6.39 226.69 24.39 10.15 .00 5.27 .00( ) .00( ) 6.71(S) 9.89(S) .19(S) .94(S) 0 52. 5.24 208.46 25.40 10.36 .00 5.53 .00( ) .00( ) 7.51(S) 11.31(S) .20(S) 1.05(S) 0 55. 4.20 191.83 25.94 10.57 .00 5.73 ' .00( ) .00( ) 8.22(S) 12.65(S) .22(S) 1.15(S) 0 58. 3.40 179.31 26.43 10.73 .00 5.92 .00( ) .00( ) 8.88(S) 13.91(S) .23(S) 1.25(S) 1 1. 2.48 169.45 26.88 10.87 .00 6.11 ' .00( ) .00( ) 9.49(S) 15.10(S) .24(S) 1.35(S) 1 4. 2.14 158.24 27.30 11.01 .00 6.29 .00( ) .00( ) 10.06(S) 16.19(S) .24(S) 1.44(S) 1 7. 1.48 146.53 27.73 11.13 .00 6.48 ) .00( ) 10.57(S) 17.21(S) .25(S) 1.54(S) '.00( 1 10. 1.37 135.45 28.17 11.25 .00 6.66 .00( ) .00( ) 11.04(S) 18.16(S) .25(S) 1.63(S) 13. .90 124.68 28.56 11.37 .00 6.84 .00( ) .00( ) 11.46(S) 19.04(S) .26(S) 1.73(S) 16. .94 115.19 28.91 11.48 .00 7.01 .00( ) .00( ) 11.84(S) 19.85(S)' .26(S) 1.82(S) 1 19. .61 106.76 29.22 11.59 .00 7.11 .00( ) .00( ) 12.17(S) 20.60(S) .26(S) 1.91(S) 1 22. .68 99.26 29.50 11.68 .00 7.22 .00( ) .00( ) 12.48(S) 21.30(S) .26(S) 2.01(S) 1 25. .40 92.26 29.75 11.77 .00 7.32 .00( ) .00( ) 12.75(S) 21.94(S) .27(S) 2.10(S) 1 28. .54 86.17 29.98 11.85 .00 7.43 .00( ) .00( ) 13.00(S) 22.54(S) .27(S) 2.20(S) 1 31. .29 80.67 30.19 11.92 .00 7.53 .00( ) .00( ) 13.22(S) 23.08(S) .27(S) 2.29(S) 1 34. .45 76.02 30.34 11.97 .00 7.64 .00( ) .00( ) 13.42(S) 23.58(S) .27(S) 2.39(S) 1 37. .22 71.77 30.44 12.03 .00 7.74 .00( ) .00( ) 13.60(S) 24.05(S) .27(S) 2.48(S) 1 40. p .39 68.16 30.53 12.07 .00 7.84 .00( ) .00( ) 13.76(S) 24.47(S) .27(S) 2.58(S) 1 43. .17 64.79 30.62 12.12 .00 7.95 .00( ) .00( ) 13.91(S) 24.87(S) .27(S) 2.67(S) 1 46. .35 61.91 30.69 12.16 .00 8.04 .00(') .00( ) 14.04(S) 25.23(S) .27(S) 2.77(S) 1 49. .13 59.15 30.76 12.19 .00 8.13 .00( ) .00( ) 14.16(S) 25.56(S) .27(S) 2.86(S) 1 52. .28 56.48 30.82 12.23 .00 8.21 .00( ) .00( ) 14.28(S) 25.86(S) .28(S) 2.96(S) 1 55. .06 53.59 30.88 12.26 .00 8.29 .00( ) .00( ) 14.38(S) 26.14(S) .28(S) 3.05(S) 1 58. .25 50.98 30.93 12.29 .00 8.38 .00( ) .00( ) 14.46(S) 26.39(S) .28(S) 3.14(S) 2 1. .01 48.24 30.97 12.31 .00 8.46 .00( ) .00( ) 14.54(S) 26.62(S) .28(S) 3.24(S) 2 4. .18 45.31 31.01 12.34 .00 8.55 .00( ) .00( ) 14.61(S) 26.83(S) .28(S) 3.33(S) 7. .00 41.11 31.04 12.36 .00 8.63 .00( ) .00( ) 14.66(S) 27.02(S) .28(S) 3.42(S) 10. .12 37.36 31.06 12.38 .00 8.71 .00( ) .00( ) 14.69(S) 27.19(S) .28(S) 3.52(S) 2 13. .00 33.70 31.07 12.39 .00 8.79 .00( ) .00( ) 14.71(S) 27.35(S) .28(S) 3.61(S) 2 16. .08 30.31 31.07 12.41 .00 8.88 .00( ) .00( ) 14.71(S) 27.49(S) .28(S) 3.70(S) 2 19. .00 26.86 31.06 12.42 .00 8.95 .00( ) .00( ) 14.70(S) 27.62(S) .28(S) 3.79(S) 2 22. .06 23.70 31.05 12.44 .00 9.01 .00( ) .00( ) 14.68(S) 27.74(S) .28(S) 3.89(S) 2 25. .00 20.50 31.03 12.45 .00 9.08 .00( ) .00( ) 14.64(S) 27.85(S) .28(S) 3.98(S) 2 28. .04 17.61 31.00 12.46 .00 9.14 .00( ) .00( ) 14.59(S) 27.94(S) .28(S) 4.07(S) 2 31. .00 14.68 30.97 12.47 .00 9.21 .00( ) .00( ) 14.53(S) 28.03(S) .28(S) 4.16(S) 2 34. .02 12.04 30.93 12.48 .00 9.28 .00( ) .00( ) 14.46(S) 28.10(S) .28(S) 4.25(S) 2 37. .00 9.37 30.88 12.49 .00 9.34 .00( ) .00( ) 14.38(S) 28.17(S) .28(S) 4.34(S) 2 40. .01 7.00 30.83 12.49 .00 9.41 .00( ) .00( ) 14.28(S) 28.23(S) .28(S) 4.42(S) 2 43. .00 4.57 30.77 12.50 .00 9.47 .00( ) .00( ) 14.18(S) 28.29(S) .28(S) 4.51(S) 2 46. .00 2.44 30.71 12.50 .00 9.53 .00( ) .00( ) 14.07(S) 28.34(S) .28(S) 4.60(S) 2 49. .00 .32 30.64 12.51 .00 9.60 .00( ) .00( ) 13.95(S) 28.38(S) .28(S) 4.69(S) 2 52. .00 .36 30.57 12.51 .00 9.66 .00( ) .00( ) 13.82(S) 28.41(S) .28(S) 4.77(S) 2 55. .00 .25 30.50 12.52 .00 9.72 .00( ) .00( ) 13.70(S) 28.44(S) .28(S) 4.86(S) 2 58. .00 .30 30.43 12.52 .00 9.78 .00( ) .00( ) 13.57(S) 28.46(S) .28(S) 4.95(S) 1. .00 .19 30.36 12.52 .00 9.84 .00( ) .00( ) 13.45(S) 28.47(S) .28(S) 5.03(S) ' 4. .00 .25 30.28 12.52 .00 9.89 .00( ) .00( ) 13.32(S) 28.48(S) .28(S) 5.12(S) 3 7. .00 .15 30.17 12.52 .00 9.95 3 10. .00( .00 ) .00( ) .22 13.20(S) 30.05 28.49(S) 12.52 .28(S) .00 5.20(S) 10.00 .00( ) .00( ) 13.07(S) 28.49(S) .28(S) 5.28(S) 3 13. .00 .12 29.94 12.52 .00 10.06 .00( ) .00( ) 12.95(S) 28.49(S) .28(S) 5.37(S) 3 16. .00 .18 29.82 12.52 .00 10.12 ' .00( ) .00( ) 12.83(S) 28.49(S) .28(S) 5.45(S) 3 19. .00 .09 29.71 12.52 .00 10.17 .00( ) .00( ) 12.71(S) 28.48(S) .28(S) 5.53(S) 3 22. 00 .00( 16 ) .00( ) 29.60 12.58(S) 12.52 28.47(S) .00 .28(S) 10.22 5.61(S) 3 25. .00 .07 29.49 12.52 .60 10.28 .00( ) .00( ) 12.46(S) 28.46(S) .28(S) 5.69(S) 3 28. .00 .14 29.37 12.52 .00 10.33 .00( ) .00( ) 12.34(S) 28.45(S) .28(S) 5.77(S) 3 31. .00 .05 29.26 12.52 .00 10.38 .00( ) .00( ) 12.22(S) 28.43(S) .28(S) 5.85(S) 3 34. .00 .12 29.15 12.51 .00 10.44 ' 3 37. .00( .00 ) .00( ) .03 12.10(S) 29.04 28.41(S) 12.51 .28(S) .00 5.92(S) 10.49 .00( ) .00( ) 11.98(S) 28.39(S) .28(S) 6.00(S) 3 40. .00 .11 28.93 12.51 .00 10.54 .00( ) .00( ) 11.86(S) 28.37(S) .28(S) 6.08(S) 3 43. .00 .02 28.82 12.51 .00 10.58 ' .00( ) .00( ) 11.74(S) 28.35(S) .28(S) 6.15(S) 3 46. .00 .10 28.71 12.50 .00 10.63 .00( ) .00( ) 11.62(S) 28.33(S) .28(S) 6.23(S) ' 3 49, .00 .00( .01 ) .00( ) 28.60 11.50(S) 12.50 28.30(S) .00 .28(S) 10.67 6.30(S) 3 52. .00 .08 28.49 12.50 .00 10.72 .00( ) .00( ) 11.39(S) 28.28(S) .28(S) 6.38(S) 55. .00 .00 28.38 12.49 .00 10.77 .00( ) .00( ) 11.27(S) 28.25(S) .28(S) 6.45(S) 58. .00 .07 28.27 12.49 .00 10.81 .00( ) .00( ) 11.15(S) 28.22(S) .28(S) 6.52(S) 4 1. .00 .00 28.16 12.49 .00 10.86 4 4. .00( .00 ) .00( ) .06 11.04(S) 28.06 28.19(S) 12.48 .28(S) .00 6.59(S) 10.90 .00( ) .00( ) 10.92(S) 28.16(S) .28(S) 6.66(S) 4 7. .00 .00 27.95 12.48 .00 10.94 .00( ) .00( ) 10.80(S) 28.13(S) .28(S) 6.74(S) 4 10. .00 .04 27.84 12.48 .00 10.99 ' .00( ) .00( ) 10.69(S) 28.10(S) .28(S) 6.80(S) 4 13. .00 .00 27.74 12.47 .00 11.03 .00( ) .00( ) 10.57(S) 28.06(S) .28(S) 6.87(S) 4 16, 00 .03 27,63 12.47 .00 11.07 .00( ) .00( ) 10.46(S) 28.03(S) .28(S) 6.94(S) ' 4 19. .00 .00 27.52 12.47 .00 11.11 .00( ) .00( ) 10.35(S) 28.00(S) .28(S) 7.01(S) 4 22. .00 .03 27.43 12.46 .00 11.16 .00( ) .00( ) 10.23(S) 27.96(S) .28(S) 7.08(S) 4 25. .00 .00 27.35 12.46 .00 11.20 .00( ) .00( ) 10.12(S) 27.92(S) .28(S) 7.15(S) 4 28. .00 .02 27.27 12.45 .00 11.24 .00( ) .00( ) 10.01(S) 27.89(S) .28(S) 7.21(S) 4 31. .00 .00 27.18 12.45 .00 11.28 ' .00( ) .00( ) 9.89(S) 27.85(S) .28(S) 7.28(S) 4 34. .00 .02 27.10 12.45 .00 11.32 .00( ) .00( ) 9.78(S) 27.81(S) .28(S) 7.34(S) 4 37. .00 .00 27.02 12.44 .00 11.36 .00( ) .00( ) 9.67(S) 27.77(S) .28(S) 7.41(S) 4 40. .00 .02 26.93 12.44 .00 11.39 .00( ) .00( ) 9.56(S) 27.73(S) .28(S) 7.47(S) 4 43. .00 .00 26.85 12.43 .00 11.43 ) .00( ) 9.45(S) 27.70(S) .28(S) 7.54(S) '.00( 4 46. .00 .02 26.77 12.43 .00 11.47 .00( ) .00( ) 9.34(S) 27.65(S) .28(S) 7.60(S) 49. .00 .00 26.69 12.42 .00 11.50 ' .00( ) .00( ) 9.23(S) 27.61(S) .28(S) 7.66(S) 11 I I 52. .00 .02 26.60 12.42 .00( ) .00( ) 9.12(S) 27.57(S) 4 55. .00 .00 26.52 12.41 .00( ) .DO( ) 9.01(S) 27.53(S) 4 58. .00 .02 26.44 12.41 .00( ) .00( ) 8.90(S) 27.49(S) THE FOLLOWING CONVEYANCE ELEMENTS HAVE,NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 6 8 26 30 53 55 63 142 146 150 156 161 163 301 330 333 373 395 396 397 399 .00 11.54 .28(S) 7.73(S) .00 11.58 .28(S) 7.79(S) .00 11.61 .28(S) 7.85(S) ' 100-yr/CANAL IMPORTATION BASIN Proposed Cord. fivepon.NEW, Ft. Collins, CO DATE:12/20/94BY RBD ENGINEERS INC. *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 28.5 1.1 0 40. 2 45.3 1.8 0 57. 3 45.7 -4 0 36. 4 54.4 1.5 0 49. 5 137.1 .9 0 37. 6 415.9 7.7 0 44. 7 253.0 3.1 0 38. 8 306.2 9.3 0 52. 9 385.5 4.2 0 40. 11 459.7 4.4 0 42. 12 75.0 2.4 1 1. 13 486.8 4.5 0 48. 15 .0 .0 29.6 5 0. 19 145.5 2.8 0 54. 22 207.3 8.3 0 39. 24 227.3 3.3 0 43. 26 226.4 2.5 .9 0 44. 28 275.5 3.3 0 46. 30 276.1 2.5 1.1 0 47. 32 355.9 4.0 0 48. 34 451.9 4.1 0 50. 37 139.5 2.7 0 38. 38 566.1 4.7 0 56. 40 582.4 12.4 1 8. 41 663.0 13.8 1 13. 43 157.1 2.8 0 49. 51 182.9 2.5 0 41. 53 44.9 .1 6.3 1 25. 55 49.2 .1 6.0 1 49. 57 213.6 3.6 0 45. 59 326.6 3.4 0 44. 61 387.3 3.7 0 52. 63 318.6 3.0 8.7 1 11. 65 112.1 1.0 0 39. 67 146.1 3.3 0 45. 68 221.6 8.2 1 36. 69 233.8 4.3 0 56. 70 264.4 11.8 1 57. 98 1811.3 3.4 0 48. 99 3077.5 4.2 1 2. 101 83.4 2.1 0 51. 102 176.7 (DIRECT FLOW) 0 47. 103 176.4 3.6 0 50. 104 190.4 3.3 1 0. 130 315.5 3.2 0 57. 131 114.3 .9 0 41. 132 178.1 1.0 0 37. 317 14.0 .3 0 35. 330 255.8 1.3 0 36. 331 392.1 (DIRECT FLOW) 0 41. 332 9.0 (DIRECT FLOW) 0 36. , 333 91.6 4.3 0 35. 372 44.4 .4 0 35. 373 131.9 3.4 0 36. 374 110.2 .5 0 36. 375 90.8 .5 0 36. 376 23.9 .3 0 35. 378 30.8 .4 0 36. 379 94.8 .6 0 35. ' 380 21.7 (DIRECT FLOW) 0 35, 381 77.3 .6 0 35. 382 77.3 (DIRECT FLOW) 0 35. 383 301.3 2.8 0 46. 384 37.7 .4 0 36. 385 9.0 .3 0 36. 386 98.7 (DIRECT FLOW) 0 35. 387 31.0 (DIRECT FLOW) 0 35. 388 23.6 (DIRECT FLOW) 0 35. 389 95.6 1.4 0 42. 390 38.9 .4 0 36. 39166.3 .5 0 36. 392 175.7 .7 0 41. 393 20.8 1.4 0 35. 1 ' 394 291.8 (DIRECT FLOW) 0 40. P�15 395 31.1 .0 14.7 2 15. 396 12.5 .0 28.5 3 11. < 397 146.2 .0 4.4 0 58. 398 .0 .0 .3 5 0. 399 11.6 .0 7.9 5 0. 40.(DIRECT FLOW) 0 35. � G�Gr'ViP�.� vv 401 3838.8 (DIRECT FLOW) 0 34.4. 605 50.0 (DIRECT FLOW) 1 5. FA �'^`G�AIN► f 698 13.(DIRECT FLOW) 0 34. �J 699 14.7 (DIRECT FLOW) 0 34. ' ENDPROGRAM PROGRAM CALLED Jai DRAINAGE SWALE CALCULATIONS iu� RBD INC. ENGINEERINGCONSULTANTS CHANNEL RATING INFORMATION ' THE PONDS AT OVERLAND SNALE #10 ' ----- ------ 1 STA ELEV 4 0.00 100.00 ' 7.50 98.13 15.00 100.00 Q�(�� S.►6c�S ' 'N' VALUESLOPE(ft/ft) - - 0.060 0.0385 ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) (sq ft) (fps) (cfs) NO. --------- --------------- --------- ------ ' 98.23 0.0 0.6 0.03 0.51 98.33 0.2 1.0 0.17 0.57 98.43 0.4 1.3 0.49 0.61 98.53 0.6 1.6 1.05 0.64 ' 98.63 1.0 1.9 1.90 0.67 98.73 1.4 2.1 3.09 0.69 98.83,,_ 2.0 2.4 4.66 �•2 0.71 98.93 2.6 2.6 6.66�� 0.72 99.0;4 3.2 2.8 9.12 0.74 99.13 4.0 3.0 12.07 0.75 99.23 4.9 3.2 15.56 0.76 99.33 5.8 3.4 19.63 0.77 99.43 6.8 3.6 24.30 0.78 99.53 7.9 3.8 29.60 0.79 99.63 9.0 3.9 35.58 0.80 99.73 10.3 4.1 42.26 0.81 99.83 11.6 4.3 49.67 0.82 99.93 13.0 4.5 57.85 0.83 1 get, = I.33Cs.�L)= 6 9r RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION ' THE PONDS AT OVERLAND SHALE #11 STA' --- ELEV 0.00 100.00 12.00 97.00 ' 24.00 100.00 ' 'N' VALUE- SLOPE (ft/ft) 0.060 0.0540 ' ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) (sq --------- ft) ------- (fps) ----------------- (cfs) NO. ------ ' 97.20 0.2 1.2 0.20 0.68 97.40 0.6 1.9 1.24 0.76 97.60 1.4 2.5 3.65 0.82 97.80 2.6 3.1 7.86 0.86 98.00 4.0 3.6 14.26 0.89 ' 98.20 5.8 4.0 23.18 0.92 98.40 ,e 7.8 4.5 34.964 0.94 98.60� 10.2 4.9 49.91 51. 0.96 98.80 13.0 5.3 68.32 0.98 99.00 16.0 5.7 90.48 1.00 99.20 19.4 6.0 116.66 1.01 99.40 23.0 6.4 147.12 1.03 99.60 27.0 6.7 182.11 1.04 99.80 31.4 7.1 221.89 1.05 ' 100.00 36.0 7.4 266.70 1.07 t�R>� use nlcrnn naJs Fat. ' n 4iop- 1 1 1 i - I 4/1 Qloo� 38 �� 17 1 1 RED INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION 1 THE PONDS AT OVERLAND SWALE #21 1 STA ELEV 0.00 100.00 7.50 98.13 1 15.00 100.00 1 'N' VALUE ---------- SLOPE ------------- (ft/ft) 0.060 0.0600 1 ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) --------- (sq ft) ------- (fps) -------- (cfs) --------- ------ NO- 1 98.23 0.0 0.8 0.03 0.64 98.33 0.2 1.3 0.21 0.72 98.43 0.4 1.7 0.61 0.77 98.53 0.6 2.0 1.31 0.80 98.63 1.0 2.4 2.37 0.83 1 98.73<_ 1.4 2.7 3.86 0.86 98.83 2.0 3.0 5.82� Sgy 0.88 E 98.93' 2.6 3.2 8.31 0.90 99.03 3.2 3.5 11.38 0.92 99.13 4. 3.8 1. 0.9 10 99.23 4.9 4.0 19.43 43 0.95 99.33 5.8 4.2 24.50 0.97 99.43 6.8 4.5 30.33 0.98 99.53 7.9 4.7 36.96 0.99 1 99.63 9.0 4.9 44.42 1.00 99.73 10.3 5.1 52.76 1.01 99.83 11.6 5.4 62.01 1.02 99.93 13.0 5.6 72.22 1.03 1 {�rtr, u m6nn„�s a_► 49 Q% sy� 1 - n 1 1 1 1 1 1 Qom= 4A(<�> RED INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION THE PONDS AT OVERLAND SHALE #30 ' STA 0.00 ' 0.00 20.00 ' 'N' VALUE 0.060 ' ELEVATION AREA (feet) (sq ft) 97.70 0.2 ' 97.90 0.6 98.10 1.4 98.30 2.6 98.50 . ' 98.70,1 5 .8 _ 98.90Z 7.8 99.10 10.2 99.30 13.0 99.50 16.0 ' 99.70 19.4 99.90 23.0 ELEV 100.00 97.50 100.00 SLOPE (ft/ft) ------------- 0.0220 VELOCITY DISCHARGE FROUDE (fps) (cfs) NO. 0.8 0.12 0.43 1.2 0.79 0.49 1.6 2.33 0.52 2.0 5.02 0.55 2.3 9.10 0.57 2.6 14.80 Z-9 0.58 2.8 _ 22.32 . A 1 0.60 3.1 31.86 0.61 3.4 43.61 0.63 3.6 57.75 0.64 3.8 74.46 0.65 4.1 93.90 0.66 QIoO= 21 Zaoo j�Chq�GM US/h 1'IY,nnv-3S �P- = i'33(2j 2 29- RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION ' THE PONDS AT OVERLAND SWALE #40 ' STA ELEV 0.00 100.00 7.50 98.13 ' 15.00 100.00 ' 'N' VALUE ---------- SLOPE (ft/ft) ------------- 0.060 0.0167 ' ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) (sq --------- ft) ------- (fps) -------- --------- (cfs) NO. ------ ' 98.23 0.0 0.4 0.02 0.34 98.33 0.2 0.7 0.11 0.38 98.43 0.4 0.9 0.32 0.40 98.53 0.6 1.1 0.69 0.42 98.63 1.0 1.2 1.25 0.44 ' 98.73 1.4 1.4 2.04 0.45 98.83 2.0 1.6 3.07 0.47 98.93 2.6 1.7 4.39 0.48 99.03 3.2 1.8 6,00 0.49 ' 99.134_ 4.0 2.0 7.95%9-01 0.49 99.23� 4.9 2.1 10.25612-p 0.50 99.33 5.8 2.2 12.93 0.51 99.43 6.8 2.4 16.00 0.52 99.53 7.9 2.5 19.50 0.52 ' 99.63 9.0 2.6 23.43 0.53 99.73 10.3 2.7 27.83 0.53 99.83 11.6 2.8 32.72 0.54 ' 99,93 13.0 2.9 38.10 0,54 y 1 4 � aior, . 9-01� I Zy RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION THE PONDS AT OVERLAND SWALE #50 STA 0.00 7.50 15.00 'N' VALUE 0.060 ' ELEVATION AREA (feet) --------- (sq ft) ------- ' 98.23 0.0 98.33 0.2 98.43 0.4 98.53 0.6 98.3 1. ' 98.73 1.4 98.83 2.0 98.93 2.6 99.03 3. ' • 99.13 4.0 - 99.23 4. 9 99.33' 58 99.43 6.8 99.3 . ' 99.63 9 .0 99.73 10.3 99.83 11.6 ' 99.93 1 1 13.0 ELEV 100.00 98.13 100.00 SLOPE (ft/ft) ------------- 0.0250 VELOCITY DISCHARGE FROUDE (fps) -------- (cfs) --------- NO. , ------ 0.5 0.02 0.41 0.8 0.13 0.46 1.1 0.39 0.49 1.3 0.85 0.52 1.5 1.53 0.54 1.7 2.49 0.56 1.9 3.76 0.57 2.1 5.37 0.58 2.3 7.35 0.59 2.4 9.73/jQjS 0.60 2.6 12.5 �13 5 0.61 2.7 15.82 0.62 2.9 19.58 0.63 3.0 23.85 0.64 3.2 28.67 0.65 3.3 34.06 0.65 3.5 40.03 0.66 3.6 46.62 0.67 Qhoo= 10-13C-6s jprzgram u5v�-, Mav\-r5s E.t_ a= 1 .. 9 Rya S�ZA op. Pet.-= 133CIo.13) I -Sdz� r If RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION ' THE PONDS AT OVERLAND SHALE #60 ' STA ELEV 0.00 100.00 7.50 98.13 ' 15.00 100.00 ' 'N' VALUE ---------- SLOPE ------------- (ft/ft) 0.060 0.0150 ' ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) --------- (sq ft) ------- (fps) -------- (cfs) --------- NO. ------ ' 98.23 0.0 0.4 0.02 0.32 98.33 0.2 0.6 0.10 0.36 98.43 0.4 0.8 0.30 0.38 98.53 0.6 1.0 0.65 0.40 98.63 1.0 1.2 1.19 0.42 ' 98.73 1.4 1.3 1.93 0.43 98.83 2.0 1.5 2.91 0.44 98.93�_ 2.6 1.6 4.16�4,� 0.45 99.03 �_ 3.2 1.. 0.4 99.13 4.0 1.9 7.53 53 0.47 99.23 4.9 2.0 9.71 0.48 99.33 5.8 2.1 12.25 0.48 99.43 6.8 2.2 15.17 0.49 99.53 7.9 2.4 18.48 0.50 99.63 9.0 2.5 22.21 0.50 99.73 10.3 2.6 26.38 0.51 99.83 11.6 2.7 31.01 0.51 ' 99.93 13.0 2.8 36.11 0.52 ' pcoja uses Mr\l(*Os a=149 Q 61lzA n cup. Ids 1 1 1 aioo= 4-6* RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION THE PONDS AT OVERLAND SWALE #61 STA 0.00 7.50 15.00 ELEV 100.00 98.13 100.00 a�oo L SC6 'N' VALUE 0.060 ELEVATION AREA (feet) --------- (sq ft) ------- ' 98.23 0.0 98.33 0.2 98.43 0.4 98.53 0.6 98.3 1. ' 98.73 1.4 98.83 4 2.0 - 98.93 2.6 99.3 3. ' 99.13 4.0 99.23 4.9 99.33 .5.8 99.43 6.8 99.3 .0 ' 99.63 9 . 99.73 10.3 99.83 11.6 ' 99.93 13.0 SLOPE (ft/ft) ------------- 0.0500 VELOCITY DISCHARGE FROUDE (fps) -------- (cfs) --------- NO. ------ 0.7 0.03 0.58 1.2 0.19 0.65 1.5 0.56 0.70 1.9 1.20 0.73 2.2 2.17 0.76 2.4 2.7 3.52 5 0.79 5.320.81 3.0 7.59 0.82 3.2 10.39 0.84 3.4 13.76 0.85 3.7 17.74 0.87 3.9 22.37 0.88 4.1 27.69 0.89 4.3 33.74 0.90 4.5 40.55 0.91 4.7 48.16 0.92 4.9 56.61 0.93 5.1 65.93 0.94 Qro3 Uses r�S E�- Q = , 49 el; sYL�y ' C 5) ; 6•G cfs n 12� RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION swale between #396 and #398 ELEVATION (feet) STA 100.00 112.00 124.00 136.00 'N' VALUE 0.060 AREA (sq ft) ELEV 100.00 97.00 97.00 100.00 SLOPE (ft/ft) ------------- 0.0290 VELOCITY DISCHARGE FROUDE (fps) (cfs) NO. -------- --------- ------ 97.20 2.6 1.4 3.55 0.56 97.40 5.4 2.1 11.55 0.63 97.60 8.6 2.7 23.33 0.66 97.80 12.2 3.2 38.75 0.69 98.00 16.0 3.6 57.84 0.71 98.20 20.2 4.0 80.69 0.73 98.40 24.6 4.4 107.40 0.75 98.60 29.4 4.7 138.10 0.76 98.80 34.6 5.0 172.93 0.77 99.00 40.0 5.3 212.03 0.78 99.20 45.8 5.6 255.54 0.79 99.40:;14 Q��S 51.8 5.9 303.61 0.80 "V.ou I Do. z b.1 356.38 0.81 99.80 65.0 6.4 414.00 0.82 100.00 72.0 6.6 476.61 0.82 1 `t 1 V�I" `t 2.s�t 3 to ck � I 1 100 YEAR OVERFLOW WEIR CALCULATIONS 1 FOR THE PONDS AT OVERLAND REGIONAL PONDS i 1 1 A 1 1 1 1 r 1 11 1 RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA CURB OVERTOPPING AT DESIGN POINT #10 WEIR COEF. 3.000 STA ELEV 0.0 0.40 80.0 0.00 160.0 0.40 ELEVATION (feet) 0.00 0.10 0.20 0.30 0.40 DISCHARGE (cfs) 0.0 1.3 7.6 20.9 42.9 RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA THE PONDS AT OVERLAND POND S"#397,.,1OO( YEAR OVERFLOW WEIR WEIR COEF� TYM 3.200 STA ELEV 0.0 5139.00 4.0 5138.00 189.0 5138.00 193.0 5139.00 ELEVATION DISCHARGE (feet) --------- (cfs) 5138.00 --------- 0.0 5138.10 18.8 5138.20 53.2 5138.30 97.9 5138.40 150.9 5138.50 211.2 5138.60 278.1 5138.70 350.9 5138.80 429.4 5138.90 513.2 5139.00 601.9 �"fJ�rAM USe.� OL 1 C.I..tVL 0400 = 2-65,s�:4 (am,., rj•/ mm) 11, S I S i<—, 'ID 1 l a).— t 4/ In'� 39% T, O✓ RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA THE PONDS AT OVERLAND 100 YEAR OVERFLOW WEIR POND #396 WEIR COEF. � �� � 1,(, J 3.200 L STA ELEV 0.0 5119.00 4.0 5118.00 304.0 5118.00 308.0 5119.00 ELEVATION DISCHARGE (feet) --------- (cfs) 5118.00 --------- 0.0 5118.10 30.4 5118.20 86.2 5118.30 158.4 5118.40 5118.50�_ 244.1 341.5 5118.60 449.4 5118.70 566.8 5118.80 693.1 5118.90 827.8 5119.00 970.5 a�oo- 402.9c S (F<m stymr� 1 h, , '5 4 IZ year ��ovy . �%: cy, er�v5 in}� pvj -#396. T"- 1 3/ RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA TWO PONDS AT OVERLAND POND #399 100 YEAR OVERFLOW WEIR WEIR COEF. ••// �Ypv+ £ k!� 3.200 K STA ELEV �� r �.. 0.0 5116.00 I 4.0 5115.00 IE 25 �I 29.0 5115.00 33.0 5116.00 ELEVATION DISCHARGE (feet) (cfs) 5115.00 0.0 5115.10 2.6 5115.20 5115.30 7.3 13.6 /� Q100-�J?•� C�'YU� SJwrnM) }4. 41 lwy,:Zr- 5115.40 5115.0 5115.60 21.2 29.9 I� Boa • 7Le. ov,41w 5115.70 5115.80 39.8 50.6 62.5 I we r �s Si A54„Minq OU�w� P P� 15 p1,9• J 5115.90 75.4 5116.00 89.2 i?,,, uses G2; GLtI 1 WATER QUALITY CAPTURE VOLUME CALCULATIONS DRAINAGE CRITERIA MANUAL (V. 3) STORMWATER QUALITY MANAGEMENT 1 �J 0 c P 0 N m t U C m L CD m 3 m O) f0 O to -o , m C m 2 151 0.5 Extenc ed De entior Basi (Dry) 0-1-10r Drain time 0.4 0.3 0.2 IS D tents n Pon Js (W t) 1 -Hour Drain rime 0.1 0 0 10 20 30 40 50 60 70 80 90 100 Percent Impervious Area in Tributary Watershed Source: Urbanos, Guo, Tucker (1989) Note: Watershed inches of runoff shall apply to the entire watershed tributary to the BMP Facility. FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV) t2 9-1-1992 r�# 3�6 wQc'v- CO�(41g UDFCD I i y 11 1 1 CAPACITY OF CHANNEL D.S. OF OVERLAND TRAIL i i 1 1 1 i i 1 1 1 1 RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION 1 CAPACITY CHECK OF REGRADED CHANNEL D.S. OF OVERLAND TRAIL 4:1 SIDE SLOPES 0.00 100.00 1 16.00 96.00 32.00 100.00 1 'N' VALUE SLOPE (ft/ft) 0.060 0.0050 1 ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) (sq ft) (fps) (cfs) NO. --------------------------------- ------ 1 96.20 0.2 0.4 0.06 0.21 96.40 0.6 0.6 0.38 0.23 96.60 1.4 0.8 1.11 0.25 96.80 2.6 0.9 2.39 0.26 1 97.00 4.0 1.1 4.34 0.27 97.20 5.8 1.2 7.05 0.28 97.40 7.8 1.4 10.64 0.29 97.60 10.2 1.5 15.19 0.29 9.0 13.0 1.2.0.30 98.00 16.0 1.7 27.5353 0.30 98.20 19.4 1.8 35.50 0.31 98.40 23.0 1.9 44.77 0.31 98.60 27.0 2.0 55.42 0.32 1 98.80,1� 31.4 2.2 67.52� 0.32 99.00 36.0 .2.3 81.15 0.32 99.20 41.0 2.4 96.39 0.33 99.40 46.2 2.5 113.30 0.33 1 99.60 51.8 2.5 131.95 0.33 99.80 57.8 2.6 152.41 0.34 100.00 64.0 2.7 174.74 0.34 13/ RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION ' CAPACITY CHECK OF REGRADED CHANNEL D.S. OF OVERLAND TRAIL 6:1 SIDE SLOPES ' STA ELEV 0.00 100.00 18.00 97.00 36.00 100.00 'N' VALUE ---------- SLOPE ------------- (ft/ft) 0.060 0.0050 ' ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) --------- (sq ft) ------- (fps) -------- (cfs) --------- NO. ------ 97.20 0.2 0.4 0.09 0.21 97.40 1.0 0.6 0.57 0.23 97.60 2.2 0.8 1.69 0.25 97.80 3.8 0.9 3.63 0.26 98.00 6.0 1.1 6.58 0.27 ' 98.20 8.6 1.2 10.70 0.28 98.40 11.8 1.4 16.14 0.29 98.60 15.4 1.5 23.04 0.30 99.00 1.7 31.76 0.31 99.00 24.0 24.0 7.7 41.76 0.31 99.20 99.40� 29.0 34.6 1.9 2.0 53.84 0.31 67.9040.32 99.60 40.6 2.1 84.05 0.32 99.80 47.0 2.2 102.41 0.32 ' 100.00 54.0 2.3 123.09 0.33 ORIFICE SIZING OF OUTLET ' PIPES FOR REGIONAL DETENTION POND Oriface Equations for the Ponds At Overland Project ' CCH -18-94 ' Uses: Q=Ca(2gh)^0.5 Location Operating Oriface Oriface Coefficient Head Diameter Area of ' At HWL Discharge (ft) (inches) (ft^2) '18" pipe from pond 395 7 15.5 1.31 0.6 18" pipe from pond 396 9 12.5 0.85 0.6 18" pipe from pond 399 1 9 10.5 0.60 0.6 Calculated Allowable Discharge Discharge (cfs) (cfs) 16.72 16.5 12.33 12.7 8.70 8.8 7"f 7 1LOos jL HYDROLOGY U 1 u H A 1 1 1 The Ponds at Overland Trail Preliminary Composite "c" values. TJB 11-16-94 Design Area Impervious "C" Pervious "C" A,total (ac.) A,imp (ac.) Percent Impervious Percent Pervious Composite "C" 100 0.95 0.25 1.08 0.44 40.74 59.26 0.54 101 0.95 0.25 1.93 0.88 45.60 54.40 0.57 102 0.95 0.25 2.51 1.10 43.82 56.18 0.56 103 0.95 0.25 1.02 0.56 54.90 45.10 0.63 104 0.95 0.25 1.19 0.39 32.77 67.23 0.48 1105 0.95 0.25 1.07 0.39 36.45 63.55 0.51 106 0.95 0.25 6.69 2.72 40.66 59.34 0.53 107 0.95 0.25 0.49 0.40 81.63 18.37 0.82 108 0.95 0.25 3.76 0.60 15.96 84.04 0.36 109 0.95 0.25 2.68 1.56 58.21 41.79 0.66 200 0.95 0.25 0.66 0.33 50.00 50.00 0.60 201 0.95 0.25 0.56 0.20 35.71 64.29 0.50 202 0.95. 0.25 2.11 0.40 18.96 81.04 0.38 300 0.95. 0.25 2.76 1.21 43.84 56.16 0.56 301 0.95 0.25 1.57 0.66 42.04 57.96 0.54 302 0.95 0.25 2.26 0.87 38.50 61.50 0.52 400 0.95 0.25 1.67 0.97 58.08 41.92 0.66 401 0.95 0.25 2.60 0.80 30.77 69.23 0.47 402 0.95 0.25 2.67 1.52 56.93 43.07 0.65 500 0.95 0.25 0.67 0.42 62.69 37.31 0.69 501 0.95 0.25 1.15 0.77 66.96 33.04 0.72 502 0.95 0.25 1.12 0.21 18.75 81.25 0.38 503 0.95 0.35 3.18 0.15 4.72 95.28 0.38 504 0.95 0.25 7.56 2.15 28.44 71.56 0.45 505 0.95 0.25 0.96 0.41 42.71 57.29 0.55 506 0.95 0.25 5.04 0.65 12.90 87.10 0.34 507 0.95 0.25 0.51 0.39 76.47 23.53 0.79 508 0.95 0.25 1.81 0.32 17.68 82.32 0.37 600 0.95 0.25 1.38 0.80 57.97 42.03 0.66 601 0.95 0.25 3.48 1.56 44.83 55.17 0.56 602 0.95 0.25 2.29 1.30 56.77 43.23 0.65 603 0.95 0.25 2.08 1.25 60.10 39.90 0.67 604 0.95 0.25 0.61 0.48 78.69 21.31 0.80 605 0.95 0.25 0.62 0.36 58.06 41.94 0.66 606 0.95 0.25 0.49 0.37 5.51 24.49 0. 8 607 0.95 0.25 3.77 1.58 41.91 58.09 0.54 700 0.95 0.25 1.64 1.31 79.88 20.12 0.81 701 0.95 0.25 1.52 1.10 72.37 27.63 0.76 363 0.95 0.25 1.73 0.00 0.00 100.00 0.25 364 0.95 0.25 9.54 0.57 5.97 94.03 0.29 365 0.95 0.25 7.16 0.30 4.19 95.81 0.28 366 0.95 0.25 3.54 0.00 0.00 100.00 0.25 Ix i4z ' w z Z J W O p a. � Z Z W LLJ Z m Z � ~ O V Q � Z W } P a N LLI N LL i C) O LL Q Z Fa— m m .� (D O e- � to O co O .- CO f� N CO CD f6 + U C M M M I� 6 6 N to N CV to f*_ O co I_ N. 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R RR8366N 88 w rvA $ O m ^ ^ ^�ri�ori tp o to po ee R p M �a^8 3m^^, S', 91,m81:np81i N B a o °ii n oz- O f1 Anm O w w o.^i$ a tV 0 o� Sb V O YI P8 MIN N 4 m ry IISR 6 A 14 UQ^ m� O 0 ryf 111 ^^^4 1111m ^ m 1V ,0 ' m: a ss x.>rae>o:.� a >z s >A are s uguo w� .- iO ^^rvrv000r of ry ri o li ^ m Iw A _ f.'"d NJ ^ `YI anPd.18Ta8'imlC fV IVry NfV IV 1VN fl m IV m IV n10N nMN 14 ry ry 1V m N fl N m w c z 00 0 0 78adow.... 00000coo d o c c 0dci IS R U m o00 6 o 6 c o c m^ n � ^AAmrynryry ry A n o,00 ^ r o w ^ N C C aim a w F A A N = A F W^ K Hw�m O b A N LL b 0.. nn R n F1 n n m ry A N N I`ocmoluN' N m u ry � O m O boo e P O N r i£A wi N y g p N iyp711_ �lSi, df pp E� YIN NYIN phi, yp�I pp NmN 88 p_p rypryp 88 ypypII Epp p IO 1pmml�Ob blD p� 10 8g 10 1p�I 10 8� p 10 f0 8 8n 1. 10. 1. lI n ss ITi �yO� 11 a a9^ INLET CALCULATIONS --------------------------------------- - --------------------------------------- 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:KEVIN GINGERY-RDB INC FT. COLLZNS COLORADO.............................. ON DATE 11-20-1994 AT TIME 14:38:06 *** PROJECT TITLE: INLET DESIGN *** CURB OPENING �(Z. INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 14 ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 REQUIRED CURB OPENING LENGTH (ft)= 28.45 ' IDEAL CURB OPENNING EFFICIENCY = 0.54 ACTURAL CURB OPENNING EFFICIENCY = 0.47 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = 2.30 STREET CROSS SLOPE ($) 2.00 ' STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 12.06 ' GUTTER FLOW DEPTH (ft) = 0.41 FLOW VELOCITY ON STREET (fps)= 4.72 FLOW CROSS SECTION AREA (sq ft)= 1.62 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR($)= 15.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= 4.14 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 7.64 FLOW INTERCEPTED (cfs)= 3.61 ' CARRY-OVER FLOW (cfs)= 4.03 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 7.64 FLOW INTERCEPTED (cfs)= 3.52 ' CARRY-OVER FLOW (cfs)= 4.12 ------------------------------------------------------------------------------ Za 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 KEVIN GINGERY-RDB INC FT COLLINS COLORADO ON DATE 11-20-1994 AT TIME 14:39:49 *** PROJECT TITLE: INLET DESIGN *** CURB OPENING INLET HYDRAULICS AND SIZING: Z ' INLET ID NUMBER: 13 ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 REQUIRED CURB OPENING LENGTH (ft)= 32.13 IDEAL CURB OPENNING EFFICIENCY = 0.68 ACTURAL CURB OPENNING EFFICIENCY = 0.63 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 2.30 STREET CROSS SLOPE M = 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 13.19 ' GUTTER FLOW DEPTH (ft) = 0.43 FLOW VELOCITY ON STREET (fps)= 4.90 FLOW CROSS SECTION AREA (sq ft)= 1.91 ' GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= 6.38 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 9.41 FLOW INTERCEPTED (cfs)= 5.88 ' CARRY-OVER FLOW (cfs)= 3.53 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 9.41 FLOW INTERCEPTED (cfs)= 5.74 ' CARRY-OVER FLOW (cfs)= 3.67 '--------------------------------------------------------------------------- --tzx ' 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 KEVIN GINGERY-RDB INC FT. COLLINS COLORADO............................... ON DATE 11-20-1994 AT TIME 14:40:35 *** PROJECT TITLE: INLET DESIGN ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 57 ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE t STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: 15.00 34.13 0.65 0.60 1.80 2.00 0.016 2.00 2.00 ' WATER SPREAD ON STREET (ft) = 15.16 GUTTER FLOW DEPTH (ft) = 0.47 FLOW VELOCITY ON STREET (fps)= 4.63 FLOW CROSS SECTION AREA (sq ft)= 2.46 GRATE CLOGGING FACTOR CURB OPENNING CLOGGING FACTOR(%)= 10.00 "Z)IZ ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 7.39 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 11.41 FLOW INTERCEPTED (cfs)= 6.80 ' CARRY-OVER FLOW (cfs)= 4.61 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 11.41 FLOW INTERCEPTED (cfs)= 6.65 ' CARRY-OVER FLOW (cfs)= 4.76 '----------------------------------------------------------------------------Isla 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 KEVIN GINGERY-RDB INC FT. COLLINS COLORADO .. .. . . ..... ON DATE 11-20-1994 AT TIME 14:42:46 '*** PROJECT TITLE: INLET DESIGN *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 12 Z 2 ' INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 REQUIRED CURB OPENING LENGTH (ft)= 24.11 ' IDEAL CURB OPENNING EFFICIENCY = 0.62 ACTURAL CURB OPENNING EFFICIENCY = 0.54 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = 2.00 ' STREET CROSS SLOPE M STREET MANNING N 2.00 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = 11.22 0.39 FLOW VELOCITY ON STREET (fps)= 4.27 FLOW CROSS SECTION AREA (sq ft)= 1.43 ' GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= 3.76 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 6.07 ' FLOW INTERCEPTED CARRY-OVER (cfs)= FLOW (cfs)= 3.29 2.78 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 6.07 FLOW INTERCEPTED (cfs)= 3.19 ' CARRY-OVER FLOW (cfs)= 2.88 1 1 1 --------------------------------------------------------------------------- - zoc 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:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. ON DATE 11-20-1994 AT TIME 14:43:20 t*** PROJECT TITLE: INLET DESIGN *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 12 INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET'DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 REQUIRED CURB OPENING LENGTH (ft)= 61.91 ' IDEAL CURB OPENNING EFFICIENCY = 0.27 ACTURAL CURB OPENNING EFFICIENCY = 0.23 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = 2.00 ' STREET CROSS SLOPE M _ STREET MANNING N 2.00 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = 22.38 0.61 FLOW VELOCITY ON STREET (fps)= 6.03 FLOW CROSS SECTION AREA (sq ft)= 5.17 ' GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 ' 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 1 8.45 (cfs)= 31.09 (cfs)= 7.26 (cfs)= 23.83 (cfS)= 31.09 (cfs)= 7.18 (cfs)= 23.91 C,D �,),z 1 �,/� CLIENT fiv�e{'-1 Lp.!'t JOB NO. %' AA.. ���j 1 INC PROJECT�rOp�S a C/V�'��'+`R CALCULATIONS FOR_G li�lfl Swlf.�/ Engineering Consultants MADE BV I�10 DATE!" CHECKED BY DATE SHEET r-OF r let 4. 13 cks Use /Q i n l6-f 7r, 6 c4:;) r-m._ o vei`t• P� 17P *67 ' 7,.7-4ct5 - Use- /Onleacrl- � Q,� _ �a- 8 � Gas -� �6 ��S ► �-���-���� C�-po..�.�+� m-� p�pe� 48.8G c.�s oJe.�m1Ps G�ml..�d� � o�=l�. 34 1 ' z= ,7, D l e-"V5 Ufa /5 � i'n &fi 1 ' �7, 4,16c�; use, /p I I 1 40or- 743 cs L-L 7.75c;75 P # C� I gz =�5 Us lD' ► fo ; �I -��-t- s fot`� /D• 7 7L5 -� 7.43 c�s j,�f �ca�ac i� '5�7�i Pam, 3. 34 cis ova o C 0 t`b q Z RWINC CLIENT t�e-t`( CQ-JOB NO.PROJECT �..�'r'�5 � DV4-1-1 ALCULATIONSFOR Engineering Consultants MADEBYF_rDATE !/ ZD"fCMECKED BY DATE SHEET - OF ' rtroto, Favre- S-Z - Co -pa. _%+ t m�7 S v o.,+ par,- 7. o&4i; z3,7D c-�s s r ��t Opt zz ' If to = 7, 6 2 4�s S ' i t,k- s Q z= 0.67 � ioD= S, 44 cis -� USGS t ihtet -� te-t 0 t-::- 1 , CLIENT%�yf GW I�i�Pi�1 L4L4\- ' INC PROJECT-1 D�.S DUCT I0. ALCIJLATIONS FOR Engineering Consultants MADE BY�= DATE ZIP-9'CNECKED BY_ DATE ' Go+a.e- H!S a 5 i G U I V 75 F�3vr- 5-Z JOB NO. -D`� .OF G 01 ve-r-+ a DP', 34 Q z =- 5, -77 c-�'S -->- D,11 c�i aver-tmPs Curb v cd-too L o f-lc ' G0/ve-rf e DPd*3/ z= .7-, 39 c ', —� Asa.= fall c; ov&-vt&V- e-u rb off. �1►� e r-, s w0. �. ' 6y= 10ZZ�- s —ism I.0 12 II 10 - .9 8 10 6 .e 7 U. 4 JDCCr 8 w 3 �' z a ,6 vi 2L-7 w 1 �/ / z .5 Example Port o_ J 1.0 z -------i- 1 5.5 rn .6 - 0 W 5 = z 0 U. .. .4 z z .4 z 4.5 z CL .3.LL w L, W 1 4o z � _ .2 ~ z a .3 3.5 w W >, 1 a. 0 U. 1H .25 3 0 0 .08 �- 0 = 0 .06 � W W z 1 = 2.5 = w .04 a: W .2 ° .03 U. 3 1 a .02 0 2 a x U F- a 15 .01 c L � 1 0 0 1.5 --- -- - -- -- Y0 a z 1 4 35u 6 2 1.5 , 1.0 .9 .8 .7 .6 .5 .4 .3 .25 .2 r1% Figure 5-2 1 NOMOGOAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2- -' Adapted from Bureau of Public Roads Nomograph 1 MAY 1954 5-10 DESIGN CRrTERIA CULVERT CALCULATIONS [] M 11 I TRRENT DATE: 11-16-1994 '.ENT TIME: 14:30:04 FILE DATE: 11-16-1994 FILE NAME: WETLANDS ardaaaardaafdtdardrdardtdaaaaa3aaaaaaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa3aaaa ardaaaaaafdfdafdaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaadaaaaaaaaaaaaaaaaaaaaaa CU aaOrdardaaa3a3a333a33aa333a3aaaoaaaaaaaa3aaaaaaaaaaaaaaaaaaaaaaa3aaaaa3aaaaaaaa� C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET ° uaaafdardaaaaaaaa3aaaaaaaalaaeaaaaaaaaaaaaaaaaaaaaaaaaaacaaaaac aaaaaa3aaaaaa ° L ° INLET OUTLET CULVERT ° BARRELS 0 V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° ° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° ° 1 ° 19.00 18.50 80.00 ° 1 RCP 1.25 1.25 .013 CONVENTIONAL° 2 ° ° ° 3 ° 0 0 0 4 ° ° o 5 ° 0 0 6 ° o aaaeaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaal a a a aa'aaaaaaaaaaaa-aaaaaaaa-aaaaaaaaaaaaaaaaaaaaaaaaa-aaaaaaaaaaa-aa'aaaaaaaaaaaaaaaa FILE: WETLANDS CULVERT HEADWATER ELEVATION (FT) DATE: 11-16-1994 ' DISCHARGE 1 2 3 4 5 6 ROADWAY 0 19.00 0.00 0.00 0.00 0.00 0.00 20.50 0 19.27 0.00 0.00 0.00 0.00 0.00 20.51 ' 1 19.38 0.00 0.00 0.00 0.00 0.00 20.51 1 19.49 0.00 0.00 0.00 0.00 0.00 20.52 1 19.58 0.00 0.00 0.00 0.00 0.00 20.52 2 19.67 0.00 0.00 0.00 0.00 0.00 20.52 ' 2 19.75 0.00 0.00 0.00 0.00 0.00 20.53 2 19.82 0.00 0.00 0.00 0.00 0.00 20.53 2 19.88 0.00 0.00 0.00 0.00 0.00 20.53 ' 3 19.94 0.00 0.00 0.00 0.00 0.00 20.53 3 20.00 0.00 0.00 0.00 0.00 0.00 20.54 6 20.77 0.00 0.00 0.00 0.00 0.00 0.00 The above Q and HW are for a point above the roadway. 'aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaardaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ' N� P &4.)VX4 � wit L^dS b (Zazw-m Cve 2 ENT DATE: 11-16-1994 FILE DATE: 11-16-1994 Ck,.,AENT TIME: 14:30:04 FILE NAME: WETLANDS aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 1.25 BY A.25 ) RCP aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa tDIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH �(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) aardaardardrdafdaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 0 19.00 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 0 19.27 0.27 0.27 1-S2n 0.20 0.20 2.37 0.20 0.55 0.37 ' 1 19.38 0.38 0.38 1-S2n 0.28 0.30 2.93 0.28 0.66 0.48 1 19.49 0.49 0.49 1-S2n 0.35 0.37 3.16 0.35 0.73 0.56 1 19.58 0.58 0.58 1-S2n 0.41 0.43 3.46 0.41 0.78 0.62 2 19.67 0.67 0.67 1-S2n 0.46 0.48 3.64 0.46 0.83 0.67 2 19.75 0.75 0.75 1-S2n 0.51 0.53 3.81 0.51 0.87 0.72 2 19.82 0.82 0.82 1-S2n 0.56 0.57 3.98 0.56 0.90 0.76 19.88 0.88 0.88 1-S2n 0.60 0.62 4.11 0.60 0.93 0.80 3 19.94 0.94 0.94 1-S2n 0.65 0.66 4.23 0.65 0.96 0.84 3 20.00 1.00 1.00 1-S2n 0.69 0.69 4.34 0.69 0.99 0.87 aafdaaaaaaaaaaaaaaaaaa33aa33a3a3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaam El. inlet face invert 19.00 ft El. outlet invert 18.50 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa I 1 * SITE DATA ***** CULVERT INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION,(FT) OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT ************** CULVERT LENGTH ALONG SLOPE (FT) 100.00 19.00 180.00 18.50 1 0.0063 80.00 CULVERT DATA SUMMARY ************************ BARREL SHAPE BARREL DIAMETER BARREL MATERIAL BARREL MANNING'S N INLET TYPE INLET EDGE AND WALL CIRCULAR 1. 2 5 FT -,wm - CONCRETE 0.013 CONVENTIONAL GROOVED END PROJECTION -P1Zo viJe - 1 - /S dtdvo2, k"INLET 'DEPRESSION " NONE a a aaaaaaa aaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa IGG� 3 '.ENT DATE: 11-16-1994 FILE DATE: 11-16-1994 Cu.%RENT TIME: 14:30:04 FILE NAME: WETLANDS trdrdaardrdaadd aaaaaaaaaaaaaaaaaaaaaaa3333d3aaaaaa33d3aaa3aaa33a3aaaaaaaaaa3a33adaaa aaaa3ardadaddadaadaaaddaaaa TAILWATER aaaaaaaaaaaaadaaaaaaaaaaaa raaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa1iaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 ' CHANNEL SLOPE V/H (FT/FT) 0.005 MANNING'S N (.01-0.1) 0.060 CHANNEL INVERT ELEVATION (FT) 18.50 ' CULVERT NO.1 OUTLET INVERT ELEVATION 18.50 FT ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL ' FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) ' 0.00 0.30 18.50 0.000 18.87 0.161 0.00 0.37 0.00 0.55 0.00 0.11 0.60 18.98 0.168 0.48 0.66 0.15 0.90 19.06 0.173 0.56 0.73 0.17 ' 1.20 19.12 0.176 0.62 0.78 0.19 1.50 19.17 0.178 0.67 0.83 0.21 1.80 19.22 0.180 0.72 0.87 0.22 2.10 19.26 0.182 0.76 0.90 0.24 ' 2.40 19.30 0.184 0.80 0.93 0.25 2.70 19.34 0.185 0.84 0.96 0.26 3.00 19.37 0.186 0 87 0 99 0 27 �aaaaaaaaaddaaaadaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaad.----aaaaaa- aaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa �aaadadaaaaaaadaaaaaaaaaaaaaaadddddaaaaadaaaaaaaaaddaaadaaadaaaaaaaaaaaaaaaaaaaa ROADWAY SURFACE PAVED ' EMBANKMENT TOP WIDTH (FT) 30.00 CREST LENGTH (FT) 150.00 OVERTOPPING CREST ELEVATION (FT) 20.50 �ardrdtdrdadaaaaardtd33333ad33aaaaa333a333aa3aaaaaadaaaiaaaaaaaaaaaaaaaaaaaaaaaaaa3a3a 1 VTRRENT DATE: 11-16-1994 FILE DATE: 11-16-1994 `.ENT TIME: 14:00:15 . FILE NAME: BANYAN aaaaaaaaaaaaa-aaaaa-aadaadaaadAdd aa'aaaaaaaaaaaadaaaaaaaaaaaaaaaaaadaaaadaaaaaaaad ddaaaaaafdadaaaadaaadaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaadaldardrdadadaadadaadada HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaa3aaa33aa aadoaaaadaaaaaaaaaaadaaaaaaaaaoaaaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaC C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET ° U lladadddaaaaaaadaddaaaaaaaaaeaaaaaadaadaa3aa3aaaaaaaaaaaada " aaaaaaaaaaaaaaaaaq 0 L ° INLET OUTLET CULVERT ° BARRELS ° V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° ° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° ° 1 ° 16.50 16.00 70.00 ° 1 RCPE 2.50 1.58 .013 CONVENTIONAL° 2 ° ° ° 3 ° ° ° ° 4 ° ° ° ° 5 ° ° ° 6 ° ° ° daaeaaaadaaaaaddaaaadaaaadaaa'de iAdia-33a33aaadaaa3a333aaaaaa333333da33aaaaaaaai a a a a a a a aaaaaaa,aaaaaaaa-aaaaaaaaaaaaa-aaaaaaaaaaaaaaaadaaaaa'aaadaaaaadaaaaaaaaaaaa FILE: BANYAN CULVERT HEADWATER ELEVATION (FT) DATE: 11-16-1994 DISCHARGE 1 2 3 ' 0 19.00 0.00 0.00 2 19.29 0.00 0.00 4 19.46 0.00 0.00 6 19.65 0.00 0.00 8 19.84 0.00 0.00 11 20.06 0.00 0.00 13 20.31 0.00 0.00 15 20.57 0.00 0.00 17 20.87 0.00 0.00 18 21.08 0.00 0.00 ' 21 21.55 0.00 0.00 2.1 21.55 0.00 0.00 The above Q and HW are for a point above aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa,aaaa 4 5 6 ROADWAY 0.00 0.00 0.00 21.00 0.00 0.00 0.00 21.02 0.00 0.00 0.00 21.04 0.00 0.00 0.00 21.05 0.00 0.00 0.00 21.06 0.00 0.00 0.00 21.07 0.00 0.00 0.00 21.08 0.00 0.00 0.00 21.09 0.00 0.00 0.00 21.09 0.00 0.00 0.00 21.10 0.00 0.00 0.00 21.11 0.00 0.00 0.00 0.00 the roadway. cA�dr- IL -Prase S- i 2 !ENT DATE: 11-16-1994 FILE DATE: 11-16-1994 C,__tENT TIME: 14:00:15 FILE NAME: BANYAN �afdrdaaardaaaaaa33aaaaaaa33aaa3aaaaaaaaaaaaaaaaaaaaaa3a3aaaaaaaaaaad3aaaaaa33a3a3a PERFORMANCE CURVE FOR CULVERT # 1 1 ( 2.5 BY 1.583333 ) RCPE aaaaaaaaaaaaaaaaiaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 1 DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) .(fps) (ft) �aadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 0 19.00 0.00 2.50 0-NF 0.00 0.00 0.00 0.00 0.00 3.00 2 19.29 0.55 2.79 4-FFt 0.35 0.40 0.65 1.58 0.67 3.27 1 4 19.46 0.81 2.96 4-FFt 0.50 0.58 1.30 1.58 0.84 3.40 6 19.65 1.04 3.15 4-FFt 0.62 0.73 1.96 1.58 0.96 3.50 8 19.84 1.25 3.34 4-FFt 0.73 0.85 2.61 1.58 1.05 3.59 1 11 20.06 1.45 3.56 4-FFt 0.83 0.96 3.26 1.58 1.13 3.67 13 20.31 1.66 3.81 4-FFt 0.93 1.06 3.91 1.58 1.19 3.74 15 20.57 1.89 4.07 4-FFt 1.03 1.15 4.57 1.58 1.24 3.80 17 20.87 2.14 4.37 4-FFt 1.13 1.23 5.22 1.58 1..29 3.86 L 18 21.08 2.33 4.58 4-FFt 1.21 1.28 5.65 1.58 1.32 3.89 21.55 2.74 5.05 4-FFt 1.41 1.36 6.52 1.58 1.38 3.96 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaiaaaaaaaiaaaaaaaaa El. inlet face invert 16.50 ft El. outlet invert 16.00 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa• I 1 1 * SITE DATA ***** CULVERT INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION (FT) OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT ************** CULVERT LENGTH ALONG SLOPE (FT) 100.00 16.50 170.00 16.00 1 0.0071 70.00 ***** CULVERT DATA SUMMARY ************************ 1 BARREL SHAPE ELLIPTICAL BARREL SPAN BARREL RISE 2.50 FT �1`oVl 1.588 FT A �� I p�� E �/.� I peL 1 1 vH 11G BARREL MATERIAL CONCRETE 1 BARREL MANNING'S N 0.013 INLET TYPE CONVENTIONAL 1 INLET EDGE AND WALL INLET DEPRESSION SQ. EDGE WITH HEADWALL NONE aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 1 1 r 1 i oy,o� 3 'ENT DATE: 11-16-1994 FILE DATE: 11-16-1994 Ct-AENT TIME: 14:00:15 FILE NAME: BANYAN taadaaadaddaaaaaaaaaaaaaada'aaaaaaaaaaadal aaadal aaaaaaadaaaaaaaaaaadaaadaaaadaaI", aaaaaaaaaaaaaaaaaaaaaaaaaa TAILWATER aaaa aaaaaaaaaaaaaaaaaaaaaaaaaa a a aaaaaaaaaaaaa,add aaaaaaaaaaaaaaaaaaaaaaaaaaaa'a'ad aaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ****** REGULAR CHANNEL CROSS SECTION **************** 1 BOTTOM WIDTH (FT) 10.00 SIDE SLOPE H/V (X:1) 6.0 CHANNEL SLOPE V/H (FT/FT) 0.005 MANNING'S N (.01-0.1) 0.060 1 CHANNEL INVERT ELEVATION (FT) 19.00 CULVERT NO.1 OUTLET INVERT ELEVATION 16.00 FT ****** UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0.00 19.00 0.000 0.00 0.00 0.00 2.10 19.27 0.227 0.27 0.67 0.08 4.20 19.40 0.235 0.40 0.84 0.13 6.30 19.50 0.239 0.50 0.96 0.16 8.40 19.59 0.241 0.59 1.05 0.18 10.50 19.67 0.243 0.67 1.13 0.21 12.60 19.74 0.244 0.74 1.19 0.23 14.70 19.80 0.245 0.80 1.24 0.25 16.80 19.86 0.246 0.86 1.29 0.27 18.20 19.89 0.247 0.89 1 32 0 28 21.00 19.96 0.248 0.96 1.38 0.30 aaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ad adaaaaaaddaaaaaadaaaaad ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaciadadaaadaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH (FT) 30.00 CREST LENGTH (FT) 200.00 OVERTOPPING CREST ELEVATION (FT) 21.00 laaaaaaaaaaaaaaaaaaaaaaaaaaadaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 'RENT DATE: DATE: 11-16-1994 FILE DATE: 11-16-1994 ENT TIME: 13:56:01 FILE NAME: BANYAN t3aaaafdardaaaaaaaa3aaa3aaaaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa0aa3aa d-&-9-4-6-6&dagaodddg&a'a'a'aoda'a-aoao FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaaaaaaaaaa aaaoaaaaaaaaaaaaaaaaaaaaaaaaaaoaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa4 C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET ° ° U fiaaaaaaaaadaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa� ° L ° INLET OUTLET CULVERT ° BARRELS ° V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° ° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° ° 1 ° 19.50 19.00 70.00 ° 1 RCPE 2.50 1.58 .013 CONVENTIONAL° 2 ° ° o 3 ° ° ° ° 4 ° ° ° 5 ° ° ° 6 ° ° ° aaaaeaaldtdaaaardaaaaaaaaaaaaaadaaeaaaaaaaaaaaaaaaaaaaaaaaa3aaaaaaaaaaaaaa3aaaaaaal aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa FILE: BANYAN CULVERT HEADWATER ELEVATION (FT) DATE: 11-16-1994 ' DISCHARGE 1 2 3 4 5 6 ROADWAY 0 19.50 0.00 0.00 0.00 0.00 0.00 23.00 2 20.05 0.00 0.00 0.00 0.00 0.00 23.02 ' 4 20.31 0.00 0.00 0.00 0.00 0.00 23.04 6 20.54 0.00 0.00 0.00 0.00 0.00 23.05 8 20.75 0.00 0.00 0.00 0.00 0.00 23.06 11 20.95 0.00 0.00 0.00 0.00 0.00 23.07 13 21.16 0.00 0.00 0.00 0.00 0.00 23.08 15 21.39 0.00 0.00 0.00 0.00 0.00 23.09 17 21.64 0.00 0.00 0.00 0.00 0.00 23.09 ' 18 21.83 0.00 0.00 0.00 0.00 0.00 23.10 21 22.24 0.00 0.00 0.00 0.00 0.00 23.11 27 23.40 0.00 0.00 0.00 0.00 0.00 0.00 The above Q and HW are for a point above the roadway. aaaaaaaaaa333aaaaaaaaaaaaaaaaaadaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa &LwaJ wdc-� -b►4Ay,w, sT ex+tnAs, o,., 2 :ENT DATE: 11-16-1994 FILE DATE: 11-16-1994 Ct,..RENT TIME: 13:56:01 FILE NAME: BANYAN taaaaaaaaIaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaAda- PERFORMANCE CURVE FOR CULVERT # 1 1 ( 2.5 BY 1.583333 ) RCPE aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadd aaaaaaaaaaaaaaaaaaaaaa 'DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) . (fps) (ft) aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 0 19.50 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 2 20.05 0.55 0.55 1-S2n 0.35 0.40 3.86 0.35 0.67 0.27 ' 4 20.31 0.81 0.81 1-S2n 0.50 0.58 4.69 0.50 0.84 0.40 6 20.54 1.04 1.04 1-S2n 0.62 0.73 5.28 0.62 0.96 0.50 8 20.75 1.25 1.25 1-S2n 0.73 0.85 5.77 0.73 1.05 0.59 ' 11 20.95 1.45 1.45 1-S2n 0.83 0.96 6.13 0.83 1.13 0.67 13 21.16 1.66 1.66 5-S2n 0.93 1.06 6.45 0.93 1.19 0.74 15 21.39 1.89 1.89 5-S2n 1.03 1.15 6.71 1.03 1.24 0.80 17 21.64 2.14 2.14 5-S2n 1.13 1.23 6.90 1.13 1.29 0.86 �- 18 21.83 2.33 2.33 5-S2n 1.21 1.28 7.01 1.21 1.32 0.89 21 22.24 2.74 2.58 2-M2c 1.41 1.36 7.23 1.36 1.38 0.96. aaaaa addaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa3aaaaaaaaaaaaaaaa3aaaaaaaaaaaaaaaaaaaaaaa ' El. inlet face invert 19.50 ft El. outlet invert 19.00 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa I * SITE DATA ***** CULVERT INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION (FT) OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT ************** CULVERT LENGTH ALONG SLOPE (FT) 100.00 19.50 170.00 19.00 1 0.0071 70.00 CULVERT DATA SUMMARY ************************ BARREL SHAPE BARREL SPAN BARREL RISE BARREL MATERIAL BARREL MANNING'S N INLET TYPE INLET EDGE AND WALL INLET DEPRESSION ELLIPTICAL 2.50 FT 1.58 FT CONCRETE 0.013 CONVENTIONAL SQ. EDGE WITH HEADWALL NONE aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa- 3 ENT DATE: 11-16-1994 FILE DATE: 11-16-1994 Cu..rZENT TIME: 13:56:01 FILE taaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaarda'dtdarclaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa aa`daadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ****** REGULAR CHANNEL CROSS SECTION **************** ' BOTTOM WIDTH (FT) 10.00 SIDE SLOPE H/V (X:1) 6.0 CHANNEL SLOPE V/H (FT/FT) 0.005 MANNING'S N (.01-0.1) 0.060 ' CHANNEL INVERT ELEVATION (FT) 19.00 CULVERT NO.1 OUTLET INVERT ELEVATION 19.00 FT ****** UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0.00 t 19.00 0.000 0.00 0.00 0.00 2.10 19.27 0.227 0.27 0.67 0.08 4.20 19.40 0.235 0.40 0.84 0.13 ' 6.30 19.50 0.239 0.50 0.96 0.16 8.40 19.59 0.241 0.59 1.05 0.18 10.50 19.67 0.243 0.67 1.13 0.21 12.60 19.74 0.244 0.74 1.19 0.23 ' 14.70 19.80 0.245 0.80 1.24 0.25 16.80 19.86 0.246 0.86 1.29 0.27 18.20 19.89 0.247 0 89 1 32 0 28 ' 21.00 19.96 0.248 0.96 1.38 0.30 3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa a3333aaaaaaaaaaaaaaaaaaadaaaaaaaaaaadaa3aa33aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ' ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH (FT) 30.00 CREST LENGTH (FT) 200.00 OVERTOPPING CREST ELEVATION (FT) 23.00 'aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa zoc 'RENT DATE: 11-16-1994 FILE DATE: 11-16-1994 LENT TIME: 13:34:09 FILE NAME: UPCUL ta a a aa&a'aaaAaaaaaaaaaaAdd aaaaaaa&aaaa,aaaaaaaaaaaaa& aaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaa3aaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaa33aadaaaaaadaaaaaaaaa aaaaddaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaa3aaaa&aaaaaaa r'aaaoa3a3aa3aaaaa3aaaaaaaaaaa3aoaaa33aa3aaaaaaaaaaaaaaaaaaaaaaaaaaa3aaaaaaaaaaa4` C ° SITE DATA CULVERT SHAPE, MATERIAL, INLET ° ° U fiaa3a3333a3a333333daaaaaaaae3aaadaa3aaaaaaaaaaaaaa33aaaaaaaaaaaaaaaaaadaaaaCY ° L ° INLET OUTLET CULVERT ° BARRELS 0 '° V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° 0 0 (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° ° 1 ° 51.00 50.50 85.00 ° 3 RCB 4.00 2.50 .013 CONVENTIONAL° 2 ° ° 0 3 ° o 0 ° 4 ° ° 0 �.5 0 0 0 6 ° ° o aaaae&aaaaaaaaaaaaaaaa&&aaaaaaaaaa&aaaaaa&aaaaaaaaaaaaaaaaaaaaa&aaaaaaaaaaaaaaai aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa&aaaaaaaaaaaaaaaaaaaaaaaaaaaa UMMARY OF CULVERT FLOWS (CFS) FILE: UPCUL DATE: 11-16-1994 ' ELEV (FT) TOTAL 1 2 3 4 5 6 ROADWAY ITR 51.00 0 0 0 0 0 0 0 0 1 51.93 19 19 0 0 0 0 0 0 1 52.16 38 38 0 0 0 0 0 0 1 ' 52.51 57 57 0 0 0 0 0 0 1 52.82 76 76 0 0 0 0 0 0 1 53.11 95 95 0 0 0 0 0 0 1 ' 53.38 114 114 0 0 0 0 0 0 1 53.72 133 133 0 0 0 0 0 0 1 54.03 152 150 0 0 0 0 0 1 7 54.16 .171 151 0 0 0 0 0 19 4 54.19 176 151 0 0 0 0 0 24 3 54.00 149 149 0 0 0 0 0 OVERTOPPING faaacaaaaaaaa'aaaaaaaadaaaaaaaa3aa3aa3a3d33da3a3333333d333a3333d3aa333333333dd33 ST(r Et Elm -+r = 5 fct :. oK 3a3a93a33aaaa3a3add333d3333d3aa3aaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: UPCUL DATE: 11-16-1994 ' HEAD HEAD TOTAL FLOW °s FLOW ELEV(FT) ERROR(FT) FLOW(CFS) ERROR(CFS) ERROR 51.00 0.00 0 0 0.00 ' 51.93 0.00 19 0 0.00 52.16 0.00 38 0 0.00 52.51 0.00 57 0 0.00 ' 52.82 0.00 76 0 0.00 53.11 0.00 95 0 0.00 53.38 0.00 114 0 0.00 ' 53.72 0.00 133 0 0.00 54.03 -0.01 152 1 0.58 54.16 -0.00 171 1 0.60 54.19 -0.00 176 1 0.71 aaaaaaaaaaa3aaa3aaaaaaaaaaaaaaaaa3aaaaaa33aaaaaaaaa3aaaaaaaaaa3aaaaaa3aaaaaaaaa <1> TOLERANCE (FT) = 0.010 <2> TOLERANCE (%) = 1.000 iaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa&aaa&&aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 2 :ENT DATE: 11-16-1994 FILE DATE: 11-16-1994 C._,AENT TIME: 13:34:09 FILE NAME: UPCUL V" a a a aaarardaaaaaaaaaaaaaaaaaaaaaaaa33aa3a33a3aaa3aa3d3aaaaa3aa3aaa3333aa3aaaaaaaaa ' PERFORMANCE CURVE FOR CULVERT # 1 - 3 ( 4 BY 2.5 ) RCB aaaaaaaaaaaaaaaaaaaaaaaaaaaaaall aaaaaadada, aaaaadad aaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 1 DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) �aaaaaaaaa3aaaaaaaaaaaaaaaaaaaaaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaaarda3aaaaaaaaaaaaaa 0 51.00 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 19 51.93 0.73 0.93 3-Mit 0.37 0.43 1.27 1.25 3.06 1.25 1 38 52.16 1.16 1.16 1-S2n 0.60 0.68 5.30 0.60 3.64 1.61 57 52.51 1.51 1.51 1-S2n 0.79 0.89 6.03 0.79 4.03 1.88 76 52.82 1.82 1.82 1-S2n 0.96 1.08 6.60 0.96 4.33 2.09 1 95 53.11 2.11 2.11 1-S2n 1.12 1.25 7.06 1.12 4.58 2.28 114 53.38 2.38 2.38 1-S2n 1.28 1.41 7.44 1.28 4.79 2.44 133 53.72 2.66 2.72 4-FFt 1.42 1.57 4.43 2.50 4.98 2.58 150 54.03 2.91 3.03 4-FFt 1.55 1.70 4.99 2.50 5.15 2.72 1 151 54.16 2.92 3.16 4-FFt 1.56 1.70 5.03 2.50 5.31 2.84 151 54.18 2.92 3.18 4-FFt 1.56 1.70 5.02 2.50 5.34 2.87 aaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa E1 inlet face invert 51.00 ft El. outlet invert 50.50 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa * SITE DATA ***** CULVERT INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION (FT) OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT ************** CULVERT LENGTH ALONG SLOPE (FT) 100.00 51.00 185.00 50.50 3 0.0059 85.00 CULVERT DATA SUMMARY ************************ BARREL SHAPE BARREL SPAN BARREL RISE BARREL MATERIAL BARREL MANNING'S N INLET TYPE INLET EDGE AND WALL INLET DEPRESSION BOX 4.00 FT 2.50 FT CONCRETE 0.013 CONVENTIONAL SQUARE EDGE (90-45 DEG.) NONE i3aa333ad aaaaaaaaaiaaaaaaaaaaaaaaa3aaaaa3aaaaaaaadaaaaaaaaaa3aa3aa33aaaa3aaaaaa 1 I�'s�oa 3 ENT DATE: 11-16-1994 FILE DATE: 11-16-1994 ENT TIME: 13:34:09 FILE NAME: UPCUL Laa-aaaadaaaadaaadaaaaaaaaadaaaaaaaaaaaaaaadaaaaaaaaaaaaadddaadadaaaadaaaaaaadaaa aaadaaaaaaaadaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaadaaa �tdtdaaaaaaardaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaada37ddaadaa3adaaaaaa3aaaaaaada333aad ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 ' CHANNEL SLOPE V/H (FT/FT) 0.030 MANNING'S N (.01-0.1) 0.060 CHANNEL INVERT ELEVATION (FT) 50.50 ' CULVERT NO.1 OUTLET INVERT ELEVATION 50.50 FT ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL ' FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0.00 50.50 0.000 0.00 0.00 0.00 ' 19.00 51.75 0.484 1.25 3.06 2.33 38.00 52.11 0.505 1.61 3.64 3.02 57.00 52.38 0.518 1.88 4.03 3.52 76.00 52.59 0.528 2.09 4.33 3.92 ' 95.00 52.78 0.535 2.28 4.58 4.26 114.00 52.94 0.541 2.44 4.79 4.56 133.00 53.08 0.546 2.58 4.98 4.84 ' 152.00 53..22 0.551 2.72 5.15 5.08 171.00 53.34 0.555 2.84 5.31 5.31 175.60 53.37 0.556 2.87 5.34 5.37 �aaaaaaaaaaaaaaaadaaaaaaaaaadaaaaaaaaaidaaaaaaaaaaaaadaaaaddaaaaaaaaaddaaaaaaAdd aaaatdaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaadaaaaaaaaaaaaaa �aaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaadaadaaaaad ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH (FT) 30.00 CREST LENGTH (FT) 100.00 OVERTOPPING CREST ELEVATION (FT) 54.00 aaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaadaadaaaadaaaaaaaaaaaaaaaaaaaaaaaa 1 LENT DATE: 11-15-1994 FILE DATE: 11-15-1994 Cur<RENT TIME: 14:48:15 FILE NAME: OLDCUL Laaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaardatdaaardrdaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaadaaaaaaaaaaaaaaaaaaaaaa Fa`daaaaadaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaaaaaaaaaa aafdOaaaciciciaaaa3aaaaaaaaaaaaaaa0aaaaa3aaaaaa3aa3aaa3aaa33aaaaaaaaa3a3aaaaaaaaaaC ° C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET ° ° U asaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaq L ° INLET OUTLET CULVERT ° BARRELS 0 V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° 0 0 (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° 1 ° 90.50 89.00 65.02 ° 1 RCP 3.00 3.00 .013 CONVENTIONAL° 2 ° 0 0 0 3 0 0 0 4 0 ° 0 5 ° o ° 6 0 ° 0 (rdaaeaaaardaaaaaaaaaaaa3aa3aa33aeaaaaaa3aaaaaaaaaaa3a3aaaaaaaaaaaaaaaaaaaaaaaaaal atdaardaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa3aaaaaaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaa FILE: OLDCUL CULVERT HEADWATER ELEVATION (FT) DATE: 11-15-1994 ' DISCHARGE 1 2 3 4 5 6 ROADWAY 0 90.50 0.00 0.00 0.00 0.00 0.00 94.00 ' 5 91.28 0.00 0.00 0.00 0.00 0.00 94.06 9 91.73 0.00 0.00 0.00 0.00 0.00 94.10 14 92.11 0.00 0.00 0.00 0.00 0.00 94.13 18 92.44 0.00 0.00 0.00 0.00 0.00 94.15 23 92.72 0.00 0.00 0.00 0.00 0.00 94.18 27 92.99 0.00 0.00 0.00 0.00 0.00 94.20 32 93.25 0.00 0.00 0.00 0.00 0.00 94.22 ' 36 93.52 0.00 0.00 0.00 0.00 0.00 94.24 39 93.70 0.00 0.00 0.00 0.00 0.00 94.26 45 94.10 0.00 0.00 0.00 0.00 0.00 94.28 50 94.43 0.00 0.00 0.00 0.00 0.00 0.00 The above Q and HW are for a point above the roadway. laa aaaaa a aa aaaaaaaaaaaaaa aaaaaaaaaaaaa aaaaaaaaaaa aa a aaaaaaaaaaaaaaaaaaaaaaaaa r L l7-oc� /act, 2 :ENT DATE: 11-15-1994 FILE DATE: 11-15-1994 Cu.-,RENT TIME: 14:48:15 FILE NAME: OLDCUL a a a a a aaaaaa-aaaaaaaaa-aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa'aaaaaaaaaaaaaaaaaaaaaaaaaaa PERFORMANCE CURVE FOR CULVERT ## 1 - 1 ( 3 BY 3 ) RCP aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 1 DIS HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) aaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 0 90.50 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 5 91.28 0.78 0.78 1-S2n 0.41 0.65 7.60 0.41 2.25 0.42 1 9 91.73 1.23 1.23 1-S2n 0.60 0.94 8.89 0.60 2.74 0.61 14 92.11 1.61 1.61 1-S2n 0.73 1.17 10.13 0.73 3.06 0.74 18 92.44 1.94 1.94 1-S2n 0.85 1.35 10.10 0.90 3.30 0.85 1 23 92.72 2.22 2.22 1-S2n 0.95 1.52 10.64 1.02 3.50 0.95 27 92.99 2.49 2.49 1-S2n 1.05 1.67 11.03 1.13 3.67 1.03 32 93.25 2.75 2.75 1-S2n 1.14 1.82 11.37 1.25 3.82 1.11 1 / 36 93.52 3.02 3.02 5-S2n 1.23 1.94 11.76 1.34 3.96 1.18 V 39 93.70 3.20 3.20 5-S2n 1.28 2.03 11.93 1.41 4.04 1.22 45 3.60 3.60 5-S2n 1.40 2.18 12.32 1.54 4.19 1.31 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 1 El. inlet face invert 90.50 ft El. outlet invert 89.00 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft aaaaaardaaaaaa`daaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa * SITE DATA ***** CULVERT INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION (FT) OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT ************** CULVERT LENGTH ALONG SLOPE (FT) 100.00 90.50 165.00 89.00 1 0.0231 65.02 CULVERT DATA SUMMARY ************************ BARREL SHAPE BARREL DIAMETER BARREL MATERIAL BARREL MANNING'S N INLET TYPE INLET EDGE AND WALL AR9X401-i%i7 3. 00 FT -mg u `dr CONCRETE 0.013 CONVENTIONAL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE �aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 1 3 :ENT DATE: 11-15-1994 FILE DATE: 11-15-1994 C�..RENT TIME: 14:48:15 FILE NAME: OLDCUL Laaaaaa-aaaaaaa333aaaaaaa3a3ada3aaaaa3333333a333aaaa33aa3da3a33aa3aaa33aaaaaa3aa aaaaaaaaaddaaaaaaaaaaaaaaa TAILWATER aaaaadaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ****** REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH (FT) 3.00 SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (FT/FT) 0.040 MANNING'S N (.01-0.1) 0.060 ' CHANNEL INVERT ELEVATION (FT) 89.00 CULVERT NO.1 OUTLET INVERT ELEVATION 89.00 FT ****** UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CPS) (FT) NUMBER (FT) (FPS) (PSF) ' 0.00 89.00 0.000 0.00 0.00 0.00 4.50 89.42 0.609 0.42 2.25 1.06 9.00 89.61 0.619 0.61 2.74 1.51 ' 13.50 89.74 0.626 0.74 3.06 1.85 18.00 89.85 0.630 0.85 3.30 2.12 22.50 89.95 0.634 0.95 3.50 2.36 27.00 90.03 0.637 1.03 3.67 2.57 ' 31.50 90.11- 0.640 1.11 3.82 2.77 36.00 90.18 0.643 1.18 3.96 2.94 38.90 90.22 0 644 1 22 4 04 3 05 ' 45.00 90.31 0.647 1.31 4.19 3.26 a aaaaaaaaaaaaaaa3aa333a3aaaaa3aaaaaaaaaaaaaaaa3aaaaa3aaaaaaaaaaaaaaa3aaaa33aaa3a aaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa aaa`daafdaaaafciaaaa3aaa3aaaaaaaaaaaaaaaaaaa3aaaaa3aaaaaa3aaaaaaaaaaaaaaaaaaaaaaaaa ' ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH (FT) 38.00 CREST LENGTH (FT) 100.00 OVERTOPPING CREST ELEVATION (FT) 94.00 ✓ Ia a a- a' a- a A a- al a al a- a a- a, a- al a- i a- a- al a' a' a- a- i a- a' a, a- a' a' al i a- a' a- a' a' al a' a- A a' a' a' a- A a' a' al al i cid a- al a, a- a- al A & a' a- -a a- al al A A A a- a' -a a' a' i YZ-00 1 :ENT DATE: 11-15-1994 FILE DATE: 11-15-1994 Cl-RENT TIME: 14:32:55 FILE NAME: NEWCUL Laaatdldaaatdrdrdrdaaaaaaaaaaaaaaaaaaaaa33d33aa3333a3aaaaaaaaaa3aaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaaaaaaaaaa aaaoaaaaaaaaaaaaaaaaaaaaaaaaaaoaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaat ° C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET -° ° U l�aaaardrdaaaardaaaadaaaa3a3333e3a3a333d3a3aaaaaa3aaaaaa3aaaa3aaaaaaaa3aaaaaaaaCY L ° INLET OUTLET CULVERT ° BARRELS o V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° ° ° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° 1 ° 16.00 15.50 80.00 ° 3 RCB 5.00 3.00 .013 CONVENTIONAL° 2 0 ° o 0 3 0 ° ;o 4 0 ° o 5 ° o 0 6 ° o 0 aaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaai �aaa`daardaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa3aaaaaaaaaaaaaaaaaa FILE: NEWCUL CULVERT HEADWATER ELEVATION (FT) DATE: 11-15-1994 1 DISCHARGE 1 2 3 4 5 6 ROADWAY 0 16.00 0.00 0.00 0.00 0.00 0.00 21-00 1 35 16.95 0.00 0.00 0.00 0.00 0.00 21.18 70 17.50 0.00 0.00 0.00 0.00 0.00 21.29 105 17.95 0.00 0.00 0.00 0.00 0.00 21.38 140 18.35 0.00 0.00 0.00 0.00 0.00 21:46 1 175 18.73 0.00 0.00 0.00 0.00 0.00 21:53 210 19.10 0.00 0.00 0.00 0.00 0.00 21.60 245 19.47 0.00 0.00 0.00 0.00 0.00 21.66 1 280 19.87 0.00 0.00 0.00 0.00 0.00 21.72 315 20.30 0.00 0.00 0.00 0.00 0.00 21.78 321 20.38 0.00 0.00 0.00 0.00 0.00 21.79 417 21.79 0.00 0.00 0.00 0.00 0.00 0 00 The above Q and HW are for a point above the roadway. laaa aa a a aaaaaaaa aaaaaaaaa aa a aaaaa aaaaaaaaaa aaaaaa aaaaaaaa aaaaa aaaaaaaaaaaaaaaaa Giwux�. in,�L �,c 2 ENT DATE: 11-15-1994 FILE DATE: 11-15-1994 CV,..r2ENT TIME: 14:32:55 FILE NAME: NEWCUL �aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa PERFORMANCE CURVE FOR CULVERT # 1 - 3 ( 5 BY 3 ) RCB aaaaaaaaaaaaaaaaardtdaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa HEAD- INLET OUTLET 'DIS- CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) . (fps) (ft) �(cfs) aaaaaaaaaaaaa,aa-aadad aaaaaaaadaaaaaaaaaaaa'aaaaaaaaaaaaaaaaa,aa,aaaaaa'aaaaaaaAaaaaa 0 16.00 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 35 16.95 0.95 0.95 1-S2n 0.46 0.55 5.04 0.46 2.06 0.91 '70 17.50 1.50 1.50 1-S2n 0.74 0.88 6.31 0.74 2.56 1.34 105 17.95 1.95 1.95 1-S2n 0.97 1.15 7.11 0.98 2.89 1.67 140 18.35 2.35 2.35 1-S2n 1.19 1.40 7.85 1.19 3.15 1.95 18.73 2.73 2.73 1-S2n 1.39 1.62 8.41 1.39 3.35 2.19 '175 210 19.10 3.10 3.10 5-S2n 1.58 1.83 8.87 1.58 3.53 2.41 245 19.47 3.47 3.47 5-S2n 1.76 2.03 9.15 1.79 3.69 2.61 19.87 3.87 3.87 5-S2n 1.94 2.22 9.49 1.97 3.83 2.79 '280 315 20.30 4.30 4.30 5-S2n 2.12 2.40 9.80 2.14 3.96 2.97 ,321 20.38 4.38 4.38 5-S2n 2.15 2.43 9.85 2.17 3.98 2.99 3aaaaaaardaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ' El. inlet face invert 16.00 ft El. outlet invert 15.50 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft aaaaaaaaaaaaaaaaaaaaaaaaaaaaaa-aaaaaaaaaaaaaaa,aaaaaaaaaaaa-aaaaaaa,aaaaaaaaaaaaaaaa- * SITE DATA ***** CULVERT INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION (FT) OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT ************** CULVERT LENGTH ALONG SLOPE (FT) 100.00 16.00 180.00 15.50 3 0.0063 80.00 CULVERT DATA SUMMARY ************************ BARREL SHAPE BARREL SPAN BARREL RISE BARREL MATERIAL BARREL MANNING'S N INLET TYPE INLET EDGE AND WALL INLET DEPRESSION BOX 5.00 FT 3.00 FT CONCRETE 0.013 CONVENTIONAL SQUARE EDGE NONE (90-45 DEG.) aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 1 �syz� 3 :ENT DATE: 11-15-1994 FILE DATE: 11-15-1994 C�_,RENT TIME: 14:32:55 FILE NAME: NEWCUL LardtdrdtdfdrdrdraadAaAalaaaa3aaaaaaaaaa3aa3aaa3aaa'aaaaaaaa33aaaaa3ciao aaaaaaadd aaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa `da`dfdaa3aa33aardatdaaaaaaaaaaaaaaaaaaaaaaa3a3aaaaaa33aa3aaaaaaaaa3aaaaaaaaaaaaaaaa ******* REGULAR CHANNEL CROSS SECTION **************** 1 BOTTOM WIDTH (FT) 15.00 SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (FT/FT) 0.010 MANNING'S N (.01-0.1) 0.060 1 CHANNEL INVERT ELEVATION (FT) 15.50 CULVERT NO.1 OUTLET INVERT ELEVATION 15.50 FT ****** UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0.00 1 15.50 0.000 0.00 0.00 0.00 35.00 16.41 0.379 0.91 2.06 0.57 70.00 16.84 0.389 1.34 2.56 0.84 1 105.00 17.17 0.394 1.67 2.89 1.04 140.00 17.45 0.397 1.95 3.15 1.22 175.00 17.69 0.399 2.19 3.35 1.37 210.00 17.91 0.401 2.41 3.53 1.50 245.00 1 18.11 0.402 2.61 3.69 1.63 280.00 18.29 0.404 2.79 3.83 1.74 315.00 18.47 0 405 2 97 3 96 1 1.85 321.00 18.49 0.405 2.99 3.98 1.87 3aaardaaaaaaaaaaaa3a3a3a3aaaaaaaaaaaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa �aaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa a3aaaaciardaaaaaaaaaaaaaaaaaaaaaaaaaaa3a3aa313daaa3aaaaa3333a33a3aaaaaaaaaa33333a 1 ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH (FT) 48.00 CREST LENGTH (FT) 150.00 OVERTOPPING CREST ELEVATION (FT) 21.00 lafdaardaaafdaaaaaaaaaaaaaaaaaaaaaaa3aaaaaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 1 , 92z ZDO 1 ENT DATE: 11-15-1994 FILE DATE: 11-15-1994 Cu.,RENT TIME: 11:32:02 FILE NAME: UNDR RD Ladd aaaaaaaaaaaaaaaaaAdd aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ardrdafdaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaafdaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaaaaaaaaaa aaaoaaaaaaaaaaaaaaaaaaaaaaaaaaoaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaG ° C ° SITE DATA °. CULVERT SHAPE, MATERIAL, INLET ° ° U uaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaq L ° INLET OUTLET CULVERT ° BARRELS o V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° ° ° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° 1 ° 26.00 25.50 80.00 ° 3 RCB 4.00 3.00 .013 CONVENTIONAL° 2 ° 0 0 0 3 0 ° o 4 0 ° o 5 ° 0 0 .6 ° 0 0 aaaeaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaai aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaciao aaaaaaaaaaaaaaaaadd aaaaaa FILE: UNDR_RD CULVERT HEADWATER ELEVATION (FT) DATE: 11-15-1994 1 DISCHARGE 1 2 3 4 5 6 ROADWAY 0 26.00 0.00 0.00 0.00 0.00 0.00 31.00 1 20 26.76 0.00 0.00 0.00 0.00 0.00 '31.13 40 27.20 0.00 0.00 0.00 0.00 0.00 31.20 60 27.57 0.00 0.00 0.00 0.00 0.00 31.26 80 27.89 0.00 0.00 0.00 0.00 0.00 31.32 1 100 28.18 0.00 0.00 0.00 0.00 0.00 31.37 120 28.46 0.00 0.00 0.00 0.00 0.00 31.41 140 28.73 0.00 0.00 0.00 0.00 0.00 31.45 1 160 28.99 0.00 0.00 0.00 0.00 0.00 31.50 176 29.20 0.00 0.00 0.00 0.00 0.00 31.53 200 29.53 0.00 0.00 0.00 0.00 0.00 31.58 340 31.92 0.00 0.00 0.00 0.00 0.00 0.00 The above Q and HW are for a point above the roadway. aaaaaaadaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 1 Ow R004b �ic cn` f e u-x t LA�-JS iZi M I,(�yt 2 l tENT DATE: 11-15-1994 FILE DATE: 11-15-1994 CURRENT TIME: 11:32:02 FILE NAME: UNDR RD aafdfdaardtdaafdatdfd3aaa3aaa3dadaaaaaaaaaaaaaaaaaaaada3aa3aaaa3daa3aaaaadaaaa3aaaa3aaa PERFORMANCE CURVE FOR CULVERT # 1 - 3 ( 4 BY 3 ) RCB aaaddaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaadaaaaaa DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH '(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) aaaaaaadaaadaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 0 26.00 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 20 26.76 0.76 0.76 1-S2n 0.38 0.44 4.41 0.38 2.18 0.56 ' 40 27.20 1.20 1.20 1-S2n 0.61 0.70 5.47 0.61 2.75 0.84 60 27.57 1.57 1.57 1-S2n 0.80 0.92 6.28 0.80 3.13 1.05 80 27.89 1.89 1.89 1-S2n 0.97 1.12 6.85 0.97 3.42 1.23 '100 28.18 2.18 2.18 1-S2n 1.14 1.29 7.33 1.14 3.66 1.39 120 28.46 2.46 2.46 1-S2n 1.29 1.46 7.73 1.29 3.87 1.54 140 28.73 2.73 2.73 1-S2n 1.45 1.62 8.02 1.45 4.05 1.67 160 28.99 2.99 2.99 1-S2n 1.59 1.77 8.32 1.60 4.21 1.79 176 29.20 3.20 3.20 5-S2n 1.71 1.89 8.54 1.72 4.33 1.89 200 29.53 3.53 3.53 5-S2n 1.88 2.06 8.83 1.89 4.49 2.02 a3aaaaaaaaaaaaaaaaaaaaaaaa3aaaaaaa3a3a3aaaaaaaaaaaaaaaaaaaaa3aadaaaaaaaaaaaaaaaa ' El. inlet face invert 26.00 ft El. outlet invert 25.50 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft aaaaadaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaadafdaaaaaaaaaaaaaaa3aaaaaaaaaaaaa * SITE DATA ***** CULVERT INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION (FT) OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT ************** CULVERT LENGTH ALONG SLOPE (FT) 100.00 26.00 180.00 25.50 3 0.0063 80.00 CULVERT DATA SUMMARY ************************ BARREL SHAPE BARREL SPAN BARREL RISE BARREL MATERIAL BARREL MANNING'S N INLET TYPE INLET EDGE AND WALL INLET DEPRESSION BOX -� I 4.00 FT 3.00 FT CONCRETE 'J 0.013 CONVENTIONAL SQUARE EDGE NONE (90-45 DEG.) aaaaaardaaaaaaaaaaaaaaaaa3aaaaaaaadd3aa33daa33aaaaaa3aaaaaaaaaada3aaaad3aaaadaaa 3 RENT DATE: 11-15-1994 FILE DATE: 11-15-1994 C.ARENT TIME: 11:32:02 FILE NAME: UNDR RD 'd33aa3a33add33333d3a3a3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa' W &&aaaaaaaadaaa aaaaaaddaadaaaaaaaaaaaaaaa TAILWATER adaaaaaaaaaaaadaaaaaaaaaaa 'a a iA Add a' &A iaodaoia-iidd iaoaoaodA a, a, A a, a, lao a, A a cla-&A a' -a & A aodao a' a' a' a0a0A a' a' a' a' a- a' aoa-dao a' a' a- a' agao a a' a' a' a' a' a' iag a, a, ******* REGULAR CHANNEL CROSS SECTION **************** ' BOTTOM WIDTH (FT) 14.00 SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (FT/FT) 0.020 MANNING'S N (.01-0.1) 0.060 CHANNEL INVERT ELEVATION (FT) 25.50 CULVERT NO.1 OUTLET INVERT ELEVATION 25.50 FT ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) ' 0.00 25.50 0.000 0.00 0.00 0.00 20.00 26.06 0.511 0.56 2.18 0.70 40.00 26.34 0.529 0.84 2.75 1.05 60.00 26.55 0.538 1.05 3.13 1.31 80.00 26.73 0.543 1.23 3.42 1.54 100.00 26.89 0.547 1.39 3.66 1.74 120.00 27.04 0.550 1.54 3.87 1.92 140.00 27.17 0.552 1.67 4.05 2.09 160.00 27.29 0.554 1.79 4.21 2.24 176.10 27.39 0.556 1 89 4 33 2 35 ' 200.00 27.52 0.558 2.02 4.49 2.52 aaaafdaatdaaaaaa3aaaaaaaaaaaaaaaaaaaaaaa3aaaaaa3aaaaa3aaaa3aaaaaaaaaaaaaaaa3aaaaaa aaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaadaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ' ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH (FT) 50.00 CREST LENGTH (FT) 150.00 OVERTOPPING CREST ELEVATION (FT) 31 00 �-ad daaAaaaaaaaaaaaaIaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa'aaaaadaaaaa is�/00 . 1 'CT'RRENT DATE: 11-14-1994 FILE DATE: 11-14-1994 LENT TIME: 17:27:14 FILE NAME: PV&L aaaaaaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaaaaaaaaaa r.0 d3do3aa3dada3aa3dda3aaaaaaaaa3oaaaaaaaaaaaaaa3aa333aa3aaaa3333dadC ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET ° U flaaadaaaaaaaaaaddaadaaaaaaaedaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaa� ° L ° INLET OUTLET CULVERT ° BARRELS 0 ° V ° ELEV. ELEV. LENGTH 0 SHAPE SPAN RISE MANNING INLET ° 0 0 (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° 0 1 0 12.05 12.00 80.00 ° 1 RCB 7.00 4.00 .013 CONVENTIONAL° 0 2 0 0 0 ° 3 0 0 0 0 4 0 0 0 t0 5 0 0 0 6 0 o 0 aaa aa a aaaaaaaaaadialadaaciciaialaCidiadiaddacilaaalaalaadlialaaiciiciiiad-adaaciaiaaaaaadadaaaaal aaaa-daaaaaaaaaaaaaaaaaaaaaaaaaaaaaaada3aaaaaaaaa3aaaaaa3aaaaaaaaaaada3aaa3aaa3a UMMARY OF CULVERT FLOWS (CFS) FILE: PV&L DATE: 11-14-1994 ' ELEV (FT) TOTAL 1 2 3 4 5 6 ROADWAY ITR 12.05 0 0 0 0 0 0 0 0 1 12.84 11 11 0 0 0 0 0 0 1 13.27 22 22 0 0 0 0 0 0 1 13.61 33 33 0 0 0 0 0 0 1 13.91 44 44 0 0 0 0 0 0 1 14.07 50 50 0 0 0 0 0 0 1 ' 14.39 66 66 0 0 0 0 0 0 1 14.68 77 77 0 0 0 0 0 0 1 14.91 88 88 0 0 0 0 0 0 1 15.13 99 99 0 0 0 0 0 0 1 16.36 110 110 0 0 0 0 0 0 1 18.00 258 258 0 0 0 0 0 OVERTOPPING aaaaddaa3aaaaaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaa laaaaadaaaadaaaadddaaadaaaddadaaaaaaadaa Aid aadadaaaaaaaaaaaaaaaaaaadaaaaaaaaaaaa SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: PV&L DATE: 11-14-1994 ' HEAD HEAD TOTAL FLOW % FLOW ELEV(FT) ERROR(FT) FLOW(CFS) ERROR(CFS) ERROR ' 12.05 0.00 0 0 0.00 12.84 0.00 11 0 0.00 13.27 0.00 22 0 0.00 13.61 0.00 33 0 0.00 ' 13.91 0.00 44 0 0.00 14.07 0.00 50 0 0.00 14.39 0.00 66 0 0.00 ' 14.68 0.00 77 0 0.00 14.91 0.00 88 0 0.00 15.13 0.00 99 0 0.00 16.36 0.00 110 0 0.00 aaaaaadaadafaAdAdadd aaaaaaaaaAdd aaaaaadadad dad aad3aaaaaaaaaaaaaaaaadaaaaaaaaadA <1> TOLERANCE (FT) = 0.010 <2> TOLERANCE (%) = 1.000 �aaaaaaaaaaaaaaaadaaadaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa CA k Y: L 2 :ENT DATE: 11-14-1994 FILE DATE: 11-14-1994 CLnRENT TIME: 17:27:14 FILE NAME: PV&L �aaaaaaaaaaaaaaaaaaaaaaaaaaa-add aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 7 BY 4 ) RCB aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 'DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH �(cfs) (ft) (ft) (ft) <F4> ' (ft) (ft) (fps) (ft) (fps) (ft) aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 0 12.05 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 11 12.84 0.63 0.79 3-M2t 0.75 0.43 2.31 0.68 1.64 0.68 ' 22 13.27 1.01 1.22 3-M2t 1.19 0.68 3.10 1.02 2.06 1.02 33 13.61 1.32 1.56 3-M2t 1.56 0.89 3.69 1.28 2.34 1.28 44 13.91 1.60 1.86 3-M2t 1.90 1.07 4.19 1.50 2.55 1.50 50 14.07 1.74 2.02 3-M2t 2.08 1.17 4.44 1.61 2.65 1.61 66 14.39 2.10 2.34 3-M2t 2.54 1.41 5.04 1.87 2.88 1.87 77 14.68 2.34 2.63 3-M2t 2.84 1.56 5.41 2.03 3.01 2.03 LJL88 14.91 2.58 2.86 3-M2t 3.14 1.70 5.76 2.18 3.13 2.18 . 15.13 2.80 3.08 3-M2t 3.42 1.84 6.08.32 3.24 2.32 6.36 3.02 4.31 6-FFn 4.00 1.98 3.93 4.00 3.34 2.46 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaas tex�,El. inlet face invert 12.05 ft El. outlet invert 12.00 ft El. inlet throatinvert0.00 ft El. inlet crest 0.00 ft - - - i i I'll - i - - - - - - - - - - - - - - - * SITE DATA ***** CULVERT INVERT ************** INLET STATION (FT) 100.00 INLET ELEVATION (FT) 12.05 ' OUTLET STATION (FT) 180.00 OUTLET ELEVATION (FT) 12.00 NUMBER OF BARRELS 1 ' SLOPE (V-FT/H-FT) 0.0006 CULVERT LENGTH ALONG SLOPE (FT) 80.00 CULVERT DATA SUMMARY ************************ BARREL SHAPE BARREL SPAN BARREL RISE BARREL MATERIAL BARREL MANNING'S N INLET TYPE INLET EDGE AND WALL INLET DEPRESSION BOX 7.00 FT�.�� 4.00 FT CONCRETE 0.013 CONVENTIONAL 1. IL ee-N [- r;> ( 1 1 D C-fS �...� L PatiCS 1:1 BEVEL (45 DEG. FLARE) NONE iardrdaldaaaaaaa33a333333aaaaaaaaaaaaaaaadaaaaaaaaaaaaaaaaaa3aaaaaaaaaaaaaaaaaa3aaa 3 '.ENT DATE: 11-14-1994 FILE DATE: 11-14-1994 C�..RENT TIME: 17:27:14 FILE NAME: PV&L Laaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa �aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ******* REGULAR CHANNEL CROSS SECTION **************** 1 BOTTOM WIDTH (FT) 8.50 SIDE SLOPE H/V (X:1) 2.0 CHANNEL SLOPE V/H (FT/FT) 0.001 MANNING'S N (.01-0.1) 0.020 1 CHANNEL INVERT ELEVATION (FT) 12.00 CULVERT NO.1 OUTLET INVERT ELEVATION 12.00 FT ****** UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) 0.00 1 12.00 0.000 0.00 0.00 0.00 11.00 12.68 0.349 0.68 1.64 0.04 22.00 13.02 0.360 1.02 2.06 0.06 1 33.00 13.28 0.365 1.28 2.34 0.08 44.00 13.50 0.368 1.50 2.55 0.09 50.00 13.61 0.369 1.61 2.65 0.10 66.00 13.87 0.371 1.87 2.88 0.12 77.00 1 14.03 0.372 2.03 3.01 0.13 88.00 14.18 0.373 2.18 3.13 0.14 99.00 14.32 0.374 2 32 3 24 0 15 1 110.00 14.46 0.375 2.46 3.34 0.15 aaaaaaaaardaardaaa3a3333aaaa3aaaaaaaaaaaaaaaaaaaaaaaaaaaadAdis, aaaaaaaaaaaaaaaaaaa faaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa AaaaAMaaaad9adaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa a 1 ROADWAY SURFACE EMBANKMENT TOP WIDTH (FT) CREST LENGTH (FT) OVERTOPPING CREST ELEVATION (FT) PAVED 60.00 100.00 18.00 1 NT DATE: 11-14-1994 FILE DATE: 11-14-1994 ENT TIME: 16:51:45 FILE NAME: SOUTHCUL maaaaaaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.3 aaaaaaaaaaaaaaaaaaaaaaaaaa f aaaoaaaaaaaaaaaaaaaaaaaaaaaaaaSaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaG C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET ° ° U qaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaarr 0 L ° INLET OUTLET CULVERT ° BARRELS o V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° ° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° ° 1 ° 88.00 87.00 70.01 ° 1 RCP 3.50 3.50 .013 CONVENTIONAL° 3 ° o 0 ° 4 ° ° o 5 ° o ° 6 ° o ° aaa2aaaadaaaaaaaaaaaa3aaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa3aaaaaa3aal aaaaaaaaaaaaaa&aaaaaaaaaaaaaaaaaaaaaaaaaa&aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa FILE: .SOUTHCUL CULVERT HEADWATER ELEVATION (FT) DATE: 11-14-1994 ' DISCHARGE 1 2 3 4 5 6 ROADWAY 0 88.00 0.00 0.00 0.00 0.00 0.00 25.00 8 89.00 0.00 0.00 0.00 0.00 0.00 25.09 15 89.58 0.00 0.00 0.00 0.00• 0.00 25.14 ' 23 90.05 0.00 0.00 0.00 0.00 0.00 25.18 30 90.46 0.00 0.00 0.00 0.00 0.00 25.22 38 90.82 0.00 0.00 0.00 0.00 0.00 25.25 ' 45 91.17 0.00 0.00 0.00 0.00 0.00 25.28 53 91.52 0.00 0.00 0.00 0.00 0.00 25.31 60 91.89 0.00 0.00 0.00 0.00 0.00 25.34 ' 66. 92.19 0.00 0.00 0.00 0.00 0.00 25.36 75 92.73 0.00 0.00 0.00 0.00 0.00 25.40 75 92.73 0.00 0.00 0.00 0.00 0.00 0.00 -The above Q and HW are for a point above the roadway. I .ENT DATE: 11-14-1994 C%,..RENT TIME: 16:51:45 FILE DATE: 11-14-1994 FILE NAME: SOUTHCUL m PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 3.5 BY 3.5 ) RCP aaaaaadAdaaaddaaaddaddaaadd aaaaadaadaaadadaaaadadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) . (fps) (ft) daadaadadadAdd addadaaaadadaadadd adds add aaadaaadaaaaaaaaaaaadaaaaaaaaaaaadaaaaAd 0 88.00 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 %-66.00 8 89.00 1.00 1.00 1-S2n 0.57 0.81 7.21 0.57 0.86 %-65.72 ' 15 89.58 1.58 1.58 1-S2n 0.82 1.17 8.67 0.82 1.11 %-65.58 23 90.05 2.05 2.05 1-S2n 1.02 1.45 9.03 1.07 1.29 %-65.47 30 90.46 2.46 2.46 1-S2n 1.18 1.69 9.68 1.25 1.43 %-65.38 ' 38 90.82 2.82 2.82 1-S2n 1.34 1.89 10.18 1.43 1.54 %-65.29 45 91.17 3.17 3.17 1-S2n 1.48 2.09 10.64 1.58 1.64 %-65.21 53 91.52 3.52 3.52 5-S2n 1.61 2.26 11.03 1.74 1.73 %-65.14 60 91.89 3.89 3.89 5-S2n 1.75 2.42 11.37 1.88 1.81 %-65.07 66 92.19 4.19 4.19 5-S2n 1.84 2.53 11.64 1.99 1.87 %-65.02 75 92.73 4.73 4.73 5-S2n 2.00 2.70 12.04 2.16 1.95 %-64.94 aaaaa3adaAaaaadaaadaaaaaaaaaaaaaaaaaaAaaaaadaAaaaaaaaaaaaaAaaaaaAdaaaaaaaaaaaaaa ' El. inlet face invert 88.00 ft El. outlet invert 87.00 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft aaaaaaaaaaaaaaaaaaaaaaaaaadaaaadaaiaaaadaaaaaadaaaaaadaaaaadaaaaaaaadaaaaaaaaaaa �* SITE DATA ***** CULVERT INVERT ************** INLET STATION (FT) 100.00 INLET ELEVATION (FT) 88.00 OUTLET STATION (FT) 170.00 OUTLET ELEVATION (FT) 87.00 NUMBER OF BARRELS 1 SLOPE (V-FT/H-FT) 0.0143 CULVERT LENGTH ALONG SLOPE (FT) 70.01 ***** CULVERT DATA SUMMARY ************************ ..- 15 t ' BARREL SHAPE CIRCULAR ✓ �p�p EICv BARREL DIAMETER 3.50 FT -- --- BARREL MATERIAL CONCRETE ' BARREL MANNING'S N 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE �po 3 :ENT DATE: 11-14-1994 FILE DATE: 11-14-1994 C�_.r2ENT TIME: 16:51:45 FILE NAME: SOUTHCUL uuuuGGGPPPPGIR aaaa aaaaaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa ****** REGULAR CHANNEL CROSS SECTION **************** ' BOTTOM WIDTH (FT) 30.00 SIDE SLOPE H/V (X:1) 6.0 CHANNEL SLOPE V/H (FT/FT) 0.005 MANNING'S N (.01-0.1) 0.050 ' CHANNEL INVERT ELEVATION (FT) 21.00 CULVERT NO.1 OUTLET INVERT ELEVATION 87.00 FT 1****** UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (CFS) (FT) NUMBER (FT) (FPS) (PSF) ' 0.00 21.00 0.000 0.00 0.00 0.00 7.50 21.28 0.288 0.28 0.86 0.09 15.00 21.42 0.304 0.42 1.11 0.13 22.50 21.53 0.313 0.53 1.29 0.16 ' 30.00 21.62 0.318 0.62 1.43 0.19 37.50 21.71 0.323 0.71 1.54 0.22 45.00 21.79 0.326 0.79 1.64 0.25 52.50 t 21.86 0.329 0.86 1.73 0.27 60.00 21.93 0.331 0.93 1.81 0.29 65.70 21.98 0.333 0.98 1.87 0 31 ' 75.00 22.06 0.335 1.06 1.95 0.33 aaaa-asaaaaaaaaaaasaaalad aaaaaaaaaasaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa �aaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY SURFACE ' EMBANKMENT TOP WIDTH (FT) CREST LENGTH (FT) OVERTOPPING CREST ELEVATION (FT) PAVED 28.00 100.00 25.00 lql ZOC CHARTS, TABLES AND FIGURES i 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 DRAINAGE CRITERIA MANUAL 5C 3C I— 20 Z uj U W a. 10 Z tj a N5 W ayc 3 O V 2 LLI Q 3 1 .5 RUNOFF (I� �nnnn � Mnv®1/A�I�'I� rmi s I= /IQoil I.■�—I���v�■■■� ��W20II MI.111I/A mmmmm■v� z s 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. 5-1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT IL Cr o .6 I— U Q lL Z 0 .5 c.� 0 W .4 Lj .3 .2 • 9 r's-06 °/ F--08 8 7 S-0.4% IF: 0.5 I I � I I EELCW MINIMUM ALLCWABLE I STREET GRADE O 2 4 6 8 10 12 14 SLOPE OF GUTTER (%) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factorfor applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept, of Commerce, Bureau of Public Roads, 1965) or2 dC MAY 1984 4-4 DESIGN CRITERIA �I 0 (c tA culations for Curb Capacities and Velocities najor and Minor Storrs per City of Fort Collins Storm Drainage Design Criteria RESIDENTIAL with drive over curb and gutter Prepared by: RSD, Inc. ' a is for one side of the rcad only February 28, 1992 V is based on theoretical capacities ' Area = 2.63 sq.ft. Minor Storm Area = 20.11 sq.ft. Major Storm Slope Red. . Minor . C V . Major . 3 V (X) :Factor : X : (cfs) (fps) . X : (cfs) : (fps) t0.40 : 0.50 : 86.71 . 2.74 2.07 : 696.73 . 22.03 2.19 0.50 : 0.65 . 65.71 . 3.99 2.33 : 696.73 . 32.02 : 2.45 . 0.60 : 0.70 : 0.80 : 0.80 : 66.71 66.71 . 5.37 : : 5.80 : 2.55 : 2.76 : 696.73 : 696.73 : 43.17 : 46.63 2.68 2.90 0.80 : 0.80 : 86.71 :• 6.20 : 2.95 : 696.73 : 49.E5 3.10 0.90 : 0.80 : 66.71 6.58 : 3.13 : 696.13 : 52.68 3.29 ' 1.00 : 0.80 : 56.71 6.94 : 3.30 : 696.73 : 55.74 3.46 1.25 : 0.80 : 66.71 7.76 : 3.69 : 696.73 : 62.32 3.87 1.50 : 0.80 : 66.71 8.50 : 4.04 : 696.73 : 63.27 : 4.24 1.75 : 0.80 : E6.71 9.18 : 4.36 : 696.73 : 73.73 4.58 ' 2.00 : 0.80 : 66.71 9.81 : 4.66 : 696.73 : 78.E3 4.90 2.25 0.78 : 66.71 . 10.15 : 4.95 : 696.73 : E1.52 : 5.20 ' 2.50 : !.75 : 0.76 : 0.74 : 66.71 66.71 : 10.42 : : 10.64 : 5.21 : 5.47 : 696.73 : 696.73 : E3.72 : 85.50 : 5.48 5.75 3.00 : 0.72 : 66.71 : 10.61 : 5.71 : 696.73 66.89 6.00 3.25 : 6.69 : 86.71 . 10.79 : 5.94 : 696.73 : 66.67 : 6.25 . ' 3.50 :. 0.66 : 66.71 : 10.71 : 6.17 : 696.73 : 86.03 : 6.48 3.75 : 0.63 : 66.71 : 10.58 : 6.33 : 696.73 E5.00 : 6.71 4.00 : 0.60 : 66.71 10.41 : 6.59 : 696.73 : E3.61 : 6.93 4.25 : 0.58 : 86.71 10.37 : 6.80 : 696.73 : E3.31 : 7.14 4.50 : 0.54 : 66.71 9.93 : 6.99 : 696.73 : 79.81 : 7.35 4.75 : 0.52 . 66.71 9.63 . 7.19 : 696.73 : 78.96 : 7.55 . 5.00 : 0.49 : 66.71 9.50 : 7.37 : 696.73 : 76.34 : 7.75 ; ' 5.25 : 0.46 : 66.71 9.14 : 7.55 : 696.E : 73.43 : 7.94 5.50 : 0.44 . 86.71 8.95 . 7.73 : 696.73 . 71.E9 : 8.13 . 5.75 . 0.42 . 65.71 8.73 . 7.91 . 696.73 73.17 : 8.31 . ' 6.00 : 0.40 : 65.71 8.53 . 8.03 : 696.73 6?.27 : 8.49 I u 1 I 1 Iq c_IENT •-�/ o-- �r�7S n -� ,. �L RMI-11c. JOB NO. PPO:ECT C&LCVLATiONSFOPc-)UT=Z 7= �I Engineering Consultants MADE Sy-j!2,DATE CHECKED BY DATE SM.EET I OF J..�_ !-J�l.�a'�ld-Esir .S72EET_._G1��UTIE=S _ .1 - -- ----•-------i _------- - a - ._ _ �:/ �2Z5 �...: __.� Q. _:. � r: �Z=.rcd�..�-Cali•;�a C.1PdGi'Y._.-�G=a� _..._.:._..:.:.. __ ......._._ _:• �>=�TrL C..__E''ttxv_�_•F.Gc�.o� G-�T'r��2._. •ra- � I.J ass:_ CJZ 8-5-- f•IU ..... .. - - - .. _ .... L. 4. Z.aC!.!•? C.Z -- �� Z-7 _ r- 1 1 i t 1 6C 1 o 4( 0 ' x DRAINAGE CRITERIA MANUAL 0 RIPRAP I I �y 1 5� G SNAP Jy O ePZ\a I y� �QE N SAPS O 1 TYPE L Y Yt /D '� .0 1.0 Use Do insleod of D whenever flow is supercritical in the borrel. *Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. ' 11-15-82 URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT tj o c,cl000 O < < L^1 Lf1 LL1 L1 ggqqq tO n n m m O O O 0 0 0 O «< 7Ln L; Lr to to L4 < q g O q O q 0 q q q O OClnomnoonnG1C1000 O. 444L;tn L. r1 gpOOgOqOqqO00qq O ngOOClClC101ClCoo ClnCfClmOlmnClCl N g q q O q O q q O q q O q O q q O q q q ' O Or1CtnO0OOnnn�nnnnnl�nnggq q qq O O C < < « « < C < C « a < C « « « C « W o o g q q q q q q q D Z o q q q q q q* g O 0 00 O ONr1<tnll17O000 V ONNNNNnnnnn Q qq 1.4 Cl Pl<C <«<<<<C C 444 <<Q<C <<<<C < U O O W O O O O g q O q p O q p q q O q O q q O q q q O OONt'l V vnntnmQ Q 0OOOOOOOnnnnnn ui q 11 <C'<c<C«C C C<cCCCCQc«<ccc r'Tr g q O q O 0 0 G O 0 0 0 0 0 0 q q q O q O O q q q 0 H aO CCI r♦N 77 to Li Li Li Li to L7 L1 L7 LD U n co g O q O q O co q 0 q co to co q q o q co q co o q q q q m o O0OOr4riNNr!rl r1r)<C�'CQ'<<<NNtntt1OO . . . . . . . . . . . . . . . . . O nrlrlc«ccC«C<c«<ccccQcc-T ' rh+ g O q co O o co co 0 O 0 0 0 0 q 0 0 0 q co q q q q q q 94 O LP) NLI)no000r-jr4r4NNNNNMMMMr7<v «C 10 ew . . • . . . . . . qG'r � in Nnrinnrlcc<<<<<ccccccccvvccc ' LO w OggOqqqqqqqOqqqOOqqqqqqCJOq A otn rigricllCLlV)0 7nnnOgggqqO1C%M000OO . . . . . . . .. . . . . . . . . . . . . . . . . . . �i lac NNMmMMM t7 rt r4 rl rt rl r4 Cl A rl 4 r'1 t7 AQ'<'C'C'C H G LO g q O q co q O q co co co q O O O q q q q co q q q q q O ' H O%DLnC*0riNr1<cL7tnLl0Q,17tOOnnnngcoC*oo . . . . . . . . . . . . . . . . . . . . . . . . . . 4li < ri N N n Cf n n c'f t'f n t•'1 r'f r'l t'1 r1 1"f t") t'f h h n c9 r"1 c") r'1 n O g O 0 0 C O q O q q q q q q q q O 0 0 g q O q q q ' U to r4r40N 00rtNNnr7P1CCCCCtoit) tnOOOnn .may r;NNNNrinnnnnnr4nn nnnc-�nnnnc-tc-�r4 O co coo co co O co coq O q O q q co co q co q q q q 0 ' 0 O r'l N 0 g o o ri N N m r'f m-W Rr In In to In V �0 VJ . . . . . . . . . . . . . . . . . . . . . . . . . . . Pl 00 r�r4r�NNNNNNNNNNNNNNNNNNNNN co qO g O q q O q q qq g q co co O rO[o O O g q qq a N tntn C%Nm V)0nnnOgO0lC%MnMC%00000O t-� N Cl O Ori ri ri r; 4 ri ri ri ri ri 4r; rt 4r4 ri 4 NNNN NN Cr nO gMcoMMMMco cooggqOqqOqqOO qq 7r O <LL1 Or1 L70ggClOOOr�r�r�r4NNNNt"l Pf r'f l7 r'7 l'l . • . . . N O Cl O• O O O O O O ri ri r-i r-i ri ri ri r{ 4 r•t ri 4 4 4 r{ 4 r.{ n n o O g O q q o O q q q O O q q q q q p q q q q 0 In qN 0HC0nn0C1n00rgr4r4r4rlNNNhnmmm . . . . . . . . . . . . . . . . . . . . . . . . . . . OOgC;C;C; C;ClC1C1OOOOOOOOOOOOOOO nnnnnnnnnnt*- mw gg0qqqqqq qO 0vNo0HNr7m Ctnln0m0, OnnOOO . . . . . . . . . . . . . . . . . . . . . . . . ' ri COnnnn O g q q C� q Cq O C CO q q CC O g q q O qq nnnnnnnnnnnnnnnnnnnnnnNnnn U1 ClOCOnOgnnnOOOtnCCr'f c"fNNC1OCr4Cl O ONNNNNNNNNNNNNNNNNNNriHr.{H0 ' nnnnnnnnnnnnnnnnnnnnnnnnnn H oup o0000000000000000000000000 ' 4 P4 riN nv norl=mOriNrl< L7On=moo 00 O tnO a rir{r4HHriHrlHriNNmmvd 1n ' Table 83 . C-Factors and P-Factors for Evaluating EFF Values. Treatment C-Factor P-Factor ' BARE SOIL Packed and smooth .. ........ 1.00 ......... ............................................ Freshlydisked 1.00 ........................................................................ 1.00 Rough irregular surface1.00 0.90 ........................................................... 0.90 ' SEDIMENT BASIN/TRAP................................................................. 1.00 0.501" ' STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00 0.80 SILTFENCE 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 .................................... 0.451-' 1.00 ' HYDRAULIC MULCH @ 2 TONS/ACRE........................................... 0.10"' 1.00 SOILSEALANT....................................................................0.01.0.60"' 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 olantine orass seed, apply mulch at a rave of 2 tons/acre (minimum) and adequately anchor, ' tack or crimp material into the soil. Slone (%) ' 1 to 0.............................................................................0.06 6 to 10 1.00 ............................................................................ 0.06 11 to 15 1.00 ............................................................................. 0.07 16 to 20 1.00 ............................. 0.11 21 to 1.00 ' 0.14 25 to 3 33 1.00 ............................................................................ .0.17 1.00 > 33.......................................................................... 0.20 1.00 ' NOTE: Use of otfier C-Factor or P-Factor values repDred in this table must be substantiated by do umerrw-aon. (1) Must be constructed as the first step in overlot.grading. (2) Assumes planting by dates identified in Tab!a 11-4, thus dry or hydraulic mulches are not required. ' (3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. (4) Value used must be substantiated by documentation. ' MARCH 1991 8.6 DESIGN CRITERIA 0.40 0 02.' Q 02( LL O1c 005 2 0� PAGE 26 ESTABLEHED GRASS AND C—FACTORS FORT COMS, COLORADO To 20 0 50 60 70 $o 90 100 ESTABUSFED GRASS GROUND COVER (7) FIGURE 5.1 z�/�; PAGE 25 Table 3.2 C-Factors and P-Factors for Evaluating EFF Values (continued from previous page). Treatment C-Factor P-Factor ' CONTOUR FURROWED SURFACE Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum ' length refers to the down slope length. Basin Maximum Slope length ' (S) (feet) 1 to Z 40 . . . . . . 1.00 0.60 3 to 5 300 1.00 0.50 ' 6 to 8 200 . . . . . . . 1.00 0.50 9 to 12 120 1.00 0.60 13 to 16 80 1.00 0.70 ' 17 to 20 60 . 1.00 0.80 > 20 50 . . . . . . . . . 1.00 0.90 TERRACING Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. Basin Slope �(A Tto 2 . . . . . . . . . . . • . . . 1.00 0.12 • 3 to 8 . . . . . . . . . . . . . . 1.00 0.10 9 to 121.00 0.12 13 to 16 1.00 0.14 17 to 20 1.00 0.16 > 20 1.00 0.18 NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation. 'u0ill (min SE CORNER - LEGEND SECnON 11 7-69END ALUM p EXISMI CMLWR 1 DESIGN POINT I - - IN RANGE BOX V_ —89� PROPOSED CONTOUR mail X R /0 ORUX4E BASIN N BOUN DARY BUT- A I - — � 'RECTOR BE ROW BASIN NUMBER A V S! LOW PONT I. AC EASAREA N ZJ p SwALE I .w MDM 1, v RA y,K / RICH PERMIT 61m my' Qm 5� II L m �'>Id, i)0 ID O.>5 oe Bs ch nB.S BI n REINFORCED CONCRETE PIPE RIPRAP AND FlL2R FABRIC pV RCP II 1.5 1.6 51.J AN; 3./0 13.8 N 'Iv 31 OJ OB S.9 cM1 6.00 6A It rvEINFM4 ELL^9UL ME14ND5 AREAS SO 1.♦ 6 1., cM1 330 4B It «i DRAINAGE REINFORCED CONCRETE PIPE �u ` EASEMENT XERCP � W 1.1 13 13.0 CM; 1.70 9.8 II SCALE ••160' • ' - y` \ \ TO VWTLANDS BOUNDARY P'XTS WIFE FORD 80 Od LO 8.1 cM1 i50 AS n • i 0 SURVEY M'NMENi ;BASED ON 133F OF om / 1N . OYERROW sPlLLwer ,/! i ______ FUTURE MALE AGE CMX E aT FUTURE DRAINAGE GXAxNEL ♦ OE SPILL .. - o U ,I' III 1� �. � Y I, ' - t� . n.�n 9 le.. M•'•�'�' +" JnD 14 I /I, j HEIR I ' � - 1 I t ♦ I � '� t ' � � , _ D �L, I � ; ) PDN NTSGBIS • . i � � :�. I ` w 'i _ ^ I CVP 18' RCP .. ` >VO V' •� _4 I • 3 N 13 I • - _ _ �..:•cs LE. I1 c`IyvERT 3 I• qV, Rsb TO I � IN 8•• ��I� o A -iq u I 10 tlEi Rom•• I" e • I n/ 300 �r MI6 ��`�.B RERACE RF RAO /' 8 c -- - Z jor CA IhET \ / \ 2? I ♦♦ I Mx RIPRAP- �ap, .i' .•A, 1S — �i \�.1R� _ ;4P i I .t 'oL2RFmW27, SPILLWAY —24 2JI _ -� wa �..A FL W t 21 I 1 V �R 1 A , 29 I P� F R ro _ �z zD 1v — J • PIP -( - YW R\ A I = �x. y AP �` 19 ..r R �T Q 'mil ]• "" sG' t� /I� .�.. M1MAN ... .. ♦ -' {.. • � JS" ♦ _ ,.. J-f•}' BOX Rp11 T ~ IMIEi ' � e n R♦ S. RCP '`' • - ,'3 wLVERrs IS RB l • z ART i ,e :17 � .1 ONLtR r t �I. ' 4• ItWE•I I •'J I' S � � % I r \ • � -- „ ,z � " ,� �� t 2 n �t«.. ` ', t ,� - � o >N �'sLY' L W Y E \^ •• -� •� I Pouo RED'D VOL VI DJTr va. MAX RELEASE RATE �= - _ - - • j3 50J ` R - T n 3 Ayi 4 L AC -ET AC -FT crJ IS ,V ♦ S • e ® P - I �, _ 51 ¢] A POxD I3w 1 Sae D_s __ We 1 399 36 m88 s }A 395 12.7 039 3, a II •. . \ _ Y 1- _• , ty \ , hXA _ e IIlomol, At �DTs tt' tj3 *40 AN ttoo ra 5I35 - •/ ! 0 � APPRO JCE a P9W III AREA C 4 E' / IREIMR O. 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CAP LEGEND _ _ N RANGE Box EXISTNG CONTOUR 1 DESIGN PONT � _ ke_ 1 I ON PROPOSED CONTOUR Ev R DRA NAGE BASIN BOUNDARY 0 —4 DIRECTOR Of ROW 1 BASIN NUMBER N 144 BASIN AREA .- - LOW POINT A NIGH PONT RIPRav AND rntER FABRIC mams, RflxfgiLED CONCRETE PIPE PCP mu® HOR120NAL ME` AF:S apil'. �kk,DRAINAGE REINFORCED CONCRETE PIPE EASEMENT MERCP a a •� 30 AST -ANDS BOUNDARY PgNTS WET POND SwALE N 61m 91• Qw` 5=x W INAI WDM m 10 0]5 OB 69 cb 3B5 5.4H^ 11 L5 1.6 51 7 cts 5.NO 12 B H 21 0] 08 5.9 c1a 6.GO fiA It 50 1A 5 291 His Z2C 12.81t AO L1 3 20 cae 1,70 Be at 60 0.8 0 6, ON 1.50 ED at 08 6.6 ch 5.00 BA H SCALE '-100 •BASED ON 133% OF ON .. 1 OVERFLOW _ FUTURE AGE CHANNEL OF w SPILLWAY - 1 ay�l NEIP SURVEY SOE SP L " a P NNRE DRAINAGE CRAvrvEL j ANY �• I aa i e 1 ,I _ V 4DEWAL( /T { �/\ YFRi N] rt Ifi BE CC r _ a p �`� • wq •... .' BE REPLACE m6 a ! E, , "i e3A i ���: Al ` " �PC �I40, 1 1 �151 f Ndv LET 'A J II 4 7 P No 16 .. w�/ , • .Si �� /399 JFLOW a 2B 27a0 V a A9WAY OVERFLOW \p SPILLWAY 1 _$4. 2i �. 10, I( \ 'r --I �,, V IIN VSET. 0OVERFLOW-. �1% z - RIPRAv n - 5 4ssDY • cuND fl SPILLWAY _ _ d �ism24' .... •� �� �•• ` CU. BOX 0 ,3:.,OR�1 iE LL INLET — , IF lies�� v 4 ^ 1 No 1 n 1 i V3`y i.. 1 .. • _ , a N 6• + WIKfl I Swrv. IN +\ 1 .' N ♦O . \ Y]).— 1` , • • ,,' .1 1. e~ INLES RB OKRfLOW ''r 3 •• �` � - 1 SPILLWAY A I �' i _ ♦ .3 4 x aliA♦a V a �. 01 a PMA \� _ M A DETENTION Pox FUND TELL `.JL OLn VOL. MAX, RELEASE 4Ar. { 1 OS _ - sl A 9a - _ - , .. FT C-0396 a j CPS ` • 1 A J OE)Ex)ION II 1` I� MIT a 397 4.3 091 - 1A1.4_ \,_- POND I39) s a 308 03 359 3.6 8_S \ -- 1 ( i1 — NO,..wA i 399 127 -- �i 8 8 �8 i � . 6 1 3 a p ATEJ 1�� ~ 5 ocA)� q.°wnIL,�1\\ M tl c T c ANNELtt V i HE VICE � 3 � ET Nfi � \ � IM iA p ImE w�� AREA -C 0, -eo g N r _fa°d �1 ., / CULVERTS BOX 1 )oA F�4 + 1 P9B0. 3 jie (, I ( cu .-YI Y ITIt .w514 ME • — $ ^ �m5amm lr m is f �I { z z zaz209 30 =Dor 31 WIN 1 Na a� s w _ - - „ , _---606 Y w ro -- # s -xa _ M �_m e KI dsisa is 604 a 6 . I G 1 M . - -H — r'.z1 s _ _ia AA - P f43.EM ,8' RISEo m 1,C -09' HERLP 5 CURB IMET NSA a OVERALL PRELIMINARY DRAINAGE PLAN eo2tl] 71"_ TM PONDS QT SECORNER— _ ~M PLEASANT ALLEY AND LAKE OF THE d SECTOR P-)-69 _ _ PLEASANT VALLEY Y LANE CANAL OVIEMAMD zr#m§d IRRICATM COMPANY'. n FORT COLLINS, COLORADO Engineering Consultants NOVEMBER 1994 PROJECT NO. 599-007 REVISED 1-4-94. RESUBMITTED