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HomeMy WebLinkAboutDrainage Reports - 12/18/1997r. C14101LUNS UT"' iP iP FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE BMC WEST P.U.D. FORT COLLINS, COLORADO S FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE BMC WEST P.U.D. FORT COLLINS, COLORADO Prepared for: BMC WEST INCORPORATED Prepared by: WESTEC 2629 Redwing Road, Suite 200 Fort Collins, Colorado 80526 N0. 95455 October 29, 1997 October 29, 1997 Mr. Glen D. Schlueter City of Fort Collins Utility Services Stormwater 235 Mathews Fort Collins, Colorado 80522 RE: THE BMC WEST P.U.D., FORT COLLINS - FINAL DRAINAGE AND EROSION CONTROL REPORT Dear Mr. Schlueter: Transmitted herewith is a revised copy dated October 29, 1997 of the subject report for your review and approval. All calculations for this report have been made in accordance with criteria established by the City of Fort Collins. Revised drawings reflecting grading, drainage and erosion control changes to the site have been included in the back of the report. If you have any questions or require any modifications please call me. Thank you. Sincerely, WESTEC c" Lyle A Davis, P.E. Branch Manager *a 18520 cn� 00 ..61 ' t' 60 �1/Z OF C 0\- 2629 Redwing Road, Suite 200, Fort Collins, Colorado 80526-2879, Ph. 970 226 3535 Fax 970 226 6475 Reno Winnemucca Elko Fort Collins Tucson Inglewood Nevada Nevada Nevada Colorado Arizona Colorado ' FINAL DRAINAGE AND EROSION CONTROL REPORT FOR ' THE BMC WEST P.U.D. FORT COLLINS, COLORADO ' DEVELOPMENT LOCATION AND DESCRIPTION ' Location ' BMC West plans to construct a cabinet manufacturing building and storage shed on land immediately north of their present facility at the northeast corner of Prospect Avenue and Timberline Road in Fort Collins. The site, fronting on Timberline Road ' contains approximately 6.55 acres and is bounded on the north by a Western Mobile yard and on the east by the Spring Creek drainage way. The majority of the site lies within the A4 Flood Zone. This property is situated in the Southwest Quarter Section ' of Section 17, Township 7 North, Range 68 West of the 6th P.M. in Larimer County. Property Description ' The property is presently vacant and is covered with native grasses. The surface drains from Timberline Road about 800 feet to the east to Spring Creek at about. a 0.7% grade. DRAINAGE BASIN IDENTIFICATION Descriotion The proposed development lies in the Spring Creek Drainage Basin. ' DRAINAGE DESIGN CRITERIA Regulations The City of Fort Collins Storm Drainage Design Criteria [1] is being used as the basis for this report supplemented and modified by the Urban Storm Drainage Criteria Manual ' Volume 3 [2]. Develooment Constraints ' The highest projected elevation of the 100 year flood on this site is approximately 4905. Offsite drainage from Timberline Road, land west of Timberline Road and a ' portion of BMC West's existing development must be handled by the new site's drainage system. BMC West will provide the necessary information and request a floodplain use permit in conjunction with the development agreement. -1 I 1 Hydrologic Criteria ' The Rational Method was used to design the drainage system for this project. Calculations All calculations for this report have been made in accordance with criteria established by the City of Fort Collins [1] and the Denver Urban Drainage and Flood Control District [2]. ' Variances 1) A variance to allow grass lined swales at less than 2% without concrete pans is requested. This variance is required because the natural topography of the site is only approximately 0.7%. ' 2) A variance is also requested to allow side slopes on the grassed swales steeper than 4 horizontal to 1 vertical (4:1). The east ditch will have 3:1 (H:V) side slopes for the first 80 feet then transition to 4:1 (H:V) side slopes as the distance from the bicycle ' path increases. The north channel is restricted by the property line, drainage easement and lake to the north and building structures to the south. Side slopes of 3:1 (H:V) will be maintained with the exception of one steeper bank near Spring Creek. The maximum side slope at the steepest point will approximately 2.6:1 (H:V). ' 3) A variance is requested to allow velocities of less than 2 fps because of a minimal grade of 0.004 ft/ft from Timberline Road to the discharge point near Spring Creek. ' DRAINAGE DESIGN iCo cent While no detention is required to regulate flows to Spring Creek from this site, an effort ' is expected and will be made to improve the quality of the runoff over what would be the case if it was collected in inlets and piped directly to Spring Creek. This will be achieved through the use of grass lined swales which will act as sedimentation filters. ' The existing ditch parallel to the north property line, will be enlarged to accommodate runoff from the developed site, a portion of the existing BMC development, Timberline Road extension and land west of Timberline Road which historically drained to the site. ' Drainage from the developed northwest portion of BMC, half of the new building and the south parking lot will be collected in a storm drain at area inlets then discharge into ' the north channel. Runoff from the proposed Timberline Road extension and land west of Timberline Road will be routed to the north channel through 3-24"x 38" horizontal elliptical reinforce concrete pipes (HERCP). These storm drains will connect ' the new inlet box proposed for Timberline Road and discharge near the northwest corner of the building. Flow from Timberline Road, north of the site will flow into a temporary Swale at the northwest corner of the site. When the adjacent property to ' the north is developed curb and gutter will be constructed, then this flow will enter the I ' curb inlet, as accounted for in design of the HERCP storm drain. Sheet flow east of the building and the temporary flow in the swale will enter the north channel on the ' north side of the HERCP storm drain. The north side of the building and shed will sheet flow to the north channel. The lot south of the building and a portion of the existing developed property drains to three area inlets in the south lot. Two 15-inch storm drains discharge to the north channel between the new building and shed. The east lot will sheet flow to a grass lined ditch parallel to the east edge of the asphalt lot. This ditch is also designed to accommodate carry over surface runoff from the south ' lot storm drain. The east ditch will flow to the northeast and discharge into the north channel. The only discharge point into Spring Creek will be the north channel at approximately the same point as before. These drainage paths should produce a ' moderate potential for overall pollutant removal capacity [2]. Calculations are enclosed in the appendix. Prints of the Grading Plan and the Drainage ' and Erosion Control Plan are in an envelope at the end of this report. Details ' Basin areas were determined. Composite runoff coefficients were calculated using 0.25 for grass areas and 0.95 for impervious areas. Design points (DP) were established within the basins and flows for the 2 year, 10 year and 100 year storms were calculated. The storm drain located in basin A-1 and A-2 was designed for a 10 year design storm. ' Runoff resulting from a storm event greater than the 10 year design storm will carryover to basin A-3 when the ponded depth exceeds 0.68 feet. Area inlet capacity was determined using the City of Fort Collins capacity curve [1]. Each area inlet ' capacity assumes 80 percent efficiency as a clogging factor. Two 15-inch reinforced concrete pipe (RCP) storm drains will discharge 12.6 cfs to the north channel at DP4, operating under a surcharge of 0.44 feet at DP2. A single 15-RCP will operate under ' a surcharge of 0.14 feet at DP1. To determine the maximum capacity of the storm drain system the backwater at the discharge point, DP4, was estimated. HEC2 was used to calculate the backwater depth at each discharge point in the north channel ' assuming the 100 year design storm runoff. As a result a depth of 2.62 feet was estimated at DP4 in the north channel. The maximum inlet capacity uses a 0.68 foot ponded depth and inlet surcharge maintained below the grate elevation of 4906.5 feet. ' Under these conditions the storm drain capacity is approximately 13.7 cfs. In the 100 year event 8.6 cfs will carry over to basin A-3 and discharge at DP5. ' The east trapezoidal drainage ditch, with two foot bottom, and side slopes of 3:1 (H:V) and 4:1 (H:V), will carry the 2 year, 10 year and 100 year runoff with velocities of 1.6 fps, 1.8 fps and 2.6 fps respectively. Adequate freeboard is provided by allowing at ' least one third the design flow capacity. The north channel is a trapezoidal grass lined section, with ten foot bottom width and ' 3:1 (H:V) side slopes. Normal depths were calculated at design points for 2 year, 10 year and 100 year storms. DP3 is located at the confluence of basin A-4 with Timberline Road discharge, DP 4 is at the confluence with the storm drains from DP2, and DP5 is at the confluence with the east ditch. The drainage report for the 1 L' I 1 1 Timberline Road Extension project was used for discharge values from Timberline Road for the 100 year and 10 year design storms. Calculations were provided by Lidstone & Anderson, Inc [4]. The north channel will handle the 2 year, 10 year and 100 year storm flows with adequate freeboard. Due to the minimal slope of 0.004 ft/ft available between the storm drain inlet and ,the discharge point near Spring Creek, all velocities are between 1.0 fps and 2.3 fps. The Larimer County, Soil Conservation Service Soils Report identifies the soils at the site as Loveland Clay Loam described as having slight rainfall erodibility. The rainfall erosion season as detailed in the City of Fort Collins, Erosion Control Reference Manual (the Manual) is between May 1 and October 31. The natural drainage of the site is from the west to the east. The site is currently covered with native grass. The Manual details the site as having moderate wind erodibility characteristics. The predominant wind direction is from the west-northwest in this area. The wind erosion season as detailed in the Manual is between November 1 st and May 31 st. Construction at the site is estimated to begin in November 1997 and continue through March of 1997. The estimated "During Construction" and "After Construction" Performance Standard for the site are 74.5 and 87.6 respectively. For the purpose of estimating the site's Performance Standard the entire site was evaluated based on final development ' contours. The limits of disturbance and sub -basins are shown on the Drainage Study and Erosion Control Plan. I The Performance Standard for the site was estimated using the methods detailed in the Manual and the estimated average slope length and slope for the site. Flow lengths and slopes developed for calculation of the "During Construction" Performance Standard is presented on Standard Form A in Appendix II. The Performance Standard was taken from Table 5.1 of the Manual. The "After Construction" Performance Standard is calculated by dividing the "During Construction" Performance Standard by 0.85. Sediment control practice measures for the site will consist of the construction of a silt fence, straw bale dikes and area inlet straw barriers. The location and details of these practice measures are shown on the Drainage and Erosion Control Plan in the envelope in the back of this report. Practice factor measures for the site after construction will be dismantled and thus a weighted P - Factor of 1.0 was used to calculate the effectiveness. The calculations for the weighted P - Factor for each basin during and after construction are presented ' on Standard Form B in Appendix II. Cover Factor Measures ' Cover factor measures at the site during construction will consist of the new building pad, the new asphalt parking areas and storage yard and the existing paving, gravel surfaces and walks in the BMC West yard and along Timberline Road. Cover factor measures for the site after construction is completed will consist of ' implementation of the landscaping plan which calls for sod and landscaping. Cover factor values for the paved and sod areas were assigned values of 0.01. The calculations for the weighted C - Factor during and after construction are presented on ' Standard Form B in Appendix II. Seeded turf grass with dry mulch will be used in the swale areas and assigned a cover factor of 0.06. "Durino Construction" Effectiveness Evaluation ' The Net Effectiveness for the erosion control measures at the site during construction was calculated as 78.1 percent and exceeds the "During Construction" Performance ' Standard value of 74.5 percent. Calculations of the basin effectiveness value and the Net Effectiveness for the site are presented on Standard Form B in Appendix II. "After Construction" Effectiveness Evaluation The Net Effectiveness for the erosion control measures at the site after construction ' was calculated as 87.6 percent and exceeds the "After Construction" Performance Standard value of 99 percent. Calculations of the basin effectiveness value and the Net Effectiveness for the site are presented on Standard Form B in Appendix II. WIND EROSION ANALYSIS ' The surface soils at the site are rated as moderate relative to wind erodibility. Construction at the site will begin in November 1997 at the start of the windy season of November to May. Construction disturbance at the site as detailed above will occur across the entire site. The necessary access in this area will restrict the available area for placement of a wind barrier. For this reason the wind erosion features to be ' constructed at the site will consist primarily of natural features at the site, water erosion controls and the features to be constructed. The wind erosion control measures which will be implemented during construction will include the items listed below and are detailed on the Drainage and Erosion Control Grading Plan. tThe silt fencing ' The high ground to the west INSTALLATION SCHEDULE Construction at the site is proposed to start in November 1997 and continue during the fall. The approximate date of implementation of the erosion control measure during construction are shown on Standard Form C in Appendix II. As shown on Form C the silt fence will be constructed prior to overlot grading: Permanent landscaping will be placed after the completion of the project at the start of the growing season, spring 1998. ' EROSION CONTROL SECURITY The erosion control security requirement for the site was estimated based on the specification of Section 2.0 of the Manual. The cost of the erosion control measures at the site as detailed above were estimated to cost $4970 with a security requirement of $7455. The estimated cost to revegetate the disturbed areas with a dryland grass mix, according to the City of Fort Collins' 1993 mulch and revegetation bid, was $4225 with a security requirement of $6338. The larger amount is required prior to construction. Both cost estimates are detailed in Appendix II. I I I 11 1 1 1 1 1 1 1 1 1 1 i REFERENCES 1. City of Fort Collins, Colorado, Storm Drainage Design Criteria and Construction Standards, May 1984, Revised January 1991. 2. Urban Drainage and Flood Control District, Denver, Colorado, Urban Storm Drainage Criteria Manual. Volume 3 - Best Management Practices, September 1, 1992. 3. U.S. Army Corps of Engineers, The Hydrologic Engineering Center, Davis California, HEC-2 Water Surface Profiles, September 1982, Revised May 1985. 4. Lidstone & Anderson, Inc., Drainage Report for Timberline Road Extension, not yet completed as of October, 1997. I 1 1 n 1 1 I ATTACHMENT A .1 SUPPORTING DOCUMENTS .1 1 1 1 1 1 1 1 1 1 TO: �SrFC Ton U4* 1 a&ag i ww, 0, Collins ENCLOSED: 1 COPIES: 1 MEMO 5¢c ko Q FROM: C�ri51> Aee,' LIDSTONE & ANDERSON, INC. Water Resources and Environmental Consultants 760 Whalers Way, Suite B-200 WFA"X ins, Colorado 80525 70) 226-0120 (970) 226-0121 PROJECT/PROPOSAL NO. 62626,07 DESCRIPTION: �IScIM1a Tc �c�vrnert�A,�� �'vi Ih�a�S % CMG k1e4 gym Two Alin e A&eAJ 1 FOR YOUR: ❑ APPROVAL ❑ REVIEW AND COMMENT ElFILES ❑ REVIEW O USE 1 REMARKS: 1 1 1 1 1 11 COPY TO: R6 DATE: 1014J SIGNED: 1 1 OWNER -PROJECT I��nbe� �e dad BY DATE PROJECT NO. eci I -5-97 Cor=Cq�,v� 1 FEATURE DI'56 (41 7VO1016,14 5-F 61 loro��19 CHECKED BY DATE SHEET OF 5obb�5m� &to _ I5 Goo a� � ' Ue 311 Node a.%} Qio: 30 Nate ' 010: 1`a 01LO= ao I,vnIM7`1 .- 010- a0D=,r cf5 Pik - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - " 4Af W4 '51 I 2 1 1 2 3 4 'WATERSHED 0 TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 100-YEAR FN:TLR-F100 MAY 1997 LBA,Inc DRY CR., POUORE R. 3 SPRING CR. BASINS 90 0000 1. 1 1. 1 25 5. .60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 '24 .24 .12 .12 .00 • BASINS 10 -> 23 MODIFIED 5/1/97 • BASIN 24 REMOVED 5/1/97 - ' * BASINS 58 -> 61 MODIFIED 9/10/97 1 10 310 1100 1.8 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 11 311 1100 1.8 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 12 310 250 1.0 80. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 13 313 525 1.2 80. .020 .020 .25 .1 .3 .51 .5 .0018 1 15 315 1200 12.4 25. .010 .020 .25 .1 .3 .51 .5 .0018 1 16 316 2000 10.4 5. .020 .020 .25 .1 .3 .51 .5 .0018 1 17 317 525 0.4 80. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 20 320 1000 1.6 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 21 321 1000 1.6 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 22 320 390 0.6 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 23 321 390 0.6 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 25 225 2864 26.3 80. .015 .020 .25 .1 .3 .51 .5 .0018 1 456 874 2690 24.7 50. .006 .020 .25 .1 .3 .51 .5 .0018 1 455 875 2300 52.8 45. .006 .020 .25 .1 .3 .51 .5 .0018 1 30 330 320 0.5 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 31 331 320 0.6 85. .020 .020 .25 .1 .3 .51 .5 .0018 1 40 340 300 0.2 90. .020 .020 .25 .1 .3 .51 .5 .0018 1 41 341 750 1.2 90. .030 .020 .25 .1 .3 .51 .5 .0018 ' 1 42 341 250 0.4 90. .030 .020 .25 .1 .3 .51 .5 .0018 1 43 343 700 1.1 90. .030 .020 .25 .1 .3 .51 .5 .0018 1 44 344 300 0.5 90. .030 .020 .25 .1 .3 .51 .5 .0018 1 45 345 450 0.7 90. .030 .020 .25 .1 .3 .51 .5 .0018 ' 1 46 346 475 0.8 90. .030 .020 .25 .1 .3 .51 .5 .0018 1 50 350 600 1.1 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 51 351 600 1.1 65. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 52 350 500 1.1 65, .020 .020 .25 .1 .3 .51 .5 .0018 1 53 351 500 1.1 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 54 354 2400 16.9 0. .002 .020 .25 .1 .3 .51 .5 .0018 1 58 358 400 0.8 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 59 359 400 0.8 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 60 360 1150 1.9 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 61 361 1150 1.9 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 62 360 400 0.6 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 63 361 400 0.6 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 64 364 350 1.7 0. .005 .020 .25 .1 .3 .51 .5 .0018 1 65 365 5750 49.9 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 66 366 2200 23.3 76. .020 .020 .25 .1 .3 .51 .5 .00111 1 67 366 1200 5.0 70. .010 .020 .25 .1 .3 .51 .5 .0018 1 70 370 800 1.3 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 71 371 800 1.3 75. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 72 370 650 1.0 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 73 371 1050 1.4 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 74 374 700 3.3 70. .020 .020 .25 .1 .3 .51 .5 .0018 ' 0 5 2 70 71 72 73 74 ' 310 312 0 3 .1 1. 318 317 319 3 3 .1 1. 0.0 0.0 1.4 1.4 20.0 1.4 318 313 0 3 .1 1. ' 313 312 0 3 .1 1. ' 312 314 0 3 1 1. 311 314 0 3 .1 1. ' 314 315 315 115 0 3 0 3 .1 .1 1. 1. 115 316 0 1 5. 900. .010 316 0 3 .1 1. 319 0 3 .1 1. ' 320 324 0 3 .1 1. 324 323 0 3 .1 1. 321 323 0 3 .1 1. 323 0 3 .1 1. ' 874 875 2 2 1. 0. 0. 2.7 20.1 ' 875 0 770 14 2 0 1.77 1. 0 1 3.14 60 3.42 80 ' 4.03 140 4.16 160 4.78 250 5.12 300 770 325 1 10. 1400. .0040 225 325 2 2 .1 1. 0.0 0.0 3.4 38.3 325 0 3 .1 1. 330 332 0 3 .1 1. 331 332 0 3 .1 1. 332 0 3 .1 1. ' 340 0 3 .1 1. 341 342 0 3 .1 1. 342 0 3 .1 1. 343 342 0 3 .1 1. 344 343 0 3 .1 1. 345 344 0 3 .1 1. 346 0 3 .1 1. 350 0 3 .1 1. ' 351 354 0 3 .1 1. 354 0 3 .1 1. 358 0 3 .1 1. 359 364 0 3 .1 i. 360 363 0 3 .1 1. 361 363 0 3 .1 1. 363 366 0 3 .1 1. ' -1 203 366 20 3 .1 1. .0000 0.0 .1667 15.2 .5000 270.5 .5833 382.2 9167 227.3 1.0000 170.2 ' 1.3333 34.3 1.5000 17.8 1.9167 11.4 2.0000 10.2 364 365 0 3 .1 1. 365 366 0 3 .1 1. 366 266 0 3 .1 1. 266 5 2 .1 1. 0.0 0.0 5.4 46.5 ' 47.8 93.5 370 375 0 3 .1 1. ' 371 374 0 3 .1 1. 374 375 0 3 .1 1. ,t 375 0 3 .1 1. 0 4 2 370 371 374 375 ENDPROGRAM 4. 4. .035 5. 2.44 20 2.80 40 3.62 100 3.82 120 4.30 180 4.50 200 4. 4. .035 4.0 .3333 66.0 .4167 129.5 .6667 400.0 .7500 335.2 1.0833 113.0 1.1667 67.3 1.5833 15.2 1.8333 11.4 2.2500 2.5 2.5000 0.0 18.3 66.0 33.0 81.0 ' ENVIRONMENTAL PROTECTION AGENCY - STORM 'WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) ' HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS 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) 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) JCUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) ' 3 4 0 0 0 ' WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *" rTIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 100-YEAR FN:TLR-"r100 MAY 1997 LBA,Inc DRY CR., POUDRE R. 3 SPRING CR. BASINS 'NUMBER OF TIME STEPS 90 INTEGRATION TIME INTERVAL (MINUTES) 1.00 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH '1.0 FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HCUR .60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2.16 1.56 ' 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 .00 TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS ' 100-YEAR FN:TLR-F100 MAY 1997 LBA,Inc DRY CR., POUDRE R. 3 SPRING CR. BASINS '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 RATE NO 10 310 1100.0 1.8 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 11 311 1100.0 1.8 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 12 310 250.0 1.0 80.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 13 313 525.0 1.2 80.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 15 315 1200.0 12.4 25.0 .0100 .020 .250 .100 .300 .51 .50 .00180 1 16 316 2000.0 10.4 5.0 .0200 -.020 .250 .100 .300 .51 .50 .00180 1 17 317 525.0 .4 80.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 20 320 1000.0 1.6 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 21 321 1000.0 1.6 75.0 .0200 .020 .250 .100 .300 .51 .50 1 22 320 390.0 .6 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 .00180 1 23 321 390.0 .6 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 25 225 2864.0 26.3 80.0 .0150 .020 .250 .100 .300 .51 .50 .00180 1 456 874 2690.0 24.7 50.0 .0060 .020 .250 .100 .300 .51 .50 .00180 1 455 875 2300.0 52.8 45.0 .0060 .020 .250 .100 .300 .51 .50 .00180 1 30 330 320.0 .5 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 31 331 320.0 .6 85.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 40 340 300.0 .2 90.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 41 341 750.0 1.2 90.0 .0300 .020 .250 .100 .300 .51 .50 .00180 1 42 341 250.0 .4 90.0 .0300 .020 .250 .100 .300 .51 .50 .00180 .1 43 343 700.0 1.1 90.0 .0300 .020 .250 ADD .3110 .51 .50 .00180 1 ' 44 344 300.0 .5 90.0 .0300 .020 .250 .100 .300 .51 .50 .00180 1 45 345 450.0 .7 90.0 .0300 .020 .250 .100 .300 .51 .50 .00180 1 46 346 475.0 .8 90.0 .0300 .020 .250 .100 .300 .51 .50 .00180 1 50 350 600.0 1.1 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 51 351 600.0 1.1 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 52 350 500.0 1.1 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 53 351 500.0 1.1 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 54 354 2400.0 16.9 .0 .0020 .020 .250 .100 .300 .51 .50 .00180 1 ' 58 358 400.0 .8 65.0 .0200 .020 .250 .100 .300. .51 .50 .00180 1 59 359 400.0 .8 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 60 360 1150.0 1.9 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 61 361 1150.0 1.9 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1' 62 360 400.0 .6 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 63 361 400.0 .6 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 64 65 364 365 350.0 5750.0 1.7 49.9 .0 44.0 .0050 .0200 .020 .020 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 66 366 2200.0 23.3 76.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 67 366 1200.0 5.0 70.0 .0100 .020 .250 .100 .300 .51 .50 .00180 1 70 370 800.0 1.3 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 71 371 800.0 1.3 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 72 370 650.0 1.0 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 73 371 1050.0 1.4 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 74 374 700.0 3.3 70.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENTS, 43 TOTAL TRIBUTARY AREA (ACRES), 259.30 TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 100-YEAR FN:TLR-F100 MAY 1997 L&A,Inc DRY CR., POUDRE R. & SPRING CR. BASINS HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 5 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 70 71 72 73 74 0 1. .0 .0 .0 .0 .0 0 3. .0 .0 .0 .0 .0 0 5. .0 .0 .0 .0 .0 0 7. .0 .0 .0 .0 .0 ' 0 9. .0 .0 .0 .0 .0 0 11. .5 .5 .4 .6 .5 0 13. 1.1 1.1 .8 1.2 1.5 ' 0 15. 1.3 1.3 1.0 1.5 2.3 0 17. 1.5 1.5 1.2 1.7 3.0 0 19. 1.6 1.6 1.2 1.8 3.4 0 0 21. 2.0 23. 2.8 2.0 2.8 1.5 2.1 2.2 3.0 4.1 5.7 0 25. 3.1 3.1 2.4 3.4 6.7 0 27. 5.4 5.4 4.2 6.1 10.4 0 29. 6.4 6.4 5.0 7.0 13.3 0 31. 8.1 8.1 6.3 9.0 16.9 0 33. 11.0 11.0 8.5 12.1 23.6 0 35. 11.5 11.5 8.8 12.4 26.3 0 37. 6.5 6.5 4.9 6.7 18.7 0 39. 5.2 5.2 4.0 5.5 14.8 0 41. 4.3 4.3 3.3 4.6 12.5 ' 0 0 43, 3.2 45. 2.9 3.2 2.9 2.4 2.2 3.3 3.0 9.7 8.4 0 47. 2.3 2.3 1.8 2.4 7.1 0 49. 2.1 2.1 1.6 2.2 6.2 0 51. 1.9 1.9 1.4 2.0 5.5 0 53. 1.6 1.6 1.2 1.7 4.8 0 55. 1.5 1.5 1.2 1.6 4.4 0 57. 1.2 1.2 .9 1.3 3.8 0 59. 1.1 1.1 .8 1.1 3.3 1 1. 1.0 1.0 .7 1.0 3.0 1 3. .8 .8 .6 .8 2.5 ' 1 1 5. 7 7. .6 .7 .6 .6 .5 .8 .7 2.3 2.0 1 9. .6 .6 .4 .6 1.3 1 11. .5 .5 .4 .5 1.6 1 13. .4 .4 .3 .5 1.4 1 15. .4 .4 .3 .4 1.3 1 17. .4 .4 .3 .4 1.2 1 19. .4 .4 .3 .4 1.1 1 21. .4 .4 .3 .4 1.1 ' 1 23. .3 .3 .2 .3 .9 1 25. .3 .3 .2 .3 .9 ' 1 1 27. 3 29. .3 .3 .3 .2 .2 .3 .3 .8 .8 ' TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 100-YEAR FN:TLR-F100 MAY 1997 L&A,Inc DRY CR., POUDRE R. & SPRING CR. BASINS •`* CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSG142-PC MODEL 259.300 WATERSHED AREA (ACRES) 'TOTAL RAINFALL (INCHES) 2.320 TOTAL INFILTRATION (INCHES) .338 ' TOTAL WATERSHED OUTFLOW (INCHES) 1.968 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .514 ' ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .013 ' TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 100-YEAR FN:TLR-F100 MAY 1997 L3A,Inc DRY CR., POUDRE R. 8 SPRING CR. BASINS WIDTH INVERT SIDE SLOPES OVERSANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HOR1Z TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 310 312 0 3 .1 1. .0010 .0 .0 .001 10.00 0 317 319 3 3 .1 1. .0010 .0 .0 .001 10.00 318 DIVERSION TO GUTTER NUMBER 318 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 1.4 1.4 20.0 1.4 313 0 3 1. .0010 .0 .0 .001 10.00 0 '318 313 312 0 3 .1 .1 1. .0010 .0 .0 .001 10.00 0 312 314 0 3 .1 1. .0010 .0 .0 .001 10.00 0 311 314 0 3 .1 1. .0010 .0 .0 .001 10.00 0 315 0 3 .1 1. .0010 .0 .0 .001 10.00 0 '314 315 115 0 3 .1 1. .0010 .0 .0 .001 10.00 0 115 316 0 1 CHANNEL 5.0 900. .0100 4.0 4.0 .035 5.00 0 316 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 '319 320 324 0 3 .1 1. .0010 .0 .0 .001 10.00 0 324 323 0 3 .1 1. .0010 .0 .0 .001 10.00 0 323 0 3 .1 1. .0010 .0 .0 .001 10.00 0 '321 323 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 874 875 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 2.7 20.1 '.0 875 770 14 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.8 .0 2.4 20.0 2.8 40.0 3.1 60.0 3.4 80.0 3.6 100.0 3.8 120.0 4.0 140.0 4.2 160.0 4.3 180.0 4.5 200.0 4.8 250.0 5.1 300.0 770 325 0 1 CHANNEL 10.0 1400. .0040 4.0 4.0 .035 4.00 0 225 325 2 2 PIPE .1 1. 0010 .0 .0 .001 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.4 38.3 325 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 332 0 3 .1 1. .0010 .0 .0 .001 10.00 0 '330 331 332 0 3 .1 1. .0010 .0 .0 .001 10.00 0 332 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 340 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 342 0 3 .1 1. .0010 .0 .0 .001 10.00 0 '341 342 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 343 342 0 3 .1 1. .0010 .0 .0 .001 10.00 0 344 343 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 345 344 0 3 .1 1. .0010 .0 .0 .001 10.00 0 346 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 350 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 351 354 0 3 .1 1. .0010 .0 .0 .001 10.00 0 354 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 358 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 359 364 0 3 .1 1. .0010 .0 .0 .001 10.00 0 360 363 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 361 363 0 3 .1 1. .0010 .0 .0 .001 10.00 0 363 366 0 3 .1 1. .0010 .0 .0 .001 10.00 0 203 366 20 3 .1 1. .0010 .0 .0 .001 10.00 -1 ' TIME IN HRS VS INFLOW IN CFS .0 .0 .2 15.2 .3 66.0 .4 129.5 .5 270.5 .6 382.2 .7 400.0 .8 335.2 .9 227.3 1.0 170.2 1.1 113.0 1.2 67.3 1.3 34.3 1.5 17.8 1.6 15.2 1.8 11.4 1.9 11.4 2.0 10.2 2.3 2.5 2.5 .0 364 365 0 3 .1 1. .0010 .0 .0 .001 10.00 0 365 366 0 3 .1 1. .0010 .0 .0 .001 10.00 O 366 266 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 266 0 5 2 PIPE .1 1. .0010 .0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .001 .10 0 .0 5.4 46.5 18.3 66.0 33.0 81.0 47.8 93.5 '.0 370 375 0 3 .1 1. .0010 .0 .0 .001 10.00 0 371 374 0 3 .1 1. .0010 .0 .0 .001 10.00 0 374 375 0 3 1 1. .0010 .0 .0 .001 10.00 0 375 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 TOTAL NUMBER OF GUTTERS/PIPES, 47 TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 100-YEAR FN:TLR-F100 MAY 1997 LBA,Inc DRY CR., POUDRE R. 8 SPRING CR. BASINS ARRANGEMENT OF SUBCATCNMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA O.A.(AC) 115 315 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.2 203 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 225 0 0 0 0 0 0 0 0 0 0 25 0 0 0 0 0 0 0 0 0 .0 26.3 266 366 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 85.7 310 0 0 0 0 0 0 0 0 0 0 10 12 0 0 0 0 0 0 0 0 2.8 311 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 1.8 ' 312 310 313 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.0 313 318 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 1.2 314 312 311 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.8 315 314 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 18.2 ' 316 115 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 28.6 317 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 .4 318 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 . ' 319 317 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .4 320 0 0 0 0 0 0 0 0 0 0 20 22 0 0 0 0 0 0 0 0 2.2 321 0 0 0 0 0 0 0 0 0 0 21 23 0 0 0 0 0 0 0 0 2.2 323 324 321 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0' 4.4. ' 324 320 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2.2 325 770 225 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 103.8 330 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 .5 331 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 .6 332 330 331 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.1 340 0 0 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 .2 341 0 0 0 0 0 0 0 0 0 0 41 42 0 0 0 0 0 0 0 0 1.6 342 341 343 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.9 343 344 0 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 0 2.3 344 345 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 1.2 ' 345 346 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 45 46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .7 .8 350 0 0 0 0 0 0 0 0 0 0 50 52 0 0 0 0 0 0 0 0 2.2 351 0 0 0 0 0 0 0 0 0 0 51 53 0 0 0 0 0 0 0 0 2.2 354 351 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 19.1 358 0 0 0 0 0 0 0 0 0 0 58 0 0 0 0 0 0 0 0 0 .8 359 0 0 0 0 0 0 0 0 0 0 59 0 0 0 0 0 0 0 0 0 .8 360 0 0 0 0 0 0 0 0 0 0 60 62 0 0 0 0 0 0 0 0 2.5 361 0 0 0 0 0 0 0 0 0 0 61 63 0 0 0 0 0 0 0 0 2.5 363 360 361 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.0 364 359 0 0 0 0 0 0 0 0 0 64 0 0 0 0 0 0 0 0 0 2.5 ' 365 366 364 363 0 203 0 365 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65 66 0 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 52.4 85.7 370 0 0 0 0 0 0 0 0 0 0 70 72 0 0 0 0 0 0 0 0 2.3 371 0 0 0 0 0 0 0 0 0 0 71 73 0 0 0 0 0 0 0 0 2.7 374 371 0 0 0 0 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 6.0 ' 375 370 374 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.3 770 875 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 77.5 874 0 0 0 0 0 0 0 0 0 0 456 0 0 0 0 0 0 0 0 0 24.7 ' 875 874 0 0 0 0 0 0 0 0 0 455 0 0 0 0 0 0 0 0 0 77.5 'TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 100-YEAR FN:TLR-F100 MAY 1997 LBA,Inc DRY CR., POUDRE R. 3 SPRING CR. BASINS HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 4 CONVEYANCE ELEMENTS ' THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET ' (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER ' (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 370 371 374 375 0 1. .00 .00 .00 .00 ' .00( ) CO( ) .00( ) .00( ) 0 3. .00 .01 .01 .01 0 5. .00( .01 ) .00( .01 ) .00( .01 ) .00( ) .02 .00( ) .00( ) .00( ) .00( ) 0 7. .01 .02 .03 .04 .00( ) .00( ) .00( ) .00( ) ' 0 9. .10 .13 .19 .30 .00( ) .00( ) .00( ) .00( ) 0 11. 1.12 1.38 2.10 3.22 .00( ) .00( ) .00( ) .00( ) 0 13. 1.98 2.37 4.04 6.02 .00( ) .00( ) .00( ) .00( ) 0 15, 2.29 2.70 5.07 7.35 ' .00( ) .00( ) .00( ) .00( ) 0 17. 2.68 3.16 6.23 8.92 .00( ) .00( ) .00( ) .00( ) 0 19. 2.79 3.28 6.74 9.53 .00( ) .00( ) .00( ) .00( ) 0 21. 3.99 4.73 9.33 13.32 .00( ) .00( ) .00( ) .00( ) 0 23. 4.97 5.87 11.82 16.79 ' .00( ) .00( ) .00( ) .00( ) 0 25. 5.54 6.53 13.32 18.86 .00( ) .00( ) .00( ) .00( ) ' 0 27. 10.37 12.33 23.73 34.10 .00( ) .00( ) .00( ) .00( ) 0 29. 11.53 13.61 27.34 38.37 .00( ) .00( ) .00( ) .00( ) ' 0 31. 17.10 20.32 39.61 56.71 .00( ) .00( ) .00( ) .00( ) 0 33. 19.69 23.18 47.68 67.37 .00( ) .00( ) .00( ) .00( ) ' 0 35. 20.15 23.67 50.34 70.49 .00( ) .00( ) .00( ) .00( ) 0 37. 10.41 12.08 29.23 39.65 ' .00( ) .00( ) .00( ) .00( ) 0 39. 9.05 10.58 24.88 33.94 .00( ) .00( ) .00( ) .00( ) 0 41. 6.75 .00( 7.83 ) 00( 19.30 ) .00( ) 26.04 .00( ) 0 43. 5.45 6.34 15.62 21.07 .00( ) .00( ) .00( ) .00( ) 0 45. 5.08 5.94 14.19 19.27 .00( ) .00( ) .00( ) .00( ) 0 47. 4.00 4.67 11.45 15.46 .00( ) .00( ) .00( ) .00( ) ' 0 49. 3.68 4.30 10.34 14.02 .00( ) .00( ) .00( ) .00( ) 0 51. 3.21 3.74 9:05 12.26 .00( ) .00( ) .00( ) .00( ) 0 53. 2.86 3.34 8.04 10.90 .00( ) .00( ) .00( ) .00( ) 0 55. 2,73 3,20 7.53 10.26 .00( ) .00( ) .00( ) .00( ) 0 57. 2.18 2.54 6.19 8.37 .00( ) .00( ) .00( ) .00( ) 0 59. 1.97 2.31 5.56 7.53 .00( ) .00( ) .00( ) .00( ) 1 1. 1.69 1.98 4.81 6.51 .00( ) .00( ) .00( ) .00( ) 1 3. 1.46 1.71 4.17 5.63 ' .00( ) .00( ) .00( ) .00( ) 1 5. 1.36 1.59 3.81 5.17 .00( ) .00( ) .00( ) .00( ) ' 1 7. 1.17 1.37 3.31 4.48 .00( ) .00( ) .00( ) .00( ) 1 9. 1.08 1.27 3.02 4.11 .00( ) .00( ) .00( ) .00( ) ' 1 11. .97 1.13 2.70 3.67 .00( ) .00( ) .00( ) .00( ) 1 13. .86 1.01 2.42 3.28 .00( ) .00( ) .00( ) .00( ) ' 1 15. .81 .96 2.24 3.06 .00( ) .00( ) .00( ) .00( ) 1 17, 79 .93 2.13 2.92 . ' .00( ) .00( ) .00( ) .00( ) 1 19. .77 .91 2.05 2.82 .00( ) .00( ) .00( ) .00( ) 1 21. .70 .82 1.87 2.57 ' .00( ) .00( ) .00( ) .00( ) 1 23. .62 .73 1.67 2.29 .00( ) .00( ) .00( ) .00( ) 1 25. .58 .68 1.55 2.13 ' .00( ) .00( ) .00( ) .00( ) 1 27. .56 .66 1.47 2.03 .00( ) .00( ) .00( ) .00( ) ' 1 29. .54 .65 1.42 1.96 .00( ) .00( ) .00( ) .00( ) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL 'STABILITY OSCILLLATIONS PROBLEMS THAT DURING THE LEAD TO HYDRAULIC SIMULATION. 225 266 874 875 TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 100-YEAR FN:TLR-F100 MAY 1997 L3A,Inc DRY CR., POUDRE R. 3 SPRING CR. BASINS ' ••* PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) ' 115 79.2 1.6 0 36. 203 399.9 (DIRECT FLOW) 0 40. 225 38.4 .1 3.4 0 55. 266 75.6 .1 27.7 1 19. ' 310 24.5 (DIRECT FLOW) 0 34. 311 16.0 (DIRECT FLOW) 0 34. ' 312 313 36.5 12.0 (DIRECT (DIRECT FLOW) FLOW) 0 0 34, 34. 314 52.4 (DIRECT FLOW) 0 34. 315 93.9 (DIRECT FLOW) 0 35. 316 111.7 (DIRECT FLOW) 0 35. ' 317 3.7 (DIRECT FLOW) 0 34. 318 1.4 (DIRECT FLOW) 0 28. 319 2.3 (01RECT FLOW) 0 34. 320 19.5 (DIRECT FLOW) 0 34. 321 19.5 (DIRECT FLOW) 0 34. 323 39.1 (DIRECT FLOW) 0 34. 324 19.5 (DIRECT FLOW) 0 34. 325 128.9 (DIRECT FLOW) 1 0. 330 4.4 (DIRECT FLOW) 0 34. 331 5.4 (DIRECT FLOW) 0 34. 332 9.8 (DIRECT FLOW) 0 34. ' 340 1.8 (DIRECT FLOW) 0 34. 341 14.6 (DIRECT FLOW) 0 34. 342 35.6 (DIRECT FLOW) 0 34. 343 21.0 (DIRECT FLOW) 0 34. ' 344 11.0 (DIRECT FLOW) 0 34. 345 6.4 (DIRECT FLOW) 0 34. 346 7.3 (DIRECT FLOW) 0 34. ' 350 18.6 (DIRECT FLOW) 0 35. 351 18.6 (DIRECT FLOW) 0 35. 354 32.3 (DIRECT FLOW) 0 35. 358 6.8 (DIRECT FLOW) 0 35. ' 359 6.8 (DIRECT FLOW) 0 35. 360 22.2 (DIRECT FLOW) 0 34. 361 22.2 (DIRECT FLOW) 0 34. 363 44.4 (DIRECT FLOW) 0 34. ' 364 9.7 (DIRECT FLOW) 0 35. 365 287.8 (DIRECT FLOW) 0 35. 366 927.4 (DIRECT FLOW) 0 35. ' 370 20.4 (DIRECT FLOW) 0 34. 371 24.1 (DIRECT FLOW) 0 34. 374 50.3 (DIRECT FLOW) 0 35. ' 375 770 70.5 90.9 (DIRECT 1.7 FLOW) 0 1 34. 1. 874 20.6 .0 2.8 1 9. 875 99.1 .0 3.6 0 52. ENDPROGRAM PROGRAM CALLED 1 2 1 1 2 3 4 'WATERSHED 0 TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT SASIN CONDITIONS 10-YEAR FN:TLR-F10 MAY 1997 LBA,Inc DRY CR., POUDRE R. & SPRING CR. BASINS ' 90 0000 1. 1 1. 1 25 5. .48 .60 .72 .96 2.16 3.12 5.64 2.28 1.12 .84 .72 .60 .60 .48 .48 .36 .24 .24 .12 .12 12 .12 .12 .12 0.0 * BASINS 10 -> 23 MODIFIED 5/1/97 * BASIN 24 REMOVED 5/1/97 * BASINS 58 -> 61 MODIFIED 9/10/97 1 10 310 1100 1.8 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 11 311 1100 1.8 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 12 310 250 1.0 80. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 13 313 525 1.2 80. .020 .020 .25 .1 .3 .51 .5 .0018 1 15 315 1200 12.4 25. .010 .020 .25 .1 .3 .51 .5 .0018 1 16 316 2000 10.4 5. .020 .020 .25 .1 .3 .51 .5 .0018 1 17 317 525 0.4 80. .020 .020 .25 .1 .3 .51 .5 .0018 1 20 320 1000 1.6 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 21 321 1000 1.6 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 22 320 390 0.6 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 23 321 390 0.6 75. .020 .020 .25 .1 .3 .51 .5 .0018 t 1 25 225 2864 26.3 80. .015 .020 .25 .1 .3 .51 .5 .0018 1 456 874 2690 24.7 50. .006 .020 .25 .1 .3 .51 .5 .0018 1 455 875 2300 52.8 45. .006 .020 .25 .1 .3 .51 .5 .0018 ' 1 30 330 320 0.5 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 31 331 320 0.6 85. .020 .020 .25 .1 .3 .51 .5 .0018 1 40 340 300 0.2 90. .020 .020 .25 .1 .3 .51 .5 .0018 1 41 341 750 1.2 90. .030 .020 .25 .1 .3 .51 .5 .0018 1 42 341 250 0.4 90. .030 .020 .25 .1 .3 .51 .5 .0018 1 43 343 700 1.1 90. .030 .020 .25 .1 .3 .51 .5 .0018 1 44 344 300 0.5 90. .030 .020 .25 .1 .3 .51 .5 .0018 1 45 345 450 0.7 90. .030 .020 .25 .1 .3 .51 .5 .0018 1 46 346 475 0.8 90. .030 .020 .25 .1 .3 .51 .5 .0018 1 50 350 600 1.1 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 51 351 600 1.1 65. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 52 350 500 1.1 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 53 351 500 1.1 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 54 354 2400 16.9 0. .002 .020 .25 .1 .3 .51 .5 .0018 1 58 358 400 0.8 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 59 359 400 0.8 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 60 360 1150 1.9 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 61 361 1150 1.9 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 62 360 400 0.6 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 63 361 400 0.6 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 64 364 350 1.7 0. .005 .020 .25 .1 .3 .51 .5 .0018 1 65 365 5750 49.9 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 66 366 2200 23.3 76, .020 .020 .25 .1 .3 .51 .5 .0018 1 67 366 1200 5.0 70. .010 .020 .25 .1 .3 .51 .5 .0018 1 70 370 800 1.3 75. .020 .020 .25 1 .3 .51 .5 .0018 1 71 371 800 1.3 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 72 370 650 1.0 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 73 371 1050 1.4 75. .020 .020 .25 .1 .3 .51 .5 .0018 1 74 374 700 3.3 70. .020 .020 .25 .1 .3 .51 .5 .0018 0 5 2 70 71 72 73 74 310 312 0 3 .1 1. 318 317 319 3 3 .1 1. 0.0 0.0 1.4 1.4 20.0 1.4 318 313 0 3 .1 1. ' 313 312 0 3 .1 1. ' 312 314 0 3 311 314 0 3 314 315 0 3 ' 315 115 0 3 115 316 0 1 316 0 3 319 0 3 ' 32020 324 0 3 324 323 0 3 321 323 0 3 ' 323 0 3 874 875 2 2 0. 0. 875 770 14 2 0 0 -' 3.14 60 4.03 140 ' 4.78 251 770 325 1 225 325 2 2 0.0 0.0 325 0 3 ' 330 332 0 3 331 332 0 3 332 0 3 ' 340 0 3 341 342 0 3 342 0 3 343 342 0 3 344 343 0 3 345 344 0 3 346 0 3 350 0 3 ' 351 354 0 3 354 0 3 358 0 3 ' 359 364 0 3 360 363 0 3 361 363 0 3 ' 363 -1 203 366 366 0 3 20 3 .0000 0.0 .5000 54.1 .8333 130.6 1.5833 77.5 2.1667 50.9 364 365 0 3 t 365 366 0 3 366 266 0 3 266 5 2 ' 47.8 . 93.5 370.0 375 0 3 371 374 0 3 374 375 0 3 375 0 3 0 ' 4 2 370 371 374 375 ENDPROGRAM .i 1. .1 1. .1 1. .1 1. 5. 900. .010 4. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. 1. 2.7 20.1 1. 1.77 0 2.44 3.42 80 3.62 4.16 160 4.30 5.12 300 10. 1400. .0040 4. 1 1. 3.4 38.3 .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .1 1. .2500 0.6 .3333 .5833 121.8 .6667 .9167 121.7 1.0833 1.6667 72.6 1.8333 2.4167 41.7 2.5000 .1 1. .1 1. .1 1. .1 1. 5.4 46.5 18.3 .1 1. .1 1. .1 1. .1 1. 4. .035 5. 20 2.80 40 100 3.82 120 180 4.50 200 4. .035 4.0 5.7 .4167 21.1 166.6 .7500 146.5 110.9 1.2500 101.3 64.6 2.0000 58.4 39.2 3.0000 28.0 66.0 33.0 81.0 ' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. ' UNIVERSITY OF FLORIDA ' WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS 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) JIN(7) JIN(8) JIN(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) J0UT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) J0UT(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 ••• ' TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 10-YEAR FN:TLR-F10 MAY 1997 LBA,Inc DRY CR., POUDRE R. 3 SPRING CR. BASINS ' NUMBER OF TIME STEPS 90 INTEGRATION TIME INTERVAL (MINUTES) 1.00 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH '1.0 FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR ' 48 .60 .72 .96 2.16 3.12 5.64 2.28 1.12 .84 .72 .60 .60 .48 .48 .36 .24 .24 .12 .12 .12 .12 .12 .12 .00 TIMBERLINE ROAD - ULTIMATE ROAD SECTICN AND WORST CASE ADJACENT BASIN CONDITIONS 10-YEAR FN:TLR-F10 MAY 1997 LBA,Inc DRY CR., POUDRE R. 8 SPRING CR. BASINS J '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 RATE NO 10 310 1100.0 1.8 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 11 12 311 310 1100.0 250.0 1.8 1.0 75.0 80.0 .0200 .0200 .020 .020 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 13 313 525.0 1.2 80.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 15 315, 1200.0 12.4 25.0 .0100 .020 .250 .100 .300 .51 .50 .00180 1 16 316 2000.0 10.4 5.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 17 317 525.0 .4 80.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 20 320 1000.0 1.6 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 21 321 1000.0 1.6 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 22 320 390.0 .6 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 23 321 390.0 .6 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 25 225 2864.0 26.3 80.0 .0150 .020 .250 .100 .300 .51 .50 .00180 1 ' 456 455 1174 875 2690.0 2300.0 24.7 52.8 50.0 45.0 .0060 .0060 020 .020 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 30 330 320.0 .5 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 31 331 320.0 .6 85.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 40 340 300.0 .2 90.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 41 341 750.0 1.2 90.0 .0300 .020 .250 .100 .300 .51 .50 .00180 1 42 341 250.0 .4 90.0 .0300 .020 .250 .100 .300 .51 .50 .00180 1 43 343 700.0 1.1 90.0 .0300 .020 .250 .100 .300 .51 .50 .00180 1 ' 44 344 300.0 .5 90.0 .0300 .020 .250 .100 .300 .51 .50 .00180 1 45 345 450.0 .7 90.0 .0300 .020 .250 .100 .300 .51 .50 .00180 1 46 346 475.0 .8 90.0 .0300 .020 .250 .100 .300 .51 .50 .00180 1 50 51 350 351 600.0 600.0 1.1 1..1 65.0 65.0 .0200 .0200 .020 .020 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 52 350 500.0 1.1 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 53 351 500.0 1.1 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 54 354 2400.0 16.9 .0 .0020 .020 .250 .100 .300 .51 .50 .00180 1 ' 58 358 400.0 .8 65.0 .0200 .020 .250 .100 .300. .51 .50 .00180 1 59 359 400.0 .8 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 60 360 1150.0 1.9 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 61 361 1150.0 1.9 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 62 360 400.0 .6 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 63 361 400.0 .6 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 64 364 350.0 1.7 .020 .250 1 ' 65 365 5750.0 49.9 .0 44.0 .0050 .0200 .020 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 66 366 2200.0 23.3 76.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 67 366 1200.0 5.0 70.0 .0100 .020 .250 .100 .300 .51 .50 .00180 1 70 370 800.0 1.3 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 71 371 800.0 1.3 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 72 370 650.0 1.0 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 73 371 1050.0 1.4 75.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 74 374 700.0 3.3 70.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENTS, 43 TOTAL TRIBUTARY AREA (ACRES), 259.30 t TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT 3ASIN CONDITIONS ' 10-YEAR FN:TLR-F10 MAY 1997 L&A,Inc DRY CR., POUDRE R. & SPRING CR.'BASINS HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 5 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 70 71 72 73 74 ' 0 1. .0 .0 .0 .0 .0 0 3. .0 .0 .0 .0 .0 0 5. .0 .0 .0 .0 .0 ' 0 7. .0 .0 .0 .0 .0 ' 0 9. .0 .0 .0 .0 .0 0 11. .0 .0 .0 .0 .0 0 13. .2 .2 .1 .2 .2 0 15. .4 .4 .3 .5 .5 0 17. .7 .7 .5 .8 1.0 0 19. .9 .9 .7 .9 1.5 21. 1.2 1.2 .9 1.3 2.1 '0 0 23. 1.9 1.9 1.4 2.1 3.5 0 25. 2.1 2.1 1.6 2.2 4.3 0 27. 2.7 2.7 2.1 3.0 5.7 '0 29. 3.1 3.1 2.4 3.4 6.7 0 31. 4.2 4.2 3.3 4.7 8.5 0 33. 6.3 6.3 4.9 7.0 12.7 0 0 35. 37. 6.9 4.1 6.9 4.1 5.3 3.2 7.5 4.3 14.7 11.0 0 39. 3.2 3.2 2.5 3.4 8.8 0 41. 2.6 2.6 2.0 2.8 7.4 43. 1.8 1.8 1.4 1.9 5.5 '0 0 45. 1.5 1.5 1.2 1.6 4.7 0 47. 1.3 1.3 1.0 1.3 3.9 0 49. 1.1 1.1 .8 1.2 3.4 51. 1.0 1.0 .8 1.1 3.0 '0 0 53. .9 .9 .7 1.0 2.7 0 55. .9 .9 .7 .9 2.5 0 0 57. 59. 8 .7 .8 .7 .6 .5 .8 .7 2.3 2.1 1 1. .7 .7 .5 .7 2.0 1 3. .7 .7 .5 .7 1.9 1 5. .7 .7 .5 .7 1.8 ' 1 7. .6 .6 .4 .6 1.7 1 9. .5 .5 .4 .6 1.5 1 11. .5 .5 .4 .5 1.5 1 13. .5 .5 .4 .5 1.4 1 15. .5 .5 .4 .5 1.4 1 17. .4 .4 .3 .5 1.2 1 19. 4 .4 .3 .4 1.1 ' 1 21. .4 .4 .3 .4 1.1 1 23. .3 .3 .2 .3 .9 1 25. .3 .3 .2 .3 .8 1 27. .3 .3 .2 .3 .8 ' 1 29. .3 .3 .2 .3 .7 ' TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 10-YEAR FN:TLR-F10 MAY 1997 L&A,Inc DRY CR., POUDRE R. & SPRING CR. BASINS *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** ' WATERSHED AREA (ACRES) 259.300 ' TOTAL RAINFALL (INCHES) 1.803 TOTAL INFILTRATION (INCHES) .342 1 TOTAL WATERSHED OUTFLOW (INCHES) 1.056 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .405 • ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .021 ' TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT 3ASIN CONDITIONS 10-YEAR FN:TLR-F10 MAY 1997 LBA,Inc DRY CR., POUDRE R. 3 SPRING CR. BASINS WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE . GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK 'GUTTER NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 310 312 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 317 319 3 3 .1 1. .0010 .0 .0 .001 10.00 318 DIVERSION TO GUTTER NUMBER 318 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 1.4 1.4 20.0 1.4 '318 313 313 312 0 0 3 3 .1 .1 1. 1. .0010 .0010 .0 .0 .0 .0 .001 .001 10.00 10.00 0 . 0 312 314 0 3 .1 1. .0010 .0 .0 .001 10.00 0 311 314 0 3 .1 1. .0010 .0 .0 .001 10.00 0 315 0 3 .1 1. .0010 .0 .0 .001 10.00 0 '314 315 115 0 3 .1 1. .0010 .0 .0 .001 10.00 0 115 316 0 1 CHANNEL 5.0 900. .0100 4.0 4.0 .035 5.00 0 316 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 319 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 320 324 0 3 .1 1. .0010 .0 .0 .001 10.00 0 324 323 0 3 .1 1. .0010 .0 .0 .001 10.00 0 321 323 0 3 .1 1. .0010 .0 .0 .001 10.00 0 323 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 874 875 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.7 20.1 875 770 14 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW - .0 .0 1.8 .0 2.4 20.0 2.8 40.0 3.1 60.0 3.4 80.0 3.6 100.0 3.8 120.0 4.0 140.0 4.2 160.0 4.3 180.0 4.5 200.0 4.8 250.0 5.1 300.0 770 325 0 1 CHANNEL 10.0 1400. .0040 4.0 4.0 .035 4.00 0 225 325 2 2 PIPE 1 1. 0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.4 38.3 325 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 332 0 3 .1 1. .0010 .0 .0 .001 10.00 0 t330 331 332 0 3 .1 1. .0010 .0 .0 .001 10.00 0 332 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 340 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 341 342 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 342 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 343 342 0 3 .1 1. .0010 .0 .0 .001 10.00 0 344 343 0 3 .1 1. .0010 .0 .0 .001 10.00 0 345 344 0 3 .1 1. .0010 .0 .0 .001 10.00 0 346 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 350 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 351 354 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 354 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 358 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 359 364 0 3 .1 1. .0010 .0 .0 .001 10.00 0 360 363 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 361 363 0 3 .1 1. .0010 .0 .0 .001 10.00 0 363 366 0 3 .1 1. .0010 .0 .0 .001 10.00 0 203 366 20 3 .1 1. .0010 .0 .0 .001 10.00 -1 ' TIME IN HRS VS INFLOW IN CFS .0 .0 .3 .6 .3 5.7 .4 21.1 .5 54.1 .6 121.8 .7 166.6 .8 146.5 .8 130.6 .9 121.7 1.1 110.9 1.3 101.3 ' 1.6 2.5 77.5 39.2 1.7 72.6 3.0 28.0 1.8 64.6 2.0 58.4 2.2 50.9 2.4 41.7 364 365 0 3 .1 1. .0010 .0 .0 .001 10.00 0 365 366 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 366 266 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 266 0 5 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 5.4 46.5 18.3 66.0 33.0 81.0 47.8 93.5 '.0 370 375 0 3 .1 1. .0010 .0 .0 .001 10.00 0 371 374 0 3 .1 1. .0010 .0 .0 .001 10.00 0 374 375 0 3 .1 1. .0010 .0 .0 .001 10.00 0 375 TOTAL NUMBER 0 0 OF GUTTERS/PIPES, 47 3 .1 1. .0010 .0 .0 .001 10.00 0 ' TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 10-YEAR FN:TLR-F10 MAY 1997 LBA,Inc DRY CR., POUDRE R. 8 SPRING CR. BASINS ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES ' GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 115 315 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.2 203 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 225 0 0 0 0 0 0 0 0 0 0 25 0 0 0 0 0 0 0 0 0 26.3 ' 266 366 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 85.7 310 0 0 0 0 0 0 0 0 0 0 10 12 0 0 0 0 0 0 0 0 2.3 311 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 1.8 312 310 313 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.0 313 318 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 1.2 314 312 311 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.8 315 314 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 18.2 ' 316 115 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 28.6 317 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 .4 318 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 319 317 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .4 320 0 0 0 0 0 0 0 0 0 0 20 22 0 0 0 0 0 0 0 0 2.2 321 0 0 0 0 0 0 0 0 0 0 21 23 0 0 0 0 0 0 0 0 2.2 323 324 321 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.4 324 320 0 0" 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2.2 325 770 225 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 103.8 330 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 .5 331 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 .6 ' 332 330 331 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.1 340 0 0 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 .2 341 0 0 0 0 0 0 0 0 0 0 41 42 0 0 0 0 0 0 0 0 1.6 342 341 343 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.9 ' 343 344 0 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 0 2.3 344 345 0 0 0 0 0 0 O 0 0 44 0 0 0 0 0 0 0 0 0 1.2 345 0 0 0 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 .7 346 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 0 0 0 0 0 .8 ' 350 0 0 0 0 0 0 0 0 0 0 50 52 0 0 0 0 0 0 0 0 2.2 351 0 0 0 0 0 0 0 0 0 0 51 53 0 0 0 0 0 0 0 0 2.2 354 351 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 19:1 358 0 0 0 0 0 0 0 0 0 0 58 0 0 0 0 0 0 0 0 0 .8 359 0 0 0 0 0 0 0 0 0 0 59 0 0 0 0 0 0 0 0 0 8 360 0 0 0 0 0 0 0 0 0 0 60 62 0 0 0 0 0 0 0 0 2.5 361 0 0 0 0 0 0 0 0 0 0 61 63 0 0 0 0 0 0 0 0 2.5 ' 363 360 361 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.: 364 359 0 0 0 0 0 0 0 0 0 64 0 O 0 0 0 0 0 0 0 2.5. 365 364 0 0 0 0 0 0 0 0 0 65 0 0 0 0 0 0 0 0 0 52.» 366 363 203 365 0 0 0 0 0 0 0 66 67 0 0 0 0 0 0 0 0 85.7 370 0 0 0 0 0 0 0 0 0 0 70 72 0 0 0 0 0 0 0 0 2.3 371 0 0 0 0 0 0 0 0 0 0 71 73 0 0 0 0 0 0 0 0 2.7 374 371 0 0 0 0 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 6. 375 370 374 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.3 770 875 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 77.5 874 0 0 0 0 0 0 0 0 0 0 456 0 0 0 0 0 0 0 0 0 24.7 875 874 0 1 1 0 0 0 0 11 1 455 0 11 1 1 0 0 0 0 0 77.5 [1 'TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 10-YEAR FN:TLR-F10 MAY 1997 L3A,Inc DRY CR., POUDRE R. 8 SPRING CR. BASINS ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 4 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( )'DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER ' (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 370 371 374 375 0 1. .00 .00 .00 .00 ' .00( ) .00( ) .00( ) .00( ) 0 3. .00 .00 .01 .01 .00( ) .00( ) .00( ) .00( ) ' 0 5. .01 .01 .01 .02 .00( ) .00( ) .00( ) .00( ) 0 7. .01 .01 .02 .02 ) .00( ) .00( ) .00( ) '.00( 0 9. .01 .01 .02 .03 .00( ) .00( ) .00( ) .00( ) 0 11. .01 .01 .02 .03 .00( ) .00( ) .00( ) .00( ) ' 0 13. .46 .57 .83 1.28 .00( ) .00( ) .00( ) .00( ) 0 15, .88 1.08 1,70 2,59 .00( ) .00( ) .00( ) .00( ) 0 17. 1.37 1.65 2.81 4.18 .00( ) .00( ) .00( ) .00( ) 0 19. 1.58 1.88 3.44 5.03 .00( ) .00( ) .00( ) .00( ) 0 21. 2.56 3.05 5.56 8.12 .00( ) .00( ) .00( ) .00( ) 0 23. 3.46 4.10 7.83 11.29 ' .00( ) .00( ) .00( ) .00( ) 0 25. 3.68 4.34 8.75 12.43 .00( ) .00( ) .00( ) .00( ) 0 27. 5.11 6.04 12.05 17.16 .00( ) .00( ) .00( ) .00( ) 0 29. 5.65 6.67 13.56 19.21 .00( ) .00( ) .00( ) .00( ) 0 t 31. 9.13 10.90 20.79 29.92 .00( ) .00( ) .00( ) .00( ) 0 33. 11.55 13.67 26.98 38.53 .00( ) .00( ) .00( ) .00( ) ' 0 35. 12.24 14.42 29.49 41.73 .00( ) .00( ) .00( ) .00( ) 0 37. 6.61 7.67 17.80 24.41 t .00( ) .00( ) .00( ) .00( ) 0 39. 5.59 6.53 14.99 20.58 .00( ) .00( ) .00( ) .00( ) 0 41, 4.04 .00( ) 4,68 11,38 .00( ) .00( ) 15.42 .00( ) 0 43. 3.03 3.51 8.76 11.79 .00( ) .00( ) .00( ) .00( ) 0 45. 2.68 3.12 7.64 10.32 ' .00( ) .00( ) .00( ) .00( ) 0 47. 2.16 2.51 6.25 8.40 .00( ) .00( ) .00( ) .00( ) ' 0 49. 1.95 2.27 5.57 7.52 .00( ) .00( ) .00( ) .00( ) 0 51. 1.76 2.05 4.99 6.75 .00( ) .00( ) .00( ) .00( ) ' 0 53. 1.61 1.88 4.54 6.15 .00( ) .00( ) .00( ) .00( ) 0 55. 1.54 1.80 4.28 5.82 ) .00( ) .00( ) .00( ) '.00( 0 57. 1.36 1.59 3.81 5.17 .00( ) .00( ) .00( ) .00( ) ' 0 59. 1.28 1.50 3.54 4.82 '.00( ) .00( ) .00( ) .00( ) 1 1. 1.23 1.45 3.38 4.61 .00( ) .00( ) .00( ) .00( ) ' 1 3. 1,21 .00( ) 1,42 .00( ) 3,27 .00( ) 4.48 .00( ) 1 5. 1.20 1.41 3.19 4.39 .00( ) DO( ) .00( ) .00( ) 1 7. 1.05 1.24 2.86 3.91 ' .00( ) .00( ) .00( ) .00( ) 1 9. .99 1.16 2.67 3.66 .00( ) .00( ) .00( ) .00( ) 1 11. .96 1.12 2.56 3.52 ' .00( ) .00( ) .00( ) .00( ) 1 13. .94 1.10 2.49 3.42 ' 1 15. .00( ) .93 .00( ) 1.09 .00( ) 2.43 .00( 3.36 ) .00( ) .00( ) .00( ) .00( ) 1 17. .81 .95 2.16 2.97 .00( ) .00( ) .00( ) .00( ) ' 1 19. .75 .88 2.01 2.76 .00( ) .00( ) .00( ) .00( ) 1 21. .66 .77 1.79 2.45 00( ) .00( ) .00( ) .00( ) 1 23. .57 .67 1.58 2.15 .00( ) .00( ) .00( ) .00( ) 1 25, .53 .62 1.45 1.98 ' .00( ) .00( ) .00( ) .00( ) 1 27. .51 .60 1.37 1.88 .00( ) .00( ) .00( ) .00( ) 1 29. .49 .58 1.32 1.81 ' .00( ) .00( ) .00( ) .00( ) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC DURING THE SIMULATION. 'OSCILLLATIONS 225 266 874 875 TIMBERLINE ROAD - ULTIMATE ROAD SECTION AND WORST CASE ADJACENT BASIN CONDITIONS 10-YEAR FN:TLR-F10 MAY 1997 LBA,Inc DRY CR., POUDRE R. 3 SPRING CR. BASINS 1 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND OETENSION DAMS ... CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 115 42.2 1.2 0 36. 203 166.6 (DIRECT FLOW) 0 40. 225 21.4 .1 1.9 0 57. ' 266 59.5 .1 14.0 1 30. 310 14.6 (DIRECT FLOW) 0 35. 311 9.6 (DIRECT FLOW) 0 35. ' 312 313 22.4 7.8 (DIRECT (DIRECT FLOW) FLOW) 0 0 35, 35. 314 32.0 (DIRECT FLOW) 0 35. 315 52.9 (DIRECT FLOW) 0 35. 316 52.5 (DIRECT FLOW) 0 36. ` 317 2.2 (DIRECT FLOW) 0 34. 318 1.4 (DIRECT FLOW) 0 32. 319 .8 (DIRECT FLOW) 0 34. 320 11.7 (DIRECT FLOW) 0 35. 321 11.7 (DIRECT FLOW) 0 35. 323 23.4 (DIRECT FLOW) 0 35. 324 11.7 (DIRECT FLOW) 0 35. 325 52.6 (DIRECT FLOW) 1 18. 330 2.7 (DIRECT FLOW) 0 35. 331 3.3 (DIRECT FLOW) 0 35. 332 6.0 (DIRECT FLOW) 0 35. ' 340 1.1 (DIRECT FLOW) 0 34. 341 9.0 (DIRECT FLOW) 0 34. 342 22.0 (DIRECT FLOW) 0 34. 343 13.0 (DIRECT FLOW) 0 34. 344 6.8 (DIRECT FLOW) 0 34. 345 4.0 (DIRECT FLOW) 0 34. 346 4.5 (DIRECT FLOW) 0 34. 350 10.8 (DIRECT FLOW) 0 35. 351 10.8 (DIRECT FLOW) 0 35. 354 14.4 (DIRECT FLOW) 0 35. 358 3.9 (DIRECT FLOW) 0 35. 359 3.9 (DIRECT FLOW) 0 35. 360 13.3 (DIRECT FLOW) 0 35. 361 13.3 (DIRECT FLOW) 0 35. 363 26.6 (DIRECT FLOW) 0 35. ' 364 4.7 (DIRECT FLOW) 0 35. 365 149.4 (DIRECT FLOW) 0 35. 366 416.7 (DIRECT FLOW) 0 35. 370 12.2 (DIRECT FLOW) 0 35. 371 14.4 (DIRECT FLOW) 0 35. 374 29.5 (DIRECT FLOW) 0 35. 375 770 41.7 33.1 (DIRECT 1.0 FLOW) 0 1 35. 21. 874 10.7 .0 1.4 1 16. 875 34.8 .0 2.7 1 10. 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I L ; O - t I ; n 1 10-24-97 09:22:17 PAGE 6 ' �U� YlZ /�.4cKw�9rf,z D147-A.- Ala zTH /DITCH THIS RUN EXECUTED 10-24-97 09:22:19 HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01,02,03,04,05,06 MODIFICATION - 50,51,52,53,54,55,56 IBM-PC-XT VERSION AUGUST 1985 ' ++++++++++++++++++++++++++++++++++++++++++++++++++ NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST ' H2NC3B.INP, SUBCRITICAL, SUMMARY PRINTOUT SECNO XLCH DEPTH ELMIN CNSEL CRINS VCH OCH AREA K*CHSL 792.500 .00 3.50 899.50 903.00 900.84 1.53 109.80 71.75 .00 747.500 45.00 3.38 899.68 903.06 901.02 1.61 109.80 68.05 4.00 707.500 40.00 3.28 899.84 903.12 901.18 1.69 109.80 65.06 4.00 ' 667.500 40.00 3.19 900.00 903.19 901.34 1.76 109.80 62.37 4.00 657.500 10.00 3,17 900.04 903.21 901,38 1,78 109.80 61,74 4.00 ' 647.500 10.00 3.15 900.08 903.23 901.43 1.80 109.80 61.14 4.00 612.500 35.00 3.08 900.22 903.30 901.57 1.86 109.80 59.15 4.00 50602.500 10.00 3.07 900.26 903.33 901.47 1.56 92.36 59.15 4.00 592.500 10.00 3.05 900.30 903.35 901.51 1.58 92.36 58.28 4.00 ' 572.500 20.00 3.00 900.38 903.38 901.59 1.62 92.36 56.93 4.00 542.500 30.00 2.93 900.50 903.43 901.71 1.68 92.36 55.03 4.00 ' 417.500 125.00 2.70 901.00 903.70 902.21 1.89 92.36 48.79 4.00 352.500 65.00 2.62 901.26 903.88 902.47 1.98 92.36 46.69 4.00 +#342.500 10.00 2.62 901.30 903.92 902.36 1.57 73.23 46.69 4.00 332.500 10.00 2.60 901.34 903.94 902.40 1.58 73.23 46.31 4.00 167.500 165.00 2,32 902.00 904,32 903.05 1,86 73.23 39.32 4.00 zi P 20.000 147.50 2.21 902.59 904.80 903.65 1.99 73.23 36.81 4.00 3 .000 20.00 2.21 902.67 904.88 903.73 1.99 73.23 36.82 4.00 1 ' Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: TIMBERLINE S.D. 1 I .1 1 Comment: STORM DRAIN FROM TIMBERLINE TO NO. CHANNEL Solve For _Full Flow Capacity 30.�Ro c r .A Al "x 5 0 H i ac P Given Input Data: Diameter.......... Slope............. Manning's n....... Discharge......... Computed Results: Full Flow Capacity..... Full Flow Depth........ Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 2.50 ft 0.0050 ft/ft 0.014 26.93 cfs 26.93 cfs 2.50 ft - 5.49 fps 4.91 sf 1.77 ft 0.0069 ft/ft 100.00 26.93 cfs 28.97 cfs FULL Open Channel Flow Module, Version 3.41 (c) 1991 ' Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 11 1 11 �r Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: TIMBERLINE S.D. 100 YR Q Comment: STORM DRAIN FROM TIMBERLINE TO NO. CHANNEL Solve For Actual Depth Given Input Data: Diameter......... Slope............ Manning's n...... Discharge........ Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 2.50 ft 0.0050 ft/ft 0.014 23.50 cfs +mw '/3 1.81 ft 6.18 fps 3.80 sf 1.65 ft 0.0064 ft/ft 72.30 0 26.93 cfs 28.97 cfs 0.84 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I Pressure Pipe Analysis & Design Circular Pipe Worksheet Name: TIMBERLINE 100YR. P Comment: PRESSURE FLOW IN 30" RCP-241IX38"HERCP Solve For Pressure @ 1 Given Input Data: Elevation @ 1..... 5.41 ft Elevation @ 2..... 4.67 ft Pressure @ 2...... Discharge......... 0.09 10547.00 psi gpm=a3.5c�s / = /3 ScS;.S( Diameter.......... 30.00 in Length............ 165.00 ft Hazen -Williams C.. 120.00 Computed Results: Pressure @ I...... -0.04 psi Velocity.......... 4.79 fps Headloss.......... 0.44 ft Energy Grade @ 1.. 5.67 ft Energy Grade @ 2.. 5.23 ft Friction Slope.... 2.662 ft/1000 ft Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 1 1 RENO, NEVADA _ A& AV �� �� ® ELKO, NEVADA WINNEMUCCA, NEVADA ENGLEWOOD, COLORADO O FORT COLLINS, COLORADO BY DATE 8 i A� SUBJECT T,�,. L - `= r SHEET NO. OF CHKD. BY DATE PROJECT I - _)fr T PROD. NO. SL'o r � i� r-[L c ^ �R O .,... / I ♦t �r' f /1 -:] � '.. tCa / l/d r ��J" %, I .;v /o� gigu = y4a3.� 117 'q. � �A�ac:� r .� -30 -- =>,;Z 6 i W5.5.3 1-o H1�� �--- loo al /..*/cwA-rLr2 ?3 e-cLLv '` INV, 3.y 1 '2', !N 6 ;z / i✓ V, 79�, 7 PZ< �c� �l r/un�5 �iE Pz f/k/r O � ?_5 / c4G4,n J / ' 1 1 ' ® I " ® VV 0C RENO,NEVADA ELKO,NEVADA WINNEMUCCA,NEVADA ' ENGLEWOOD,COLORADO FORT COLLINS, COLORADO O BY DATE SUBJECT _defp )Ili <f r s SHEET NO. OF ' CHKD. BY DATE /' PROJECT C P/ROJ. NO. 9-5 5'ST ' �Zor 4S2Wer Djr�1Gst,J Q'Or /Dyr SG'of A,� �racti 9�'0.�65 q-� JCS• .. J�e Ih7 �Ii D�.�+•�gh!-O+/l�� Ore G Ole 5DasS ��/ r DES:S,rR..../. ' �.�Y-./ A. f 'r, c. 5.3 %//oa.:..9 P5J 65e..C2IAA 2 sS u w, e S c!Pa S a-PvGt i2 3y 33. tiJ�oN 2�r. r o ' O�C✓l %�-r �e,p� /. S/r% X �. 9,,c /I�rZ XO, 3o 7v oe -r C,4 F,Ae �Ty = �, (� C 3S C4fr� ON!_P SC S$ ' SL-A �-,z%/�� 3�/ 33 iVe Pna C—raN s o�", /�•ea �x/,S Fr2 x �_ 9/ ��� / Izr2x O. �Ja • GeA-rz. Cf►-asp �, r-y ._ �1. � � �s r I 1 1 .1 cc I i 1 1 1 1 1 1 1� 1 1 1 1 1 1 i 1 0.8 P6ND F D �£+rK 0.7, MAY 1984 w 0.6 z 0.5 M a 0.4 a 0.3 w 0 c� ? 0.2 0 z 0 a 0.1 jilf Jill Jill Jill 1111 1111 Jill EXAMPLE .. T 1 I 0 I 2 3 4 FLOW INTO INLET PER SO. FT. OF OPEN AREA CFS/FT2) Figure 5-3 3� $ CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) 5-11 5 DESIGN CRITERIA Pressure Pipe Analysis & Design Circular Pipe Worksheet Name: DP2 10YR PRESSURE Comment: 2 -15 " RCP DP2 TO NORTH CHANNEL No %,, ; /,,,,, Ier- 'P:'Pe a Jfe G Z)pq Solve For Pressure @ 1 Given Input Data: Elevation @ 1..... 4.25 ft Elevation @ 2..... Pressure @ 2...... 3.05 0.00 ft �� p�PIE psi _ Discharge......... Diameter.......... 2827.44 15.00 gpm in Length............ 240.00 ft Hazen -Williams C.. 120.00 Computed Results: Pressure @ 1...... Velocity.......... Headloss.......... Energy Grade @ 1.. Energy Grade @ 2.. Friction Slope.... 0. 19 psi = O. 4y Fr 5.13 fps 1.63 ft 5.09 ft 3.46 ft 6.800 ft/1000 ft Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Pressure Pipe Analysis & Design Circular Pipe Worksheet Name: DP1 10YR PRESSURE Comment: 10YR FLOW FROM DP1 TO DP2 W/* 4 No 4;(L r pbe✓2 p;Ze DP/-{ of N• Cti4.,. Solve For Pressure @ 1 Given Input Data: Elevation @ 1..... 5.27 ft Elevation @ 2..... 4.25 ft Pressure @ 2...... 0.19 psi y.6c G�aie Discharge......... 2064.50 gpm = Diameter.......... 15.00 in Length............ 190.00 ft Hazen -Williams C.. 120.00 Computed Results: Pressure @ 1...... Velocity.......... Headloss.......... Energy Grade @ 1.. Energy Grade @ 2.. Friction Slope.... r 0.06 psi = 0.1y Fr 3.75 fps 0.72 ft 5.63 ft 4.91 ft 3.798 ft/1000 ft Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 11 RENO, NEVADA ELKWINONEMUCCA, NEVADA ENGLEWOOD, COLORADO FORT COLLINS, COLORADO O ' BY DATE SUBJECT Indic C4 a of S7aem 122A Af SHEET NO. OF ' CHKD. BY DATE -PROJECT PROD. NO. 9 Zferr �r-r"\ ��r'0.Gn L.J l��rn. �cr r� — �5T//✓114 T-f ©� ��/�.G H/�.e �� e, e144o r//.v. p�r n i -� �c ^� .CJ //�^ / a /� /� 7 es We 3 n pa/ �o r• 7' e4 / U y/Z a/.� ;7 rt A r.1 rr .� n a i- 4�, ' A�e.o// 2�_a 101;IA-ze/ u/re 744 I4'fJ�..x. �r..��/�� / �n /e_ C�QC �` �, W e � �d O� i`� C lay✓g 2 �v ��L �%o � T^ e/.:Ln n J- !% c:-d //o yv; -.qr 0. . ?, /Y� Tar 4.�m-A, ' 11 no_f4 d� D�5r5,r.%�o,niTs a/ /Gt C 161_1 Vkr' ';4_p Z Og4r�7 .��C. 6 0. L t O r &QC 4.. r ' e, l2VA-r'i O r\. � / 9 � �• / aS it �7 L ��or•w. l7 ra in � �+7�d a���J ,tJ l��. 2, s s o-1> Piz, 71- Ca.rr7 O �+er zLo I % ✓z 0. 6 8.�Ta z DPI tl_')F Acts;,-, �A-3 anal 00, s o�a.ryes az� /fit' S £a.s �- I 11 11 I Pressure Pipe Analysis & Design INa�s�C/3s£ Circular Pipe AS U r-49 5 /00 y k _ Q Worksheet Name: DP2 MAX.CAP.OF GRATE 70' dwc {-er -4N A1a.CA~ `' 4Dp1 „ Comment: CAPACITY FLOW FROM DP2 TO NORTH CHANNEL s Solve For Pressure @ 1 Given Input Data: Elevation @ 1..... 4.25 ft Elevation @ 2..... 3.05 ft Nor4-4 ems.,^e( Pressure @ 2...... 0.38 psi=0, 38 FT Ar Discharge......... 3074.28 gpm=6,g5G;S = � j,0 /AlleAtC;4y cor Diameter.......... 15.00 in Length............ 240.00 ft Hazen -Williams C.. 120.00 Computed Results: Pressure @ 1...... Velocity.......... Headloss.......... Energy Grade @ 1.. Energy Grade @ 2.. Friction Slope.... 0.69 psi = I•S9FT 5.58 fps 1.91 ft 6.32 ft 4.41 ft 7.940 ft/1000 ft Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ' Pressure Pipe Analysis Circular Pipe & Design �eRb� CAsZ ' Worksheet Name: DP1 MAX.CAP.OF GRATE 5�..�5 ioo Y�Z 7a: /wa {ter ;n /vo. Comment: GRATE CAPACITY FLOW FROM DP1 TO DP2 ' Solve For Discharge ' Given Input Data: Elevation @ 1..... 5.27 ft Fr -MA., beP44- 4o ��(/o ✓ Pressure @ 1...... 0.53 psi = ha:) 3 .st Elevation @ 2..... 4.25 ft 6-r4fe Pressure @ 20.69 psis /, S9 FT Diameter.. ._.... 15.00 in Length............ 190.00 ft Hazen -Williams C.. 120.00 ' Computed Results: Discharge......... Velocity.. 1952.57 3.54 gpm = fps Headloss.......... 0.65 ft. Energy Grade @ 1.. 6.69 ft Energy Grade @ 2.. 6.04 ft ' Friction Slope.... 3.426 ft/1000 ft Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 1 RENO, NEVADA ELKO, NEVADA WINNEMUCCA. NEVADA 1 ENGLEWOOD,COLORADO O FORT COLLINS, COLORADO BY DATE SUBJECT L)PI ,LPO > DP SHEET NO. OF 1 CHKD. BY DATE PROJECT 7- PROD. NO. Sw-sae 1 L o Z o N rd H . AA 1AlIL Ilk U 11 n � 041 11 r v7 �w`�`'� rl I VI 11 QL 11 81 . 1cl V � M o� �n J 1 w a 11 I1 Q .. 1 V n� 1 1 1 ' Trapezoidal Channel Analysis 8 Design Open Channel - Uniform flow II II I I II Worksheet Name: EAST DRAINAGE 2YR Comment: EAST DRAINAGE TO NORTH CHANNEL Solve. For Depth Given Input Data: Bottom Width. _ . _ . 2.00 ft Left Side Slope._ 3,00:1 (H:V) , Right.Side Slope. 3.06:1 (H:V) Manning's n...... 0.040' Channel Slope_- 0.0079 ft/ft g ,....... Dischar .. r Computed Results: Depth.. 0..47 ft Velocity .. 1.55 fps Flow Area::...... 1.61 sf Flow Top Width_._ 4:83 ft Wetted -Perimeter.. 4.98 ft Critical Depth_.. 0.31 ft Critical.Slope..., 0.0391 ft/ft Froude Number.:.. 0,47'(flow .is Subcritical) Open Channel Flow Nodule, Version 3.41 (c),1991 Haestad'Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I ' Trapezoidal Channel Analysis & Design' Open Channel - Uniform flow ' Worksheet Name: EAST DRAINAGE lOYR . Comment: EAST DRAINAGE TO NORTH CHANNEL Solve For Depth %Given Input Data: Bottom Width..... 2.00ft Left Side Slope.. 3_.00.1 (H:V) Right,$ide Slope. 3.00:1 (H:V) Manning'.s n...... 0.040 Channel Slope.... 0. 079rft/ft ' Discharge..'. .. iG �r Computed Results: Depth._ ............ '0.64 ft' Velocity ......... 1.84 fps Flow Area.....'... 2.51 sf ' Flow Top.Width... 5,84 ft Wetted Perimeter. 6.04 ft Critical Depth... 0.44 ft ' Critical Slope.._ Froude Member.... 0.0358 ft/ft 0.49 (flow. is Subcriti.cal) Open Channel Flow Module, Version 3.41 (c) 1991 Haestac_1 Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 11 1 11 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: EAST DRAINAGE 100YR Comment: EAST DRAINAGE TO NORTH CHANNEL Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 2.00 ft 3.00:1 (H:V) * 3.00:1 (H:V)* 0.040 nn 0.0079 ft/ft 8,6c�5 Carr�c.�ei- �tO.K 18.30 cfs D P a 9.7css 1.22 ft 2.63 fps,: 6.95 sf 9.35 ft 9.74 ft 0.90 ft 0.0296 ft/ft 0.54 (flow is Subcritical) Trecf4 circY dCpK Chee�eo/ v5;�.q Q x 3.►sS i.3q Cross-j��eeLio� ©I'� //rww�.�y S S�ov/ r'G t�rcSPv��a �i.�E SC G.L io •'�5 Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 .1 .1 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: EAST DRAINAGE 100YR Comment: EAST DRAINAGE TO NORTH CHANNEL Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 2.00 ft 4.00:1 (H:V)4 4.00:1 (H:V)#- 0.040 0.0079 ft/ft g 6c�5 �yo,Q, DP2 18.30 cfs =7 1.13 ft Freehew.jdefkk /.28 2.48 fps ., 7.38 sf 11.05 ft 11.32 ft 0.84 ft 0.0300 ft/ft 0.54 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I .1 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: DP3 - 2YR Comment: NORTH CHANNEL Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 10.00 ft 3.00:1 (H:V) 3.00:1 (H:V) 0.060 0.0040 ft/ft 0.80 cfs 0.17 ft 0.46 fps 1.75 sf 11.00 ft 11.05 ft 0.06 ft 0.1367 ft/ft 0.20 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 6 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow ' Worksheet Name: DP3 - 10YR Comment: NORTH CHANNEL ' Solve For Depth ' Given Input Data: Bottom Width..... 10.00 ft Left Side Slope.. 3.00:1 (H:V) Right Side Slope. 3.00:1 (H:V) ' Manning's n...... 0.060 Channel Slope.... 0.0040 ft/ft ' Discharge........ 43.20 cfs Computed Results: 1 Depth..... Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... ' Critical Slope... Froude Number.... 1 11 1.64 ft 1.77 fps 24.43 sf 19.83 ft 20.36 ft 0.77 ft 0.0621 ft/ft 0.28 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 ' Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 11 U Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: DP3 - 100YR Comment: NORTH CHANNEL Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 10.00 ft 3.00:1 (H:V) 3.00:1 (H:V) 0.060 0.0040 ft/ft 73.18 cfs 2.16 ft 2.06 fps 35.59 sf 22.96 ft 23.66 ft 1.06 ft 0.0569 ft/ft 0.29 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 ' Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 .1 I 1 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: DP4 - 2YR Comment: NORTH CHANNEL Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 10.00 ft 3.00:1 (H:V) 3.00:1 (H:V) 0.060 0.0040 ft/ft 8.90 cfs 0.68 ft 1.08 fps 8.22 sf 14.10 ft 14.32 ft 0.28 ft 0.0829 ft/ft 0.25 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ' Trapezoidal Channel Analysis & Design Open Channel - Uniform flow ' Worksheet Name: DP4 - 10YR Comment: NORTH CHANNEL Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 10.00 ft 3.00:1 (H:V) 3.00:1 (H:V) 0.060 0.0040 ft/ft 57.50 cfs 1.91 ft 1.92 fps 29.94 sf 21.43 ft 22.05 ft 0.92 ft 0.0592 ft/ft 0.29 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 i Trapezoidal Channel Analysis & Design ' Open Channel - Uniform flow ' Worksheet Name: DP4 - 100YR Comment: NORTH CHANNEL ' Solve For Depth Given Input Data: Bottom Width..... 10.00 ft Left Side Slope.. 3.00:1 (H:V) Right Side Slope. 3.00:1 (H:V) Manning's n...... 0.060 Channel Slope.... 0.0040 ft/ft Discharge........ 90.36 cfs Computed Results: Depth............ 2.41 ft Velocity......... 2.18 fps Flow Area........ 41.43 sf Flow Top Width... 24.44 ft Wetted Perimeter. 25.22 ft Critical Depth... 1.20 ft ' Critical Slope... Froude Number.... 0.0550 ft/ft 0.30 (flow is Subcritical) 1 Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 .1 1 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: DP5 - 2YR Comment: NORTH CHANNEL Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 10.00 ft 3.00:1 (H:V) 3.00:1 (H:V) 0.060 0.0040 ft/ft 11.70 cfs 0.80 ft 1.18 fps 9.88 sf 14.79 ft 15.04 ft 0.34 ft 0.0786 ft/ft 0.26 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 II Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: DP5 - 10YR Comment: NORTH CHANNEL Solve For Depth Given Input Data: Bottom Width.... Left Side Slope. Right Side Slope Manning's n..... Channel Slope... Discharge....... Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 10.00 ft 3.00:1 (H:V) 3.00:1 (H:V) 0.060 0.0040 ft/ft 62.40 cfs 1.99 ft 1.97 fps 31.74 sf 21.93 ft 22.57 ft 0.96 ft 0.0584 ft/ft 0.29 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 11 I t I [1 I ;1 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: DP5 - 100YR Comment: NORTH CHANNEL Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area......, Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 10.00 ft 3.00:1 (H:V) 3.00:1 (H:V) 0.060 0.0040 ft/ft 109.80 cfs 2.66 ft 2.30 fps 47.71 sf 25.93 ft 26.80 ft 1.35 ft 0.0534 ft/ft 0.30 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I APPENDIX 11 RAINFALL AND WIND EROSION CALCULATIONS I ' RENO,NEVADA AW ��' �� �� ® ELKO, NEVADA WINNEMUCCA, NEVADA ENGLE' ORADO FORTC OLINS,C LORAD O FORT COLLINS, COLORADO BY DATE SUBJECT Leos c -5^-) Ca"r*-cam SHEET NO. OF rCHKD. BY DATE 9 PROJECT R l"IC 1AJ !E % PROD. NO. 9f-5'-s`S d..Lo'//la ifrovco",- /447CLeoY s/'I�Z C ( a. ' mo w ; 7 /P 0.) es' - is 2401 r I I I I r I I I I RAINFALL PERFORMANCE STANDARD EVALUATION --------------------------------------------------------------------- PROJECT: IitJz T STANDARD FORM A lCOMPLETED BY: �.��f, T,� r' DATE: 9/-A=- I------------------------------------------------------------- IDEVELOPEDIERODIBILITYI Asb I Lsb ( Ssb I Lb I Sb I PS ISUBBASIN-I ZONE I (ac) I (ft) I (o) .I(feet) I (a) I ( ) I /� I----------- i------- i------- i------- i -- -- l Ca - y I------- k4 I I�,Js 1II I I I �rit..l Cnr.s7�uc7!iJri 7� ���r I I / > le 65. t r ve. ii J-1. p ppq. / Ko Grip 7 I ��7-I.'�'Y' �OK��IvG �IF�•�. ©`�-'��If I 10,9 I I Ale I C N S i Ir u L' a 7 s. I � lO•C�� I ! I i � �(ir� r�� �:�H !I-{'!"u�'t'.:�.. 7b. / I/p 107 f� /7 S I / i .✓��c�f�t I i 0. 7% I � ��nvr/�:.11,�,_ I La..si.J I z l a l o• S i 7;X `ii`% I I � _ Ga.���. i ✓�,� I�o �-( 1 1 S(��� � �D•7/ I � per.-���� j!j36o ca..� � Ios I I � A , p S r a 714, Asyi I i I1��Er --------------------------------------------------------------------- I HOI/St-A:.939 C1 D 0 EFF=rTIVENESS CALCULATIONS ---------------------------------------------------------------! PROJECT: Y r! C- u����., STANDARD FORM B M COMPLETE) BY: !:!_� , �,?.ter. DATE: Erosion Control C-Factor I P-Factor Method Value Value Comment ---------------------------------------------------------- 16 .re Soy /, o Q, qo 5fr0.w Dri Q -d6 Vr// v. e4iC l-?�ArrtEr It Co 018 AreA /n/2Z ?5 v,rce, VQMCK� ----------------------------------------------------------------------I MAJORI PS SUB I AREA BASINS (;) IBASINJ (Ac) I CALCULATIONS 7- --1---/--- 4/ II�(,%5I ----- I ------ I b.35-I -------------------------------------------- ?5c,re Sow l O.k0 44)p ( �v1c 1., a.IA( rlo.c J ? %r p_ ©. 7 ------------- HOI/SF-3:19E: 1 1� 1 1 1 1 1 1 i 1 1 1 1 1 1 1 EFFECTIVENESS CAALCULATIONS -------------------------------------------------- PROJECT: C/"I L- LSE. e COMPLETED BY: 7.0 c Erosion Control C-Factor P-Factor Method Value Value ---------------------------------------- �Aef So/4- /,o 0,90 DOev M vac y 0.06 b o A4 g k"rr.T p,a/ ' 1. o ------------- MAJORI PS BASINI (n) �� Sys SUB BASIN AREA (Ac) 0.6a I ---------------- STANDARD FORM B DATE: i Comment --Ir.e3 .-4, -, . ,51�£A /NLf T ----------------------------------------- CALCULATIONS ----------------------------------------- EApJ O/ L O/ J W4olC _ (e, p)(/) d (O,/.:.)(/O.b/) F�C4r p.6� CZ7o, Foe& b.6.;z P_ o, 7y -----I I I I --------I -------------------------------------------------------- lI/Sr--3:1°E9 O /�vri.1J EFFECTIVENESS CALCULATIONS ---------------------------------------- ------------------------------ PROJECT: �i't �' lti� =�7` STANDARD FORM B COMPLETED BY: lv.t ," ?--t C.- DATE: 9/�-�, 3 Erosion Control C-Factor P-Factor MethodValueValueComment ----�- --------, o 0,01 /. O e -4-pn.v�) b; ke /, v 0.8 ------------------- -------------------------------------------------- MAJORI PS SUB I AREA BASINI (;) BASINI (Ac) I CALCULATIONS ----- ------ -------------------------------------------- `u/,rr / �!S C = o �5 t = 0,;7 I I I I----------------- HOI/SF-3:1929 hco, 5 f --------E_FECTIVENESS CALCULATIONS ---------- -------------------------------------------I PROJECT: Z/'�'1 G. S 7" STANDARD FORM B I COMPLETED BY: itJ S.s rs L GATE: jq/- I 1 Erosion Control C-Fac-�'or I P-Factor i Method Value omment I Comment------- --- ---Value Nam; .e Cr•r ss -------- d, o ------ ---- --------- b o---- MIC-1 ----------------------------------------------------------------------� MAJORI PS SUB I AREA BASINI (;) 1BASINI (Ac) I CALCULATIONS -----I------ ��� ----- ------ --------- �,--- ©,o------- VJa-dC - O. 66 D,6b P-= 1)4(o. o3 , Q ,o X - �;2,/a- �� i • I I I I I I I I------------------------- HOI/SF-3:1989 07 E=F--CTIVENESS CALCULATIONS ----------------------------------------------------------- PROJECT: J? _' C !.,U t-S7` I STANDARD FORM B COMPLETE] BY: Ly r� 7 DATE: >� I I Erosion Control C-Factor P-Factor I I Method Value --- ------------ rYlvlc� -Value ------------ �.06 ---------Comment ------- I I • bo � I ---- MAJORIPSI BASINI (;) 1 ----- I ------ ! VS SUB BASIN -----I AREA (Ac) Oo,77 CALCULATIONS -------------- 0.32G7 o . Yo 3 C= 6,0- P= 0.80 0,77 0. -7 ---------------------------- --------------------------- --------------- OI/SF-3:19P9 1 1 r. 1 1 D/r; P,5 EFFECTIVENESS CALCULATIONS -------------------------------------------------------------- PROJECT: l� /�' c.. L'u'c" S - STANDARD FORM B COMPLETED BY: jlu'rs'rs t. DATE: 8/ % Erosion Control C-Factor --- Method ----Value (rrnss 0.o7 MAJORI PS SUB I AREA I P-Factor - Value -- b6 /, o c.$ o -.S Comment BASINI (;) BASINI (Ac) I CALCULATIONS ------ -- -----------------------r ---- i ; K-------- � N, 5I ---I0. 7/ j N� . - Cans- 7 I i I ------------ HQI/SF-3:19E9 14 u le.1, c" , ?7----,- pcW (9*P1J,41. cry, / 6 S 0, 7 / P= �.�0 7 �a �I I I l I 1( I I I 1 �fJn4�Ll'fJLZ,'dr. E==ECTIVENESS CALCULATIONS - - - - - - - - - --------------------------------------------------------- � PROJECT: Silvlc- IQ J s T STANDARD FORM B COMPLETED BY: //u DATE: MAJORI BASINI ----- I �l A2 �3 I AS A6 ca. f ( PS Erosion Control C-Factor P-Factor --- Method- --Value---- Value-----Ca=ent ------------------- -- PS 77.1 7.S• 4) 74, 742. 7,2.A4 SUB SUB AREA BASIN (Ac) I yS j Id.Ga �o.77 10.7�� I I I I I I I I I --------------- HOI/SF-3:19E9 6s - £ /�->CALCULATIONS SS • � G$� 8 9 7.29 ElQIr No. r f Co, -27X97,-;9) f b, 71 x979�� 6.S � ]�7y,d i 1 t� v er-- (' �Sr,4.v-)C c' CALCULATIONS ' 1------------------ ( 1 -E___CTIVE`{ESS PROJECT: ------------------------------- I STANDARD FORM B (COMPL=TEED ' I BY: j,cJ�7 DATE: 8�5�97 ' I Erosion Control C-Factor P-Factor I Method Value Comment --- -------- ---Value ------------------------------- /-o 1 %C�12C���� • i t MAJORI PS SUB _I AREA i BASIN[ (;) `BASIN] (Ac) , CALCULATIONS I _____ ______ _____ I ______ -_ c _____------------------------ I ..do o,ly I 197 10 I I ---------------------------------------------------------------------- I i I I ' HDI/SF-3:19E� C `� -EFFECTIVENESS CALCULATIONS 1------------------ -------------------------------------- ' ( i PROJEC T :C Wf. LT STANDARD FORM B ' 1 COMPLET ED BY: DATE: SA.7-/9; I I I Erosion Control C-Factor P-Factor 1 --- Method-- -----Value Value------- Camment le ---------------- ---- be I I +���ar�._��o/ ------ --------------- -------------------------------------------------- I ' MAJORI PS SUB I AREA [ BASIN[ (;) [BASIN[ (Ac) , CALCULATIONS I '----- I ------ ----- -----------=-------------------- --- ----------- �c p �j-r-a,SS G•o�-`-1, I IA6 187-4 10.�1 =j oil 1 �`1`7a! G7•o i� —1 r � n ---------------------------------------------------------------------- HOI/SF-3:I9E9 11 1 1 i 1 1 .1 1 11 1 I 1 1 1 1 1 1 O U z� 00 0 CLr. Y, Y. O r x O x % Y W 4 4 x' Y x W. x V. x w x % x x Q x Y G Y Y x % x x y U^ x x x U z z x x x x x x x x a O O s o a z z U C7 z a w Ov ' C z z cn = cn '- w ulud zN O X o—=s—._ W Qv U O �aq z L N O O cC . 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