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HomeMy WebLinkAboutDrainage Reports - 08/06/1990FINAL DRAINAGE REPORT FOR BRITTANY KNOLLS P.U.D. FILING 2 JULY, 1990 Prepared For: Brittany Knolls North, Inc., c/o Connell Resources 1425 South Lincoln Ave. Loveland, Colorado (303) 224-2604 Prepared By: Engineering Professionals, Inc. 2000 Vermont Drive Fort Collins, Colorado 80525 (303) 226-3852 TABLE OF CONTENTS COVER COVER SHEET TABLE OF CONTENTS REPORT TEXT 1. Introduction 2. General 3. Design Criteria 4. Proposed Storm Drainage Provisions A. Final Lot Grading B. Streets C. Storm Sewers D. Open Channels E. Erosion Control 5. Summary HYDROLOGIC SUMMARY 1. Rational Method Runoff Calculations 2. Calculated Street Flow Capacities 3. Summary of Inlet Performance During 100yr Storm 4. Storm Sewer Pipe Flow Summary 5. HEC-2 Water Surface Profiles GRADING AND DRAINAGE PLAN (2 SHEETS) I FINAL DRAINAGE REPORT FOR ' BRITTANY KNOLLS P.U.D. FILING 2 ' INTRODUCTION This report presents the drainage evaluation of the Brittany Knolls P.U.D., Filing 2. A hydrologic analysis of the proposed development site was performed to predict the magnitude and consequences of storm runoffs. A hydraulic analysis then was utilized to locate and size drainage structures to pass, gather, and transport those runoffs in accordance with the City of Fort Collins' Storm Drainage Design Criteria (SDDC). ' The purpose of this report is to suggest drainage improvements which will protect property as well as preserve the quality of drainageway environments both onsite and downstream of the development project. Items to be covered in this report are as follows: 1. General 2. Site Description 3. Design Criteria 4. Proposed Storm Drainage Provisions 5. Summary 6. Hydrologic Summary ' 1. GENERAL Brittany Knolls P.U.D. is located in southeast Fort Collins, to the north and west of the Trilby Road intersection with South Lemay Avenue. More specifically, it is located in the Southeast Quarter of Section 12, Township 6 North, Range 69 West of the Sixth Principal ' Meridian. The overall master plan for Brittany Knolls P.U.D. was approved in 1987 and consists ' of three initial residential phases and one commercial phase. Filing No. 2 combines residential Phases 2 and 3 of the master plan and includes approximately 29.6 acres, Zoning classification is RLP, or planned residential, low density. A layout of the approved Master Plan is included with this report. Filing No. 2 will consist of 84 single family residences. Access to Filing No. 2 will be from existing Brittany Street, Victoria Road and Compton Road. L ' 2. SrrE DESCRIPTION ' Filing No. 2 is bounded on the north by idle land and Portner Reservoir, on the east by South Lemay Avenue, on the immediate south by Brittany Street and Filing No. 1, and to the west by the South Side Service Center which houses Transfort headquarters and bus ' maintenance facilities. The site presently is composed of both undisturbed native environments and areas of rough grading including scarified sections and stockpiles of topsoil and structural fill. The graded area is located entirely in the southern, or higher, portions of the site. Undisturbed native environments include a minor slough along the northern edge of the site. The U.S. Army ' Corps of Engineers has identified portions of the site as possibly qualifying for a "wetlands" designation. General soil characteristics include topsoil overlaying mixed silty and sandy clay, beneath which is found clay and weathered claystone. Historically, the site drains from the upper reaches in the southwest portion of the site to a five -barreled (each 3' X 6') precast box culvert in the northeastern part of the site. Average hillside slope is about 3.5% to 4.0%. The ' site is generally devoid of trees or shrubs, with the exception of a landscaped strip of land along the west side of Lemay Avenue, which contains several small cultured trees. There are existing drainage improvements along Brittany Street. The existing storm sewer in the street terminates once it leaves the Filing No. 1 service area. Accumulated storm sewer flows are presently removed from the lowest curb inlet through an 18" RCP culvert and 1 discharged into an open channel. There also exists a 21" RCP culvert at the intersection of Brittany Street with Lemay Avenue. This culvert drains an offsite parcel on the south side of Brittany Street. The culvert presently empties into the same open channel as does the existing ' storm sewer from Brittany Street. The open channel runs along the west side of Lemay Avenue before emptying into the slough just upstream of the precast box culvert. I r1 The entire site is tributary to the Fossil Creek Drainage Basin. 3. DESIGN CRITERIA This drainage evaluation has been developed along the guidelines set forth in the City of Fort Collins' Storm Drain Design Criteria (SDDC), dated May, 1984. The Rational method of predicting storm runoff was utilized. Runoff coefficients, frequency adjustment factors, rainfall intensities, n-values and other variables were those recommended in the manual. The minor storm event is taken as the 2-yr storm and the major storm event is taken as the 100-yr storm. The design storm for the proposed storm sewer and open channel was taken to be the 100- year event. Some storm runoff from Filing No. 1 is directed onto the proposed Filing No. 2 site. A report, "Brittany Knolls P.U.D., A Final Drainage Study for Filing 1", prepared by Kellogg Engineering, Inc., and dated September 29 1986, provides some data used in this report and is referenced throughout. Most important is the amount of offsite runoff that will add to the calculated on -site runoffs found in this report. 1 1 7 As chronicled in the Kellogg report, the City of Fort Collins has waived runoff detention requirements for the Brittany Knolls P.U.D. due to its location relative to the Fossil Creek floodplain basin. Detention requirements for this lot have been waived because it is felt that localized runoff from the immediate area will pass through the major drainageway prior to the arrival of the peak flows from the entire tributary basin. 4. PROPOSED STORM DRAINAGE PROVISIONS Proposed storm drainage improvements can be divided into the following categories: A. Final Lot Grading B. Streets C. Storm Sewers D. Open Channels E. Erosion Control A. Final Lot Grading Final lot grading to provide terraced building lots with 4:1 slopes will inevitably result in overland flow across some of the lower lots. The area contributing to sheet flows introduced onto any one lot will generally be confined to a lot immediately adjacent to and uphill of the lot. Using an average lot size of 70' x 100', it is anticipated that the maximum offsite runoff to any lot will be less than .01 cfs per linear foot of back lot line. Final lot grading details require that each lot is to be graded and landscaped to provide positive drainage around and away from the building pad. Drainage easements have been provided where necessary to ensure that overland flows can be routed through well defined drainage swales around and away from residential construction. Flows concentrated in the drainage swales should have little effect on lawns well established with Bluegrass or other ground cover. B. Streets Of primary concern when constructing streets with curb and gutter is the ability of the particular street cross-section being used to carry water. The SDDC places restrictions on how much water is allowed to accumulate in the street before it must be removed by inlets, chases or other means. Procedures used in determining anticipated flows and allowable street encroachments have been performed in accordance with the SDDC. At various locations, anticipated street flows are compared with allowable street flows. When the anticipated flows approach the maximum quantity allowed, they are removed from the street by standard CDOH type R inlets. The amount of runoff intercepted by a particular inlet is a function of several factors including street grades, depth of flow and corresponding flow spread and the geometry of the inlet. Methodology used in this report is as found in the SDDC and includes appropriate reduction factors to ensure capacity in the event inlets are partially ineffective due to debris accumulation. The inlets are emptied by discharging through storm drains located down side lot lines. One feature of this site is that site grading will reflect the natural hillside and provide terraced building lots for a number of walk -out basements. This terraced grading does not allow street sections to obtain the maximum potential capacities allowed by the SDDC, which assumes off-street grading will assist in containing street flows. Where excessive gutter flows could cause overtopping of the street section, a street capacity based on the street section alone (excluding the 6" crown topping permitted by the SDDC) was used to determine the spacing, location and length of curb inlets required to manage the major storm flows.. Storm runoff calculations reveal that in no case is the maximum street capacity exceeded. Drainage improvements will utilize the Construction Standards contained in the SDDC. C. Storm Sewers The runoff collected by the Filing No. 1 storm system presently discharges into an open channel on the site proposed for Filing No. 2. This open channel will be replaced with a storm sewer. The new storm sewer will intercept the 18" RCP discharging those flows and send it underground to a location where the open channel presently day-lites just upstream of existing box culverts in Lemay Avenue. Storm sewer accumulations from Filing No. 1 are presented in the Kellogg Engineering report as 8.96 cfs (Q2) and 18.50 cfs (Q100). Hence, the upper portion of the proposed storm drain is designed for 18.50 cfs. The existing 21" RCP culvert beneath Brittany Street will be connected to this proposed storm drain. The existing culvert is at .36% grade. It is estimated that under full gravity flow, this culvert will add another 9.5 cfs into the proposed storm sewer. The proposed storm sewer ' is designed to carry 28.0 cfs below this point. Final discharge is into the open channel which flows through a 5-barrel box culvert on Lemay Avenue. Water surface profiles generated by HEC II runs while investigating the open channel hydraulics indicate tailwater would result in approximately 4.0' of storm sewer submergence at this location. This would cause surcharging of the lower reaches of the storm sewer, sufficient to result in the hydraulic gradient at the entrance of the existing 21" RCP culvert in Brittany Street being above the top of the culvert. However, following the same reasoning used to waive runoff detention requirements in the Kellogg report, it can be assumed ' that this storm sewer discharge will occur prior to the arrival of the other routed peak flows in the Fossil Creek tributary basin. The lack of substantial tailwater at the outlet will keep the hydraulic gradient within the proposed storm sewer. Storm runoff accumulated by the proposed street system will be discharged through pipes in drainage easements provided along side lot lines. Final discharge will be onto a riprap t pad to disperse energy and reduce flows to a non-erodable velocity. Graded trickle channels leading from points of discharge will direct runoff to the thalweg of the major channel. ' D. Open Channels 1 The northern portion of the site above the existing drainage slough has been identified I I ' by the Corps of Engineers as possessing "wetland" characteristics. Section 404 of the federal Clean Water Act defines "wetland" as: 'Those areas that are inundated or saturated by surface or groundwater at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions. Wetlands generally include swamps, marshes, bogs, and similar areas." After final review and approval of the proposed development by the Corps of Engineers, ' it will be necessary to replace any wetland areas disturbed by the development with an equal amount of area similar in form and environment to the existing. ' Currently, the areas identified by the Corps of Engineers as wetlands borders on being dry. However, a Technical Addendum to the Master Drainageway Planning Study for the Fossil Creek Drainage Basin by Simons, Li & Associates, dated August, 1982 indicates a peak flow of 680 cfs (Q100) can be expected here. Open channel improvements are planned to ensure safe passage of the major storm flows. Using 680 cfs, water surface profiles an improved channel were generated by HEC II runs. All indications are that none of the border lots will be tsubjected to flooding during major flows. Inasmuch as the development will disturb approximately 1.77 acres of existing wetlands, 2.77 acres of non -wetlands adjacent to the disturbed portions will be turned into replacement wetland. The total area of restored wetlands will be in excess of that lost to development. Proposed open channel improvements and wetlands reclamation will be combined to result in a hydraulically efficient channel which is natural in appearance. A V-ditch trickle channel will be graded to convey low flows (base flow is essentially non-existent). The main channel will have a flat bottom approximately 120' in width in order to promote a wetland environment. A seed mixture approved by the Army Corps of Engineers as suitable as "wetlands" vegetation will be established in those areas proposed as wetlands replacement. The seed mix will contain mostly smooth brome, cattails and reed canary grass. 1 E. Erosion Control Likely areas of potential soil erosion are at areas of concentrated runoff. Easily identifiable are the points of the storm sewer discharge into the open channel along the north edge of the site. Final grading involves terracing in this area, and storm sewer profiles reflect the 4:1 slope of the lots. Erodible discharge velocities of up to 9 fps are anticipated. To prevent scouring, each outlet will receive a flared end section and riprap treatment. The flared end section will minimize potential undercutting of the pipe, while the bed of riprap serves as an energy dissipator resulting in dispersed flows with manageable velocities. 1 The alignment of the improved channel upstream of the precast box culverts on South Lemay will direct flow energies against the channel wall. Hardshell slope protection consisting of "Fibermesh" reinforced grouted riprap will be placed at the curvilinear approach to the ' culvert, to an elevation 18" higher than the backwater curve predicted by the HEC 11 analysis I 1 1 1 r 1 of the channel. Prior to placement of landscaping and groundcover on the terraced lots, potential exists for rilling and washing of unseeded areas. In order to prevent runoff erosion of the unprotected site immediately following overlot grading, temporary erosion control measures will be initiated. Installation of an engineered fabric silt fence along the toe of the fill adjacent to the existing wetlands area will trap any sediment transported by storm runoffs. Removal of the silt fence should not occur until the lot directly above is landscaped or receives some sort of ground cover growth. Any sediment trapped by the fence should be removed at the time the fence is taken down. Potential also exists for erosion of any scarified site by wind. To minimize erosion by wind, grading operations should be phased so as to not unnecessarily disturb areas not proposed for construction within thirty days. Scarified areas and topsoil stockpiles that are expected to remain idle for any length of time should be protected with an established ground cover or straw mulch. Prior to final placement of topsoil in areas ready for reseeding, the subgrade should be ripped along the contours of the lot to facilitate binding and adherence of the topsoil with the underlying soils. Topsoil should be replaced in a layer 6" thick. 5. SUMMARY Proposed street improvements and accompanying drainage appurtenances will convey the predicted runoffs within the street until discharging through storm pipes into established historical courses. ' Historical runoff patterns will not be adversely affected. The proposed storm drainage improvements will have a positive effect on surface drainage at the site in that concentrations of high flows are avoided or managed. Shaping of the existing open channel will be mitigated by establishment of additional wetlands compatible with the original environment. Proper temporary construction controls will assist in maintaining the wetlands area free of fugitive sediment during development. Remaining and established wetland areas will serve as an open -area providing the site with an environmental diversity unique to few developments. The wetlands character will provide a source of wildlife habitat with aesthetics and atmosphere. Overall, the proposed storm drainage provisions for the site are consistent with relative ' drainage reports and the Planning Study for the Fossil Creek Drainage Basin, and all improvements are in compliance with the city's Storm Drainage Design Criteria. I I Joseph P. Marcisofsky, Engi eying Professionals,. Inc. Robert W. Schild en, P.E. ' Engineering Professionals, I c. 1 I 6. HYDROLOGIC SUMMARY fv HA,RMON D. Cem, LLJ 5-w r4- C::Z) RIT7AN '-F -Y-RD. _j P.,J - cz. ... ..... il 17h 13 18 ;l ----- ---------- - I ------ 5 &90 ■ VICINITY MAP SCALE: I"= 2000' _ t815 / 483 ° _HUNTING_T_ON_NIL_LS., PUD`�., ' \ SINGLE FAMILY 4 DU/AC �_-- 4920----___--. _ DRAINAGE WAY 4920 :TUBED HOUSING 354 LOTS 6 DU/ACC TO 1 925 M1 P -4920 UNDEVELOPED (UNION PACIFIC LAND RESOURCES CORP.) ---4905 70' FL. TO FL. 100' R.O.W. UNDEVELOPE (DONALD N. MCn ENOF L.� MULTI -FAMILY APARTMENTS ram/ 156 UNITS DU/AC MASTER PLAN I BRITTANY KNOLLS - Fc�MIn PROVINCETOWNE PUD I ' BRITTANY KNOLLS, NORTH HYDROLOGIC CALCULATION UORKSHEET tRATIONAL METHOD PROCEDURE ' .......................................................__._...--...---.._.......____..---..._._._.. (BASIN I SUB- (DESIGN I AREA JSUS-BASINJRUNOFF I COEFF I COEFF jC(Cf)A IC(Cf)A I TOTAL JAVERAGE1 BASIN POINT acres LENGTH COEFF I Cf I Cf 1 2 yr 1100 yr ]LENGTH I SLOPE (ft) C 1 2 yr 1100 yr I (ft) I % 1 A 1 2.87 760 0.45 1.00 1.25 1 1.29 1.61 1 760 1 2.8 1 B 2 5.19 840 0.45 1.00 1.25 1 3.63 4.53 1 1390 1 2.0 1 D 4 1.43 320 0.45 1.00 1.25. 4.27 5.34 1 1710 1.8 1 F 6 4.11 600 0.45 1.00 1.25 6.12 7.65 1995 1.6 ' G 7 1.60 380 0.45 1.00 1.25 6.64 8.55 1995 1.6 _______________________________________ 2 1 C 1 3 1 4.16 _________________________________________________________ 1 780 1 0.45 1 1.00 1 1.25 1 1.87 1 2.34 1 780 1 3.7 1 ' _______________________________________ 3 E 1 5 0.55 --------------------------------------------------------- 1 880 1 0.45 1 1.00 1.25 0.25 1 0.31 880 0.8 1 H 1 8 0.22 1 350 1 0.45 1 1.00 1.25 0.35 1 0.43 1230 0.9 1 I 1 9 0.45 1 410 1 0.45 1 1.00 1.25 0.55 1 0.69 1640 0.8 1 --------------------------------------- ---------------------------------------------.----•-.---- 4 1 J 1 10 1 0.46 1 400 1 0.45 1 1.00 1 1.25 1 0.21 1 0.26 400 4.0 K 11 1 3.92 1 940 0.45 1 1.00 1 1.25 1.97 2.46 1340 2.5 -------------------------------------- L 12 1 1.09 1 950 -----•_"••_•'•'•'---------------------"_.."•'--•--.--- 0.45 1 1.00 1 1.05 2.46 2.98 1400. 2.4 5 M 1 13 1 11.61 1 1860 1 0.35 1 1.00 1 1.25 1 4.06 1 5.08 1 1860 1 1.6 1 1 II CONTINUED... -------------------------------- 13ASIN I SUB- IDESIGN JAVERAGE1 _________________________________________________________________________________________ 2 yr 1100 yr ]OVERLAND TRAVEL TIME (2)1 TOTAL Tc 1 2 yr 1100 yr 1 2 yr 1100 yr BASIN POINT SLOPE ITc (1) ITC (1) ILENGTH VELOCITY1 Tt I I I I I I 0 I 0 % (min) (min) (ft) (fps) I (min) 12-yr 1100-yr j(in/hr)j(in/hr)j (cfs) I (cfs) 1 A 1 2.8 19.3 16.0 260 1.20 1 3.6 1 22.9 1 19.6 1 1.70 1 5.25 1 2.20 8.48 1 B 2 2.0 21.6 17.8 890 1.00 14.8 36.4 32.7 1.30 3.95 4.72 17.91 D 4 1.8 22.3 18.5 1210 0.90 22.4 44.8 40.9 1.12 3.35 4.78 17.88 F 6 1.6 23.2 19.2 1495 0.85 29.3 52.6 48.5 1.00 2.87 6.12 21.96 G 7 1.6 23.2 19.2 1495 0.85 29.3 52.6 48.5 1.00 2.87 6.84 24.54 ------------------------1__-._-__-_-____-__-_-_---_--_---__--_-----__---_-------__--_---_--__-_-__--_---_--_-------.-_- 2 1 C 1 3 1 1 3.7 1 17.6 1 14.5 1 280 1 1.40 1 3.3 1 20.9 1 17.9 1 1.80 1 5.50 1 3.37 1 12.87 ------------------------ 3 E 5 -•••••_ 0.8 1 29.3 1 24.2 1 380 1 0.62 1 ..____-._ 10.2 1 39.5 -•-• -' 1 34.4 - - --- 1 1.20 - - -•• ----•'_ 1 3.85 1 0.30 -_-._-. 1 1.19 N 8 0.9 1 28.1 1 23.3 730 1 0.66 18.4 1 46.6 1 41.7 1 1.10 1 3.45 1 0.38 1 1.49 I 9 0.8 1 29.3 1 24.2 1140 1 0.62 30.6 1 59.9 1 54.9 1 0.90 1 2.80 1 0.49 1 1.92 _______________________________________________________________________________________________________________________I 4 J 1 10 1 4.0 15.3 12.7 0 0.0 15.3 1 12.7 2.10 1 6.45 1 0.43 1 1.67 f K 1 11 2.5 20.0 16.6.E 840 1.20 11.7 31.7 1 28.2 1.40 4.28 2.76 10.54 L 1 12 2.4 20.3 19.6 900 1.10 13.6 33.9 1 33.2 1.35 3.90 3.32 11.62 •••••---"'••'---"'•'••"---------------------------------------------------------------------------------------------� 5 M 1 13 1 1.6 1 26.8 1 23.7 1 1360 0.85 1 26.7 1 53.5 1 50.4 1 1.00 1 2.95 1 4.06 1 14.98 NOTES: (1). BASED ON FIRST 5001 OF BASIN LENGTH. (2). BASED ON LENGTH OF BASIN IN EXCESS OF 5001. VELOCITIES FROM FIG. 3.2 OF URBAN STORM DRAINAGE MANUAL. is 4-r-e G Pb., Alm For Sy w r'� SD n � I \•.eorcal��,..2 S+fcc� Cc. p�c ,}� �-or wt ��,er S1tirv.•. - - r 39 11 y�9 �3.L4 J 11 �4. �L = 1�•�4 `iq= .Z8 T�Lp 11 sIDDC ! 'fr!G Coyc-c i+-, rD,( MCko( .itr,f 4.., r�r HnS. ca$,Q� 40 S.W. 0ue�4bppi, V I �oL ?74' 3i Z AQaA = ©= ZZS + zQ = 1.4c(.iz+,Sl��Z 147 V..83(,404,0C.)Ya : 3. S71 rj'og f}� 5 T'= Z3, Zz, �.Q.C(�lto-Q Q10J_ n (P) rJ/�P ,clLp 1. Ti v J (S.oB� `71.ZU5✓✓, rLDVA lC, 4.Z j SDD L I L 1 1 1 1 1 1 STREET -FLOW CAPACITIES LOCAL STREET CLASSIFICATION 361 FL -FL TWO YEAR 100 YEAR ROLLOVER CURB & GUTTER ***--'NO CURB TOPPING; IE: DEPTH=3911*ff*"j IND SW TOPPING; IE: DEPTH = .51 MflN Nff fifiY//Yaff iafiaf f f f f YN of f faf aaffafaaaf f f 1fYM}}wI/tNff 11f N/YYY/f if t *GRADE THEOR. 2yr I RED. I ALLOW. 2yr 11 THEOR. 100yr I ALLOW. 100yr • % CAPACITY; CFS I FACTOR (CAPACITY; CFS 11 CAPACITY; CFS CAPACITY; CFS ' NaeafNarmNN«a«NNwwwlwwe.eYwwwwefflN««NYNaaNarraa+eawNaNf aNwafaafr 0.40 5.49 0.500 2.75 10.83 5.41 0.50 6.14 0.650 3.99 12.10 7.87 0.60 6.73 0.800 5.38 13.26 10.61 0.70 7.26 0.800 5.81 14.32 11.46 0.80 7.77 0.800 6.21 15.31 12.25 0.90 8.24 0.800 6.59 16.24 12.99 1.00 8.68 0.800 6.95 17.12 13.69 1.10 9.11 0.800 7.29 17.95 14.36 1.20 9.51 0.800 7.61 18.75 15.00 1.30 9.90 0.800 7.92 19.52 15.61 1.40 10.27 0.800 8.22 20.25 16.20 1.50 10.63 0.800 8.51 20.96 16.77 1.60 10.98 0.800 8.79 21.65 17.32 1.70 11.32 0.800 9.06 22.32 17.85 1.80 11.65 0.800 9.32 22.96 18.37 1.90 11.97 0.800 9.57 23.59 18.87 J 2.00 12.28 0.800 9.82 24.21 19.37 2.10 12.58 0.800 10.07 24.80 19.84 2.20 12.88 0.791 10.19 25.39 20.08 2.30 13.17 0.782 10.30 25.96 20.31 2.40 13.45 0.773 10.40 26.52 20.51 2.50 13.73 0.764 10.49 27.06 20.69 2.60 14.00 0.756 10.58 27.60 20.85 2.70 14.27 0.747 10.65 28.13 21.00 2.80 14.53 0.738 10.72 28.64 21.13 2.90 14.79 0.729 10.78 29.15 21.25 3.00 15.04 0.720 10.83 29.65 21.35 3.10 15.29 0.708 10.82 30.14 21.34 3.20.E 15.53 0.696 10.81 30.62 21.31 3.30 15.77 0.684 10.79 31.09 21.27 3.40 16.01 0.672 10.76 31.56 21.21 3.50 16.24 0.660 10.72 32.02 21.13 3.60 16.47 0.648 10.68 32.48 21.04 3.70 16.70 0.636 10.62 32.92 20.94 3.80 16.93 0.624 10.56 33.37 20.82 3.90 17.15 0.612 10.49 33.80 20.69 4.00 17.37 0.600 10.42 34.23 20.54 II II II 100-YR INLET PERFORMANCE rrrrrrrrrrrte:rrrrrrrrrr ' SUB- JINLETIINLET [INLET BASINI__---ILENGTHI TYPE I STREET SLOPE-- 1 1/2 STREET I DEVELOPED I ICAP._(100yr)[100yr RUNOFF DEPTH a I SPREAD I Oi/0 IREDUCTION1 -'F'-I- 100-yr INLET PERFORMANCE INTERCEPT BYPASS--� -(cfs)- -I ---FL----1-T-_(ft)-I_-_--_I A 8 15' CONT. 0.95 13.4 8.5 0.41 16.0 0.73 0.95 5.9 2.6 6 15' CONT. 0.95 13.4 12.0 0.46 17.0 0.70 0.95 8.0 4.0 '8 D 4 15' CONT. 0.95 13.4 4.0 0.33 11.5 0.85 0.95 3.2 0.8 F - - 0.75 11.9 4.9 NO INLET 4.9 G 2 10, SUMP 0.75 11.9 7.4 0.41 - - 0.90 7.4 0 ' 3 15' CONT. 1.50 16.8 12.9 0.44 17.0 0.65 0.95 7.6 5.3 .. E 7 5' CONT. 0.95 13.4 1.2 0.24 7.5 0.68 0.85 0.7 0.5 ' H 5 5' CONT. 0.95 13.4 .8 0.21 6.0 0.72 0.85 0.5 0.3 I 1 5' SUMP 0.95 11.9 .7 0.13 0.85 0.7 0 J (EXIST 10' CONT. 4.00 27.0 28.9 (EXIST) - 6.8 20.2 ' K 0.40 76.4 29.0 CHASE 29.0 0 L 0.40 76.4 3.0 CHASE 3.0 0 680 CHANNEL - ' NOTES: 1. Allowable street capacity includes Reduction Factor "F" in accordance with the City of Ft. Collins SODC. ' 2. Existing 10' Inlet: 100-yr developed runoff includes 27.2 cis given in "Brittany Knolls P.U.D., A Final Drainage Report for Filing 1." by Kellogg Engineering, September 29, 1986. 3. Basins "K" & %-': Discharge through same curb chase in South LeMay Ave. 4. Sub -basin M; 680 cfs from a Technical Addendum to the Master Drainageway Planning Study for thr Fossil Creek Drainage Basin by Simons, Li & Associates, July, 1982. 1 F L- t 1 1 1 PIPE FLOW SUMMARY rfffffffffff++rff (n=.013) INLET 1 100 yr PIPE I PIPE FLOW FLOW NUMBER I PIPE FLOW IDIAMETER I GRADE I DEPTH IVELOCITY I REMARKS CFS INCHES % Yo/D fps rwwwrawwwarraaaawrarraararrrrwaaawraawawwwwwwwrw+*aw+wwwrwwwrfrwrwrwfrfrrw 8 5.9 18" 0.50% 0.68 4.7 PIPE FLOW 8.10% 0.30 13.1 PIPE FLOW 2.50% 0.41 8.6 DISCHARGE VELOCITY (1) 6 8.0 18" 0.60% 0.80 5.2 PIPE FLOW 7 8.7 18" 7.69% 0.37 14.3 PIPE FLOW 1.60% 0.58 8.0 DISCHARGE VELOCITY (1) 3 7.6 18.' 1.00% 0.63 6.5 PIPE FLOW 4 10.8 18" 1.00% 0.88 6.7 PIPE FLOW 5 11.3 18" 8.57% 0.42 15.9 PIPE FLOW 1.20% 0.82 7.4 DISCHARGE VELOCITY (1) 2 7.4 18" 0.75% 0.70 5.7 PIPE FLOW 1 8.1 18.. 9.10% 0.35 15.1 PIPE FLOW 1.50% 0.58 7.7 DISCHARGE VELOCITY (1) EXISTING 18.5 18" 4.77% 0.68 14.4 PIPE FLOW 3.32% 0.80 12.3 PIPE FLOW 21" 1.42% 0.82 8.9 PIPE FLOW 28.0 30" 0.50% 0.80 6.7 DISCHARGE VELOCITY (1) NOTES: (1). PROVIDE FLARED END SECTION (FES). WITH RIPRAP PAD SEE DETAIL 22u2trtriszitruatzaazsalYYYiItslYirsila53aisaasst2Y WATER SURFACE PROFILES r RSION OF SEPTEMBER 1988 t '?�N DATE 7/24/90 TIME 13:11:47 I Iitftitl11321rI22t22iatE33lta2iaalttillaailltllti 1 X X XXXXXXX XXXXX X X X X X X X X X XXXXXXX XXXX X X X X X X X X X X X X XXXXXXX XXXXX 2; BANNER �;24/90 13:11:47 itIII2SII2Ittt12tt722ttEIYYYIitiYIYtl3aitllYa RELEASE DATE) SEPT 88 �Yatitil#tttitttitttt2#IttatallitY2lt22tI22#2i XXXXX X X X XXXXX XXXXX X X XXXXXXX IIYrilt2132221222tI2212lt2!!laYYIIa7I2Y I U.S. ARMY CORPS OF ENGINEERS 8 I THE HYDROLOGIC ENGINEERING CENTER I t 609 SECOND STREET, SUITE ➢ I t DAVIS, CALIFORNIA 95616 2 J 1916) 756-1104 2 lYlt2ttltil32IJI2iiit2lii22l22ttIIJ2iIi PAGE 1 THIS RUN EXECUTED 7/24/90 13:11:47 :� BRITTANY KNOLLS WETLANDS 109 #: 705.2 - 100 YR. FLOODPLAIN 2 TRIBUTARY TO FOSSIL CREEK 100 YR. FLOW = 690 CFS SECTION 1 LOCATED WEST FACE OF SOUTH LEMAY CULVERTS. FN=WETLANDI.DAT 'IICHECK ING NINV IDIR GIRT METRIC HVINS O WSEL 0.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 4904.50 2APROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM .0 0.0 -1.0 0.0 0.0 0.0 0.0 0.0 0.0 RIABLE CODES FOR SUMMARY PRINTOUT 200. FO 0.0 ITRACE 15 .030 .030 680. 680. 0.0 7.41 8. 1010. 1085. 0.0 0.0 0.0 1000. 4904. 1010. 4701, 1024, 4900. 1028. 4900. 1060, 1065. 4904. 1076. 4905. 1085. 5.0 1005. 1005. 2. 110. 70, 1000. 4905. 1005. 4900.7 1020. 4900.7 1065. 4906. 1085. .040 .040 5. 1005. 1100. 4. 4. 4. 1000. 4905, 1005. 4901.7 1020. 4901.7 _1065. 49n9. iLOD i 4.0 S. 1065. 1095. 155, 150, 156, R 4905.8 1000. 4905.0 1010, 4903.2 1018. 4903.2 1065. R 4903.2 1136. 4903.3 1141). 4909.0 1153. 1 5.0 B. 1090. 1110. 1%. 103. 120, R ,4906.2 1000. 4906. 101E 4904,3 102!. 4904.3 1090. R 4904.3 1165. 4904.6 1215.0 4910.0 1235. 1 , 6.0 B. 1105. 1125. 12. 09. 120. R 4907. 1000. 4906, 1013. 4905.4 !016. 4905.4 1105, R 4905.4 1190. 4906, 1295. 4911.0 1305. 1/24/90 13:11:47 t 1 7.0 9. 1150. 1170, 150, 125. 125, R 4909.2 1000. 490B. 1060, 4906.6 1075. 4906.6 1150. R f906.6 1230. 4907.5 1383. 4908.0 1406. 4911.0 1420. 1 8.0 8. 1110. 1130. 170. 65. 120. „ 491E 1000. 4901.8 1075. 4907.8 1110. 4907.8 1130, R 4907.9 1360, 4908.4 1370. 4912.0 1385. 1 9,0 7, 1115, 1135, 180, 62, 120, R ' 4912. 1000. 4908.9 1075. 4908.9 1115. 4708.9 1135, R 4910. 1341. 4913.0 1353. 1 , 10.0 9. 1150. 1170, 146. 85. 120. R 4913. 1000, 4912. 1019. II07n. !05B. 4910. 1150. R 4910. 1253. 4910. 1260. 4911. 132E 4913. 1,34. 1 ' 11.0 7, 1081. 1117. 220. 240. 245. R 4915. 1000, 4914, 1013, 4913. 1034, 4912.0 MI. R 4912. 1173. 4916, 1169, 1 , 12.0 8. 1089. 1114. 380. 360, 360. R 4917. 940. 4914. 1069 4913. 1089. 4912.9 1093. R , 4914. 1104, 4915. 1114. 4918, 1200. 1 13.0 7. 1.062, 1085. 370. 370, 370. R 4920. 790, 4918. 1021. 4911. 1062. 4916.5 1072, R , 4918, 1107, 4922, 1130. 24/90 13:11:47 SECNO DEPTH CWSEL CRINS WSELK EB HV HL BLOBS BANK ELEV GLOB GCH GROB ALOE ACH AROB VOL TWA LEFT/RIGHT 'ME VLOB VCH VROB XNL XNCH XNR WTN ELMIN ESTA SLOPE XLDBL XLCH XLOBR iTRIAL 1DC 1CONT CORAR TOPWID ENDST SSW 1.000 1.00 4.50 4904.50 80. 1, 679. 00 .53 2.94 0736 0. A. ALISTRIBUTION FOR SECNO= .00 4904.50 4904.63 .13 0. 1. 231. 0. .00 .030 .030 .000 0. 0 0 0 1.00 CWSEL= 4904.50 .00 .00 4904.00 0. 0. 4905.00 .000 4900.00 1005.00 .00 75.50 1080.50 4903.2 1085. 4904.3 1110. 4905.4 1125. PAS' 2 4906.6 1770. 4907.9 1195. 4908.7 1196. 4910. 1170. 4911.3 1117. 4713.0 1095. 4917.0 1085, PAGE 3 t_ .3 3.3 2.000 ,`NO 2.00 3.85 4904.55 .00 .00 4904.69 .14 501 0. 680. 0. 0. 227. 0. 01 .00 3.00 .00 .400 .030 .000 .!^824 1. 2. 70. 110. 0 0 0 FLOW DISTRIBUTION FOR SECNO= 2.00 CWSEL= 4904.55 S1 1007. 1085. PER Q= 100.0 REA= 226.7 VEL= .0 PTH= 3.1 1NO 3.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE t3.00 2.70 4904.40 .00 .00 4904.70 .30 680. 0. 680. 0. 0. 155. 0. "0 4.37 .00 .000 .040 .000 .01 �04853 4. 4. 4. 2 0 0 11 /24/90 13:11:47 ENO DEPTH CWSEL CP.IWS WSELK EG HV r GLOB OCH URGE ALOB ACH AROB 11E VLOB VCH VR08 XNL XNCH XNR " 7PE XLOBL XLCH XLGBR ]TRIAL IDC ICONT 1_. FLOW DISTRIBUTION FOR SECNO= 3.00 CWSEL= 4904.40 SI 1008, 1100. PER Q= 100.0 IREAz 155.5 VEL= 4.4 TH= 2.2 tING 4.000 4.00 1.90 4905.10 .00 .00 4905.22 .12 680. 269. 108. 303, 97. 38. 108. 102 2.77 2.86 2.81 .040 .040 .040 02519 155. 156. 150. 2 0 0 F DISTRIBUTION FOR SECNO= 4.00 CWSEL= 4905.10 S 1009. 1018. 1065. 1136, 1140. 1144. PER Q= 2.1 37.4 40.6 3.0 .9 �REA= 8.0 89.1 96.7 7.4 3.7 VEL= 1.9 2.9 2.9 2.8 1.6 DEPTH= .9 1.9 1.4 1.8 .9 tING 5.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE 5.00 1.18 4905.48 .00 .00 4905.62 .05 .00 4905.00 0. 0. 4906.00 .000 4700.70 1006.59 .00 72.92 1079.51 .AI .00 4905.00 0. 0. 4709.00 .000 4901.70 1007.73 .00 70.21 1077.94 HL GLOSS BANK ELEV VOL TWA LEFT/RIGHT WIN ELNIN SSTA CORAR TOPWI➢ ENDST .53 .00 4903.20 1. 0. 4903.20 .000 4903.20 1008.80 .00 135.29 1144.10 14 .40 .00 4904.30 R. 7. 1. 4904.3 PAGE 4 .040 .040 .000 4904.30 1014.04 0 0 .00 204.22 1219.17 .03 3.02 3.08 2.95 .040 05498 120. 120. 103. 12 FL DISTRIBUTION FOR SECNO= 5.00 CWSEL= 4905.48 S 1014, 1021. 1090. 1165. 1215. R 0= 1.1 37.0 29.5 21.4 AREA-- 4.1 91.6 65.0 51.6 VEL= 1.9 3.1 3.1 2.8 ,PTH= .6 1.2 .9 1.0 !24/90 13:11:47 DEPTH CWSEL CRIWS WSELK ES HV '70.10 GLOB GEN GROB ALOE ACH AROB IME VLOB VCH VROS XNL XNCH XNR LOPE XLBBL XLCH XLOBR ITRIAL IDC ICONT iSECNO 6.000 31 WARNIN6: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE 6.00 .05 4706.25 .00 .00 4906.43 .18 680, 278. 61. 340. 77. 17. 107. .04 3.59 3.63 3.18 .040 .040 .040 113. 120. 92. 3 0 0 IId903 DISTRIBUTION FOR SECNO= 6.00 CWSEL= 4906.25 S I1010. 1013. 1016. 1105. 1190. 1285. R O= .1 .6 40.2 29,4 20.7 AREA= .4 1.6 75.4 55.0 51.9 �VEL= 1.0 2.7 3.6 3.6 2.7 PTH= .1 .5 ,8 .6 .5 is NO 7.000 HL OLOSS BANK ELEV VOL TWA LEFT/P,I9HT WTN ELM1N SSTA CORAR TOPWID ENDST 1286. .0 .1 1.0 .l 7.00 .98 4907.58 .00 .00 4907.71 .13 680. 250, 64, 367. 79. 20. 140. .05 3.17 3.24 2.61 .040 .040 .040 07819 150. 125, 125, 4 0 0 FLOW ➢ISTRIBUTION FOR SECNO= 7.00 CWSEL= 4907.56 S 1064. 1075. 1150. 1230. 1383. 1387. R 0= 1.5 35.1 28.1 25.8 A AREA= 5.2 73.6 58.9 81.4 .2 IVEL= 2.0 3.2 3.2 2.2 .4 PTH= .5 1.0 .7 .5 .0 .80 .00 4905.40 2 1. 4905.40 .000 4905.40 1009.79 .00 276.19 1285.99 1.29 .00 4906.60 3. 2. 4906.60 .000 4906.60 1064.48 .00 322.29 1386.77 8.000 TO 9.00 .71 4708.51 .00 .00 4909.68 .17 .97 .00 4907.80 660, 100. 49, 531. 31. 14. 161. 3. 3. 4907.80 16 1,19 3.44 3.30 .141 .041 .141 011 4917,11 1151,11 �13299 170. 120. 65. 2 0 0 .00 312.35 1370.50 ,7/24/90 ECNO �IME 13:11:47 DEPTH CWSEL CP.IWS WSELK EC H'V HL GLOSS BANK ELEV BLOB OCH GROB ALOB ACH AROB VOL TWA LEFT/RIGHT VLOB VCH VROB XNL XNCH XNR, WTN ELMIN SSTA PAGE 5 PAGE 6 It D[STRIBUTION FOR SECNO= 8.00 CWSEL= 4908.51 2TA= 1059. 1075. 1110. 1195. 1360. 1370. 1370. R G= 1.9 12.7 23.6 53.2 1.2 ..0 REA= 6.1 25.2 46.8 110.4 3.7 .0 VEL= 2.2 3.4 3.4 3.3 2.2 .0 .4 .7 .6 .7 .4 .1 fPTH= NO 9.000 9.00 .91 4909.81 .00 .00 4910.05 .24 1.37 .00 4908.90 680. 192. 82. 406. 47. 18. Ill. 4. 4. 4908.?0 .07 4.13 4.49 3.66 .040 .040 .040 .000 4908.90 1052.90 .016457 180. 120. 62. 2 0 0 .00 263.52 1316.42 FI DISTRIBUTION FOR SECNO= 9.00 CWSEL= 4909.81 STA= 1053. 1075. 1115. 1196. 1316. tRG= 4.2 24.1 36.8 22.9 EA= 10.1 36.5 55.7 55.0 VEL= 2.8 4.5 4.5 2.8 JPTH= .5 .4 .7 .5 NO 10.000 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE 10.00 1.00 4911.00 293. 60. '680. .08 2.97 2.98 .006411 146. 120. F1 DISTRIBUTION FOR SECNO= .00 .00 4911.12 .12 1.07 .00 4910.00 327. 102. 20. 121. 4. 4. 4910.00 2.70 .040 .040 .040 .000 4910.00 '038.44 85. 3 0 0 .00 292.58 1321.02 10.00 1038. 1058. 1150. 1253 2.7 40.4 36.5 9.8 92.3 83.2 IEL= 1.9 3.0 310 ,PTH= .5 1.0 .8 ,124111 ScCNO DEPTH GLOB ME VLOB 9LOPE XLOBL ItNO 11.000 17:11:47 CWSEL= 4911.00 1260. 1321. 3.1 9.5 7.0 30.7 3.0 1.9 1.0 .5 CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV OCH GROB ALOB ACH AROB VOL TWA LEFTIRIGHT VCH VROB XNL XNCH XNR WIN ELMIN SSTA XLCH MDR ITRIAL IDC ICONT CORAR TOPWID ENDST 31 WARNING: CONVEYANCE CHANGE OUTSI➢E OF ACCEPTABLE RANGE 11.00 1.62 4912.92 .00 .00 4913.33 .41 680. 54, 243. 383. 20. 46. 73. .09 2.70 5.31 5.25 .040 .040 .040 .014857 220. 245. 240. 3 0 0 Ff DISTRIBUTION FOR SECNO= 11.00 CWSEL= 4912.92 ST - 1038. 1081. 1173, 1177. R G= 7.9 55.6 .7 REA= 20.0 71.2 1.7 2.20 .00 4912.00 5 5. 4911.30 .000 4911.30 1037.69 .00 138.99 1176.69 PACE 7 .5 000 ARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE 00 3.05 4915.95 .00 .00 4916.15 .20 2.82 .00 4913.00 80. 429. 232. 20. 130. 54. 13. 7, 7. 4915.00 i12 3.29 4.26 1.54 .040 .040 .040 .000 4912.90 785.35 04662 380. 360, 360. 5 0 0 .00 155.75 1141.10 r- DISTRIBUTION FOR SECNO= 12.00 CWSEL= 4915.95 5i 905. 1069. 1089, 1114, 1141. PER Q= 29.9 33.2 34.1 2.9 �EA= 81.4 48.9 54.4 12.8 VEL= 2.5 4.6 4.3 1.5 DEPTH= !.0 2.4 2.2 .5 JI a 13,000 71 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED !7 00 2.13 4918.63 4918.63 .00 4919.19 .55 2.90 .00 4917.00 S30. 244. 307. 129. 51. 43, 26, 8. 8. 4917.00 4.82 7.09 4.93 .040 .040 .040 .000 4916.50 1008.00 1==370, 370. 370. 2 16 0 .00 102.65 1110.65 i'f24/90 11211:47 =NO DEPTH CNSEL CRINS WSELK E6 HV HL GLOSS BANK ELEV GLOB OCH GROB ALOB ACH AROB VOL TWA LEFT/RIGHT TM E VLOB VCH VROB XNL XNCH INR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID EN➢ST FL17 DISTRIBUTION FOR SECNO= 13.00 CWSEL= 4919.63 S1■ 1008, 1021. 1062. 1085. 1107. 1111. �R Q= 1.3 34.6 45.2 18.5 ,4 AREA= 4.1 46.5 43.3 25.0 1.2 rEL= 2.2 5.1 7.1 5.1 2.1 TH= .3 1.1 1.9 1.1 .3 1 7!24190 13:11:47 Tj BRITTANY KNOLLS FLOODPLAIN T TRIBUTARY TO FOSSIL CREEK D = 690CFS T3 FLQODWAY RUN 1.0 FOOT TARGET RISE JI,ICHECK ING NINV IDIR STRT METRIC HVINS G 0. 3.0 JAPROF IPLOT PRFVS XSECV XSECH FN ALLDC IDW i WSEL 4904.5 CHNIM FO ITRACE 15, PAGE 8 PAGE 9 LCNO TIME ;LOPE 2 DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS BANK ELEV GLOB OCH GROB ALOB ACH AROB VOL TWA LEFT/RIGHT VLGB VCH VROB XNL XNCH XNR WTN ELMIN SSTA XLOBL XLCH XLOBR ITRIAL IDC !CENT CORAR TOPWID ENDST ISEEND 1.000 NAT G1= 250.61 NSEL= 4904.50 ENC 91= 335.24 WSEL= 4905.20 RATIO= -.3377 10 01= 338. RATIOS LOB, CH, ROB= .0080 .9920 .0000 WSEL= 4905.20 31 ENCROACHMENT STATIONS= 1.00 4.50 4904.50 680. 0. 680. .00 .00 2.94 00745 0. 0. FLOW DISTRIBUTION FOR SECNO= 1010.0 1095.0 TYPE= 4 TARGET= .008 .00 4904.50 4904.63 .13 .00 .00 4904.00 D. 0. 231. 0. 0, 0. 4904.00 .00 .000 .030 .000 .000 4900.00 1010.00 0. 0 0 0 .00 70.50 1080.50 1.00 CWSEL= 4904.50 Sl■ 1010. 1085. PER G= 100.0 REA= 231.1 VEL= 2.9 PTH= 3.3 JNO 2.000 0 NAT 91= 236.88 WSEL= 4904.55 ENC 91= 323.64 WSEL= 4905.25 RATIO= .3663 NAT G1= 374. RATIOS LOB, CH, ROD= .0001 .9999 .0000 WSEL= 4905.25 3l ENCROACHMENT STATIONS= 2.00 3.85 4904.55 680, 0. 680, .01 .00 3.00 00826 2. 70. Ff DISTRIBUTION FOR SECNO= STA= 1007. 1085. a G= I00.0 REA= 226.5 VEL= 3.0 DEPTH= 3.1 7/24/90 13:11:47 1ECNO DEPTH CWSEL GLOB QCH IME OLOPE VLGB UCH XLOBL XLCN 1005.0 1085.0 TYPE= 4 TARGET= .000 .00 4904.55 4904.69 .14 .05 .00 4905.00 0. 0. 127, 0. 0. 0. 4900.70 .00 .000 .030 .000 .000 4900,70 1006.60 110. 1 0 0 .00 72.90 1079.50 2.00 CWSEL= 4904.55 CRIWS WSELK ER HV HL GLOSS BANK ELEV GROB ALOB ACH AROB VOL TWA LEFT/RIGHT VROB XNL XNCH XNR WTN ELMIN SSTA XLDBR ITRIAL IDC ICONT CORAR TOPWID ENDST slNO 3.000 2000 NAT 01= 97.62 WSEL= 4904.40 ENC 91= 148.49 WSEL= 4905.10 RATIO= -.5212 01= 148. RATIOS LOB, CH, ROB= .0000 1.0000 .0000 WSEL= 4905.10 3 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE 31 ENCROACHMENT STATIONS= 1005.0 1100.0 TYPE= 4 TARGET= .000 a PAGE 11 bBO, 0. 680. 01 .00 4.37 14843 4. 4. FLOW DISTRIBUTION FOR SECNO= i'To 1008. 1100, PER O= 100.0 EA= 155.6 VEL= 4.4 TH= 2.2 0. 0. 156. 0. 0. 0. 4901.70 00 .000 .040 .000 .000 4901.70 1007.72 4. 2 0 0 .00 70.23 1077.95 3.00 CWSEL= 4904.40 I!WO 4.000 �0 NAT 91= 135.50 WSEL= 4905.10 ENC GI= 135.50 WSEL= 4905.80 RATIO= .0000 NAT Gl= 233. RATIOS LOB. CH. ROB= .4016 .1565 .4419 WSEL= 4905.80 31 ENCROACHMENT STATIONS= 1038.8 1116.4 TYPE= 4 TARGET= .419 4.00 2.02 4905.22 .00 4905.10 4905.51 .29 .81 .00 4903.20 680, 226, 111, 273, 53. 41, 61, 1, 0, 4911,21 02 4.27 4.49 4.31 .040 .040 .040 .000 4503.20 1039.78 5736 155. 156. 150. 2 0 0 .00 77.65 1116.44 ➢ISTRIBUTION FOR SECNO= 4.00 STA.= 1039, 1065, 1116. 33.2 40.2 S0= EA= 52.9 63.4 VEL= 4.3 4.3 1T4= 2.0 1.2 7/24190 13:11:47 SECNO DEPTH CWSEL CRIWS BLOB DCH GROB ME fiOPE VLOB VCH VROB XLOBL XLCH XLDBR S9wo 5.000 CWSEL= 4905.22 WSELK ES HV HL GLOSS BANK ELEV ALOB ACH AROB VOL TWA LEFTIRIGHT XNL XNCH XNR WTN ELMIN SSTA ITRIAL IDC ICONT COW TOPWID ENDST 2900 NAT GI= 91.71 WSEL= 4905.48 ENC O1= 91.11 WSEL= 4906.18 RATID= 91= 206. RATIOS LOB, CH, ROB= 3775 1.1038 5186 WSEL= 4906.18 3470 ENCROACHMENT STATIONS= 1069.9 1157.9 TYPE= 4 TARGET= .554 5.00 1.64 4905.94 .00 4905.49 4906.28 .34 .77 .00 4904.30 6B0, 152. 158. 370. 33. 33, 79. 1. 1. 4904.30 .02 4.54 4.79 4.68 .040 .040 .040 .000 4904.30 1069.78 .008480 120. 120. 103. 2 0 0 .00 88.09 1157.87 FL■ DISTRIBUTION FOR SECNO= 5.00 CWSEL= 4905.94 STs 1070. 1090, 1158. ER 8= 22.3 54.4 AREA= 33.4 79.1 VEL= 4.5 4.7 1TH= 1.7 1.2 XSECNO 6.000 NAT 01= 62.33 WSEL= 4906.25 ENC 01= 62.33 WSEL= D1= 188. RATIOS LOB, CH. ROB= .3793 .0918 .5389 WSEL= 31 ENCROACHMENT STATIONS= 1093.6 1176.2 TYPE= 4 TARGET= 6.00 1.49 4906.89 .00 4906.25 4907.37 .47 1.08 6B0. Be. 168. 423. 17. 30. 76. 2. 4906.95 RATIO= 4906.95 .66B .00 4905.40 1. 4905.40 0000 0000 PAGE 12 U13553 113. 120 92 3 0 0 .00 62.60 1176.21 CISTRIBUTION FOR SECNO= 6.00 CWSEL= 4906.89 TA= 1094. 1105. (116. 13.0 62.2 S0= EA= 17.0 76.4 VEL= 5.2 5.5 !.5 1.1SITR= 0 7.000 28 0 NAT O1= 76.71 WSEL= 4707.58 ENC 01= 76.91 WSEL= 01= 226. PATIOS LOB. CH, ROB= .3180 .0782 .6038 WSEL= 7/24/90 13:11:47 ENO DEPTH CWSEL CRIWS WSELK EG HV HL GLOB OCH GROB ALOB ACH AROB VOL ME VLOB VCH VRGB XNL XNCH XNR WIN OPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CGRAR 4908.28 RATIO= .0000 4908.28 GLOSS BANK ELEV TWA LEFT/RIGHT ELMIN SSTA TOPWID EN➢ET 3470 ENCROACHMENT STATIONS= 1150.0 1237.5 TYPE= 4 TARGET= .659 7.00 1.71 4908.31 .00 4907.58 490B.63 132 1.27 .00 4906.60 180, 0. 151. 529, 0. 34. 115, 2. 1. 4906.60 .04 ,00 4.41 4.59 .000 .040 .040 .000 4906.60 1150.00 f7684 150, 125. 125. 3 0 0 .00 87.50 1237.50 FDISTRIBUTION FOR SECNO= 7.00 CWSEL= 490S.31 S 1150. 1170, 1230. 1237. R 0= 22.2 70.3 7.5 AREA= 34.2 102.6 12.7 VEL= 4.4 4.7 4.0 ,P'H= 1.7 1.7 1.7 lSECNO 8,000 10 NAT 01= 58.96 WSEL= 4908.51 ENC G1= 58.96 WSEL= 4909.21 RATIO= 01= 193. RATIOS LOB. CH, ROD= .1553 .0684 .7763 WSEL= 4909.21 7185 MINIMUM SPECIFIC ENERGY 3 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS= 1110.0 1199.E TYPE= 4 TARGET= .694 1,10 1.21 1111,11 4119,11 4901,51 1919,12 .61 .95 .11 1917,11 '680. 0. 148. 532. 0. 24, 84. 2. 1. 4907.90 .04 .00 6.13 6.32 .000 .040 .040 .000 4907.80 1110.00 .022878 170, 120. 65. 3 19 0 .00 89.64 1199.64 Ff DISTRIBUTION FOR SEGND= 8.00 CWSEL= 4909.01 S I1110. 1130. 1195. 1200. R 0= 21.8 73.7 4.5 REA= 24.2 78.6 5.6 IVEL= 6.1 6.4 5.5 PTH= 1.2 1.2 1.2 tSECNO 9.000 �0 NAT 01= 53.01 WSEL= 4909.81 ENE 01= 53.01 WSEL= Q1= 170, RATIOS LOB, CH, ROB= .2541 .0972 .6466 WSEL= 4910.51 RATIO= 4910.51 0000 0000 PAGE 13 I , 7/24/90 13:11:47 PAGE 14 -1- roruc ucn v cc uu YI AI ASS AANV FI FV 9 GLOB OCH GROBALOE ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA 10PE XLDBL XLCH XLOBR ITRIAL IDC ICONT CDP.AR TOPWID ENDST 341 ENCROACHMENT STATIONS= 1115.0 1180.5 TYPE= 4 TARGET= .687 9.00 1.60 4910.50 DO 4909.81 4911.15 .66 1.53 .00 4708.90 680, 0. 204, 476, 0. 32. 73. 2. 1. 4908.90 .04 .00 6.38 6.56 .000 .040 .040 .000 4908.90 1115.00 17502 180. 120. 62. 1 0 0 .00 65.50 1180.50 A DISTRIBUTION FOR SECNG= 9.00 CWSEL= 4910.50 STA= 1115, 1135. 1180. A= 29.9 70.1 EA= 31.9 72.6 VEL= 6.4 6.6 "PTH= 1.6 1.6 t0no 10.000 2900 NAT U1= 94.91 WSEL= 4911.00 ENC 01= 84.91 WSEL= 4911.70 RATIO= .0000 IG1= 222. RATIOS LOB, CH, ROB= .4149 .0910 .5041 WSEL= 4911.70 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE 347-0 ENCROACHMENT STATIONS= 1123.1 1219.3 TYPE= 4 TARGET= .619 '10.00 1.81 4111,81 .11 4911,11 4912,11 .24 .11 .11 4911,11 680. 186. 145. 349. 49. 36. 99. 3. 2. 4910.00 .05 3.82 3.99 3.90 .040 .040 .040 .000 4910.00 1123.10 065231 146. 120. 85. 0 0 .00 96.24 1219.34 I F1 DISTRIBUTION FOR SECND= 10.00 CWSEL= 4911.81 ST 1123, 1150. 1214. R G= 27.4 51.3 REA= 48.8 89.4 VEL= 3.8 3.9 tTH= 1.8 1.3 1SECNO 11.000 IldAT G1= 55.79 WSEL= 4912.92 ENC 01= 55.79 WSEL= 4913.62 RATIO= G1= 129. RATIOS LOB, CH, ROB= .16E6 .3203 .5111 WSEL= 4913.62 7/24/90 13.11:47 SECNO DEPTH ENGEL CRINS WSELK E6 HV HL GLOSS BANK ELEV GLOB DCH GROB ALOE ACH AROB VOL TWA LEFT/RIGHT IME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLDBL XLCH XLOBR ITRIAL IDC ICONT COP.AR TOPWID ENDST 1 3 HV CHANGED MORE THAN HVINS 7 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 31 ENCROACHMENT STATIONS= 1081.0 1127.6 TYPE= 4 TARGET= .569 11.00 2.15 4913.45 4913.45 4912.92 4914.40 .95 2.24 .00 4912.00 680. 0. 506. 174. 0. 65. 22, 4. 2. 4911.30 .06 .00 7.79 1.85 .000 .040 .040 .000 4911.30 1091.00 21112 220. 245. 240. 5 if 0 .00 46.60 1127.60 .0000 PAGE 15 DISTRIBUTION FOR SECNO= CWSEL= 4913.45 S #1081. 1117 R Q= 74.4 AREA= 65.0 VEL = 7.8 PTH= 1.8 1129. 25.6 22.1 7.9 2.1 J40 12.000 0 NAT Q1= 99.30 WSEL= 4915.95 ENC 01= 99.38 WSEL= 4916.65 RATIO= Q1= 184. RATIOS LOB, CH, ROB= .6393 .2929 .0686 WSEL= 4916.65 HV CHANGED MORE THAN HVINS WARNIN6: CONVEYANCE CHANGE OUTSIDE Of ACCEPTABLE RANGE 31 ENCROACHMENT STATIONS= 12.00 3.96 4916.86 680. 317. 363. .08 4.78 4.70 �03942 380. 360. FLOW DISTRIBUTION FOR SECNO= 519 1069. 1089, 1114. R ?= 46.6 53.4 AREA= 66.2 77.2 VEL= 4.8 4.7 PTH= 3.4 3.1 ' 7124/90 13:11:47 1069.3 1114.0 TYPE= 4 TARGET= .460 .00 4915.95 4917.70 .35 2.80 .00 4913.00 0. 66. 77. 0. 4. 2. 4915.00 .00 .040 .040 .000 .000 4912,90 1069.32 360. 3 0 0 .00 44.69 1114.00 12.00 CWSEL= 4916.86 �ECNO DEPTH CWSEL CRIWS WSELK EB HV HL OLOSS BANK ELEV GLOB GCH ORDE ALOB ACH ARGB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR NTN ELMIN SSTA 'LOPE XLDBL XLCH XLDBR ITRIAL IDC ICONT CORAR TOPWID ENDST tMNO 13.000 :§0 NAT 91= 54.32 WSEL= 4918.63 ENC 91= 54.32 WSEL= 4917.33 RATIO= NAT G1= 112, RATIOS LOB, CH, ROB= .4181 .3695 .2124 WSEL= 4919.33 31 HV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL.CWSEL j3PROBABLE MINIMUM SPECIFIC ENERGY CRITICAL DEPTH ASSUMED 31 ENCROACHMENT STATIONS= 1052.1 1085.0 TYPE= 13.00 2.74 4919.24 4919.24 4918.63 4920.43 690. 160. 520. 0. 21. 57. 09 7.68 9.09 .00 .040 .040 ,20155 370, 370. 370. 20 19 FLOW DISTRIBUTION FOR SECNO= 13.00 CWSEL= Si 1052. 1062, 1085. PER O= 23.6 76.4 EA= 20.9 57.2 Fla 7.7 9.1 PTH= 2.1 2.5 4 TARGET= .517 1.20 2.80 .00 4917.00 0. 5. 3. 4917.00 .000 .000 4916.50 1052.14 0 .00 32.86 1085.00 4919.24 .0000 0000 PAGE 16 FOR STREAM FLOO➢WAY RUN 1.0 FOOT POINTS (BY PRIORITY) E-ENERBY,W-WATER SURFACE,I-INVERT,C-CRITICAL W.S.,L-LEFT BANK,R-RIBHT BANK,M-LOWER END 9TA �ATION 4900. 4902. 4904. 4906. 4908. 4910. 4912. 4914. 4916. 4919. EECNO CUM➢IS ' 2.00 0. I L E M 20, Cl R L E M 40, C I .R E M 60. C 1 R EL M . 2.00 80. C I E L M. 3.00 100, C 1. W EL M . 120. C I. WE M . ' 140. C I W E M. 160. C .1 L WE M . 180. C • 1 L WEM. ' 200. C I L. WE M . 220. C I L W E M. 4.00 240. C I W El. 260. C I WEN. ' 280. C I W EM 300, C 1. WEM ' 30. 340. C C I WE .I W.E 5.00 360. C •I WE 380. C . I WE ' 400, C I •WME 420. C I WME 440. C I WME 460. C I W E t 6.00 480. C I WM E 500, C I WME . 520. C I. N E. ' 540. C I W E 560. C .1 LEW 580. C ] N E M 7.00 600. C I WE M 620, C 1 W E M 640. C I W E M. 660. C I W E .M ; ' 680. C I W E M 700. C I W E M 9.00 70. 1, W E . M ' 140. C 1 W E. M 760. C .1 W .E M 780. C . I W. E M . BOO. C I W E M. ' 820. C . I .W E M. 9.00 840. C I W E M ' 860. 880. C C I I W E .M W E M 900. C I W E. M 920. C I W E. M 940. C 1. WE, M 10.00 960. C I WE M 990. C .1 WE M 1000. C .IL W E M 1020. C I .W E M ; 1040. C IL W E M . 1000. C I L W E M 1100. C I L W E ,M 1120. C I L W E M 1140. C I L W E. M ; 1160. C I L W E M 1180. C I L. W E M 11.00 1200. 1 L W E M 1220. C IR L W. E M 1240. C I R.L W. E M ' 1260. C I RL W E M ; 1280. C I .L W E M 1300. C I.LR W E M. ' 1320. C 1. LR W EM . 1340. C I L R N E M. ; 1360. C I L R W EM. 1380. C I L R N EM 1400. C .1 L R W EM 1420. C I L R. W .E 1440. C IL R, 1,1" t 1460. C I L R W E 1480, C TL P. W E 1500. C IL R N ME 1520. C I R N E 1540. C IL R WME 12.00 1560. C IL R WME 1530. C IL R WME ' 1600. C IL . R WME . ; 1620. C IL . R . NM E. 1640. C 1L. P. . WME. ' 1660. C 1? R . NNE 1680. C IL R . W ME ; 1700. C I L R. W.ME 1720. C . I L R. W.M E ' 1740. C . I L R W M E ; 1760. C I L R W M E 1780, 1800. C C I L .R W I L .R W M E ME 1820. C I L. R W ME . 1B40. C I L R W M E. ' 1860. C I.L R W M E. 1980. C I L R W M E 1900. C .1 LR W ME 1920. C . I LR W E 113.00 1940. . I L W E 7124/90 13:11:47 PAGE 17 ' THIS RUN EXECUTED 7/24/% 13:12: 5 ?a?;IJttYJYJ33tttttJt2fYYYi3itlilYYYt1Yi2l7fi7Y33Y C2 RELEASE DATED SEPT 66 f;Ei1171itfttfttIIJJIIE7E;i;IYYf1222t3J2JJJt3t3333 NOTE- ASTERISK Itl AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST I LOCATED WEST F PRINTOUT TABLE 110 SECNO CWSEL DIFK,WS ES TOPNID GLOB OCH GROB t1.000 4904.50 .00 4904.63 75.50 .66 679.34 .00 1.000 4904.50 .00 4904.63 70.50 .00 680.00 .00 4904.55 .00 4904.69 72.92 .00 690.00 .00 '2.000 2.000 4904.55 .00 4904.69 72.90 .00 680.00 .00 1914,41 .11 4914,71 11,21 .10 611,10 .01 '3,100 3.000 4904.40 .00 4904.70 70.23 .00 680.00 .00 4.000 4905.10 .00 4905.22 135.29 268.97 108.26 302.78 ' 4.000 4905.22 .12 4905.51 77.65 225.90 181.06 273.04 5.000 4705.48 .00 4905.62 204.22 259.27 72.86 347.87 ' 5.000 4905.94 .46 4906.28 88.08 151.71 158.17 370.11 6.000 4706.25 .00 4906.43 776.19 276.12 61.42 340.45 1,011 1911*11 65 4917,17 12,11 11,11 161,11 423.17 7.000 4907.58 .00 4907.71 322.29 249.51 63.73 366.76 7.000 4908.31 .73 4908.63 87.50 .00 150.85 529.15 ' 8.000 4908.51 .00 4908.68 312.35 99.70 49.47 530.83 8.000 4909.01 .50 4909.62 89.64 .00 148.28 531.72 ' 9.000 4909.81 .00 4910.05 263.52 172.49 81.98 405.52 9.000 4910.50 .69 4911.15 65.50 .00 203.60 476.40 '10.000 4911.00 .00 4911.12 282.58 293.44 59.79 326.77 10.000 4911.81 .81 4912.05 96.24 186.46 144.80 348.74 t 11.000 4912.92 .00 4913.33 138.99 53.88 243.23 382.89 ' 11,000 4913.45 .53 4914.40 46.60 .00 506.23 173.77 �/24/90 13:11:47 ' SECNO CWSEL DIFKWS EG TOPWID GLOB OCH GROB 12.000 4915.95 .00 4916.15 155.75 428.47 231.78 19.75 ' 12.000 4916.86 91 4917.20 44.69 316.64 363.36 .00 13.000 4918.63 .00 4919.19 102.65 244.10 307.29 128.61 t 11,101 4119,24 .61 4911,11 32,11 110,27 511,71 .11 ' 7/24/90 13:11:47 FIDWAY DATA, SECTION I LOCATED WEST F FROFILE NO. 2 ' ------- FLOODWAY - -- WATER SURFACE ELEVATION STATION WIDTH SECTION MEAN WITH WITHOUT DIFFERENCE tAREA VELOCITY FLOODWAY FLOODWAY 1.000 71. 231. 2.9 4904.5 4904.5 .0 '2.000 73. 227. 3.0 4904.5 4904.5 .0 3.000 70. 156. 4.4 4904.4 4904.4 .0 4.000 79. 157. 9.3 4905.2 4905.1 .1 PERENC STENCL STCHL STCHR STENCR .00 .00 1010.00 1085.00 .00 .01 1010.00 1010.00 1085.00 1095.00 .00 .00 1005.00 1085.00 .00 .00 1005.00 1005.00 1095.00 1085.00 .00 .00 1005.00 1100.00 .00 .00 1005.00 1005.00 1100.00 1100.00 .00 .00 1065.00 1085.00 .00 .42 1038.78 1065.00 1085.00 1116.44 .00 .00 1090.00 1110.00 .00 .55 1069.78 1090.00 1110.00 1157.97 .00 .00 1105.00 1125.00 .00 .67 1093.61 1105.00 1125.00 1176.21 .00 .00 1150.00 1170.00 .00 .66 1150.00 1150,00 1170.00 1237.50 .00 .00 1110.00 1130.00 .00 .61 1110.00 1110.00 1130.00 1199.64 .00 .00 1115.00 1135.00 .00 .69 1115.00 1115.00 1135.00 1180.50 .00 .00 1150.00 1170.00 .00 .62 1123.10 1150.00 1170.00 1219.34 .00 .00 1081.00 1117.00 .00 .57 1081.00 1081.00 1117.00 1127.60 PAGE 18 PERENC STENCL STCHL STCHR STENCR .00 .00 1089.00 '114.00 .00 .46 1069.32 1089.00 1114.00 1114.00 .00 .00 1062.00 1085.00 .00 .52 1052.14 1062.00 1085.00 1085.00 PAGE 19 140. 4.1 47V1.7 47VJ.B .4 =.3. 123. 5.5 Ph.? 4906.2 .7 U 87. 149. 4.5 4909.3 4907.6 .7 3.000 90. I08. 6.3 4909.0 4908.5 .5 7.000 65. 105. 6.5 4910.5 4909.8 .7 A000 ?6. 174. 3.9 1111.8 4911.0 .8 000 47, 87. 7.8 4713.5 4912.9 .6 .2.000 45. 143. 4.7 4916.9 4915.9 1.0 3.000 33. 78. 8.7 4919.2 4918.6 .6 1 11 11 11 11 11 11 11 11 11 II II