Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Drainage Reports - 04/15/2009
City of ft.. Collins A ed fVns Approved By Mate -.- Final Drainage and Erosion Control Study for Old Oak Estates Fort Collins, Colorado April 15, 2009 Prepared For: April Hutchison 5227 Strauss Cabin Road Fort Collins, CO 80525 Prepared By: NORTHERN ENGINEERING 200 S. College Ave Fort Collins, Colorado 80521 Phone: (970) 221-4158 Fax: (970) 221-4159 Project Number: 340-001 anelq bsvoiggA 2nilloUlilO of-E'ontents VICINITY MAP �. gJsil Page I. Introduction 1 1.1 Objective 1 1.2 Mapping and Surveying 1 II. Site Location and Description 1 2.1 Site Location 1 2.2 Existing Site Description 2 III. Historic Drainage 2 3.1 Historic Drainage 2 IV. References and Design Criteria 3 4.1 References 3 4.2 Hydrologic Criteria 3 4.3 Hydraulic Criteria 3 V. Developed Drainage 4 5.1 Proposed Site Improvements 4 5.2 General Description of On -Site Flow Routing 5 5.3 Streets/Storm Sewers/Inlets 5 5.4 Water Quality 5 5.5 Rainfall Erosion Control Plan 6 VI. Conclusions 7 6.1 Compliance with Standards VII. References 7 Appendices APPENDIX A: On -site Rational Method APPENDIX B: .. SWMM Models APPENDIX C: Storm Line Calculations APPENDIX D: Street Capacities APPENDIX E: Inlets APPENDIX F: Riprap APPENDIX G: Erosion Control APPENDIX H: Water Quality Calculations MAP POCKET: Drainage Exhibit NORTHERN ADDRESS: PHONE: 910.221.4158 WEBSrrE: 200 S. College Ave. Suite100 amnorthernengineerinorn NE ENGINEERING Fort Collins, CO 80524 FAX: 970.221.4159 g' April 15, 2009 City of Fort Collins Stormwater Department 700 Wood Street Fort Collins, Colorado 80521 RE: Old Oak Estates Fort Collins, Colorado Project Number: 340-001 Dear Staff: Northern Engineering Services, Inc. is pleased to submit this Final Drainage and Erosion Control Study for Old Oak Estates for your review. We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in the Storm Drainage Design Criteria. This report has been prepared in compliance with technical criteria set forth in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, NORTHERN ENGINEERING Aaron Cvar, P.E. Roger Curtiss, P.E. Vice President Table of Contents VICINITY MAP Page I. Introduction 1 1.1 Objective 1 1.2 Mapping and Surveying 1 II. Site Location and Description 1 2.1 Site Location 1 2.2 Existing Site Description 2 III. Historic Drainage 2 3.1 Historic Drainage 2 IV. References and Design Criteria 3 4.1 References 3 4.2 Hydrologic Criteria 3 4.3 Hydraulic Criteria 3 V. Developed Drainage 4 5.1 Proposed Site Improvements 4 5.2 General Description of On -Site Flow Routing 5 5.3 Streets/Storm Sewers/Inlets 5 5.4 Water Quality 5 5.5 Rainfall Erosion Control Plan 6 VI. Conclusions 7 6.1 Compliance with Standards VII. References 7 Appendices APPENDIX A: On -site Rational Method APPENDIX B: SWAM Models APPENDIX C: Storm Line Calculations APPENDIX D: Street Capacities APPENDIX E: Inlets APPENDIX F: Riprap APPENDIX G: Erosion Control APPENDIX H: Water Quality PLD Calculations MAP POCKET: Drainage Exhibit I wai I h'u n:%_r un l J'r dr+!, Coj;li ,I ;,fwh /+,r It Final Drainage and Erosion Control Study for Old Oak Estates Fort Collins, Colorado April 15, 2009 I. Introduction 1.1 Objective This report summarizes the results of final storm drainage analysis for Old Oak Estates Subdivision. The storm drainage system for Old Oak Estates Subdivision has been designed to convey the 100-year design storm per City of Fort Collins Criteria. 1.2 Mapping and Surveying Topography of the site with a contour interval of one -foot was prepared by Northern Engineering; the survey was conducted in July, 2007. Northern Engineering also surveyed adjacent property in November, 2005; information from both surveys was used in the design of Old Oak Estates. H. Site Location and Description 2.1 Site Location The proposed Old Oak Estates site is located in the southeast quarter (1/4) of Section 4, Township 6 South, Range 68 West of the 6 h Principal Meridian in Fort Collins, Colorado. More specifically, the site is located on the west side of Strauss Cabin Road, approximately one -quarter mile north of the intersection of Strauss Cabin Road and Kechter Road. This site is boidered on the east by Strauss Cabin Road, the north by Sunrise Ridge Second Filing, on the west by Willow Brook Subdivision (Observatory Village), and on the south a single residence that has not been annexed into the City. This development is located within the East Harmony portion of the McClellands Creek drainage basin. Page 1 Fil:ftl I)!, iij �.'i'rlll(r !tI /:dfy'p!1rI; Iw!,` tI;d.IV, Ohl Or", C:.ar. r<'•. 2.2. Existing Site Description The Old Oak Estates site is just below five acres in area. A residential home and a barn are located near the center of the rectangular property, along with a long gravel drive to serve as access from Strauss Cabin Road. Several trees are on the property; the grasses are lush and thick, covering most of the site. The existing grades of the lot are very flat; the average slope is approximately 1%. The site generally drains west to east; due to the heavy vegetation and minimal slope, much of the stormwater is expected to infiltrate into the ground. The existing site imperviousness is less than 9%. Existing utilities include a 6" water line in Strauss Cabin Road; an 8" waterline extending east from Willow Brook Subdivision (Observatory Village) ends with a fire hydrant at the southwest corner of the Old Oak Estates property on the north side of Big Dipper Drive. A sanitary sewer line designed to serve Sunrise Ridge First and Second Filings lies along a portion of the north and west boundaries of the Old Oak Estates property. According to the Soil Survey of Larimer County Area, Colorado (Reference 3), this site consists mostly of hydrologic soil group B. III. Historic Drainage 3.1 Historic Drainage This development is contained within the East Harmony portion of the McClellands Creek Drainage Basin. The McClellan Drainage Basin covers approximately 3.4 square miles in southeast Fort Collins. Runoff from this basin empties into the Fossil Creek Reservoir Inlet Ditch. In the existing condition, the property conveys stormwater towards the east boundary of the site, into the roadside ditch of Strauss Cabin Road. The ditch is well vegetated and in good condition with no evidence of heavy erosion or standing water; driveway culverts were clean and open. The runoff is directed south to a double barrel culvert that diverts flows under Strauss Cabin Road to a small ravine and eventually into a private pond. The pond is located adjacent to the Fossil Creek Reservoir Inlet Ditch; the pond is much lower than the ditch and has no observed outfall. The pond accepts flows from both sides of Strauss Cabin Road from Sunrise Ridge Second Filing to Kechter Road. Page 2 riwul,YroI,1 `110) 1"! IV. References and Design Criteria 4.1 References Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design Criteria and Construction Standards (Reference 1) and the Urban Storm Drainage Criteria Manual (Reference 2) have been referenced in the preparation of this study. The Final Drainage and Erosion Control Study for Sunrise Ridge Subdivision ls` Filing (Reference 4) created a revised SWMM model for the Willow Brook ponds. This SWMM model is currently considered to be the effective model. The Hydrologic Update for the Willow Brook Portion of the "East Harmony Portion of the McClellands Creek Master Drainage Plan Update" (Reference 5) was referenced to compare the runoff impacts of this development on the surrounding infrastructure. The SWMM model contained in this report was the effective model prior to the model created for the Sunrise Ridge Subdivision 0 Filing. 4.2 Hydrologic Criteria The Rational Method was used to determine runoff rates in accordance with the City of Fort Collins Storm Drainage Design Criteria and Construction Standards (Reference 1). The design rainfall intensities were taken from Figures 3-la and 3-lb City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method. In accordance with the City of Fort Collins Design Criteria (Reference 1), the 2- year and 100-year storm events were analyzed for this proposed development. In calculating the time of concentration for the rainfall intensities, the procedures outlined in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards (Reference 1) were used. The runoff coefficients in the Rational Method were taken from the City of For Collins Storm.Draina eg Design Criteria and Construction Standards -(Reference 1). 4.3 Hydraulic Criteria The Manning's Equation was utilized in hydraulic computations. The Manning's "n" coefficients were in accordance with the City of Fort Collins Storm Drainage Criteria (Reference 1). Haestad Flow Master 6.1 was utilized for open channel and street capacity calculations. For storm sewer hydraulic grade line (HGL) and energy grade line (EGL) analysis, Hydraflow Storm Sewers 2005 Version 11.0.0.0 by Intelisolve has been used. Page 3 ('IilU1 0!1111; tl <' i!rlil �.:�!1A �!! (•Ulill)e(,�1:n11 ;!r( V. Developed Drainage 5.1 Proposed Site Improvements A"'J lhrru Vir:'iirrrrb; . The proposed development of Old Oak Estates will subdivide the property into a total of six lots. As part of the project, Big Dipper Drive will be extended along the south boundary of the property from the end of road within Willow Brook Subdivision (Observatory Village) to Strauss Cabin Road; sidewalks will be constructed along both the north side of Big Dipper Drive and the west side of Strauss Cabin Road. Curb inlets will be placed along Big Dipper Drive at the low point of the road, an additional area inlet will pick up water from a low point at the southeast corner of Lot 6. The proposed storm sewer system will collect runoff from the developed area and will drain via an offsite storm line east approximately 250 feet into the Fort Collins Reservoir Inlet Ditch (FCRID). No detention will be provided prior to discharge into the FCRID. The developer has discussed this concept with the FCRID, and has received verbal approval to do so. A written agreement with the FCRID must be attained prior to construction. SWMM modeling of the proposed no -detention scenario is provided in Appendix B. Four models have been provided in this appendix. • Original Model: was the effective model prior to the approval of Sunrise Ridge Subdivision 0 Filing in 2007. • Effective Model: is the approved update to the original SWMM model found in the Sunrise Ridge Subdivision I" Filing Final Drainage Report (Reference 4). • Existing Conditions Model: utilizes the effective model and adds basin 43 which represents the Old Oak Estates property in its undeveloped condition. • Proposed Conditions Model: utilizes the effective model and adds basin 43, representing the Old Oak Estates property in its developed condition. The results of -these four models are summarized in the Table 1: MODEL 100-YEAR PEAK FLOW RATE IN CONV. ELEMENT 225 ORIGINAL MODEL 777.0 EFFECTIVE MODEL 772.4 EXISTING CONDITIONS MODEL 774.5 PROPOSED CONDITIONS MODEL 773.4 TABLE 1 — Peak 100-year flow rate comparison at SWMM Conveyance Element 225 (FCRID) Page 4 ;url /ht;rmre<� rrrtJ linr:r�,+r ('ruri r, +1 ;;ulr (�.0 As seen in Table 1, There is a decrease in peak 100-year flow rate comparing the Original Model to the Effective Model. This decrease was brought about by detention provided with Sunrise Ridge Subdivision I" Filing. Comparison of the Proposed. Conditions Model to the Original Model shows a decrease in 100-year peak flow rate in conveyance element 225, which represents the FCRID. This comparison between the Original Model and the Proposed Conditions Model was discussed with the City of Fort Collins Stormwater Utility and approved as an acceptable methodology. 5.2 General Description of On -site Flow Routing The site has been divided into two major basins, labeled primarily as Basin A and Basin B. Basin A drains ultimately into the offisite storm line to be constructed with this project, which conveys developed runoff from the site east into the Fossil Creek Reservoir Inlet Ditch (FCRID). Basin B drains south and contributes flow into the roadside swale along the west side of Strauss Cabin Road. Please see Appendix A for all Rational Method Calculations 5.3 Streets/Storm Sewers/Inlets Street capacities were analyzed according to the City of Fort Collins criteria. Big Dipper Drive and Strauss Cabin Road will have sufficient capacity to convey the 2- and 100- year storm events. Cross-section locations are noted on the Drainage Exhibit provided in the back map pocket. Please refer to Appendix D for street capacity calculations. There will be 5' Type R curb inlets placed in the sump conditions along Big Dipper Drive. These inlets will convey the 100-year storm event into the proposed storm line system. An area inlet will be provided at the southeast corner of Lot 6 to capture and convey the 100-year storm event into the proposed storm system. Please refer to Appendix E for inlet calculations, and Appendix B for associated storm line calculations. In Big Dipper Drive to the west of this development, there are existing 10' Type R inlets on each side of the road per the Final Drainage Report for Willow Brook (Reference 6). Since the high point in the road has been shifted west from the original design, these inlets will receive less contributing area. 5.4 Water Ouality Water Quality treatment will be provided for within two extended detention water quality ponds. Pond 1 runs along the south and east perimeter of Lot 6. Pond 2 runs along the Page 5 ��if±t� ��}'1li ierfl:l' i±:;l� l.!:�1':,•trt ('t/±!(,�(�r .)ft li �t i111 fJi li7Ni±: 1Li "i1weIof south perimeter of Lot 4. The required volumes for Ponds 1 and 2, respectively, 0.013 ac-ft and 0.016 ac-ft. Each pond attains the required volume with roughly 12- inches of depth. Water quality design calculations and calculations for sizing of water quality plates for outlet structures are provided in Appendix H. 5.5 Rainfall Erosion Control Plan The proposed rainfall erosion control plan during construction will consist of temporary structural erosion control measures. Gravel inlet filters will be placed at all curb inlets and sidewalk culverts. Straw -bale dikes will be placed in swales an interval of no greater than 200 feet. Silt fencing will be installed at the locations where sediment is expectant to convey to offsite locations. The standard roadway construction sequence of rough grading, final grading, sub - grade placement, and paving will be followed. Slopes will be kept in a roughened state by disking or ripping to inhibit rill/gully erosion (where applicable), which will create a terracing affect along the contours. These areas will be inspected regularly and stabilized as necessary until the landscaping is installed. Vegetative erosion control consisting of straw mulch with temporary seeding must be used on all open space areas that are disturbed with this project. It will be clearly noted on the plans that no soils shall remain exposed for more than thirty days before requiring temporary or permanent erosion control measures, unless approved by the City of Fort Collins. All temporary erosion control structures are to remain in place until permanent vegetation has been established. It is recommended that a storm water management plan be done and all applicable state permits be obtained prior to construction. Riprap will be placed at the southeast comer where the curb return ends and transitions to the roadside swale. This riprap will be Type L (D5o = 9 inch) and will span entire ditch width. For additional information and riprap calculations, please refer to Appendix F. An Erosion. Control Cost Estimate and Overall effectiveness . calculations is included in Appendix G. Vl. Conclusions 6.1 Compliance with Standards This final drainage analysis has been performed according to design criteria found in the Storm Drainage Design Criteria and Construction Standards. City of Fort Collins, Colorado, dated May 1984 and the Urban Storm Drainage Criteria Manual Volume 3 Urban Drainage and Flood Control District, Wright Water Engineers, Page 6 i irt;tl /Aufnaly, fwd I.. I*( l'p,;�u Denver, Colorado, September 1999. VII. References Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado, May 1984. 2. Urban Storm Drainage Criteria Manual, Wright Water Engineers, Denver, Colorado, September 1999. _ 3. Soil Survey of Latimer County Area, Colorado, United States Department of Agriculture Soil Conservation Service and Forest Service in cooperation with Colorado Agricultural Experiment Station, December 1980. 4. Final Drainage and Erosion Control Study for Sunrise Ridge Subdivision 1st Filing, Fort Collins. Colorado, Northern Engineering, Fort Collins, Colorado, June 2006 Revised January 2007. 5. Hydrologic Update for the Willow Brook Portion' of the "East Harmony Portion of the McClellands Creek Master Drainage Plan Update", Anderson Consulting Engineers, Inc., Fort Collins, Colorado, May 25, 2001. 6. Final Drainage Report for Willow Brook, TST, Inc., Fort Collins, Colorado, July 27, 2001. Page 7 APPENDIX A N O_ N V O N N M tp v! N W A L Y^ C '., W ON '000 vV vN vnrn n .be 0 . CO:iO G O . �M 0000O J9 v<�^ o� _o oar 0 o �. Q c NG C E O' m V • o O.O 001iooa. LOCO0M1n IRA m e a a c m M M M n = i. W o :v O .z � k Li 0E m C5�' o °oc°� f M M ncoMMN O M M M N YLL1 OOOOOOd >� �rti T N MIN a) m b w. .Q m (D N ; Q ^+Z+ (0 N a) O p 00 8j OO RI �. q :-. p (OOO p N CO CO CO d R� NOOOO �O POINU a E (c ° .JJJ1111 :Z _ U N m O ' CI �v, m 0000 OCi to ONE � N 0-� �� O 000, OMO C 00 cc...., W��L.N.�.v 0000000 y N- o_N 3 (� N 0000000 O O O O co O m cc �0 €ram. .cm. W O N N pppppp O O V O 0000000 a 'mac o LLs o a. m S O� N n m �� o(DCD rQ N N Cl) C O O V N WO co coCOOn 'N N NM 7 C ; C N `•' Nr O1�7 NM 0 In La 8 N N M IO r (Op N aoc��3co O m e H a¢aaa-m V O .� gF- E vi vimamri gad - g j c v o o b m m a M d F,� u h� E �i ui uie vi�v Y ofl oom a -E oar d V per'. 3 y y J ` OO LNOi P,' o L\ Q C f E Q y 3mm33J� g Q Q O a ��� g a aoo� > Z O� y q M g O N OO OO N OOO C O N O O N OO Q y �= byyN•-0n O; U � ^aa t c m r oc�^Nd n m o y 6 ��� D peo 1= c y nnm�ma § 8 evyn� X m o 0 o O m 0 tU WW n J y O a �y aye o��0000 20 I�tlEjj f� NNbNNNN Q LL p( n ��G, L N y y ly N N N 9 m E e § C V o 0 0 0 0 0 0 C G C N y O flI g� p o 0 0 0 o o 2 2 2 2 z Ze Z N N N N N N N mx .t' V � N N N N N N N C N N tl fOl Ln7 O m II II O `o`o .tiI No m � - 'm mU F ¢ ;'3Q S,'�': 8888888 M W O 0 U 1 O W LL LL N + yy OI F^� O F' C7F F >>2 -.. . M N CV CV 7 3 n € `N O m 0 OA O O r r w r r O •f r3 �w w N O O� O V' O LL� Nr # y d N 0 C 4Oi IN 6tL1 N N GO (O V' z p ri a.0 d co (3 N (31 C -y' o` N R N n OO V n W V v N 6 CD r m cm N 0,r CM M m C V ca _ N: M CO CO [A CO N OI d v r N N r co 0) O O a}} V V V 0) o a ,a 0 0 �OOMmn 0 0 0 0 0 O w O 2 N N O•. M Cl) OD 0 M Cl V h is f � sW m ® N .o tri to m 7 r Oo 0 r .a WC` 44 V O O 10 q M 'C .. 0 M0,rivui .. CCi l) Was r �a w 0 NOO C „may N of � W u-tea, ~ V O O t0 M M't O O 0 !! N _C" �` E co N v L6 N ui M V 0 y Z N m fV M O N C r O M O t0 O 'C O LL � O � � U w% LO Q O W U LL .. E C.. r N Q M Q V iO U O ^ Q Q m E C `c_ any= QQQQQQ m ,T N lO r Ib -,, - LL m LL 2 ¢ APPENDIX B ., II II wLD H II II W II N Ir II n II 225 II 0 ,._. n 4 / INn I 22 - to • _ I -- ---------- -- CD °/I � CQ I I 00 t ,41 -4, CD 001 \\ \\\\ \ \ \ N C14I \\\\\\\ \\� r----o ------------------- II? D / o � g W p O 0 e 1 I z J Z O Z 4 O w m D U m Q m i Iz Z LLI Z Z 0' r i F- En } fn Q 0 z a Z w a } w z w m w o m i LL) O !n O U (n (N a_ W t I J I ip NI 1 I C FILENAME: EH1000P.OUT WILLOW BROOK UPDATE TO THE EAST HARMONY PORTION OF MCCLELLANDS CREEK MASTER DRAINAGE PLAN UPDATE - SWMM MODEL OUTPUT - EXISTING CONDITIONS ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF . EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBBR 29703 UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 19741 TAPE OR DISK ASSIGNMENTS BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) Jim (1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN17) JIN(8) JIN(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(21 JOUT13) JOUT141 'JOUT(5) JOUI(6) JOUT17) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) 3 4 WATERSHED PROGRAM CALLED ••• ENTRY MADE TO RUNOFF MODEL -•. NSCRATI3) NSCRAT(4) NSCRAT(S) 0 0 0 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF FT COLLINS INN ENGINEERING, INC. 7/20/99- NUMBER OF TIME STEPS 120 INTEGRATION TIME INTERVAL (MINUTES) 5.00 2.0 PERCENT OF IMPERVIOUS AREA HAS ZERO ORTRNTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER I RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.64 5.49 9.95 4.12 2.48 1.46 1.23 2.06 1.00 .95 .91 A7 .84 Al .70 .75 .73 .71 .69 .67 .00 EAST HARMONY PORTION OF MCCLELLANDS BASIM: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- SUBAREA GOITER WIDTH AREA PERCENT SLOPE ASSISTANCE FACTOR SURFACE STORAGE(1N1 INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (PT) (AC) IMPERV. (FT/FT) IMPERV. DERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 .0 .0 .0 .0300 .01E .250 .100 .300 .52 .50 .00180 1 112 1944.0 3.8 93.1 .0190 .016 .250 .100 .300 .51 .50 .00100 1 3 103 762.0 2.0 81.0 .0230 .01E .250 .100 .300 .51 .50 .00180 1 4 5u1 302.0 .5 S.0 .0070 .016 .250 .100 .300 ,Sl .SO .00IBD 1 S 500 509.0 1.8 5.0 .0070 .016 .250 .100 .300 .Sl .SO .00180 1 6 105 1260.0 3.4 54.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 7 106 507.0 1.3 94.0 .0230 .016 .250 .100 .300 .Sl .50 .00180 1 8 107 614.0 1.4 93.0 .0240 .016 .250 .100 .300 .51 .SO .00180 1 9 100 2238.0 2.7 86.0 .0080 .016 .250 .100 .300 .51 .50 .00100 1 10 104 425.0 2.9 99.0 .0200 .016 .250 .100 '.300 .51 .50 .00160 1 11 104 533.0 8.1 5.0 .0090 .01E .250 .100 .300 .Sl .50 .00160 1 12 120 876.0 2.3 47.0 .0110 .016 .250 .100 .300 .51 .50 .00160 1 13 110 721.0 1.5 31.0 .0020 .016 .2SO .100 .300 .Sl .SO .00180 1 14 501 634.0 .9 19.0 .0120 .016 .250 .100 .300 .Sl .50 .00180 1 15 500 963.0 2.2 61.0 .0060 .016 .250 .100 .300 .52 .50 .00180 1 20 290 2629.0 12.1 5.0 .0062 .016 .250 .100 .300 .Sl .50 .00180 1 30 130 2308.0 26.S S.0 .0083 .016 .2SO .100 .300 .52 .50 .00280 1 22 122 3010.0 34.5 5.0 .0046 .026 .250 .300 .300 .51 .50 .00180 1 24 124 2189.0 25.1 5.0 .0063 .016 .350 .100 .300 .51 .SO .00180 1 32 132 4790.0 38.5 5.0 .D098 .026 .250 .100 .300 .Sl .50 .00180 1 26 126 4285.0 49.2 5.0 .0054 .016 .250 .100 .300 .51 .50 .00180 1 27 128 3637.0 16.7 5.0 .0044 .016 .2SO .100 .300 .51 .SO .00180 1 34 138 3809.0 43.7 5.0 .0061 .016 .250 .100 .300 .51 .SO .00100 1 40 240 1592.0 14.6 5.0 .00S9 .016 .250 .100 .300 .51 .50 .00180 1 44 144 119S.0 11.0 5.0 .0058 .016 .250 .100 .300 .51 .50 .00180 1 plopoc. I 4 42 142 1997.0 22.9 S.0 .COO .026 .250 .100 .300 .51 .50 -.00180 1 46 146 523.0 6.0 5.0 .0068 .016 .250 .100 .30D .51 .50 .00180 1 48 224 1263.0 5.8 20.0 .0300 .016 .250 .100 .300 .51, .SO .00180 1 50 305 1423.0 4.9 5.0 .0200 .016 .250 .100 .300 .S1' .SO .00180 1 S2 306 1775.0 8.2 5.0 .0120 .016 .250 .100 .300 .S1 .50 .00180 1 54 307 2324.0 13.3 5.0 .0075 .026 .250 .100 .300 .51 .50 .00100 1 56 229 2168.0 24.9 5.0 .0088 .016 .250 .100 .300 .51 .SO .00180 1 VDo 600 0470.0 38.9 58.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 - 101 605 8595.0 39.5 53.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 `102 602 S670.0 26.0 S2.0 .0140 .016 .250 .100 .300 .51 .Su .00180 1 TOTAL NUMBER OF SUBCA1'CHKENIS, 34 TOTAL TRIBUTARY AREA (ACRES), 497.07 EAST HARMONY PORTION OF NCCLELLANDS BASIN: EXISTING CONDITION 200-YR EVENT FILE:EHIOO.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/38/99- ••• CONTINUITY CHECK FOR SUBCATCHME4T ROUTING IN UDSWM2-PC MODEL ••• WATERSHED AREA (ACRES) 497.070 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) .974 TOTAL WATERSHED OUTFLOW (INCHES) 2.456 . TOTAL SURFACE STORAGE AT END OF STRUM (INCHES) .239 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 EAST HARMONY PORTION OF MCf'LELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EN100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- WIDTH INVERT SIDE SLOPES OVERRAN&/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIE TO VERT MANNING DEPTH JE NUMBER CONNECTION (FT) (PT) (FT/PT) L R N (PT) 112 102 0 1 CHANNEL 25.0 600. .0190 50.0 SO.0 .016 S.00 0 102 S00 0 5 PIPE 3.0 62. .0090 .0 .0 .013 3.00 0 OVERFLOW 15.0 62. .0090 50.0 50.0 .040 5.00 105 111 0 S PIPE 3.0 545. .0050 .0 .0 .013 3.00 0 OVERFLOW 20.0 545. .0050 50.0 50.0 .016 5.00 111 102 0 S PIPE * 3.0 512. .0080 .0 .0 .013 3.OD 0 OVERFLOW 20.0 690. .0059 50.0 50.0 .016 5.00 204 502 0 1 CHANNEL 4.0 398. .0090 4.0 4.0 .040 5.00 0 100 Soo 0 1 CHANNEL 4.0 870. .0100 4.0 4.0 .040 5.00 0 106 207 0 - 5 PIPE 1.5 118. .Oleo .0 .0 .023 1.50 0 OVERFLOW 20.0 118. .0180 50.0 50.0 .016 S.00 107 104 0 5 PIPE 2.S 240. .0030 .0 .0 '.023 2.50 0 OVERFLOW 20.0 240. .0030 50.0 50.0 .016 5.00 103 501 0 1 CHANNEL 60.0 300. .0150 50.0 SD.O .016 ..5.00 0 110 105 0 S PIPE .1.3 200. .0200 .0 .0 .013 1.25 0 OVERFLOW 20.0 208. .0200 50.0 50.0 .016 5.00 120 104 0 5 PIPE 1.8 361. .0040 .0 .D .013 1.75 0 OVERFLOW 20.0 362. .0040 SO.0 50.0 .016 5.00 Sol 111 4 2 PIPE .1 1000. .02SO .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE -FEE[ VS SPILLWAY OUTFLOW .0 .O .1 1.0 .3 3.0 .4 5.2 Soo 503 6 2 PIPE .1 1000, .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE -FELT VS SPILLWAY OUTFLOW .0 .0 .4 1.0 1.1 2.0 2.2 3.0 3.0 4.0 5.6 4.9 502 601 0 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 503 124 0 1 CHANNEL S.0 1600. .00SO 4.0 4.0 .060 5.00 0 200 130 0 1 CHANNEL 1.0 15D0. .0073 50.0 50.0 .060 5.00 0 130 301 0 1 CHANNEL 1.0 835. 2.7000 50.0 50.0 .060 5.00 0 SIC 301 4 3 ,1 1. .0010 .0 .0 .001 .1D -1 TIME IN HRS VS INFLOW IN CPS .0 444.6 .1 444.6 9.9 444.6 10.0 444.6 301 221 0 3 .0 1. .0010 .0 .0 .001 10.00 D 221 302 0 1 CHANNEL 16.0 1270. .0017 .8 .5 :025 12.20 0 122 124 0 _ 1 CHANNEL 1.0 1450. .0035 SO.0 50.0 .060 4.00 0 124 300 0 1 CHANNEL 1.0 1100. .D044 50.0 50.0 .06D 5.00 0 226 300 0 1 CHANNEL 1.0 970. .0220 50.0 SO.0 .060 5.00 0 300 128 0 3 .0 1. .0010 .0 .0 .003 10.00 0 302 222 0 3 .0 1. .0010 .0 .0 .001 10.00 0 222 112E 303 0 1 CHANNEL 23.0 1360. .0017 .8 .S .025 7.50 0 136 0 5 PIPE 0 8 ,00{0 .0 .0 .013 4.50 0 ' 136 OVERFLOW BTiti. .0040 50.0 50.0 .040 6.00 138 0 5 PIPE 4.S 1118. .0079 .0 .0 .013 4.SO 0 �138 OVERFLOW .0 1118. .0079 50.0 50.0 .040 6.00 303 0 5 PIPE 4.S 607. .0217 .0 .0 .013 4.50 0 OVERFLOW .0 607. .0217 50.0 50.0 .040 9.00 303 223 0 3 .0 1. .0020 .0 .0 .001 20.00 0 223 304 0 1 CHANNEL 28.0 403. .0017 .8 .6 .025 9.70 0 304 �T90 224 0 3 .0 1. .0020 .0 .0 .003 10.00 0 300 0 1 CHANNEL 1.0 580. .0051 50.0 $0.0 .060 5.00 0 2 144 304 0 1 CHANNEL 1.0 1060. 224 305 0 1 CHANNEL 20.0 2490. 305 225 0 3 .0 1. '142 305 0 1 CHANNEL 2.0 1030. `225 306 0 1 CHANNEL 23.S 940. 146 147 0 1 CHANNEL 1.0 690. --247 306 0 5 PIPE 3.0 517. OVERFLOW .a 517. 305 226 0 3 .0 1. 226 307 0 1 CHANNEL 22.0 300. 307 227 0 3 .a 1. 227 229 0 1 CHANNEL 26.0 900. 229 308 0 1 CHANNEL 22.5 1250. __E00 700 0 4 CHA HEL .0 940. pOVVIE6E 30.0 940. __,as 701 0 4 CHANNEL .0 920. OVERFLOW 40.0 920. --602 702 0 4 CHANNEL .a 640. OVERFLOW 30.0 640. -603 247 0 6 PIPE 3.0 1200. 1 OVERFLOW .0 1200. --004 136 0 5 PIPE 2.5 437. -OVERFLOW .a 437'. 4102 603 0 3 .0 1. %ioo 604 6 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW \ .0 .0 .6 9.0 .7 12.0 `901 402 7 2 PIPE .0 1. �- - RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 5.0 1.1 6.0 a.3 9.8 702 402 14 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE -PELT VS SPILLWAY OUTFLOW .0 .0 .0 .6 .2 9.1 1.1 16.0 1.4 17.0 1.8 18.0 3.3 22.0 3.,9 23.0 TOTAL NUMBER OF OUSTERS/PIPES, 54 .0050 50.0 50.0 .060 5.00 .0017 .8 .5 .025 9.00 .0010 .0 .0 .001 10.00 .0067 50.0 50.0 .060 5.00 .0017 .7 .8 .025 12.10 1 .0063 50.0 50.0 .060 5.00 I .0015 .0 .0 .013 3.00 1 .0015 50.0 50.0 .040 6.00 .0010 .0 .0 .001 10.00 1 .0011 .3 .6 .025 9.60 .0010 .0 .0 .001 10.00 .0017 .6 1.1 .025 11.70 < .0011 .8 .7 .025 14.70 f .0071 50.0 50.0 .016 .40 I .0071 10.0 10.0 .020 5.00 .GD35 50.0 50.0 .016 .40 a .0035 10.0 10.0 .020 5.00 'GOSS 50.0 50.0 .016 .40 0 .0058 10.0 10.0 .020 5.00 .0026 .0 .0 .013 3.00 a .0026 50.0 50.0 .016 5.00 .0025 .0 .0 .013 2.50 0 .0025 SO.0 SO.O .016 5.00 .0010 .0 .0 .001 10.00 a .0010 .0 .0 .001 .00 a 1.7 15.0 6.5 18.0 7.1 19.f .0010 .0 .0 .001 .00 0 1 2.2 7.0 3.9 8.0 6.4 9.0 .0010 .0 .0 .001 .00 0 .4 23.0 .7 14.0 .9 15.0 2.1 19.0 2.4 20.0 2.8 21.0 EAST HARMONY PORTION OF MCCLELLAND.4 BASIN: EXISTING CONDITION 100-YR EVENT FIL.E,MUOO.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 1/28/99- ARRANGEMENT OF SUSCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 100 0 0 a 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 2.7 102 112 Ill a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.0 103 0 0 0 a 0 0 0 0 a 0 3 0 0 0 0 0 0 0 0 0 2.0 204 107 120 0 0 0 0 0 0 0 0 10 11 0 0 .0 0 0 0 0 0 16.1 105 110 0 0 0 0 0 0 0 0 a 6 0 0 0 0 a 0 0 0 0 4.B 106 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 2.3 207 106 0 0 0 0 0 0 0 0 0 8 0 0 0 0 a 0 0 0 0 2.8 110 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 2.5 111 105 Sol 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.2 112 0 0 0 0 0 0 0 0 0 0 1 0 a 0 0 0 0 0 0 0 3.8 120 0 0 0 0 0 0 0 a 0 0 12 0 0 0 0 0 0 0 0 0 2.3 122 0 0 0 0 0 0 0 0 0 a 22 0 0 0 0 0 0 0 0 0 34.5 124 S03 122 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 78.4 126 0 0 0 0 0 a 0 0 0 0 26 0 0 0 0 0 0 0 0 0 49.2 128 300 0 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 158.9 130 200 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 G 0 38.6 136 128 0 0 0 0 0 0 G 0 0 0 0 0 0 0 0 a 0 0 0 158.3 13B 136 604 0 0 0 0 0 0 0 0 34 0 0 0 0 0 0 0 0 0 241.5 140 a 0 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 14.6 142 0 0 0 0 0 0 0 0 0 0 42 0 0 0 0 0 0 0 0 0 22.9 144 0 0 0 0 0 0 0 0 0 0 44 a 0 0 0 0 0 0 0 0 11.0 146 0 0 0 0 0 0 0 0 0 0 46 a 0 D 0 0 0 0 0 0 6.0 147 246 603 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 71.5 200 0 0 0 0 0 0 0 0 a 0 20 0 0 0 0 0 0 0 0 0 12.1 221 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39.6 222 302 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.6 223 303 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 280.0 224 304 0 0 0 0 a 0 0 0 0 48 0 0 0 0 0 0 0 0 0 296.6 225 305 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 324.E 226 306 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 404.3 227 307 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 417.6 229 227 a 0 0 0 0 0 0 0 a 56 a 0 0 0 0 0 0 0 0 442.5 300 124 126 140 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 142.2 301 130 510 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.6 302 221 0 ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 38.6 303 222 138 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 280.0 304 223 144 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 291.0 305 224 142 0 0 0 0 0 0 0 0 50 0 0 0 0 a 0 0 0 0 324.6 306 225 147 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 404.3 307 226 0 0 0 0 0 0 0 0 0 S4 0 0 0 0 0 0 0 a 0 417.6 402 701 702 a 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 a 0 65.5 Sao 102 too 0 0 0 0 a 0 0 0 5 15 0 a 0 0 o a 0 0 18.7 Sol 103 0 0 0 0 0 0 0 0 a 4 14 0 0 0 0 0 0 0 0 3.4 s02 104 0 0 0 0 a 0 0 0 0 0 0 0 0 0 G 0 0 0 0 16.1 503 Soo 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.7 SIG a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 600 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 38.9 602 0 0 0 0 a 0 0 0 0 0 102 0 0 0 0 0 0 0 0 0 26.0 603 402 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.5 604 700 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 38.9 605 0 0 0 0 0 0 0 0 0 0 102 0 0 0 0 0 0 0 0 0 39.5 700 600 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 38.9 701 605 0 0 0 0 0 0 0 O 0 0 0 a 0 0 0 0 a 0 0 39.5 702 602 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 26.0 THE FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED DURING THE SIMULATION. THIS COULD LEAD TO ERRORS IN THE SIMULATION RESULTSI! 502 THE FOLLOWING CONVEYANCE ELEMENTS RAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 102 203 104 105 109 107 110 121 112 120 128 130 236 138 147 223 226 227 $00 501 602 694 700 701 702 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF PT COLLINS ICON ENGINEERING, INC. 7/28/99- ••• PEAK FLOWS, STAGES AND STORAGES OF GOITERS AND DETENSION DAMS •.. CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 100 20.5 1.0 0 35. 102 70.3 3.1 0 35. 103 19.5 .1 0 35. 104 70.0 1.8 0 35. IDS 37.7 2.0 0 35. 206 15.4 1.5 0 35. 107 26.5 2.6 0 35. 110 9.5 1.1 0 35. 111 35.9 1.7 0 35. 112 36.6 .2 0 35. 120 14.0 2.9 0 3S. 122 33.0 .9 1 I5. 124 58.8 1.0 1 20. 126 65.4 .8 0 50. 220 152.6 5.1 1 10. 130 59.2 .3 0 50. 132 90.6 (DIRECT FLAW) 0 35. 136 252.7 3.3 1 10. 230 220.7 2.9 2 0. 140 ;1,7 .7 0 SS. 242 29. .7 1 0. 144 23.3 .6 1 S. 146 7.5 .4 1 0. 247 38.1 3.6 1 25. 200 19.1 .6 1 0. 221 502.1 4.0 0 55. 222 501.8 3.6 0 55. 223 720.a 4.2 1 0. 24 740.1 5.3 1 5. .-.� 225 777.0 4.9 1 0, 226 824.4 5.5 1 0. 227 046.0 4.8 1 0. 229 879.3 5.4 1 0. 300 132.6 (DIRECT FLAW) 1 S. 302 945.0 (DIRECT FLAW) 0 55. 302 502.1 (DIRECT FLOW) 0 55. 303 721.8 (DIRECT FLOW) 1 0. 304 733.9 (DIRECT FLAW) 1 0. 305 777.5 (DIRECT FLAW) 0 SS. 306 823.6 (DIRECT FLAW) 0 SS. 307 846.9 (DIRECT FLAW) 0 55. 308 879.3 (DIRECT FLOW) 1 0. 402 32.O, (DIRECT FLAW) 1 35. 500 4.1 .1 3.9 2 20. 501 5.7 .1 .4 0 S0. 502 .0 .1 3.7 30 0. 503 4.1 .6 2 50. SID 889.2 (DIRECT PLOW) 0 S. 600 262.0 .9 0 , 35. 601 .0 (DIRECT FLOW) 0 10. 602 174.9 .8 0 35. 603 32.0 2.3 1 IS. 604 19.3-, 1.9 2 0. 605 230.4 1.0 0 35. 700 19.3- .0 7.1 2 0. 701 9.7' .0 8.2 2 15. 702 22.61 .0 3.6 1 15. ENDPROGRAM PROGRAM CALL® 4 M ov VL- ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPS➢ BY METCALF EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINSEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIM(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 HSCRAT(1) NSCRAT(2) NSCRAT(3) HSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED •.. ENTRY MADE TO RUNOFF MODEL -*- EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/26/99- NUMBER OF TIME STEPS 120 INTEGRATION TIME INTERVAL (MINUTES) 5.00 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 2.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .01 .78 .75 .73 .71 .69 .67 .00 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EN100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATS NO -2. 0 .0 _0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 112 1944.0 3.8 93.1 .0190 .016 .250 .100 .300 .51 .50 .00180 1 3 103 762.0 2.0 81.0 .0230 .016 .250 .100 .300 .51 .50 .00180 1 4 501 302.0 .5 5.0 .0070 .016 .250 .100 .300 .51 .50 .00100 1 5 500 509.0 1.8 5.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 6 105 1260.0 3.8 54.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 7 106 507.0 1.3 91.0 .0230 .016 .250 .100 .300 .51 .50 .00180 1 8 107 614.0 1.4 93.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 9 100 2238.0 2.7 86.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 30 104 425.0 2.9 99.0 .0280 .016 .250 .100 .300 .51 .50 .00180 1 11 104 533.0 8.1 5.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 12 120 076.0 2.3 47.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 13 110 721.0 1.5 37.0 .0020 .016 .250 .100 .300 .51 .50 .00180 1 14 501 634.0 .9 19.0 .0120 .016 .250 .100 .300 .51 .50 .00100 1 15 500 963.0 2.2 61.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 20 200 2629.0 12.1 5.0 .0062 .016 .250 .100 .300 .51 .50 .00180 1 30 130 2308.0 26.5 5.0 .0083 .016 .250 .100 .300 .51 .50 .00180 1 22 122 3010.0 34.5 5.0 .0046 .016 .250 .100 .300 .51 .50 .00180 1 24 124 2189.0 25.1 5.0 .0063 .016 .250 .100 .300 .51 .50 .00180 1 32 132 4790.0 38.5 5.0 .0098 .016 .250 .100 .300 .51 .50 .00160 1 26 226 4285.0 49.2 5.0 .0054 .016 .250 .100 .300 .51 .50 .00180 1 21 128 3637.0 16.7 5.0 .0044 .016 .250 .100 .300 .51 .50 .00180 1 34 139 3809.0 43.7 5.0 .0061 .016 .250 .100 .300 .51 .50 .00180 1 40 140 1591.0 14.6 5.0 .0059 .026 .250 .100 .300 .51 .50 .00180 1 44 144 1104.0 3.8 31.8 .0058 .016 .250 .100 .300 .51 .50 .00180 1 4 4 42 142 1869.0 21.4 9.4 .0080 .016 .250 .100 .300 .51 .50 .00180 1 45 146 523.0 6.0 5.0 .0068 .016 .250 .100 .300 .51 .50 .00180 1 48 224 1263.0 5.8 20.0 .0300 .016 .250 .100 .300 .50 .00180 1 50 305 1423.0 4.9 5.0 .0200 .016 .250 .100 .300 151 .51 .50 .00180 1 52 306 1775.0 8.2 5.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 54 307 2324.0 13.3 5.0 .0075 .016 .250 .100 .300 .51 .50 .00180 1 56 229 2168.0 24.9 5.0 .0088 .016 .250 .100 .300 .51 .50 .00180 1 100 600 10359.0 47.6 55.6 .0120 .016 .250 .100 .300 .51 .50 .00180 1 101 605 8595.0 39.5 53.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 102 602 5670.0 26.0 52.0 .0140 .016 .250 .300 .300 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENfS, 34 TOTAL TRIBUTARY AREA (ACRES), 497.08 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- " CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWML-PC NODEL •`• WATERSHED AREA (ACRES) 497.080 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) .961 TOTAL WATERSHED OUTFLOW (INCHES) 2.473 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .235 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EHSOO.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER CUTTER HOP NP OR DIAM LENGTH SLOPE HORIZ TO VERT HASHING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 112 102 0 1 CHANNEL, 25.0 600. .0190 50.0 50.0 .016 5.00 0 102 500 0 5 PIPE 3.0 62. .0090 .0 .0 .013 3.00 0 _ OVERFLOW 15.0 62. .0090 50.0 50.0 .040 5.00 105 111 0 5 PIPE 3.0 545. .0050 .0 .0 .013 3.00 0 OVERFLOW 20.0 545. .0050 50.0 50.0 .016 5.00 111 102 0 5 PIPE 3.0 512. .0080 .0 .0 .013 3.00 0 OVERFLOW 20.0 690. .0059 50.0 50.0 .016 5.00 104 502 0 1 CHANNEL 4.0 398. .0080 4.0 4.0 .040 5.00 0 100 500 D 1 CHANNEL 4.0 870. .0100 4.0 4.0 .040 5.00 0 106 107 0 5 PIPE 1.5 118. .0180 .0 .0 .013 1.50 0 OVERFLOW 20.0 118. .0180 50.0 50.0 .016 5.00 107 104 0 5 PIPE 2.5 240. .0030 .0 .0 .013 2.50 0 OVERFLOW 20.0 240. .0030 50.0 50.0 .016 5.00 103 501 0 1 CHANNEL 60.0 300. .0150 50.0 50.0 .016 5.00 0 110 105 0 5 PIPE 1.3 208. .0200 .0 .0 .013 1.25 0 OVERFLOW 20.0 208. .0200 50.0 50.0 .016 5.00 12D 104 0 5 PIPE 1.8 361. .0040 .0 .0 .013 1.75 0 OVERFLOW 20.0 361. .0040 50.0 50.0 .016 5.00 501 111 4 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 3.0 .4 5.2 500 503 6 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 1.0 1.1 2.0 2.2 3.0 3.8 4.0 5.6 4.9 502 601 0 2 PIPE .1 1000. .025D ..0 .0 .013 .10 0 503 124 0 1 CHANNEL 5.0 1600. .0050 4.0 4.0 .060 5.00 0 200 130 0 1 CHANNEL 1.0 1500. .0073 50.0 50.0 .D60 5.00 0 130 301 0 1 CHANNEL 1.0 835. 2.7000 50.0 50.0 .G60 5.00 0 510 301 4 3 .1 1. .0010 .0 .0 .001 .10 -1 TINE IN SHE VS INFLOW IN CPS .0 444.6 .1 444.6 9.9 444.6 10.0 444.6 301 221 0 3 .0 1. .0010 .0 .0 .001 10.00 0 221 302 0 1 CHANNEL 16.0 1270. .0017 .8 .5 .025 11.20 0 122 124 0 1 CHANNEL. 1.0 1450. .0035 50.0 50.0 .060 4.00 0 124 300 0 1 CHANNEL 1.0 1100. .0044 50.0 50.0 .060 5.00 0 126 300 0 1 CHANNEL 1.0 970. .0220 50.0 50.0 .060 5.00 0 300 128 0 3 .0 1. .0010 .0 .0 .001 10.00 0 302 222 0 3 .0 1. .0010 .0 .0 .001 10.00 0 222 303 0 1 CHANNEL 23.0 1360. .0017 .8 .5 .025 7.50 0 128 136 0 5 PIPE 4.5 850. .0040 .0 .0 .013 4.50 0 OVERFLOW .0 850. .0040 50.0 50.0 .040 6.00 136 138 0 5 PIPE 4.5 1118. .0079 .0 .0 .013 4.50 0 OVERFLOW .0 1118. .0079 50.0 50.0 .040 6.00 138 303 0 5 PIPE 4.5 607. .0217 .0 .0 .013 4.50 0 OVERFLOW .0 607. .0217 50.0 50.0 .040 6.00 303 223 0 3 .0 1. .0010 .0 .0 .001 10.00 0 223 304 0 1 CHANNEL 29.0 403. .0017 .8 .6 .025 9.70 0 304 224 0 3 .0 1. .0010 .0 .0 .001 10.00 0 140 300 0 1 CHANNEL 1.0 580. .0051 50.0 50.0 .060 5.00 0 - 144 304 0 1 CHANNEL 1.0 173. 224 305 0 1 CHANNEL 20.0 1490. 305 225 0 3 .0 1. 142 305 0 1 CHANNEL 1.0 1030. 225 306 0 1 CHANNEL 23.5 940. 146 147 0 1 CHANNEL 1.0 690. 147 306 0 5 PIPE 3.0 517. OVERFLOW .0 517. 306 226 0 3 .0 1. 226 307 0 1 CHANNEL 22.0 300. 307 227 0 3 .0 1. 227 229 0 1 CHANNEL 26.0 600. 229 308 0 1 CHANNEL 22.5 1250. 600 700 0 4 CHANNEL .0 940. OVERFLOW 30.0 940. 605 701 0 4 CRANNEL .0 920. OVERFLOW 40.0 920. 602 702 0 4 CHANNEL .0 640. OVERFLOW 30.0 640. 603 247 0 5 PIPE 3.0 120D. OVERFLOW .0 1200. 604 138 0 5 PIPE 2.5 437. OVERFLOW .0 437. 402 603 0 3 .0 1. 700 604 6 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 7.7 .8 10.6 701 402 7 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 5.0 1.1 6.0 8.3 9.8 702 402 id 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE -FELT VS SPILLWAY OUTFLOW .0 .D .0 .6 .2 9.1 1.1 16.0 1.4 17.0 1.8 18.0 3.3 22.0 3.9 23.0 TOTAL NUNRER OF GUTTERS/PIPES. 54 .0050 50.0 50.0 .060 5.00 f .0017 .8 .5 .025 9.00 .0010 .0 .9 .001 10.00 .0067 50.0 50.0 .060 5.00 .0017 .7 .8 .025 12.10 .0063 50.0 50.0 .060 5.00 .0015 .0 .0 .013 3.00 c .0015 50.0 50.0 .040 6.00 .0010 .0 .0 .001 10.00 c .0017 .3 .6 .025 9.60 c .0010 .0 .0 .001 10.00 c .0017 .6 1.1 .025 11.70 c .0017 .8 .7 .025 14.70 c .0071 50.0 50.0 .016 .40 0 .0071 10.0 10.0 .020 5.00 .0035 50.0 50.0 .016 .40 0 .0035 10.0 10.0 .020 5.00 .0058 50.0 50.0 .016 .40 0 .0058 10.0 10.0 .020 5.00 .0026 .0 .0 .013 3.00 0 .0026 50.0 50.0 .016 5.00 .0025 .0 .0 .013 2.50 0 .0025 50.0 50.0 .016 5.00 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 .00 0 1.9 12.8 3.7 14.7 6.1 16.4 . 0010 .0 .0 .001 .00 0 2.2 7.0 3.9 8.0 6.4 9.0 .0010 .0 .0 .001 .00 0 .4 13.0 .7 14.0 .9 15.0 2.1 '19 .0 2.4 20.0 2.8 21.0 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING. INC. 7/28/99- ARRANGE� OF SUSCATVJNRNIS AND GUTTERS/PIPES GOTTEN TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D. A. LAC) 100 0 0 0 0 0 0 0 0 0 D 9 0 0 0 0 0 0 0 0 0 2.7 102 112 111 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.0 103 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 2.0 104 107 120 0 0 0 0 0 0 0 0 10 11 0 0 0 0 0 0 0 0 16.1 105 110 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 4.8 106 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 1.3 107 106 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 2.8 110 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 1.5 111 105 501 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.2 112 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 3.8 120 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 2.3 122 0 0 0 D 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 34.5 124 503 122 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 78.4 126 0 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 49.2 128 300 0 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 158.9 130 200 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 38.6 136 229 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 159.9 139 136 604 0 0 D 0 0 0 0 0 34 0 0 0 0 0 0 0 0 0 250.1 140 0 0 0 0 0 0 0 0 0 D 40 0 0 0 0 0 0 0 0 0 14.6 142 0 0 0 0 0 0 0 0 0 0 42 0 0 0 0 0 0 0 0 0 21.4 14d 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 3.8 146 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 0 0 0 0 0 6.0 147 146 603 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 71.5 200 0 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 12.1 221 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.6 222 302 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 38.6 223 303 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 288.7 224 304 0 0 0 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 0 298.3 225 305 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 324.6 226 306 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 404.3 227 307 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 417.6 229 227 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 442.5 300 124 126 140 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 142.2 301 130 510 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.6 3D2 221 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.6 303 222 138 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 288.7 304 223 144 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 292.5 305 224 142 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 324.6 306 225 147 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 404.3 307 226 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 417.6 402 701 702 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.5 500 102 100 0 0 0 0 0 0 0 0 5 15 0 0 0 0 0 0 0 0 18.7 501 103 0 0 0 0 0 0 0 0 0 4 14 0 0 0 0 0 0 0 0 3.4 502 104 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.1 503 50D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.7 510 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 600 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 47.6 4 602 0 0 0 0 0 0 0 0 0 0 102 0 0 0 0 0 0 0 0 0 26.0 603 402 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 65.5 604 700 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 47.6 605 0 0 0 0 0 0 0 0 0 0 101 0 0 0 10 0 0 0 0 0 39.5 700 600 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 47.6 701 605 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39.5 702 602 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 26.0 THE FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED DURING THE SIMULATION. THIS COULD LEAD TO ERRORS IN THE SIMULATION RESULTS:: 502 THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 102 138 223 226 EAST HARMONY PORTION OF MCCLELLANOS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- ••. PEAR FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS ... ••• NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT: TYPE (CFS) (FT) (AC -FT) (HR/MIN) 100:1 20.5 1.0 0 35. 102:5 55.9 2.2 0 40. 103:1 17.2 .1 0 35. 104:1 66.3 1.9 0 40. 105:5 29.6 1.7 0 35. 106:5 12.0 1.1 0 35. 107:5 21.8 2.0 0 35. 110:5 7.1 .8 0 35. 111:5 31.5 1.5 0 40. 112:1 33.6 .2 0 35. 120:5 14.3 1.9 0 35. 122:1 33.0 .9 1 15. 124:1 58.7 1.0 1 20. 126:1 65.4 .8 0 50. 128:5 152.6 5.1 1 10. 130:1 58.4 .3 0 50. 132:3 04.7 (DIRECT FLOW) 0 40. 136:5 152.8 3.3 1 10. 138:5 223.2 3.0 1 5. 140:1 21.7 .7 0 55. 142:1 29.7 .7 0 55. 144:1 17.5 .6 0 40. 146:1 7.5 .4 1 0. 147:5 38.1 3.6 1 25. 200:1 19.1 .6 1 0. 221:1 502.3 4.8 0 50. 222:1 22:1 501.8 7. 3.8 4. 0 0 55. s0. 224:1 735.8 5.3 1 0. +�225:1 77272.4 4.9 1 5. 2261 821.4 5.5 0 55. 227:1 C 842.3 4.8 1 0. 229:1 870.0 5.4 1 0. 300:3 132.5 (DIRECT FL09Y) 1 5. 301:3 503.0 (DIRECT FLOW) 0 50. 302:3 502.3 (DIRECT FLOW) 0 50. 303:3 724.2 (DIRECT FLOW) 0 55. 304:3 730.9 (DIRECT FLOW) 0 55. 305:3 773.1 (DIRECT FLOW) 1 0. 306:3 820.7 (DIRECT FLAW) 1 0. 307:3 848.9 (DIRECT FLOW) 0 55. 308:3 870.0 (DIRECT FLAW) 1 0. 402:3 31.9 (DIRECT FLOW) 1, 35, 500:2 - 4.1 .1 - 3.9:D 2 20. 501:2 5.7 .1 .S:D 0 50. 502:2 .0 .1 3.7:5 10 0. 503:1 4.1 .6 2 55. 510:3 444.6 (DIRECT FLOW) 0 5. 600:4 292.5 1.0 0 35. 601:3 .0 (DIRECT FLAW) 0 10. 602:4 158.6 .8 0 35. 603:5 31.9 2.3 1 35. 604:5 18.5 1.9 2 5. 605:4 230.4 1.0 0 35. 700:2 18.5 .0 9.1:D 2 5. 701:2 9.7 .0 8.2:D 2 15. 702:2 22.6 .0 3.6:D 1 15. ENDPROGRAM PROGRAM CALLED ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF I EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINSEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYL.E ENGINEERING CORPORATION (MARCH 1905, JULY 1985) TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(S) JIN(6) JIN(7) JIM(8) JIN(9) JIN(lO) 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) HSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED •.. ENTRY MADE TO RUNOFF MODEL •.. BAST HARMONY PORTION OF MCCLELLAMIS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- NUMBER OF TINS STEPS 120 INTEGRATION TIM INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGS NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .91 .78 .75 .73 .71 .69 .67 .00 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE-EH100.DAT PREPARED FOR CITY OF FT COLLINS IOON ENGINEERING, INC. 7/28/99- SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATS(IN/HR) GAGS NUMBER OR MANHOLE (FT) (AC) IMBERV. (FT/FT) IMPERV. DERV. IMPERV. DERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 112 1944.0 3.8 93.1 .0190 .016 .250 .100 .300 .51 .50 .00180 1 3 103 762.0 2.0 81.0 .0230 .016 .250 .100 .300 .52 .50 _00100 1 4 501 302.0 .5 5.0 .0070 .016 .250 .100 .300 .51 .50 .00190 1 5 500 509.0 1.8 5.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 6 105 1260.0 3.4 51.0 .0190 .016 .250 .100 .300 .51 .50 .00IB0 1 7 106 507.0 1.3 94.0 .0230 .016 .250 .100 .300 .51 .50 .00190 1 8 107 614.0 1.4 93.0 .0240 .016 .250 .100 .300 .51 .50 .00180 1 9 100 2238.0 2.7 86.0 .0080 .016 .250 .100 .300 .51 .50 .00160 1 10 104 425.0 2.9 99.0 .0280 .016 .250 .100 .300 .51 .50 .00180 1 11 104 533.0 8.1 5.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 12 120 876.0 2.3 47.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 13 110 721.0 1.5 37.0 .0020 .016 .250 .100 .300 .51 .50 .00160 1 14 501 634.0 .9 19.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 15 500 963.0 2.2 61.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 20 200 2629.0 12.1 5.0 .0062 .016 .250 .100 .300 .51 .50 .00180 1 30 130 2306.0 26.5 5.0 .0083 .016 .250 .100 .300 .51 .50 .00180 1 22 122 3010.0 34.5 5.0 .0046 .016 .250 .100 .300 .51 .50 .00180 1 24 121 2189.0 25.1 5.0 .0063 .016 .250 .100 .300 .51 .50 .00180 1 32 132 1790.0 38.5 5.0 .0098 .016 .250 .100 .300 .51 .50 .00180 1 26 126 4285.0 49.2 5.0 .0054 .016 .250 .100 .300 .51 .50 .00180 1 27 128 3637.0 16.7 5.0 .0044 .016 .250 .100 .300 .51 .50 .00100 1 34 138 3809.0 43.7 5.0 .0061 .016 .250 .100 .300 .51 .50 .00180 1 40 140 1591.0 14.6 5.0 .0059 .016 .250 .100 .300 .51 .50 .00180 1 44 144 1204.0 3.8 31.8 .0058 .016 .250 .100 .300 .51 .50 .00180 1 6c)ST +.0 Pr-i 5// ( O OJ0a65� - 43 224 1698.0 5.9 0 .015.01E 42 142 1358.0 15.6 9.4 .0080 .016 46 146 523.0 6.0 5.0 .0068 .016 48 224 1263.0 5.8 20.0 .0300 .016 50 305 1423.0 4.9 5.0 .0200 .016 52 306 1775.0 8.2 5.0 .0120 .016 54 307 2324.0 13.3 5.0 .0075 .016 56 229 2168.0 24.9 5.0 .0098 .016 100 600 10359.0 47.6 55.6 .0120 .016 101 605 8595.0 39.5 53.0 .0120 .016 102 602 5670.D 26.0 52.0 .0140 .016 TOTAL NUMBER OF SUSCATCHMENTS, 35 TOTAL TRIBUTARY AREA (ACRES), 497.08 .250 .100 .300 .51 .50 .00160 1 .250 .100 .300 .51 .50 .00180 1 .250 .100 .300 '51 .50 .00180 1 .250 .100 .300 .51 .50 .00100 1 .250 .100 .300 .51 .50 .00180 1 .250 .100 .300 .51 .50 .00180 1 .250 .100 .300 .51 .50 .00180 1 .250 .100 .300 .51 .50 .00180 1 .250 .100 .300 .51 .50 .00180 1 .250 .100 .300 .51 .50 .00180 1 .250 .100 .300 .51 .50 .00180 1 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EHIOO.DAT PREPARED FOR CITY OF FP COLLINS ICON ENGINEERING, INC. 7/28/99- "' CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWR 2-PC MODEL "' WATERSHED AREA (ACRES) 497.080 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) .962 TOTAL WATERSHED OUTFLOW (INCHES) 2.474 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .234 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:ER100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/2B/99- WIDTH INVERT SIDE SLOPES OVEREANK/SURCHARGE GUTTER GUTTER MP NP OR DIAM LENGTH SLOPE HORI2 TO VERT MANNING DEPTH .1K NUMBER CONNECTION (FT) (FT) (FT/FT) L R N IFTI 112 102 0 1 CHANNEL 25.0 600. .0190 50.0 50.0 .016 5.00 0 102 500 0 5 PIPE 3.0 62. .0090 .0 .0 .013 3.00 0 OVERFLOW 15.0 62. .0090 50.0 50.0 .040 5.00 105 111 0 5 PIPE 3.0 545. .0050 .0 .0 .013 3.00 0 OVERFLOW 20.0 545. .0050 50.0 50.0 .016 5.00 111 102 0 5 PIPE 3.0 512. .0080 .0 ,0 .013 3.00 0 OVERFLOW 20.0 690. .0059 50.0 50.0 .016 5.00 104 502 0 1 CHANNEL - 4.0 399. .0080 4.0 4.0 .040 5.00 0 100 500 0 1 CHANNEL 4.0 870. .0100 4.0 4.0 .040 5.00 0 106 107 0 5 PIPE 1.5 118. .0180 .0 .0 .013 1.50 0 OVERFLOW 20.0 118. .0180 50.0 50.0 .016 5.00 107 104 0 5 PIPE 2.5 240. .0030 .0 .0 .013 2.50 0 OVERFLOW 20.0 240. .0030 50.0 50.0 .016 5.00 103 501 0 1 CHMMKL 60.0 300. .0150 50.0 50.0 .016 5.00 0 110 105 0 5 PIPE 1.3 208. .0200 .0 .0 .013 1.25 0 OVERFLOW 20.0 208. .0200 50.0 50.0 .016 5.00 120 104 0 5 PIPE 1.8 361. .0040 .0 .0 .013 1.75 0 OVERFLOW 20.0 361. .0040 50.0 50.0 .016 5.00 501 111 4 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 3.0 .4 5.2 500 503 6 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 1.0 -1.1 2.0 2.2 3.0 3.8 4.0 5.6 4.9 502 601 0 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 503 124 0 1 CHANNEL 5.0 1600. .0050 4.0 4,0 .060 5.00 0 200 130 0 1 CHANNEL 1.0 1500. .0073 50.0 50.0 .060 5.00 0 130 301 0 1 CHANNEL 1.0 835. 2.7000 50.0 50.0 .060 5.00 0 510 301 4 3 .1 1. .0010 .0 .0 .001 .10 -1 TIME IN HRS VS INFLOW IN CPS .0 444.6 .1 444.6 9.9 444.6 10.0 444.6 301 221 0 3 .0 1. .0010 .0 .0 .001 10.00 0 221 302 0 1 CHANNEL 16.0 1270. .0017 .8 .5 .025 11.20 0- 122 124 0 1 CHANNEL 1.0 1450. .0035 50.0 50.0 .060 4.00 0 124 300 0 1 CHANNEL 1.0 1100. .0044 50.0 50.0 .060 5.00 0 126 300 0 1 CHANNEL 1.0 970. .0220 50.0 50.0 .060 5.00 0 300 128 0 3 .0 1. .0010 .0 .0 .001 10.00 0 302 222 0 3 .0 1. .0010 .0 .0 .001 10.00 0 222 303 0 1 CHANNEL 23.0 1360. .0017 .8 .5 .025 7.50 0 128 136 0 5 PIPE 4.5 B50. .0040 .0 .0 .013 4.50 0 OVERFLOW .0 950. .0040 50.0 50.0 .040 6.00 136 138 0 5 PIPE 4.5 2128. .0079 .0 .0 .D13 4.50 0 OVERFLOW .0 1118. .0079 50.0 50.0 .040 6.00 138 303 0 5 PIPE 4.5 607. .0217 .0 .0 .013 4.50 0 OVERFLOW .0 607. .0217 50.0 50.0 .040 6.00 303 223 0 3 .0 1. .0010 .0 .0 .001 10.00 0 223 304 0 1 CHANNEL 29.0 403. .0017 .8 .6 .025 9.70 0 304 224 0 3 .0 1. .0010 .0 .0 .001 10.00 0 140 300 0 1 CHANNEL 1.0 580. 144 304 0 1 CHANNEL 1.0 173. 224 305 0 1 CHANNEL 20.0 1490. 305 225 0 3 .0 1. 142 305 0 1 CHANNEL 1.0 1030. 225 306 0 1 CHANNEL 23.5 940. 146 147 0 1 CHANNEL 1.0 690. 147 306 0 5 PIPE 3.0 517. OVERFLOW .0 517. 306 226 0 3 .0 1. 226 307 0 1 CHANNEL 22.0 300. 307 227 0 3 .0 1. 227 229 0 1 CHANNEL 26.0 600. 229 308 0 1 CHANNEL 22.5 1250. 600 700 0 4 CHANNEL .0 940. OVERFLOW 30.0 940. 605 701 0 4 CHANNEL .0 920. OVERFLOW 40.0 920. 602 702 0 4 CHANNEL .0 640. OVERFLOW 30.0 640. 603 147 0 5 PIPE 3.0 1200. OVERFLOW .0 1200. 604 138 0 5 PIPE 2.5 437. OVERFLOW .0 437. 402 603 0 3 .0 1. 700 604 6 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 7.7 .8 10.6 701 402 1 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 5.0 1.1 6.0 8.3 9.8 702 402 14 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OMFLOW .0 .0 .0 .6 .2 9.1 1.1 16.0 1.4 17.0 1.8 18.0 3.3 22.0 3.9 23.0 TOTAL NU(BER OF GUTTERS/PIPES, 54 .0051 50.0 50.0 .060 5.00 0 .0050 50.0 50.0 .060 5.00 0 .0017 .8 jj .025 9.00 0 .0010 .0 .b .001 10.00 0 .0067 50.0 50.0 .060 5.00 0 .0017 .7 .8 .025 12.10 0 .0063 50.0 50.0 .060 5.00 0 .0015 .0 .0 .013 3.00 0 .DO15 50.0 50.0 .040 6.00 .0010 .0 .0 .001 10.00 0 .0017 .3 .6 .025 9.60 0 .0010 .0 .0 .001 10.00 0 .0017 .6 1.1 .025 11.70 0 .0017 .8 .7 .025 14.70 0 .0071 50.0 50.0 .016 .40 0 .0071 10.0 10.0 .020 5.00 .0035 50.0 50.0 .016 .40 0 .0035 10.0 10.0 .020 5.00 .0058 50.0 50.0 .016 .40 0 .0058 10.0 10.0 .020 5.00 .0026 .0 .0 .013 3.00 0 .0026 50.0 50.0 .016 5.00 .0025 .0 .0 .013 2.50 0 .0025 50.0 50.0 .016 5.00 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 .00 0 1.9 12.8 3.7 14.7 6.1 16.4 .0010 .0 .0 .001 .00 0 2.2 7.0 3.9 8.0 6.4 9.0 .0010 .0 .0 .001 .00 0 .4 13.0 .7 14.0 .9 15.0 2.1 19.0 2.4 20.0 2.8 21.0 EAST HARMONY PORTION OF NCCLRLLAWOS EASIN: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- ARRANGEMENT OF SUBCN71H UTS ANO GOITERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D. A. (AC) 100 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 2.7 102 112 ill 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.0 103 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 2.0 104 107 120 0 0 0 0 0 0 0 0 10 11 0 0 0 0 0 0 0 0 16.1 105 110 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 4.8 106 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 1.3 107 106 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 2.8 110 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 1.5 Ill 105 501 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.2 112 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 3.8 120 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 2.3 122 0 0 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 '0 0 0 34.5 124 503 122 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 78.4 126 0 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 49.2 128 300 0 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 158.9 130 200 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 38.6 136 128 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 158.9 138 136 604 0 0 0 0 0 0 0 0 34 0 0 0 0 0 0 0 0 0 250.1 140 0 0 0 a 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 14.6 142 0 0 0 0 0 0 0 0 0 0 42 0 0 0 0 0 0 0 0 0 15.6 144 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 3.8 146 0 0 0 0 0 0 0 0 0 ,0 46 0 0 0 0 0 0 0 0 0 6.0 147 146 603 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 71.5 200 0 0 0 0 0 0 0 0 0 0 20 0 0 0 a 0 0 0 0 0 12.1 221 301 0 0 0 0 0 0 0 D 0 0 0 0 0 0 a 0 0 0 0 38.6 222 302 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 39.6 223 303 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 288.7 224 304 0 0 0 0 0 0 0 0 0 43 48 0 0 0 0 0 0 0 0 304.2 225 305 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 324.6 226 306 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 404.3 227 307 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 417.6 229 227 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 442.5 300 124 126 140 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 142.2 301 130 510 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.6 302 221 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39.6 303 222 138 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 289.7 304 223 144 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 292.5 305 224 142 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 324.6 306 225 147 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 404.3 307 226 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 417.6 402 701 702 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.5 500 102 100 0 0 0 0 0 0 0 0 5 15 0 0 0 0 0 0 0 0 18.7 501 103 0 0 0 0 0 0 0 0 0 4 14 0 0 0 0 0 0 0 0 3.4 502 104 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.1 503 500 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.7 510 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 600 0 0 0 0 0 0 0 602 0 0 0 0 0 0 0 603 402 0 0 0 0 0 0 604 700 0 0 0 0 0 0 605 0 0 0 0 0 0 0 700 600 0 0 0 0 0 0 701 605 0 0 0 0 0 0 702 602 0 0 0 0 0 0 THE FOLLOWING CONVEYANCE ELEMENTS HERE SURCHARGED DURING THE SIMULATION. THIS COULD LEAD TO ERRORS IN THE SIMULATION RESULTS!! 502 THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 102 138 223 226 0 0 0 100 0 0 0 0 D 0 0 0 0 47.6 0 0 0 102 0 0 0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.5 0 0 0 0 0 0 0 0 0 0 0 0 47.6 0 0 0 101 0 0 0 0 0 0 0 0 0 39.5 0 0 0 0 0 0 0 0 0 0 0 0 0 47.6 0 0 0 0 0 0 0 0 0 0 0 0 0 39.5 0 0 0 0 0 0 0 0 0 0 0 0 0 26.0 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- •'• PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS ••' •" NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAT( STAGE STORAGE TINE ELEMENT: TYPE (CFS) (FT) (AC-FTJ (HR/MINJ 100:1 20.5 1.0 0 35. 102:5 55.9 2.2 0 40. 103:1 17.2 .1 0 35. 104:1 66.3 1.B 0 40. 105:5 29.6 1.7 0 35. 106:5 12.0 1.1 0 35. 107:5 21.9 2.0 0 35. 110:5 7.1 .8 0 35. 112:5 31.5 1.5 0 40. 112:1 33.6 .2 0 35. 120:5 14.3 1.9 0 35. 122:1 33.0 .9 1 15. 124:1 58.7 1.0 1 20. 126:1 65.4 .8 0 50. 128:5 152.6 5.1 1 10. 130:1 58.4 .3 0 50. 132:3 84.7 (DIRECT FLOW) 0 40. 136:5 152.8 3.3 1 10. 138:5 223.2 3.0 1 5. 140:1 21.7 .7 0 55, 142:1 21.1 .7 1 0. 144:1 11.5 .6 0 40. 146:1 7.5 .4 1 0. 147:5 38.1 3.6 1 25. 200:1 19.1 .6 1 0. 221:1 502.3 4.B 0 50. 222:1 501.8 3.8 0 55. 22:1 7.5 4. 0 5. 224:1 745.6 5.3 1 0. 22 :1 74. 4.9 1 0 0. 226:1 � 830.6 5.5 1 0. 2275:1 840 Bd0.9 4.8 1 5. 229:1 870.7 5.4 1 5. 300:3 132.5 (DIRECT FLOW) 1 5. 301:3 503.0 (DIRECT FLOW) 0 50. 302:3 502.3 (DIRECT FLOW) 0 50. 303:3 724.2 (DIRECT FLOW) 0 55. 304:3 730.9 (DIRECT FLOW) 0 55. 305:3 774.7 (DIRECT FLOW) 0 55. 306:3 822.7 (DIRECT FLOW) 1 0. 301:3 852.9 (DIRECT FLOW) 1 0. 300:3 870.7 (DIRECT FLOW) 1 5. 402:3 31.9 (DIRECT FLOW) 1 35. 500:2 4.1 .1 3.9:D 2 20. 501:2 5.7 .1 .5:D 0 50. 502:2 .0 .1 3.7:S 10 0. 503:1 4.1 .6 2 55. 510:3 444.6 (DIRECT PLOW) 0 5. 600:4 292.5 1.0 0 35. 601:3 .0 (DIRECT FLOW) 0 10. 602:4 158.6 .8 0 35. 603:5 31.9 2.3 1 35. 604:5 18.5 1.9 2 5. 605:4 230.4 1.0 0 35. 700:2 18.5 .0 9.1:D 2 5. 701:2 9.7 .0 8.2:D 2 15. 702:2 22.6 .0 3.6:D 1 15. ENDPROGRAM PROGRAM CALLED �F�s€•� L«JDrno+�l ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINSEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1913) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1905, JULY 1985) TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(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(B) 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 •.. EAST HARMONY PORTION OF MCCLSLLANDS BASIN: EXISTING CON➢ITION 100-YR EVENT FILH:HH100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- NUMBER OF TIME STEPS 120 INTEGRATION TIME INTERVAL (MINUTES) 5.00 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 1.00 1.14 1.33 2.23 2.84 5.19 9.95 1.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .04 .01 .78 .75 .73 .71 .69 .67 .00 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- SUBAREA GUTTER WIDTH AREA PERCENT SLOPE ASSISTANCE FACTOR SURFACE STORAGH(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (PT/FT) IMPERV. PERV. IMPERV. DERV. ,MAXIMUM MINIMUM DECAY RATE NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00190 1 112 1944.0 3.8 93.1 .0190 .016 .250 .100 .300 .51 .50 .00190 1 3 103 762.0 2.0 81.0 .0230 .016 .250 .100 .300 .51 .50 .00180 1 4 501 302.0 .5 5.0 .0070 .016 .250 .100 .300 _51 .50 .00180 1 5 500 509.0 1.8 5.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 6 105 1260.0 3.4 54.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 7 106 507.0 1.3 94.0 .0230 .016 .250 .100 .300 .51 .50 .00180 1 8 107 614.0 1.4 93.0 .0240 .016 .250 .100 .300 .51 .50 .00180 1 9 100 223B.0 2.7 86.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 10 104 425.0 2.9 99.0 .0280 .016 .250 .100 .300 .51 .50 .00180 1 11 104 533.0 8.1 5.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 12 120 876.0 2.3 47.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 13 110 721.0 1.5 37.0 .0020 .016 .250 .100 .300 .51 .50 .00100 1 14 501 634.0 .9 19.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 15 500 963.0 2.2 61.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 20 200 2629.0 12.1 5.0 .0062 .016 .250 .100 .300 .51 .50 .00180 1 30 130 2308.0 26.5 5.0 .0083 .016 .250 .100 .300 .51 .50 .00180 1 22 122 3010.0 34.5 5.0 .0046 .016 .250 .100 .300 .51 .50 .00180 1 24 124 2199.0 25.1 5.0 .0063 .016 .250 .100 .300 .51 .50 .00180 1 32 132 4790.0 38.5 5.0 .0098 .016 .250 .100 .300 .51 .50 .00100 1 26 126 4285.0 49.2 5.0 .0054 .016 .250 .100 .300 .51 .50 .00180 1 27 128 3637.0 16.7 5.0 .0044 - .. 016 .250 .100 .300 .51 .50 .00180 1 34 138 3809.0 43.7 5.0 .0061 .016 .250 .100 .300 .51 .50 .00160 1 40 140 1591.0 14.6 5.0 .0059 .016 .250 .100 .300 .51 .50 .00180 1 44 144 1104.0 3.8 31.8 .0058 .016 .250 .100 .300 .51 .50 .00180 1 D -P 14JceEA56 r154.0PEA &!WVr17oj I -I poz-400svEW, 1 43 224 1698.0 5.8 222.2 .0150 .016 .250 .100 .300 .51 .50 .00180 1 42 142 1358.0 15.6 9.4 .0080 .016 .250 .100 .300 .51 .50 .00180 1 46 146 523.0 6.0 5.0 .0068 .016 .250 .10D .300 y51 .50 .00180 1 48 224 1263.0 5.8 20.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 50 305 1423.0 4.9 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 52 306 1775.0 8.2 5.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 54 307 2324.0 13.3 5.0 .0075 .016 .250 .100 .300 .51 .50 .00180 1 56 229 2168.0 24.9 5.0 .0088 .016 .250 .100 .300 .51 .50 .00180 1 100 600 10359.0 47.6 55.6 .0120 .016 .250 .100 .300 .51 .50 .00180 1 101 605 8595.0 39.5 53.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 102 602 5670.0 26.0 52.0 .0140 .016 .250 .100 .300 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENTS, 35 TOTAL TRIBUTARY AREA (ACRES). 497.08 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EHIOO.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- ... CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UOSWM2-PC MODEL ••• WATERSHED AREA (ACRES) 491.080 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) .959 TOTAL WATERSHED OUTFLOW (INCHES) 2.477 TOTAL SURFACE STORAGE AT END OF STRON (INCHES) .234 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EHIOO.DAT PREPARED MR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- WIDTH INVERT SIDE SLOPES OVERSANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAH LENGTH SLOPE HORIZ TO VERT MANNING DEPTH IK NUMBER CONNECTION (FT) (") (FT/FT) L R N (FT) 112 102 0 1 CHANNEL 25.0 600. .0190 50.0 50.0 .016 5.00 0 102 500 0 5 PIPE 3.0 62. .0090 .0 .0 .013 3.00 0 OVERFLOW 15.0 62. .0090 50.0 50.0 .040 5.00 105 111 0 5 PIPE 3.0 545. .0050 .0 .0 .013 3.00 0 OVERFLOW 20.0 545. .0050 50.0 50.0 .016 5.00 111 102 0 5 PIPE 3.0 512. .0080 .0 .0 .013 3.00 0 OVERFLOW 20.0 690. .0059 50.0 50.0 .016 5.00 104 502 0 1 CHANNEL 4.0 398. .0080 4.0 4.0 .040 5.00 0 100 500 0 1 CHANNEL 4.0 970. .0100 4.0 4.0 .040 5.00 0 106 107 0 5 PIPE 1.5 118. .0180 .0 .0 .013 1.50 0 OVERFLOW 20.0 118. .0180 50.0 50.0 .016 5.00 107 104 0 5 PIPE 2.5 240. .0030 . .0 .0 .013 2.50 0 OVERFLOW 20.0 240. .0030 50.0 50.0 .016 5.00 103 501 0 1 CHANNEL 60.0 300. .0150 5D.0 50.0 .016 5.00 0 110 105 0 5 PIPE 1.3 208. .0200 .0 .0 .013 1.25 0 OVERFLOW 20.0 208. .0200 5D.0 50.0 .016 5.00 120 104 0 5 PIPE 1.8 361. .0040 .0 .0 .013 1.75 0 OVERFLOW 20.0 361. .0040 50.0 50.0 .016 5.00 501 111 4 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 3.0 .4 5.2 500 503 6 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 'RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 1.0 1.1 2.0 2.2 3.0 3.8 4.0 5.6 4.9 502 601 0 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 503 124 0 1 CHANNEL 5.0 1600. .0050 4.0 4.0 .060 5.00 0 200 130 0 1 CHANNEL 1.0 1500. .0073 50.0 50.0 .060 5.00 0 130 301 0 1 CHANNEL 1.0 835. 2.7000 50.0 50.0 .060 5.00 0 510 301 4 3 .1 1. .0010 .0 .0 .001 .10 -1 TIME IN HRS VS INFLOW IN CPS .0 444.6 .1 444.6 9.9 444.6 10.0 444.6 301 221 0 3 .0 1. .0010 .0 .0 .001 10.00 0 221 302 0 1 CHANNEL 16.0 1270. .0017 .8 .5 .025 11.20 0 122 124 0 1 CHANNEL 1.0 1450. .0035 50.0 50.0 .060 4.00 0 124 300 0 1 CHANNEL 1.0 1100. .0044 50.0 50.0 .060 5.00 0 126 300 0 1 CHANNEL 1.0 970. .0220 50.0 50.0 .060 5.00 0 300 128 0 3 .0 1. .0010 .0 .0 .001 10.00 0 302 222 0 3 .0 1. .0010 .0 .0 .001 10.00 0 222 303 0 1 CHANNEL 23.0 1360. .0017 .8 .5 .025 7.50 0 128 136 0 5 PIPE 4.5 850. .0040 .0 .0 .013 4.50 0 OVERFLOW .0 950. .0040 50.0 50.0 .040 6.00 136 138 0 5 PIPE 4.5 1118. .0079 .0 .0 .013 4.50 0 . OVERFLOW .0 1118. .0079 50.0 50.0 .040 6.00 138 303 0 5 PIPE 4.5 607. .0217 .0 .0 .013 4.50 0 OVERFLOW .0 607. .0217 50.0 50.0 .040 6.00 303 223 0 3 .0 1. .0010 .0 .0 .001 10.00 0 223 304 0 1 CHANNEL 28.0 403. .0017 .8 .6 .025 9.70 0 304 224 0 3 .0 1. .0010 .0 .0 .001 20.00 0 140 300 0 1 CHANNEL 1.0 580. .0051 50.0 50.0 .060 5.00 0 144 304 0 1 CHANNEL 1.0 173. .0050 50.0 50.0 .060 5.00 C 224 305 0 1 CHANNEL 20.0 1490. .0017 .8 jj .025 9.00 0 305 225 0 3 .0 1. .0030 .0 .b .001 10.00 0 142 305 0 1 CHANNEL 1.0 1030. .0067 50.0 50.0 .060 5.00 0 225 306 0 1 CHANNEL 23.5 940. .0017 .7 .8 .025 12.10 0 146 147 0 1 CHANNEL 1.0 690. .0063 50.0 50.0 .060 5.00 0 147 306 0 5 PIPE 3.0 517. .0015 .0 .0 .013 3.00 0 ' OVERFLOW .0 517. .0015 50.0 50.0 .040 6.00 306 226 0 3 .0 1. .0010 .0 .0 .001 10.00 0 226 307 0 1 CHANNEL 22.0 300. .0017 .3 .6 .025 9.60 0 307 227 0 3 .0 1. .0010 .0 .0 .ODI 10.00 0 227 229 0 1 CHANNEL 26.0 600. .0017 .6 1.1 .025 11.70 0 229 308 0 1 CHANNEL 22.5 1250. .0017 .8 .7 .025 14.70 0 600 700 0 4 CHANNEL .0 940. .0071 50.0 50.0 .016 .40 0 OVERFLOW 30.0 940. .0071 10.0 10.0 .020 5.00 605 701 0 4 CHANNEL .0 920. .0035 50.0 50.0 .016 .40 0 OVERFLOW 40.0 920. .0035 10.0 10.0 .020 5.00 602 702 0 4 CHANNEL .0 640. .0058 50.0 50.0 .016 .40 0 OVERFLOW 30.0 640. .0058 10.0 10.0 .020 5.00 603 147 0 5 PIPE 3.0 1200. .0026 .0 .0 .013 3.00 0 OVERFLOW .0 1200. .0026 50.0 50.0 .016 5.00 604 138 0 5 PIPE 2.5 437. .0025 .0 .0 .013 2.5D 0 OVERFLOW .0 437. .0025 50.0 50.0 .016 5.00 402 603 0 3 .0 1. .0010 .0 .0 .OD1 10.00 0 700 604 6 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 7.7 .8 10.6 1.9 12.8 3.7 14.7 6.1 16.4 701 402 7 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 5.0 1.1 6.0 2.2 7.0 3.9 8.0 6.4 9.0 8.3 9.8 702 402 14 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .6 .2 9.1 .4 13.0 .7 14.0 .9 15.0 1.1 16.0 1.4 17.0 1.8 18.0 2.1 19.0 2.4 20.0 2.8 21.0 3.3 22.0 3.9 23.0 TOTAL NUMBER OF GUTTERS/PIPES, 54 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF PT COLLINS ICON ENGINEERING, INC. 7/28/99- ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D. A. (AC) 100 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 2.7 102 112 111 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.0 103 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 2.0 104 107 120 0 0 0 0 0 0 0 0 10 11 0 0 0 0 0 0 0 0 16.1 105 110 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 4.8 106 0- 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 1.3 107 106 0 0 0 0 D 0 0 0 0 8 0 0 0 0 0 0 0 0 0 2.8 110 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 1.5 ill 105 501 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.2 112 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 3.8 120 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 2.3 122 0 0 0 0 0 0 0 0 0 0 22 0 D 0 0 0 0 '0 0 0 34.5 124 503 122 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 78.4 126 0 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 49.2 128 300 0 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 159.9 130 200 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 38.6 136 128 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 158.9 138 136 604 0 0 0 0 0 0 0 0 34 0 0 0 0 0 0 0 0 0 250.1 140 0 0 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 14.6 142 0 0 0 0 0 0 0 0 0 0 42 0 0 0 0 0 0 0 0 0 15.6 144 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 3.8 146 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 0 0 0 0 0 6.0 147 146 603 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 71.5 200 0 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 12.1 221 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.6 222 302 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.6 223 303 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 288.7 224 304 0 0 0 0 0 0 0 0 0 43 48 0 0 0 0 0 0 0 0 304.2 225 305 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 324.6 226 306 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 404.3 227 307 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 417.6 229 227 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 442.5 300 124 126 140 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 142.2 301 130 510 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.6 302 221 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.6 303 222 138 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 288.7 304 223 144 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 292.5 305 224 142 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 324.6 306 225 147 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 404.3 307 226 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 417.6 402 701 702 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.5 500 102 100 0 0 0 0 0 0 0 0 5 15 0 0 0 0 0 0 0 0 18.7 501 103 0 0 0 0 0 0 0 0 0 4 14 0 0 0 0 0 0 0 0 3.4 502 104 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.1 503 500 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.7 510 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 .0 600 0 0 0 0 0 0 0 602 0 0 0 0 0 0 0 603 402 0 0 0 0 0 0 604 700 0 0 0 0 0 0 605 0 0 0 0 0 0 0 700 600 0 0 0 0 0 0 701 605 0 0 0 0 0 0 702 602 0 0 0 0 0 0 THE FOLLOWING CONVEYANCE ELEMENT'S WERE SURCHARGED DURING THE SIMULATION. THIS COULD LEAD TO ERRORS IN THE SIMULATION RESULTS!! 502 THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 102 138 223 226 0 0 0 100 0 0 0 0 0 0 0 0 0 47.6 0 0 0 102 0 0 0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 0 �0 0 0 0 0 0 65.5 0 0 0 0 0 0 0 0 0 0 0 0 0 47.6 0 0 0 101 0 0 0 0 0 0 0 0 0 39.5 0 0 0 0 0 0 0 0 0 0 0 0 0 47.6 0 0 0 0 0 0 0 0 0 0 0 0 0 39.5 0 0 0 0 0 0 0 0 0 0 0 0 0 26.0 EAST HARMONY PORTION OF MCCLELLANDS BASIN: EXISTING CONDITION 100-YR EVENT FILE:EH100.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99- ••• PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS ••• '•' NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT:TYPE (CPS) (FT) (AC -FT) (HR/MIN) 100:1 20.5 1.0 0 35. 102:5 55.9 2.2 0 40. 103:1 17.2 .1 0 35. 104:1 66.3 1.0 0 40. 105:5 29.6 1.7 0 35. 106:5 12.0 1.1 0 35. 107:5 21.8 2.0 0 35. 110:5 7.1 .8 0 35. 111:5 31.5 1.5 0 40. 112:1 33.6 .2 0 35. 120:5 14.3 1.9 0 35. 122:1 33.0 .9 1 15. 124:1 58.7 1.0 1 20. 126:1 65.4 .8 0 50. 128:5 152.6 5.1 1 10. 130:1 58.4 .3 0 50. 132:3 84.7 (DIRECT FLOW) 0 40. 136:5 152.8 3.3 1 10. 138:5 223.2 3.0 1 5. 140:1 21.7 .7 0 55. 142:1 21.1 .7 1 0. 144:1 17.5 .6 0 40. 146:1 7.5 .4 1 0. 147:5 38.1 3.6 1 25. 200:1 19.1 .6 1 0. 221:1 502.3 4.8 0 50. 222:1 223:1 501.8 723.5 3.8 4.2 0 0 15, 55. 24:1 744.7 5.3 1 0. -251 773.9 4.9 1 0. 226:1 829.4 5.5 1 0. 227:1 839.8 4.8 1 5. 229:1 869.8 5.4 1 5. 300:3 132.5 (DIRECT FLOP!) 1 5. 301:3 503.0 (DIRECT FLOW) 0 50. 302:3 502.3 (DIRECT FLOW) 0 50. 303:3 724.2 (DIRECT FLOW) 0 55. 304:3 730.9 (DIRECT FLOW) 0 55. 305:3 773.5 (DIRECT FLOW) 0 55. 306:3 821.7 (DIRECT FLOW) 1 0. 307:3 851.7 (DIRECT FLOW) 1 0. 308:3 869.8 (DIRECT FLOW) 1 S. 402:3 31.9 (DIRECT FLOW) 1 35. 500:2 4.1 .1 3.9:D 2 20. 501:2 5.7 .1 .S:D 0 50. 502:2 .0 .1 3.7:S 10 0. 503:1 4.1 .6 2 55. 510:3 444.6 (DIRECT FLOW) 0 5. 600:4 292.5 1.0 0 35. 601:3 .0 (DIRECT FLOW) 0 10. 602:4 158.6 .8 0 35. 603:5 31.9 2.3 1 35. 604:5 18.5 1.9 2 5. 605:4 230.4 1.0 0 35. 700:2 18.5 .0 9.1:D 2 5. 701:2 9.7 .0 8.2:D 2 15. 702:2 22.6 .0 3.6:D 1 15. ENDPROGRAM PROGRAM CALLED APPENDIX C 3 as c m FL 3 0 L 13 O O N O N O Z M t/1 Ol ' C J O Z N' m E fV 0 m lL O a �4 N Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line . HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Jund line (ems) Cn) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No. 1 11.00 18 c 40.0 4868.00 4868.20 0.500 486927. 4869.W 0.09 4869.93 End 2 (2) 11.00 18 c 243.0 4871.00 4878.29 3.000 4871.84 4879.56 Na 4879.66 J 1 3 5.20 15 c 156.0 487829 4880.01 1.102 4880.02 4880.97 0.41 4881.38 2 Project File: storm 2stm Number of lines: 3 Run Date: 01-20-2009 NOTES: c = cir, e = ellip; b = box; Return period = 2 Yrs. ;'Surcharged (HGL above crown). ; j - Line contains hyd. jump. RAM%wS'"MSa 2005 Hydraulic Grade Line Computations Page 1 Une Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Val Val EGL Sf Invert HGL Depth Area Val Val EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss M) (cfs) (ft) (ft) (it) (soft) (1111s) (ft) (ft) CA) (ft) (it) (n) (ft) (s9ft) (ft/s) (ft) (ft) C/6l (%) (ft) (K) (it) 1 18 11.00 4868.00 4869.27 1.27 1.59 6.91 0.74 4870.01 1.044 40.0 4868.20 4869.84 1.50 1.77 6.22 0.60 4870.44 1.097 1.071 0.428 0.15 0.09 2 18 11.00 4871.00 4871.84 0.84• 1.02 10.76 1.80 4873.64 2.986 243 4878.29 4879.56 127" 1.59 6.91 0.74 4880.30 1.045 2.016 We 0.50 0.37 3 15 5.20 4878.29 4880.02 1.25 1.23 4.24 0.28 4880.30 0.649 156 4880.01 4880.97 0.96 1.01 5.13 0.41 4881.38 0.737 0.693 1.081 1.00 0.41 Project File: stone 2.stm Number of lines: 3 Run Date: 01-20-2009 Notes: • Normal depth assumed.; `• Critical depth.; j-Line contains hyd. jump. 1"Mfim Storm Sewers M QN �! C Storm Sewer Summary Report Page 1 Lure Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cam) (in) (ri) (it) (it) N (it) (it) (it) (it) No. 1 5.50 15 c 27.0 4881.00 4881.14 0.519 4881.94 4882.28 0.17 4882.45 End 2 2.10 15 c 33.0 4881.14 4881.31 0.515 4882 75' 4882.78' 0.05 4882.83 1 Project File: storm 1.s1n Number of lines: 2 Run Date: 01-20-2009 NOTES: c = dr; e = ellip; b = box, Return period = 2 Yrs. ; *Surcharged (HGL above crown). Hydiaflow SW m Sa 2005 � c 0 � � CL E 0 � @ c .j @ � � � � 75 � � � � § § . e§£ § § § $ W� G J■I [ § § � 9 J ■ � q q 8!£ § § § § $ I r @ § � £ q m d!E § § s■E \ \ E [ § C BE 9 @ ■gE LU § § . >!E ! § I l § R $ 2 jcr « G �!£ B § »_ a >�� ..- B B . k ° § 7 . k j a - & _ e e � /N . . Culvert Designer/Analyzer Report Storm 3 Analysis Component Storm Event Design Discharge 2.30 cis Peak Discharge Method: User -Specified Design Discharge 2.30 cis Check Discharge 0.00 ofs Taihvater Conditions: Constant Tailwater Taliwater Elevation NIA ft Name Description Discharge HW Elev. Velocity Culvert-1 1-15 inch Circular Z30 cis 4,884.95 ft 3.90 ft/s Weir Not Considered WA WA WA u Project Engineer. Northem Engineering Services d:lprojects%340.001 Xdminage\culverts\stonn 3.cvm Northern Engineering Services CulvertMaster v2.0 [2.005j 0120109 12:07:23 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 Culvert Designer/Analyzer Report Storm 3 ComponentCulvert-1 Culvert Summary Computed Headwater Elev. Inlet Control HW Elev. Outlet Control HW Elev. Headwater Depth/Helght 4,884.95 It 4,884.87 ft 4,884.95 ft 0.76 Discharge Taihvater Elevation Control Type 2.30 cis N/A It Outlet Control Grades Upstream Invert Length 4,884.00 ft 36.00 ft Downstream Invert Constructed Slope 4,883.82 It 0,005000 ft/fi Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream M2 Mild Subcritical 3.90 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 0.61 ft 0.63 It 0.61 ft 0.005630 fOt Section Section Shape Section Material Section Size Number Sections Orcular Concrete 15inch 1 Mannings Coefficient Span Rise 0.013 1.25 It 1.25 It Outlet Control Properties Outlet Control HW Elev. Ke 4,884.95 It 0.50 Upstream Velocity Head Entrance Loss 0.22 It 0.11 ft Inlet Control Properties Inlet Control HW Elev. 4,864.87 It Inlet Type Square edge w/headwail K 0.00980 M 2.00000 C 0.03980 Y 0.67000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Farm Unsubmerged 1.2 ft' 1 1 1 Project Engineer: Northam Engineering Services d:lprojectsl140-0011dminagebulverts%torm 3.cvm Northem Engineering Services CulvertMaster v2.0 [2.005] 61 M/09 12:07:23 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 APPENDIX D kkin .vix�t'!t' 15: i''CR H:Sq+ yY�yyr� C-4 CM CC! CR co ci "-1; �'2v' 01 fV fV 0 0 = �>c:' ?z `:h';;��•,u��t•'. O i% O O O O ;:Jxt.c:i.: ..:.:::12CL (Qcu >ti:y: .x i%a J J LL N N l6 E 03 N X V) C O Y 0 LLi E co Q U 2 a ..... .... ........ .... ................ ................. Street Slope (Om Theoretical Street Capacity for 2-Lane Arterial w/ Vertical Curb from FlowmAster CRIcs) Fort Collins Reduction Factors -(Figure 4-2; Page 4-4; Section 4.2.3.4 CFSDDCCS) Street Capacity (with Ft. Collins Reduction Factor) Street Slope - 0.50 9.65 0.50 4.83 0.50 0.60 10.57 0.80 8.46 0.60 0.70 11.42 0.80 9.14 0.70 0.80 12.21 0.80 9.77 0.80 0.90 12.95 0.80 10.36 0.90 1.00 13.65 0.80 10.92 1.00 1.10 14.31 0.80 11.45 1.10 1.20 14.95 0.80 11.96 1.20 1.30 15.56 0.80 12.45 1.30 1.40 16.15 0.80 12.92 1.40 1.50 16.71 0.80 13.37 1.50 1.60 17.26 0.80 13.81 1.60 1.70 17.79 0.80 14.23 1.70 1.80 18.31 0.80 14.66 1.80 1.90 18.81 0.80 115.05 1.90 2.00 19.30 0.80 15." 2.00 2.10 19.80 0.80 15.84 2.10 2.20 20.20 0.79 15.96 2.20 2.30 20.70 0.78 16.15 2.30 2.40 21.14 0.77 16.28 2.40 2.50 21.60 0.76 16.42 2.50 2.70 22.40 0.74 16.68 2.70 2.90 23.24 0.72 16.73 2.90 3.00 23.64 0.72 16.90 3.00 1 3.20 24.40 0.69 16.84 3.20 3.40 25.16 0.67 16.86 3.40 3.60 25.90 0.65 16.84 3.60 3.80 26.60 0.63 16.76 3.80 4.00 27.30 0.60 16.38 4.00 4.20 28.00 0.58 16.24 4.20 4.50 29.00 0.55 16.95 4.50 1 5.00 30.50 0.49 14.95 5.00 5.50 32.00 0.44 14.08 5.50 6.00 33.43 0.40 13.37 6.00 D:\Projects\340-001\Drainage\StrtCap\340-001-Str Cap Summary_FortCollins.)ds2-Lane-Arter-2-Yr- :: .. '. .:i:.n:.: hi.:.i:.. Ir,Hait :, .)€ati+t>?its< Street Theoretical Street Capacity for Fort Collins Reduction Factors Street Capacity Street Slope Local Residentail w/ Vertical (Figure 4-2; Page 4-4; Section (with Ft. Collins Slope Curb from Flowmaster Calcs 4.2.3.4 CFSDQQQOx Reductiona 0.50 5.63 0.50 2.82 0.50 0.60 6.17 0.80 4.94 0.60 0.70 6.67 0.80 5.34 0.70 0.80 7.13 0.80 6.70 0.80 0.90 7.56 0.80 6.05 0.90 1.00 7.97 0.80 6.38 1.00 1.10 8.36 0.80 6.69 1.10 1.20 8.73 0.80 6.98 1.20 1.30 9.08 0.80 7.26 1.30 1.40 9.43 0.80 7.54 1.40 1.50 9.76 0.80 7.81 1.50 1.60 10.08 0.80 8.06 1.60 1.70 10.39 0.80 8.31 1.70 1.80 10.69 0.80 8.55 1.80 1.90 10.98 0.80 8.78 1.90 2.00 11.27 0.80 9.02 2.00 2.10 11.54 0.80 9.23 2.10 2.20 11.82 0.79 9.34 2.20 2.30 12.08 0.78 9.42 2.30 2.40 12.34 0.77 9.60 2.40 2.50 12.60 0.76 9.68 2.50 2.70 13.10 0.74 9.69 2.70 2.90 13.60 0.72 9.79 2.90 3.00 13.80 0.72 9.87 3.00 3.20 14.25 0.69 9.83 3.20 3.40 14.70 0.67 9.85 3.40 3.60 15.10 0.65 9.82 3.60 3.80 15.55 0.63 9.80 3.80 4.00 15.93 0.60 9.56 4.00 4.20 16.30 0.58 9.45 4.20 4.50 16.90 0.55 9.30 4.50 5.00 17.80 0.49 8.72 5.00 5.50 18.70 0.44 8.23 5.50 6.00 19.50 0.40 7.80 6.00 D:\Projects\340-001\Drainage\StrtCapN340-001-ft Cap Summary_FortCollins.xlsLocal-Resid APPENDIX E r Area Inlet Performance Curve: Double Area Inlet -Southeast Corner Lot 4 Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: • where P = 2(L + W) Q = 3 .0 P H ' 5 ' where H corresponds to the depth of water above the Bowline At higher flow depths, the inlet will act like an orifice governed by the following equation: • where A equals the open area of the inlet grate Q = 0.67 A (2 gH ) 0.s • where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters: Type of Grate: (2) Neenah R-3409 Length of Grate (ft): 4.1 Width of Grate (ft): 1.3 Open Area of Grate (ft): 2.39 Flowline Elevation (ft): 4881.990 Allowable Capacity: 80% Death vs. Flow: Shallow Orifice' Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 4881.99 0.00 0.00 0.00 0.10 4882.09 0.82 3.25 0.82 0.19 4882.18 2.06 4.42 2.00 -e 2-year depth 0.30 4882.29 4.26 5.63 4.26 0.40 4882.39 6.56 6.50 6.50 0.50 4882.490 9.16 7.27 7.27 0.60 4882.59 12.05 7.96 7.96 0.70 4882.69 15.18 8.60 8.60 E-- 100-year depth 0.80 4882.79 18.55 9.19 9.19 0.90 4882.89 22.13 9.75 9.75 1.00 4882.990 25.92 10.28 10.28 Area Inlet Performance Curve: Double Area Inlet -Southeast Corner Lot 6 Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: • where P= 2(L + M • Q - 3, O P H 15 where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: • where A equals the open area of the infet grate Q = 0.67 A (2 gH ) 0 . s • where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters: Type of Grate: (2) Neenah R-3409 Length of Grate (ft): 4.1 Width of Grate (ft): 1.3 Open Area of Grate (ft): 2.39 Flowline Elevation (ft): 4881.300 Allowable Capacity: 80% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 4881.30 0.00 0.00 0.00 0.12 4881.42 1.08 3.56 1.10 F2-year depth 0.20 4881.50 2.32 4.60 2.00 0.33 4881.63 4.91 5.90 5.00 F 100-year depth 0.40 4881.70 6.56 6.50 6.50 0.50 4881.800 9.16 7.27 7.27 0.60 4881.90 12.05 7.96 7.96 0.70 4882.00 15.18 8.60 8.60 0.80 4882.10 18.55 9.19 9.19 0.90 4882.20 22.13 9.75 9.75 1.00 4882.300 25.92 10.28 10.28 INLET IN A SUMP OR SAG LOCATION Project o Old Oak Estates Inlet ID. Inlet 1 .t—Lo (C)�( H-Curb H-Vert W V Lo (Gl of Inlet Depression (additional to continuous gutter depression's' fmm'Q-amv) xr of unit Wets (Grate or curb Opening) M of a Una Grate n of a Una Gate Opening Ratio for a Grate (typical values 0.154X90) ling Factor for a Single Grate (typical value 0.50 - 0.70) i Weir Coefficient (typical value 3.00) D Orifice Coellidem (typical value 0.87) Opening Information in of a Una Curb Opening it of Verbal cum Opening In Inches it of Curb Cri0a Threat in Inches t of Throat (sea USDCM Figure" Width for Depression Pon (typically the gutter width of 2 fast) ling Factor for a Single Curb Opening (typical value 0.10) gang Coefficient for Multiple Units ging Factor for Multiple Units eesaWeir Depth at Local Depression without Clogging (0 de grate. 0.6 cis orb) Row Used for Combination Inlets Only Depth at L.oeal Depression with Clogging (0 cf3 gate, 0.0 cif curb) Raw Used for Combination Inlets Only a as an Wines Depth at Local Depression without Clogging (0 ds greL0. 0.6 cis curb) Depth at Local Depression with Clogging (0 cis gate, 0.6 cif curb) Allen Gutter Flow tenth Outside of Local Deoreasion ling Coefficient for Multiple Units ling Factor for Multiple Units as a weir, Grata as an Grille Depth at Local Depression without Clogging (0 ds gate, 0.6 cis curb) Depth at Lodi Depression with Clogging (0 de gate. 0.6 de curb) as an Orifice, Grate as an OriMce Depth at Local Depression without Clogging (0 des gate, 0.6 cis curb) Depth at Leal Depression with Clogging (0 ds gate, 0.6 cfs curb) Inlet Length Inlet Interception Cap" (Design Discharge from 04 ank) nag Gutter Flow Depth (based on sheaf ?Avow geome" bard Street Flow Speed (band an sheet FAgow geometry) Mont Flow Depth at Street Crowe MINOR MAJOR Type = COOT Type R Curb Openlq2O(,) area= 2.00 1nches No= 1 MINOR MAJOR L. (G) = W. Aa = Ci(G)_ C. (G)= q(G)- L.(C) H.a Hb.d Theta Wn Cr(C) C=(C) WA WA WA WA WA WA WA WA WA WA WA WA MINOR MAJOR Coef= N/A WA clog = WA WA WA WA WA WA WA WA WAI WA des feet feet Inches Inches inches inches MINOR MAJOR Coef= 1.00 1.00 Clog = 0.10 oAo MINOR MAJOR d„= 1.171 269 Inches dr.= 1.21 mT 2.80 Inches StormT3.1 UD-1Md v2.14c.rdS, Inlet In Sump 1202009, 1:04 PM. INLET IN A SUMP OR SAG LOCATION "Oct a Old Oak Estates Inlet ID a Inlet 2 If Lo (C)-,t HLLrb H-Vert 0 W � Lo (Gl In Infornumon (Input) MINOR MAJOR of Inlet Type = CDOT Type R Curb Opening Depresabn(adalonal to continuous gutter depression V trom'Wdlow) a= u`d 2.01) 2.00 inches or of Unit Wets (Grate or Curb OpwbV) No = / 1 Information MINOR MAJOR h of a Unit Grate I. (G) - WA WA feet of a Unit Orate - W. = WA WA feet )Ming Rath fore Grate (typical values 0.1".90) Amp- WA WA Ing Factor for a Single Grate (typical value 1150 - 0.70) G (G) - WA WA Web CoeOkkrd(typical value 3.00) C. (G)- WA WA Critics Coefficient (typical value 0.67) Co(G)= WA WA Opening Information MINOR MAJOR h of a Unit Curb Opening 4 (C) - 5.00 5.00 feet t of Vertical Curb Opening In Inches R.p = 5.00 5.00 Inches t of Curb OdSce Throat In Inches lml p . 4,95 4.95 Inches of Throat (ese USDCM Figure SfS) Theta - 83.4 63.4 degree Win for Depression Pan (typically the gutter wloth of 2led) Wp = 2.00 2.00 feet Ing Factor for a Single Curb Opening (typical value 0. 10) G(C)= 0.10 0.f0 )pening Weir Coefficient (typical value 2.30-3.00) Cd(C)= 230 Z30 ging CoeObNnt for Multiple Units ghg Factor for Multiple Units e as a Weir Depth at Local Depnessbn Without Clogging (0 cis grate, 0.8 cis curb) Row Used for Combination Inlets Only Depth at Local Depression with Clogging (0 cis grate. M8 cls curb) Row Used for Combination Inlets Only e as on OARee Depth at Local Depression without Clogging (D cis grate, 0.8 do curb) Depth at local Depression wrM Clogging (0 cis grate. 0.8 cis curb) mina Gutter Flow Death Outside of Laced Deoresslon Coefficient for Mumpie Unite Factor for Multiple Units a Walt, Grate as an Oulflce rth at Local Depression winwut Clogging (0 cfs grate, 0.8 Qs curb) M at LOW Depression with Clogging (0 cis grate, 0.8 ds wrb) an Orince, Grate as an Orifice In at Local Depression without Clogging (0 cts grate, 0.8 cfs curb) M at Local Depression with Clogging (0 cis grate, 0.8 chat curb) g Gutter Fiow Depth Outside of Local Deoresaton MINOR MAJOR cost = WA WA Clog = WA WA WA WA UWA WA WA dd d.e MINOR MAJOR Coaf=1 1.001 1.00 Clog= M10 0.110 MINOR MAJOR dJ 3. Inches hwh" Inches Inches e dltlohz Total Inlet Length L = Total Inlet Interception Capacity (Design Discharge tram Q peak) 0. = Resultant Gutter Flow Depth (based on sheet ¢Allow geometry) d • Resultant Street Flow Spread (based on shoat "slow geometry) T • Resultant Flow Depth at Street Crown dca • MINOR 5.0 MAJOR 5.0 fw cis Inches foot Inches 0A 3.4 020 1.58 0.2 1.5 a00 0.00 Inlet ?-)its, Inlet In blimp - 1=OD9. 1:06 PM_ APPENDIX F §aq #)`« oo k woo \ A& |\0� � // 777— ■mom \ak CY � LU tu °k-` �° \■m IL �J §§ 9 � E k�E a¥s a $ zz \ aa■ U.22EL ■ £ z o & �99 000 §5§ k 4JJE \2 ! d \! - ■ _ \ I]£ LO . \ u» k�� 0k0 . t\ ee. � laG± APPENDIX H kF By: ATC Date: 6.5.09 REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 1.400 <-- INPUT from impervious talcs BASIN IMPERVIOUSNESS PERCENT = 15.00 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = -0.1500 <-- CALCULATED WQCV (Watershed inches) = 0.093 ' <-- CALCULATED from Figure EDB-2 WQCV (aC-ft) = 0.013 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WO Depth (ft) = 1.000 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (in2) = 0.400 <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (in) = 3/4 <-- INPUT from Figure 5 (in) = 4 <-- INPUT from Figure 5 MS. n = 1 <-- INPUT from Figure 5 t (in) = 1/4 <— INPUT from Figure 5 number of rows = 3 <-- CALCULATED from WO Depth and row spacing By: ATC REQUIRED STORAGE & BASIN AREA = 0.900 <--INPUT from Impervious cabs BASIN IMPERVIOUSNESS PERCENT = 38.00 <--INPUT from impervious cabs BASIN IMPERVIOUSNESS RATIO = 0.3800 <-- CALCULATED WQCV (watershed inches) = 0.174 <--CALCULATED from Figure EDB-2 WQCV (aC-ft) = 0.016 <--CALCULATED from UDFCD DCM V.3 Section 6.5 WO Depth (ft) = 1.200 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (In2) = 0.400 <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (in) = 3/4 <— INPUT from Figure 5 S, (in) = 4 <-- INPUT from Figure 5 n = 1 <-- INPUT from Figure 5 t (In) = 1 /4 <-- INPUT from Figure 5 number of rows = 3 <— CALCULATED from WO Depth and low spacing Pond Volume Calculations Pond Project:0-00 Date: 0• MethodNote: Volume calculations utilize Conic • • • I h • I ��_ It s,R-D 4-: O . O 13 �- W SE L. : m dZ.Z(. 0 Pond Volume Calculations Project: By: ATC Date:09 Note:/ I ConicII • . -Total Volume-- 9Z r rs � -- 0 . -8— Area Inlet Performance Curve: Pond 1 overflow Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: • where P= 2(L + W)• Q - 3. 0 P H l 5 where H corresponds to the depth of water above the flowfine At higher flow depths, the Inlet will act like an orifice governed by the following equation: / • where A equals the open area of the Inlet grate . Q = 0.67 A l 2 gH -• \0.5 where H corresponds to the depth of water above the centrdd of the cross sectional area (A) J The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what Is known, Is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: Input Parameters: Type of Grate: (2) Neenah R-3409 Length of Grate (ft): 3 Width of Grate (ft): 3 Open Area of Grate (ft): 7.20 Flowline Elevation (ft): 82.750 Allowable Capacity: 80% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 82.75 0.00 0.00 0.00 0.11 82.86 1.05 10.27 1.05 F-2-year depth 0.20 82.95 2.58 13.84 2.58 0.32 83.07 5.21 17.51 .5.21 F-100-year depth 0.40 83.15 7.29 19.58 7.29 0.50 83.25 10.18 21.89 10.18 0.60 83.35 13.39 23.98 13.39 0.70 83.45 16.87 25.90 16.87 0.80 83.55 20.61 27.69 20.61 0.90 83.65 24.59 29.37 24.59 1.00 83.75 28.80 30.96 28.80 Area Inlet Performance Curve: Pond 2 overflow Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: • where P= 2(I_+ IM Q = 3 .0 P H • where H corresponds to the depth of we ter above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: • where A Q = 0.67 A(2gH )0.s equals the open area of the inlet grate • where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the Inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation wul cross at a certain flow depth. The two curves can be found below If H > 1.792 (A/P), then the grate operates like an orifice: otherwise it operates like a weir Input Parameters: Type of Grate: (2) Neenah R-3409 Length of Grate (ft): 3 Width of Grate (ft): 3 Open Area of Grate (fe): 7.20 Flowline Elevation (ft): 83.240 Allowable Capacity: 80% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 83.24 0.00 0.00 0.00 0.10 83.34 0.91 9.79 0.91 0.19 83.43 2.29 13.31 2.29 F2-year depth 0.30 83.54 4.73 16.96 4.73 0.45 83.69 8.69 20.77 8.69 F 100-year depth 0.50 83.74 10.18 21.89 10.18 0.60 83.84 13.39 23.98 13.39 0.70 83.94 16.87 25.90 16.87 0.80 84.04 20.61 27.69 20.61 0.90 84.14 24.59 29.37 24.59 1.00 84.24 28.80 30.96 28.80