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Home My WebLink AboutDrainage Reports - 08/14/2009City of Ft. Collins Proved Plans �r@AP'E TT OF Approved By 1� 1��,� FOIST lLL'" Date= - 0 � Final Drainage and Erosion Control Report for Liberty Farms Fort Collins, Colorado August 19, 2008 Q � 1 435 WEST 29TH STREET IVillLOVELAND, CO 80538 N=" (970) 46 1 -266 1 CIVIL ENGINEERS FAx (970) 461-2665 www.dmwcivilengineers.com 1 1 1 1 Final Drainage and Erosion Control Report for Liberty Farms Fort Collins, Colorado August 19, 2008 Prepared for: Mr. Kevin Frazier Frazier and Company Ventures, LLC 2121 Midpoint Drive, Suite 301 Fort Collins, CO 80525 Prepared by: CIVILMNGEERS6 3400 West 161" Street Building 5, Suite Z Greeley, Colorado 80634 Phone: (970) 378-6935 Fax: (970) 378-6997 Project Number: 0710.00-LIB t 1 DM CIVIL ENGINEERS '' August 19, 2008 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 3400 WEST 1 GTH STREET BUILDING 5, SUITE Z GREELEY, 00 80634 (970) 37a-6935, FAX (970) 37B-6997 WWW.DMWCIVILENGINEERS.COM ' Re: Final Drainage and Erosion Control Report for Liberty Farms Fort Collins, Colorado ' Dear Staff: 1 i 1 1 1 1 DMW Civil Engineers, Inc. is pleased to submit this final drainage study for Liberty Farms for your review. I hereby certify that this report for the final drainage design of Liberty Farms was prepared by me, or under my direct supervision, in accordance with the technical criteria set forth in the City of Fort Collins' Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual, Volume 3, by the Urban Drainage and Flood Control District. We acknowledge that the City of Fort Collins' review of this study is only for general conformance with submittal requirements, current design criteria and standard engineering principles and practices. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, DMW CIVIL ENGINEERS, INC. tJade P. Miller, P.E. (CO #33885) Project Engineer 11 ' Final Drainage and Erosion Control Report for ' Liberty Farms ' TABLE OF CONTENTS VICINITY MAP I INTRODUCTION Page No. 1.1 Objective.................................................1 ' 1.2 Mapping and Surveying ......... . ............................ II GENERAL LOCATION AND DESCRIPTION 1 2.1 Location..................................................1 2.2 Description of Property ...................................... 1 III DRAINAGE BASINS AND SUB -BASINS ' 3.1 Major Basin Description ...................................... 1 3.2 Sub -Basin Description ....................................... 2 IV DESIGN CRITERIA 4.1 Design Criteria and Constraints ................................ 2 4.2 Hydrologic Criteria .......................................... 2 t4.3 Hydraulic Criteria ................. . ..... . ................... 3 V DRAINAGE FACILITIES DESIGN ' 5.1 Proposed Site Development .................................. 5.2 Developed Drainage Patterns ................................. 3 3 5.3 Street Capacity ............................................ 5 ' 5.4 Detention.................................................7 5.5 _Erosion Control .. 7 5.6 Water Quality .............................................. 7 ' VI CONCLUSIONS 6.1 Compliance with Standards ................................... 8 ' REFERENCES..................................................9 [1 1 1 Final Drainage and Erosion Control Report for Liberty Farms EXHIBITS Exhibit 1 8.5"x11" FIRM, Community -Panel No.08069C0982F Exhibit 2 11"x17" Developed Drainage Exhibit Exhibit 2 24"x36" Developed Drainage Plan APPENDICES Appendix A Hydrology Calculations Appendix B Street Capacity and Inlet Calculations Appendix C Storm Sewer Analysis Printouts Appendix D Swale Calculations Appendix E Riprap Calculations Appendix F Erosion Control Calculations Appendix G Detention and Water Quality Ponds and Outlet Structures Calculations am Q 11 ' Final Drainage and Erosion Control Report for Liberty Farms Fort Collins, Colorado August 19, 2008 I. INTRODUCTION ' 1.1 Objective This study documents the results of a Final hydrologic and hydraulic analysis of both pre and post -development conditions for the proposed Liberty Farms ' development. The utility plans which accompany this report are entitled Final Utility Plans for Liberty Farms prepared by DMW Civil Engineers, Inc. This report will also assist the contractor in the preparation of a Stormwater Management Plan (SWMP). ' 1.2 Mapping and Surveying Field survey information and topographic mapping with a contour interval of 1-foot was obtained by DMW Civil Engineers from King Surveyors, Windsor, Colorado. Additional topography outside of the project boundary was taken from City of Fort Collins Aerial Topography with a two (2) foot contour interval. II GENERAL LOCATION AND DESCRIPTION 2.1 Location The site is located in the southeast quarter of Section 5, Township 7 North, Range 68 West of the 6th Principal Meridian in the City of Fort Collins, Colorado. The site is bounded by the Timberline Road to the west, Larimer and Weld Canal to the north, and private property on the south and east (see vicinity map). ' 2.2 Description of Properly The Liberty Farms site is approximately 19.16 acres and has historically been used ' for agricultural purposes. The site has approximately 97% pervious coverage which consists of irrigated crops as well as native weeds and grasses. Onsite soils are predominantly Hydrologic Group C, according to the Soil Survey for Larimer i County, by the Soil Conservation Service. The existing runoff coefficient for the overall site prior to construction is estimated to be 0.27 for the design storm. The site will be zoned Low Density Mixed Use Neighborhood (L-M-N). All of the site is ' within Flood Insurance Zone C, the areas determined to be outside the 500-year flood plain, according to the FEMA Flood Insurance Rate Maps, Community -Panel No. 08069C0982F, dated December 19, 2006. The site is not located within any City designated flood plains. DRAINAGE BASINS AND SUB -BASINS 3.1 Maior Basin Description The Liberty Farms site is within the Dry Creek Basin according to the City of Fort Collins Master Drainage Plan. 1 ' Final Drainage and Erosion Control Report DMW Civil Engineers, Inc. Liberty Farms August 19, 2008 ' "Dry Creek, which is a tributary to the Poudre River, extends from near the Wyoming border to where it joins the river near Mulberry and Timberline. The Dry ' Creek Basin is approximately 23 miles long and six miles wide and encompasses approximately 62 square miles. The land use in the upper and middle portions of the basin is primarily rangeland and irrigated hay meadows and pastures. The ' majority of the lower basin is developed and includes commercial, industrial and residential uses. The natural channel has disappeared in some areas of the lower basin because of development."' 1 The Master Plan identifies an existing spill from the Larimer and Weld Canal irrigation ditch from the north, potentially onto the Liberty Farms site. There is not ' a specifically identifiable low point where this historic 55 cfs overflow from the irrigation ditch spills. Grading on the Liberty Farms site is designed to capture a ' spill and direct it to the detention pond where it will be passed through, undetained, via the outlet structure or overflow weir. ' The Boxelder/ Cooper Slough Master Plan also proposes a 247 cfs conveyance across the Larimer and Weld Canal irrigation ditch. This channel would convey runoff from the north across the canal to the south adjacent to the east property line ' of the Liberty Farms site. These flows would continue through the adjacent property to the south and eventually return to the Boxelder/Cooper Slough Basin south of Vine Drive. 3.2 Sub -Basin Description The Liberty Farms site is split east to west by a naturally occurring ridge. ' Stormwater runoff from the north portion of the site drains overland generally from west to east at slopes ranging from 0.5% to 1 %. Stormwater runoff from the southern portion of the site drains to the south at slopes ranging from 2% to 10% ' directly into a local irrigation lateral along the south boundary of the site. Flows are then conveyed to the east and under the BNSF Railroad. IV. DESIGN CRITERIA 4.1 Design Criteria and Constraints ' Drainage design criteria speed in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual, Volume 3 by the Urban Drainage and Flood Control District have been referenced in the preparation of this study. 4.2 Hydrologic Criteria The rational method has been used to estimate peak stormwater runoff from the project site. An initial 2-year and major 100-year design storms have been used to ' Page 2 ' Final Drainage and Erosion Control Report DMW Civil Engineers, Inc. Liberty Farms August 19, 2008 ' evaluate the proposed drainage system. A complete SWMM model will be performed for the Final Compliance phase of this development. Calculations made as part of this investigation, along with other supporting material, are contained in Appendix A. ' Rainfall intensity data for the rational method has been taken from rainfall intensity data tables contained in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual (see Figure 3-1 a). Composite runoff coefficients were generated using Table 3-3 and 3-4 of the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual. 4.3 Hydraulic Criteria The "Storm Sewers" module from a computer program "Eagle Point" has been used to analyze the capacity of proposed storm sewers for the site. A number of spreadsheets, provided by the Urban Drainage and Flood Control District have also been used as a design aid for inlets. V. DRAINAGE FACILITIES DESIGN 5.1 Proposed Site Development Development of the Liberty Farms site will consist of residential lots for senior/assisted living buildings, common area tracts and open space. The site infrastructure includes arterial and local connector streets, sanitary sewer, storm sewer, and a water distribution system. Timberline Road adjacent to the site on the west will be improved to include wider paving with curb and gutter. Approximately 18.5 acres of the 19.2 acre site will be disturbed with the construction of this project. The runoff coefficient for the overall site after construction is estimated to be approximately 0.63 for the design storm. ' 5.2 Developed Drainage Patterns The developed site has been divided into fourteen (14) onsite drainage basins. Stormwater runoff will be conveyed overland, through concrete gutters, and storm sewers to an interim retention pond system. This system is composed of an on -site ' pond, Pond 12, and an off -site pond, the East Pond. The final configuration will consist of a detention/ water quality pond, Pond 12, and subsequent discharge to the Master Flan storm pipe which will run along the east side of the site. Some stormwater runoff is permitted to flow directly into the existing irrigation lateral from vegetated lot areas and small areas of paved roadway. ' Basin 1 (2.65 acres) includes much of the southwest portion of the site. Internal parking areas, lots and oudots all drain overland directly into the parking areas and are conveyed in gutters and pans to Inlet 1 which collects the runoff before it Page 3 Final Drainage and Erosion Control Report DMW Civil Engineers, Inc. Liberty Farms August 19, 2008 ' crosses the sidewalk at the driveway. Stormwater is conveyed in the proposed storm sewer to detention Pond 12. The 2 and 100-year peak discharges from the ' basin are 4.8 and 21.1 cfs, respectively. Basin 2 (1.44 acres) includes streets and adjacent areas in the southwest portion 1 of the site. Right of Way, lots and outlots all drain overland directly into the streets and are conveyed in gutters and pans to Inlet 2 which collects the runoff before it exceeds the street capacity for an arterial roadway. Stormwater is conveyed in the ' proposed storm sewer to detention Pond 12. The 2 and 100-year peak discharges from the basins are 2.1 and 9.3 cfs, respectively. ' Basins 3 and 4 (1.52 acres) includes streets and adjacent areas in the northwest portion of the site. Right of Way, lots and outlots all drain overland directly into the ' streets and are conveyed in gutters and pans to Inlet 4 which collects the runoff before it exceeds the street capacity for an arterial roadway. Stormwater is conveyed in the proposed storm sewer to detention Pond 12. The 2 and 100-year ' peak discharges from the basins are 3.0 and 13.0 cfs, respectively. Basin 5 (2.03 acres) includes much of the northwest portion of the site. Internal parking areas, lots and outlots all drain overland directly into the parking areas and are conveyed in gutters and pans to Inlet 5 which collects the runoff in the parking lot so it does not cross the sidewalk at the driveway. Stormwater is conveyed in the ' proposed storm sewer to detention Pond 12. The 2 and 100-year peak discharges from the basin ise 3.5 and 15.4 cfs, respectively. ' Basin 6 (2.19 acres) includes much of the southeast portion of the site. Internal parking areas, lots and outlots all drain overland directly into the parking areas and are conveyed in gutters and pans to Inlet 6 which collects the runoff before it crosses the sidewalk at the driveway. Stormwater is conveyed in the proposed storm sewer to detention Pond 12. The 2 and 100-year peak discharges from the basin are 3.4 and 14.9 cfs, respectively. Basin 7 (0.59 acres) includes a portion of the southeast area of the site which does ' not drain to the parking area. The mostly landscaped area drains via Swale D to a metal sidewalk culvert which conveys the runoff north to Cherryhurst Road. Stormwater is conveyed in the street and storm sewer to detention Pond 12. The ' 2 and 100-year peak discharges from the basin are 0.8 and 3.4 cfs, respectively. Basin 8 (1.90 acres) includes streets and adjacent areas in the southeast portion ' of the site. Right of Way, lots and outlots all drain overland directly into the streets and are conveyed in gutters and pans to Inlet 8 which collects the runoff before it exceeds the street capacity for a local connector roadway. Stormwater is conveyed t Page 4 1 L ' Final Drainage and Erosion Control Report DMW Civil Engineers, Inc. Liberty Farms August 19, 2008 ' in the proposed storm sewer to detention Pond 12. The 2 and 100-year peak discharges from the basins are 2.7 and 11.8 cfs, respectively. ' Basins 9 and 09 (1.63 acres) includes streets and adjacent areas in the northeast portion of the site. Right of Way, lots and outlots all drain overland directly into the streets and are conveyed in gutters and pans to Inlet 9 which collects the runoff before it exceeds the street capacity for a local connector roadway. Stormwater is conveyed in the proposed storm sewer to detention Pond 12. The 2 and 100-year ' peak discharges from the basins are 2.4 and 10.5 cfs, respectively. Basins 10 and 010 (1.23 acres) include the northwest edge of the site. Undeveloped off -site area and the mostly landscaped on -site area drain via Swale B to Culvert 1. Culvert 1 conveys flows under Collamer Road to the east. The 2 ' and 100-year peak discharges from the basins are 0.9 and 3.7 cfs, respectively. Basins 11 and 011 (0.71 acres) include the northeast edge of the site. Undeveloped off -site area and the mostly landscaped on -site area drain via Swale C to the east into Pond 12. The 2 and 100-year peak discharges from the basins are 0.9 and 3.7 cfs, respectively. ' Basins 12 and 012 (0.95 acres) include the northeast comer of the site. Internal parking areas, lots and outlots all drain overland directly into detention Pond 12. ' The 2 and 100-year peak discharges from the basins are 0.7 and 3.2 cfs, respectively. The total 2 and 100-year peak discharges into the pond for all of the basins are 18.6 and 81.0 cfs respectively. ' Basin 13 (0.21 acres) includes Timberline Road south of Cherryhurst Road. Runoff from the street and Right of Way drains directly into the street and is conveyed in gutters and pans to the south and is undetained. The 2 and 100-year peak discharges into the pond are 0.4 and 1.5 cfs, respectively. ' Basin 14 (2.79 acres) is mostly comprised of open space and undeveloped areas along the south edge of the site. This basin drains directly into the irrigation ditch along the south boundary of the site. If the ditch is bank full, the runoff from this ' basin will discharge offsite to the south. The undeveloped portions of this basin are not accounted for in the detention calculations. The developed portion of this basin ' is free -releasing and an adjustment in the allowable release rate for the detention pond has been made to account for the undetained flows. The 2 and 100-year peak discharges from the basin are 2.2 and 9.6 cfs, respectively. ' 5.3 Street Capacity Based on allowable street flow depths found in Tables 4-1, and 4-2 in the City of t Page 5 G' I Final Drainage and Erosion Control Report DMW Civil Engineers, Inc. Liberty Farms August 19, 2008 ' Fort Collins Storm Drainage Design Criteria and Construction Standards manual, the storm drainage system and streets have been designed to provide the necessary accessibility during certain storm events. The streets within Liberty Farms have two designations, Arterial and Local Connector. For the initial storm, no curb topping may occur on either the Local or the Arterial; flow may spread to ' the crown of the Local street but leave at least one-half (%) of the roadway width free of water in each direction of the Arterial street. For the major storm, the depth of water must not exceed the Local street crown by more than six inches and may ' not overtop the crown at all of the Arterial street; the flowline depth of the Arterial is limited to 18 inches. For the Liberty Farms site, the allowable flowline depth for an Arterial is 4.64 inches and 13.76 inches for the 2 and 100-year storm ' discharges, respectively. The allowable flow depth for a Local Connector is 5.84 inches and 11.84 inches for the 2 and 100-year storm discharges, respectively. Street capacity worksheets are provided to demonstrate the street design discharges at critical locations on the site. Inlets have been placed in order to remove part or all of the excess stormwater necessary to meet the standards. The Final drainage system has been designed in accordance with the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual for both the 2 and 100-year events. Appendix B contains Tables 4-1, and 4-2 well as all the street capacity calculations. 5.4 Detention and Retention ' Per the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual, detention facilities shall be provided to detain the 100-year storm water runoff from the developed site and release the flow at a rate not to ' exceed the historic rate for the 2-year storm. One detention pond is proposed on the east side of the development. Final detention calculations made as part of this study are contained in Appendix G. ' The 2-year historic release rate for the Dry Creek Basin per the City Engineering Department is 0.2 cfs per acre for the 100-year storm. Detention Pond 12 is located at the northeast corner of the Liberty Farms site and will detain stormwater runoff from the site. Pond 12 will provide single -stage ' detention with a control outlet structure consisting of a grated inlet with an orifice controlled outlet pipe. The pond has been designed to release a maximum 100-year discharge of 1.9 cfs through a grated inlet and 4.86-inch diameter orifice plate over ' an eighteen inch diameter storm sewer with a maximum 100-yr water surface elevation of 4973.77. ' The detention pond will not function as such until the construction of the City's Master Planned storm outfall along the east side of the site. Until then, an interim t Page 6 I 1 Final Drainage and Erosion Control Report Liberty Farms August 19, 2008 DMW Civil Engineers, Inc. retention pond system will be used, with no runoff released from the ponds. Per City of Fort Collins standards the retention ponds provide storage to capture twice the 100-yr retention volume. For comparison, UDFCD Volume 2, Chapter 10, Section 3.3.4 requires capturing 1.5 times the 24-hour,100-year, runoff. This would be 1.5 times the total runoff, rather than 2 times the routed volume that was used in this study. The East Pond is located off -site just east of Pond 12 and south of the Larimer- Weld Ditch. The East Pond and Pond 12 are connected with an 18-inch storm pipe. This pipe will also serve as the connection from the outlet works to the Master Planned storm outfall. The East Pond provides 3.18 ac-ft of additional storage at a maximum water surface elevation of 4974.0. Detention Pond 12 provides 3.67 ac- ft of storage at a maximum water surface elevation of 4974.0. Thus providing a total of 6.85 ac-ft retention storage volume (double the amount calculated as required to retain the 100-year storm with a 0 cfs release rate). ' 5.5 Erosion Control The erosion control plan presented here is intended to control rainfall erosion. The Erosion Control Reference Manual for Construction Sites (ECRM), City of Fort Collins, has been referenced for this erosion control plan. Appendix C contains worksheets for erosion control design as well as for erosion control escrow security. The proposed rainfall erosion control plan during construction will consist of minimizing soil exposure, protection of exposed soils and temporary and permanent structural sediment control measures. Permanent erosion control methods will ' consist of permanent seeding and water quality ponds. Temporary structural sediment control for the site will consist of silt fence surrounding the areas of construction, straw bale filters, and temporary sediment control ponds. All temporary structural sediment control measures shall be inspected and maintained as needed after every storm event. See the Grading ' and Erosion Control Plan for locations of proposed sediment control measures. 5.6 Water Quality ' Structural Best Management Practices (BMPs) are proposed for the Liberty Farms site to improve water quality of runoff as recommended by the Urban Storm Drainage Criteria Manual. The detention ponds will incorporate extended detention ' basins for water quality purposes. An extended detention basin (EDB) is a sedimentation basin which uses a much smaller outlet that extends the emptying time of the more frequently occurring runoff events to facilitate pollutant removal. Soluble pollutant removal can be somewhat ' Page 7 11 ' Final Drainage and Erosion Control Report DMW Civil Engineers, Inc. Liberty Farms August 19, 2008 ' enhanced by providing a small wetland marsh or ponding area in the basin's bottom to promote biological uptake. The basins are considered to be "dry" because they are designed not to have a significant permanent pool of water remaining between storm runoff events. However, EDB may develop wetland vegetation and sometimes shallow pools in the bottom portions of the facilities. Pond 12 has been designed to provide 0.30 acre feet of water quality capture volume in addition to 0.07 acre feet of sediment storage with a water surface elevation of 4966.28. Release of the captured water is controlled by a steel plate with one column of three 1.75" diameter circular perforations. For detention calculation purposes, in accordance with the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual, the water ' quality capture volume has been added to the 100-year storage requirements. In the interim condition, water quality capture volume has not been added to the 100- year storage requirements because the entire runoff has been retained with no ' discharge, thus providing the maximum water quality capture possible. ' VI. CONCLUSIONS 6.1 Compliance with Standards All drainage analyses have been performed according to the City of Fort Collins' ' Storm Drainage Design Criteria and Construction Standards manual and the Urban Storm Drainage Criteria Manual Volume 3, by the Urban Drainage and Flood Control District. 1 ' Page 8 Final Drainage and Erosion Control Report Liberty Farms August 19, 2008 REFERENCES DMW Civil Engineers, Inc. 1) City of Fort Collins, Storm Drainage Design Criteria and Construction Standards, Fort Collins, Colorado, May, 1997, revised 1999. 2) Soil Survey of Larimer County Area, Colorado, United States Department of Agriculture, December 1980, 3) Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual, Wright Water Engineers, Denver, Colorado, June, 2001. Page 9 1] 11 �I 1] Exhibits I I 1 1 1 1 1 1 1 1 1 1 1 1 i 1 mou $@m rppc�� a mm'—u ,� 11cm�j. A ,Tpp LLGo alms y QW ODO CS Pi' S�`w z QQ O 8 SLLEj� id v m o 0b UP oa ao ��3pa U�~ .12 � U ul II co o I! UN � 0 frr oo � I 00 �I AINnOO 213WRPd1 OVOU 3Nna3awu SNI11001110d JO AIIO i 3c t3 1 1 1 1 1 1 1 1 1 1 �rlror��lnro NY-1d 30VMYtl0 03dOMA30MO SMMA� E]MAW /r X471 555[y�jieiyi�+�� 5� Ey�d]�iiyJS¢�� hall. e(e,�i:•�/i/'' A li U Id d li li eA��6�1-{pq ey��TadY' 3 9(4Jl��b3 ''•�'/ I'' _ ,i t4E4E55 gb i� • 1/i I iiiinny��yy s�v�tt � , • •II \ \ IGE ,p; % �•�, `-S by Q/ i ai Bi Bi Bi all • / .;'% / 1i -�/ @*%% /f/ r y I/� �•5 �'�ti,�1/i r� i � 1.1 114 1 l i c I /iirV 1 �.A� ��llrl(l / /� II '11 IQIIII gy / / a - - I i I 1 I Appendix A I ' DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF 1 1 n 1 1 ,1 1 2.4 Time of Concentration One of the basic assumptions underlying the Rational Method is that runoff is a function of the average rainfall rate during the time required for water to flow from the most remote part of the drainage area under consideration to the design point. However, in practice, the time of concentration can be an empirical value that results in reasonable and acceptable peak flow calculations. The time of concentration relationships recommended in this Manual are based in part on the rainfall -runoff data collected in the Denver metropolitan area and are designed to work with the runoff coefficients also recommended in this Manual. As a result, these recommendations need to be used with a great deal of caution whenever working in areas that may differ significantly from the climate or topography found in the Denver region. For urban areas, the time of concentration, t,, consists of an initial time or overland flow time, t;, plus the travel time, t, in the storm sewer, paved gutter, roadside drainage ditch, or drainage channel. For non - urban areas, the time of concentration consists of an overland flow time, t;; plus the time of travel in a defined form, such as a swale, channel, or drainageway. The travel portion, t„ of the time of concentration can be estimated from the hydraulic properties of the storm sewer, gutter, swale, ditch, or drainageway. Initial time, on the other hand, will vary with surface slope, depression storage, surface cover, antecedent rainfall, and infiltration capacity of the soil, as well as distance of surface flow. The time of concentration is represented by Equation RO-2 for both urban and non -urban areas: tC = ti + tt in which: tc = time of concentration (minutes) t, = initial or overland flow time (minutes) t, = travel time in the ditch, channel, gutter, storm sewer, etc. (minutes) (RO-2) 2.4.1 Initial Flow Time. The initial or overland flow time, t,, may be calculated using equation RO-3: �� - �I r5 1.�6t5 ► , t3 I � ��I(raUS �p t7to tJ 0.395(1.1—CSt L 6ffeAoie- S 0A6 try%tJnr F17F7 t sO.33 (RO-3) in which: t; = initial or overland flow time (minutes) CS = runoff coefficient for 5-year frequency (from Table RO-5) 06/2001 RO-5 ' Urban Drainage and Flood Control District RUNOFF DRAINAGE CRITERIA MANUAL (V. 1) L = length of overland flow (500 ft maximum for non -urban land uses, 300 ft maximum for urban land uses) S = average basin slope (ft/ft) Equation RO-3 is adequate for distances up to 500 feet. Note that, in some urban watersheds, the overland flow time may be very small because flows quickly channelize. 2.4.2 Overland Travel Time.. For catchments with overland and channelized flow, the time of concentration needs to be considered in combination with the overland travel time, t„ which is calculated using the hydraulic properties of the swale, ditch, or channel. For preliminary work, the overland travel time, t,, can be estimated with the help of Figure RO-1 or the following equation (Guo 1999): . V = C Sw0.s (RO-4) in which: V = velocity (ft/sec) G = conveyance coefficient (from Table RO-2) S„, = watercourse slope (fUft) TABLE RO-2 Conveyance Coefficient, C,. -Type of Land Surface Conveyance Coefficient, C Heavy meadow 2.5 Tillage/field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 The time of concentration, t,, is then the sum of the initial flow time, t,, and the travel time, t„ as per Equation RO-2. 2.4.3 First Design Point Time of Concentration in Urban Catchments. Using this procedure, the time of concentration at the first design point (i.e., initial flow time, t,) in an urbanized catchment should not exceed the time of concentration calculated using Equation RO-5. t`=1L +10 ROW (RO-5) 06/2001 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF 5C 3C 1- 20 2 W 0 IX W a 10 Z W Q. 0 5 W cc 3 0 u 2 a W t- 1 mill milli I 11110 �/" —F��I��—��i�� ►�26AMNIMA 2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE RO-1 Estimate of Average Overland Flow Velocity for Use With the Rational Formula 06/2001 Urban Drainage and Flood Control District RO-13 MAY 1984 utaiury t.m i tm1A ' Table 3-2 RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS Description of Area or Zoning Coefficient Business: BP, BL ........................................................................ ................ Business: BG, HB, C 0.85 .................................................................................. Industrial: IL.IP 0.95 ' ............................. .....................................................:..**. Industrial: IG................................................................................ 0.85 0.95 Residential: RE, RLP .................................................:.............................. Residential: RL, ML, RP 0.45 ' ............................................................................. Residential: FILM, RMP.............................................................................. Residential: 0.50 0.60 RM, MM ............................... ......................................... .......... Residential: RH 0.65 .......................................................................................... Parks, Cemeteries 0.70 ' ...................................................................................... Playgrounds........................................................ .............. ......................... 0.25 0:35 RailroadYard Areas .................................................................................. . Unimproved Areas 0.40 ...................................................................................... 0.20 ' Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS ' Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt................................................................................................ 0.95 ' Concrete............................................................................................. 0.95 Gravel........ :......................................................................................... 0.50 Roofs.......................................................................................................... 0.95 Lawns, Sandy Soil: Flat<2%................................................................ Average2 to 7% .................................................................................. 0.15 Steep>7%............................................................:............................. Lawns, Heavy Soil: 0.20 Flat<2%...................................:......................................................... 0.20, ' Average 2 to 7% Steep>7%.......................................................................................... .................................................................................. 0.25 0.35 ' Table 3-4 RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS Storm Retum Period Frequency Factor ' (years) Cr 2 to 10 1.00 11 to25 1:10 ' 26 to 50 1.20 51 to 100 1.25 Note: The product of C times C, shall not exceed 1.00 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 5.00 2.85 4.87 9.95 6.00 2:67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 '19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 [1 I I 1 I I l: 1 I� City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (31 minutes - 60 minutes) Figure 3-1b Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 31.00 1.27 2.16 4.42 32.00 1.24 2.12 4.33 33.00 1.22 2.08 4.24 34.00 1.19 2.04 4.16 35.00 1.17 2.00 4.08 36.00 1.15 1.96 4.01 37.00 1.13 1.93 3.93 38.00 1.11 1.89 3.87 39.00 1.09 1.86 3.80 40.00 1.07 1.83 3.74 41.00 1.05 1.80 3.68 42.00 1.04 1.77 3.62 43.00 1.02 1.74 3.56 44.00 1.01 1.72 3.51 45.00 0.99 1.69 3.46 46.00 0.98 1.67 3.41 47.00 0.96 1.64 3.36 48.00 0.95 1.62 3.31 49.00 0.94 1.60 3.27 50.00 0.92 1.58 3.23 51.00 0.91 1.56 3.18 52.00 0.90 1.54 3.14 53.00 0.89 1.52 3.10 54.00 0.88 1.50 3.07 55.00 0.87 1.48 3.03 56.00 0.86 1.47 2.99 57.00 0.85 1.45 2.96 58.00 0.84 1.43 2.92 59.00 0.83 1.42 2.89 60.00 0.82 1.40 1 2.86 I No Text 1 1 i 1 1 1 1 1 I 1 1 1 1 1 U C N CD N c cx c W 2 > J U Cl 0 m ci 'a+ � c ca U 75 �.i 0 Rj U U U r C d tQ1 c N O U to O to LOU, C E m U9 m m N W 0 O O O O O O U o In cc a co W d Cd N t N d> mj> w 0 C 3 c'n inac7o0 co 0 � W O C (6 C Cl � C N O Ii O 4.0 O •Q 0 r N U, CL U ' O U E mcc o� 0 Q T co cc V In d' cc E o0 o m B a ca o U C 00 o o E Lm N > O CD O ul J O O U N C Q U 0 C O Z _ 11 1` w N o.H Y O d440i c H -0 `o 0= s z co aUUati c E co E c U N O .2, � o Z m E w U a 0 c o Q o U o U c 0 1i M it CM M O N O V'cr w U m m F-: m m m n n n In m n n n n n n O U c co U Cl) n t- W O O O m M P- M M O N m etr- w U m (0 � CD CD CO n n n m m � n N. n n n OO O O O O O O O O O O O O O O O O U J W OIOI�Iop10 I�-I OI N10 I OI OI OI OCIP I�IIW OIOIGo ca 0 �mcMnmm Q W 0 0 0 w o O U C,t7 N m QU �000 N T W Ojs�jc�, Q O O O 0 O to j Ito) COCd oo� U CLf)D 'qt t Q � N I e: nM�mmaoaoovv NNmtAN�nNONN m N OM 0 M� IVf mI OI nl nl vl W l to N � W O 1C1 oo.-00000000 O vnNmo O (V O O ': mICVImINIOI1IN 41611I1I �IMl�lc%�I•=�c0l�lmin 0v1meeeeme11meemimi _I 1 1 1 1 U c (U (U c 0) c W of = WU o J N � N _ Q O 0 m cc +�cc Rf c O cp 75 U U c w d O U LO ONNLO c w C A W C A O f N O C7 Ci O CJ C7 O U c� C~/_J N N U C to U r a CCU U oC 06 W N dCo > (U 0 C t > 0 3 co oo U r d U E W 0 C CCI CDC aI O O V O 4-0Q .O ` r L V O N C Q. 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ITININIMI�I�I�INIMImIrImIMIOIO N O T J 1 1 1 1 U C N N C C w � Lij> " � Co N O V 0 O N U w� o CIS o U = W > > O U r tNN0 I.I. .N C _cc O L :.i O U 0LN u U t m W = li N Em m ti 6 CL m 0 o 0 > o O c 11 if o Z o aH 0- a) 0 U a o (D ma m E m E cm H W 0 U N to P- C14 N d 3 N m > W to 03 W W r W 0 C W N cc OWE 2 C W 0) W m 7 N W CO W E c N . 3 d W a v W O >, (D v w �co o. Cco W > cu H = Hco d U F N D1 N to W c 2L c CD N 12 co c W E y \ L O � O v N U O E� > ,n + v La co 0) to O +� It II 11 11 H H H H F u a. 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N to o to to OO to to O O OO NN N �NE CID Mom GoOCD 0 00 0 O r co c0OC 00000 �Otn to o OOO O O Cl O O O Cl oN 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 01 C�n o lw QO NNE OOP co w tooO to O 1- 1� � � .-- � .- N CID aE~ IE"t O N to to v cM co, O st O O O��O �O OO Co OOo o O O O O O COO N toNNN w tAO N N N O N ON Cl O N O O O N N o Cl Cl 0 0 0 0 0 O O C o 0 0 0 0 0 0 0 0 0 0 0 0 to tnininooO 0 ClLoo0 to o to o O o IDI 0000000000000 INNc V IN N N IN IN IN N N INN OOOOO00000aCoa0aa E c O r 0 0 0 0 0 0 IN 0 0 0 0 0 F E O CO O O O o 0 0 0 0 0 n 0 0 0 co V Oo o XNWe ooc0 coo O s} c.h—t. to m w71: CD D to CD 0OO00000coo00aOOO a ao N O eF Em a7 lOmNOm t�O0O0f ON P � o o 0 0 .- o o O m o N O R O 0 O n O N N O N I 1 I I I 1 11 I Appendix B I ' 4.2.2 Initial Storms The determination of the street runoff carrying capacity shall be based on the ' following procedure: Compute the theoretical flow conditions for pavement encroachment. • Apply a reduction factor to the theoretical flow rate to take into account field conditions (See Section 4.2.2.3 "Allowable Gutter Flow") 4.2.2.1 Street Encroachment The encroachment of gutter flow on the street for the initial storm runoff shall not exceed the specifications set forth in Table 4-1. A storm drainage system shall begin where the encroachment reaches the limits found in this table. Table 4-1 INITIAL STORM -- STREET RUNOFF ENCROACMV�KT Street Classification Maximum Encroachment Local (includes places, alleys, No curb -topping. HFlow may marginal access) spread to crown of street ' Collector No curb -topping. HFlow spread must leave at least one lane width free of water ' Major Arterial No curb -topping. HFlow spread must leave at least one-half (1/2) of roadway width free of water in each ' direction jwhere no curbing exists, encroachment shall not extend over property lines. 4.2.2,2 Theoretical Capacity Once the allowable pavement encroachment has been established, theoretical gutter capacity shall be computed using the following ' revised Manning's equation for flow in shallow triangular channels: Q = 0.56 Z S112 y8ii Where Q = Theoretical Gutter Capacity, cfs y = Depth of Flow at Face of Gutter, feet n = Roughness Coefficient S = Channel Slope, feet/feet Z = Reciprocal of Cross Slope, feet/feet ' A nomograph based on the previous equation has been developed and is included in Figure 4-1. The graph is applicable for all gutter configurations. An 'n" value of 0.016 shall be used for all calculations involving street runoff. ' 4.2.2.3 Allowable Gutter Flop L� 1 May 1984 In order to calculate the actual flow rate allowable, the theoretical capacity shall be multiplied by a reduction factor. These factors are determined by the curve in Figure 4-2 entitled "Reduction Factors for Allowable Gutter Capacity". The allowable gutter flow calculated thusly is the value to be used in the drainage system calculations. Design Criteria 4.2.3 Major Storms 'FI 1 H [_I The determination of the allowable street flow due to the major storm shall be based on the following criteria: Theoretical capacity based on allowable depth and inundated area. • Reduced allowable flow due to velocity conditions. 4.2.3.1 Street Encroachment Table 4-2 sets forth the allowable street inundation for the major storm runoff. Table 4-2 MAJOR STORM - STREET RUNOFF ENCROAC104ENT Street Classification Maximum Encroachment Local(includes places, Residential dwellings, public, alleys, marginal commercial, and industrial buildings access & collector) shall not be inundated at the ground line unless buildings are flood proofed. The depth of water over the crown shall not exceed 6 inches. Arterial Major Arterial May 1984 Revised January 1997 Residential dwellings, public, commercial and industrial buildings shall not be inundated at the ground line unless buildings are flood proofed. Depth of water at the street crown shall not exceed 6 inches to allow operation of emergency vehicles. The depth of water over the gutter flowline shall not exceed 18 inches. In some cases, the 18 inch depth over the gutter flowline is more restrictive than the 6 -inch depth over the Street crown. For these conditions, the most restrictive of the two criterial shall govern. Residential _ dwellings, public, commercial and industrial buildings shall not be inundated at the ground line unless buildings are flood proofed. The street flow shall not overtop the crown to allow operation of emergency vehicles. The depth of water over the gutter flowline shall not exceed 18 inches. In some cases, the 18 inch depth over the gutter flowline is more restrictive than no overtopping of the crown. For these conditions, the most restrictive of the two criteria shall govern. Design Criteria 11 1 1 1 I� ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) �I (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Liberty Farms Inlet ID: Inlet 1 RACK TC ROWN 'I ... , T, TMPM SBACK 4 W T' - Tx Sheet -:-1 Crown ` Qw.i Q - CURB d a- I rum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line :e from Curt Face to Street Crown Depression Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) ter Cross Slope (Eq. ST-8) :er Depth without Gutter Depression (Eq. ST-2) :er Depth with a Gutter Depression wable Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) dtarge outside the Gutter Section W, carded in Section TA ;harge within the Gutter Section W (QT- OK) :harge Behind the Curb (e.g., sidewalk, driveways, & lawns) :imum Flow Based On Allowable Water Spread v Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth heoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W IT - W) ' Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tx TH Actual Discharge outside the Gutter Section W, (limited by distance TcRan,N) Discharge within the Gutter Section W (Qd - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Total Discharge for Major & Minor Storm Flow Velocity Within the Gutter Section V'd Product: Flow Velocity Times Gutter Flowline Depth ' Slope -Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Max Flow Based an Allow. Gutter Depth (Safety Factor Applied) Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) Resultant Flow Depth at Street Crown (Safety Factor Applied) 1 LIB-IN01.xls, Q-Allow TmcK = 5.0 ft SBACK = 0.0200 ft. vert. / ft. horiz nBACK = 0.0350 HCURB = 6.00 inches TCROWN 28.0 ft a = 1.52 inches W = 2.00 ft SK = 0.0200 ft. vert. / ft. horiz So = 0.0060 ft. vert. / ft. horiz nRTREET = 0.0160 T. - dw,K = SW y d TX: Eo: Qx' Qw' ABACK= T: Q V= V'd = TTH ' TKTH' EC: Qx TH Qx' QW: ABACK' Q= V= V'd = R= Qd` d= dCROWN AA:..... e:...... u.,:... cr.-..., 28.01 28.0 6.001 9.00 RAi..... er...... AA.i.-. cry.,,, 0.0833 0.0833 6.72 6.72 8.24 8.24 26.0 26.0 0.209 0.209 23.7 23.7 6.3 6.3 0.6 0.6 30.6 30.6 5.21 5.2 3.61 3.6 u:n.., eb..... \A-!-. eb..-.. 18.7 31.2 16.7 29.2 0.319 0.186 7.2 32.2 7.2 32.1 3.4 7.4 0.0 1.1 10.6 40.6 4.1 5.5 2.0 4.1 1.00 1.00 10.6 40.6 6.00 9.00 0.00 0.76 t nches {=yes t/ft nches nches t ;fs Ys ,is :fs ps ,is ;ft ;fs ds ps :fs nches nches Minor Storm Me' or Stonn Il lowable Gutter Capacity Based on Minimum of QT or Q. Q.1„ = 10.61 30.6 1 cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' , 2/26/2008. 5:02 AM I I 1 1 [1 INLET IN A SUMP OR SAG LOCATION Project = Liberty Farms inlet ID = Inlet 1 .1—Lo (C)X H-Curb H-Vert 7I'o W Lo (Gl of Inlet d Depression (addabnat to =bAuous gutter depress on'a' from'QMawf) ,bar of Unit Inlets (Grate or Curt) Opening) e Information ith of a Unit Grate h of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) ling Factor for a Single Grate (typical value 0.50- 0.70) Weir Coefficient (typical value 3.00) Orrcke Coeh -lent (typical value 0.67) i Opening Information th of a Unit Curb Opening ht of Vertical Curb Opening in Inches - at of Curb Orfte Throat in Inches e of Throat (am USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 2 feet) ling Factor for a Single Curb Opening (typical value 0. 10) Opening Weir Coefficient (lypira/ value 230-3.00) Iging Coefficient for Multiple Units ging Factor for Multiple Units e as a Weir Depth at Local Depression without Clogging (0 cis grate, 4.8 cis curb) Row Used for Combination Inlets Only Depth at Local Depression wi0. Clogging (0 its gate. 4.6 cis curb) Ron Used for Combination Inlets Only e as an Orifice Depth at Local Depression without Clogging (0 Cs grate, 4.8 cis curb) Depth at Local Depression with Clogging (0 cis grate, 4.8 cis curb) ling Coefficient for Multiple Units ling Factor for Multiple Unlb as a Weir, Grate a9 an Orifice Depth at Local Depression without Clogging (0 cis grate, 4.8 cis curb) Depth at Local Depression with Clogging (0 cis grate, 4.8 cis curb) as an Orifice, Grate as an Orifice Depth at Local Depression without Clogging (0 cis grate, 4.8 its curb) Depth at Local Depression with Clogging (0 cis grate, 4.8 cis curb) Wing Gutter Flow Depth Outside of Local Depression imam meet Condtfib s Inlet Length Inlet Interception Capacity (Design Discharge from OPeak) ham Gutter Flow Depth (based on sheet GAllow geometry) harm Street Flow Spread (based an sheet ?ANow geomehy) ham Flow Deoth at Street Crown LIB-INOt.)ds, Inlet In Sump Type a.wn No L.(G)= A... G(G)= C. (G) _ C.(G)= L.(C)= H..= MINOR MAJOR CDOT Type R Curb Opening 3.00 3.00 Inches 1 1 .nano WA WA WA WA WA N/A WA N/A WA N/A WA WA Theta = 63.4 63.4 W. = 2.00 2.00 Cr(C)= 0.10 0.10 C. (C) = 230 230 C. (C) = 0.67 0.67 MINOR MAJOR Coef = WA WA Clog - WA N/A N/A N/A N/A N/A WA WA WA WA MINOR d.. set set nches aches aches aches MINOR MAJOR Cost= 1.00 1.00 in Clog = 0.10 ton MINOR MAJOR 4. =1 3.441 inches d„. =1 3.621 1.71 inches MINOR MAJOR d.i -1 3.051 10.18 Inches d..= 3.14 11.94 inches L Q. >T-Crown 2262008, 5:03 AM 11 ' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Liberty Farms Inlet ID: Inlet 2 �rBACK TCROWN --I, Se�C, T. TMAx nc K yy Street --V ---- -- Crown .�� - Q Hcuae y� Gutter Geome Enter data In the blue calls ' Maximum Allowable Width for Spread Behind Curb TeACK tt Side Slope Behind Curb (leave blank for no conveyance credit behind curb) S, = 0.0200 ft. vert. / ft. horiz Manning's Roughness Behind Curb neACK = 0.0350 ' Height of Curb at Gutter Flow Line HCURe = 6.00 inches Distance from Curb Face to Street Crown TCRo = 26.0 ft Gutter Depression a = 1.52 inches ' Gutter Width W = 2.00 ft StreetTransverse Slope Sx = 0.0200 ft. vert. / ft. horiz Street Longitudinal Slope - Enter 0 for sump condition So = 0.0050 ft. vert. / ft. horiz Manning's Roughness for Street Section nmeeT = 0.0160 ' IIMax. Allowable Water Spread for Minor & Major Storm Max. Allowable Depth at Gutter Flow Line for Minor & Major Storm Allow Flow Depth at Street Crown (leave blank for no) Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Depth with a Gutter Depression 'Water Allowable Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, Carried in Section Tx Discharge within the Gutter Section W (QT - QK) ' Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Flow Velocity Within the Gutter Section ' V'd Product: Flow Velocity Times Gutter Flowline Depth Maximum Gutter Capacity Based on Allowable Gutter Depth heoretical Water Spread Theoretical Spread for Discharge outside the Gutter Secton W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, tarred in Section Tx TH Actual Discharge outside the Gutter Section W, (limited by distance Tc,o ) Discharge within the Gutter Section W (Qd - OK) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) ' Total Discharge for Major & Minor Storm Flow Velocity Within the Gutter Section 'd Product: Flow Velocity Times Gutter Flowline Depth Slope -Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm ' Max Flow Based on Allow. Gutter Depth (Safety Factor Applied) Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) Resultant Flow Depth at Street Crown (Safety Factor Applied) 1 LIB-IN02.xls, Q-Allow Minor Storm Major Storn T,,, = 13.01 26.0 ft d. = 6.001 13.76 inches X Ix = yes Minor Storm Maior Storm Sw = y= d= Tx = Eo = Qx = Qw= QBRCK = OT= V= V•d = Tnr = Tx TH = E. = QK TH = Qx= Qw= QaACK = 0= V= V•d = R= Qd = d= dcRowN = 0.0833 0.0833 3.12 6.24 4.64 7.76 11.0 24.0 0,456 0.226 2.2 1L5 1.8 5.1 0.0 0.3 4.0 22.9 3.0 4.5 1.2 2.9 Minor Storm Major Storm 18.7 51.0 16.7 49.0 0.319 0.111 6.6 117.3 6.6 97.8 3.1 14.6 0.0 14.8 9.7 127.2 3.7 6.9 1.9 7.9 1.00 1.00 9.7 127.2 6.00 13.76 0.00 6.00 Wit inches inches ft cis cfs cis cfs fps cts cis cfs cis cfs fps eft inches inches Minor Storm Major Storm lowable Gutter Capacity Based on Minimum of QT or O CjwM = 4.0 127.2 cfs STORM max, allowable capacity OK - greater than flow given on sheet'O-Peak' 2/26/2008, 5:04 AM INLET IN A SUMP OR SAG LOCATION Project = Liberty Farms Inlet ID = Inlet 2 Lo (C) - H-Curb H-Vert cup w w'' Lo lG) e of Inlet at Depression (additional to continuous gutter depression's' hom'O.Altow) nber of Unit Inlets (Grate or Curb Opening) de Information gin of a Unit Grate Ith of a Unit Grate a Opening Ratio for a Grate (typical values 0.1&0.90) aging Factor for a Single Grate (typical value 0.50- 0.70) te Weir Coefficient (typical value 3.00) te Orifice Coefficient (typical value 0.67) b Opening Information gth of a Unit Curb Opening lht of Vertical Curb Opening in Inches iht of Curb Orifice Throat in Inches Is of Throat (see USDCM Figure ST-5) , Width for Depression Pan (typically the gutter width of 2 feet) iging Factor for a Single Curb Opening (typical value 0.10) > Opening Weir Coefficient (typical value 2303mo) 1 Opening Orifice CceffKient (typical value 0.67) ultlnc Gutter Flow Depth for Grate Inlet Capacity In a Sumo iging Coefficient for Multiple Units 'ging Factor for Multiple Units e as a Weir Depth at Local Depression without Clogging (0 cis grate, 2.1 cis curb) Row Used for Combination Inlets Only Depth at Loral Depression with Clogging (0 05 gate, 2.1 cts curb) Row Used for Combination Inlets Only e as an Orifice Depth at Local Depression without Clogging (0 cis grate, 21 cfe curb) Depth at Local Depression with Clogging (0 crs grate, 2.I cis curb) itting Gutter Flow Depth Outside of Local Depression Ming Gutter Flow Depth for Curb Opening Inlet Capacity In a Sump ging Coefficient for Multiple Units ging Factor for Multiple Units as a Weir, Grate as an Orifice Depth at Local Depression without Clogging (0 dal grate, 21 ds curb) Depth at Local Depression with Clogging (0 cis grate, 2.1 cte curb) as an Orftfce, Grate as an Orlflce Depth at Local Depression without Clogging (0 cfs grate, 2.1 cis curb) Depth at Local Depression with Clogging (0 cis grate, 2.1 cis curb) King Gutter Flow Depth Outside of Local Depression Kent Street Conditions Inlet Length Inlet Interception Capacity (Design Discharge from QPeelr) Plant Gutter Flow Depth (band on street QWk w geometry) Plant Street Flow Spread (based on sheet Q-Allow geomaby) pant Flow Depth at Street Crown LIB-INWAS, Inlet In Sump CDOT Type R Curb Opening 3.00 1 1 Type = a -A =3,001inches Nod Its (G) = MINOR MAJOR feet feelG Am = (G) _ C (G)= WA WA WA WA N/A WA N/A N/A N/A N/A k" = 5.951 5.95 Theta = 63.4 63.4 Wp= 2.00 2.00 G (C) = 0.10 0.10 C. (C) = 2.201 2.30 Cost MINOR WA MAJOR WA Clog = N/A WA d. = inches tln,p,., = inches .d.. = mches cl . d= inches MINOR MAJOR dp, = WA WA inches tip. = N/A WA Inches WA WA Inches MINOR MAJOR Ccef = 1.00 1.00 clog= 0.10 0.1on MINOR MAJOR d,. = 2.69 7.26 Inches d..= 2.60 7.55 inches MINOR MAJOR da = 2.96 8.50 inches dp. = 3.03 9.67 inches C6 = d= T= WA WA WA WA WA WA WA WA 2262008. 5:06 AM I J 7 u J ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor trsasea on Kegulatea Cnteria for Maximum Allowable Flow Depth and Spread) Project: Liberty Farms Inlet ID: Inlet 4 'I TaAGK TCROWN SBACI( T. TMAx W -t Tx --'?-;- �_ -'-- Street Crown y .' Q w.� V Q x Icuae it J a -� `y3 mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) zing's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) ter Cross Slope (Eq. ST-8) ter Depth without Gutter Depression (Eq. ST-2) ter Depth with a Gutter Depression wable Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ;harge outside the Gutter Section W, carried in Section Tx tharge within the Gutter Section W (QT - Qx) :harge Behind the Curb (e.g., sidewalk, driveways, & lawns) cimum Flow Based On Allowable Water Spread v Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tx TR Actual Discharge outside the Gutter Section W, (limited by distance TCRowR) Discharge within the Gutter Section W (Qd - Qx) ' Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Total Discharge for Major & Minor Stone Flow Velocity Whin the Gutter Section d Product: Flow Velocity Times Gutter Flowline Depth Slope -Based Depth Safety Reduction Factor for Major & Minor (d > 6") Stone Max Flow Based on Allow. Gutter Depth (Safety Factor Applied) Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) Resultant Flow Depth at Street Crown (Safety Factor Applied) t ' LIB-IN04.xls, Q-Allow TcK = 16.0 ft S:cK = 0.0200 ft. vert. / ft. hodz naACK = 0.0350 Hcuas = 6.00 inches TCRowR o 26.0 ft a = 1.52 inches W = 2.00 ft Sx = 0,0200 ft. vent. / ft. honz So = 0.0050 ft. vent. / ft. honz nSTREET = 0.0160 Minor Storm Ma'or Storm Tr = 13.0 26.0 ft dr = 6.00 13.76 inches X X=yes Minor Storm Major Storm SW = y= d= Tx = E. = Qx = Qw= QH K- Or= V= V'd = TTR = Tx TM Eo = Qx rR = Qx = Qw = QBACK = Q= V= V•d = R= Qd' d= dcaowK = 0,0833 0.0833 3,12 6.24 4.64 7.76 11.0 24.0 0.456 0.226 2.2 17.5 1.8 5.1 0.0 4.0 A.3 .9 3.0 4.5 1.21 2.9 Minor Storm Major Storm 18.7 51.0 16.7 49.0 0.319 0.111 6.6 117.3 6.6 97.8 3.1 14.6 0.0 14.8 9.7 127.2 3.7 6.9 1.9 7.9 1.00 1.00 9.7 127.2 6.00 13.76 0.00 6.00 ftKt inches inches ft cis cis cfs Cie fps cis cfs cis cis cis fos cis riches riches Minor Storm Major Storm towable Gutter Capacity Based on Minimum of Q. or Q. tgl d = 4.0 127.2 cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' STORM max. allowable capacity OK - areater than flow atvan an ah.f •O-P.W 2/26/2008, 5:09 AM INLET IN A SUMP OR SAG LOCATION ' Project= Liberty Farms Inlet ID = Inlet 4 r Lo(C)—ter ' HCub H-Vert "0 W ' Lo (G) DeaIan Information /Inoutl ... ..., t a of Inlet Type = t Depression (additional to Mmutuous gutter depression's' from'QAlbw) aid = Iber at Unit Inlets (Grate or Curb Opening) No = Is Information )th of a Unit Grate L. (G) _ 'h of a Unit Grate W. = Opening Ratio for a Grate (typical values 0.15-0.90) A.. ging Factor for a Single Grate (typical value 0.50 - 0.70) CI (G) a Welt Coefficient (typical value 3,00) C« (G) _ a Orifice Cceftictent (typical value 0.67) C. (G) _ ) Opening Informatlon ith of a Unit Curb Opening La (C) _ ht of Vertical Curb Opening in Inches H. _ ht of Curb Orifice Throat in Inches He,on = a of Throat (see USDCM Figure ST-5) Theta = Width for Depression Pan (typically the gutter width of 2 feet) Wp = Sing Factor for a Single Curb Opening (typical value 0. 10) Cn (C) _ Opening Weft Coefficient (typical value 2.3".00) C. (C) = Opening Orifice Coefficient ttvolcal value 0 fin C_ tr.1= ging Coefficent for Multiple Units ging Factor for Multiple Units sell Depth at Local Depression without Clogging (0 cis grate, 3 cis curb) Row Used for Combination Inlets Only Depth at Local Depression with Clogging (0 cis grate, 3 ds curb) Row Used for Combination Inlets Only a as an Ortnes Depth at Local Depression without Clogging (0 cis grate, 3 ds curb) Depth at Local Depression with Clogging (0 cis gram, 3 cis curb) Clogging Coefficient for Multiple Units ' Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grata, 3 cis curb) Flaw Depth at Loral Depression with Clogging (0 cis grate, 3 cfs curb) t Curb as an Orifice, Gram as an Orifice Flow Depth at Local Depression without Clogging (0 cis gram, 3 cis curb) Flow Depth at Local Depression with Clogging (0 cis gram, 3 cis curb) Resulting Gutter Flow Death Outside of Local Deores lion 1 1 COOT Type R Curb Opening 3.001 3.00 inches 1 1 MINOR MAJOR N/A N/A feet N/A WA feet N/A N/A N/A N/A N/A N/A WA WA MINOR MAJOR Ccef = N/A WA Clog = N/A N/A WA N/A N/A WA WA WA WA WA riches nches nches nches air, = WAi WA inches do, = WA WA Inches .wm= NIA NIA Incherl MINOR MAJOR Coef = 1.00 1.00 Clog= 0.10 DAD MINOR MAJOR d.. =1 3,411 9.07 inches d. = 3.55 9.44 inches da - tl�= Inlet Length L= Inlet Interception Capacity (Design Discharge from 1}4'eak) %= Itant Gutter Flow Depth (baud on sheet G-Allow geometry) d v fund Street Flow Spread (based on sheet r}A/tot, geometry) T = Itant Flow Death at Street Crown 5.0 5.0 feet cis Inches ft. >TCrown 3.0 13.0 O.ti5 15.76 0.01 20.0 LIB-IN104.xls, Inlet In Sump 22612OG8, 5:09 AM 11 1 ' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Liberty Farms Inlet ID: - - Inlet 5 ---- TBr�CK _ T MGM T TCROWN SBACK f{ _ Tx 8lfeel 1W_ (crown `I` - - /• HcuRe d y 'y3 Gutter Geometry Enter data In the blue cells Maximum Allowable Width for Spread Behind Curb TK = 5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) S:cK = 0.0200 ft. vert. / ft. horiz Manning's Roughness Behind Curb nw,cK = 0.0350 1 11 LJ 7 LI [1 ' LIB-IN05.xls, Q-Allow I of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ng's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) ter Cross Slope (Eq. ST-8) ter Depth without Gutter Depression (Eq. ST-2) :er Depth with a Gutter Depression wable, Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) barge outside the Gutter Section W, carried in Section Tx :harge within the Gutter Section W (QT - Ox) dtarge Behind the Curb (e.g., sidewalk, driveways, & lawns) :Imum Flow Based On Allowable Water Spread r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread oretical Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) oretical Discharge outside the Gutter Section W, tamed in Section Tx TN rat Discharge outside the Gutter Section W, (limited by distance TcRowN) :harge within the Gutter Section W (Qa - CA) :harge Behind the Curb (e.g., sidewalk, driveways, & lawns) d Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) uttant Flow Depth at Street Crown (Safety Factor Applied) HcuRB = 6.00 inches TcaowN = 28.0 ft a = 1.52 inches W = 2.00 ft Sx = 0.0200 ft. vert. / ft. horiz So = 0.0060 ft. vert. / ft. horiz ns.E.= 0.0160 Minor Storm Ma or Storm TNwx 28.0 tt d. = 6.00 9.00 inches X = yes r.x:...., e....... IA-1 - et...... Sw' y' d Tx: Eo : Qx' Qw' QBACK - Qr: V= V•d TTN : Txm' Eo' Qxm' Qx' Qw: QBACK Q V= V-d = R= Qax d= dCROWN 0.0833 0.0833 6.72 6.72 8.24 8.24 26.0 26.0 0.209 0.209 23.7 23.7 6.3 6.3 0.6 0.6 30.61 30.6 5.21 5.2 3.61 3.6 Um- st,...., u.u., Q.,...., 18.7 31.2 16.7 29.2 0.319 0.186 7.2 32.2 7.2 32.1 3.4 7.4 0.0 1.1 10.6 40.6 4.1 5.6 2.0 4.1 1.00 1.00 10.6 40.6 6.00 9.00 0.00 0.76 ttft nches nches t is ds is ds Ps il ;fs :fs :fs :th ps :fs Tches Tches Minor Storm major Storm lowable Gutter Capacity Based on Minimum of Q, or Q, O,a„. = 10.6 30.6 cis STORM max. allowable capacity OK -greater than flow given on sheet'Q-Peak' STORM max. allowable capacity OK - greater than flow given on sheet'O-Peak' 212612008, 5:23 AM I I 1 [1 INLET IN A SUMP OR SAG LOCATION Project = Liberty Farms Inlet ID = Inlet 5 T=Lo (C)f H-Curb H-Vert wa w wP 1_o (G) of Inlet Type = I Depression (additional to Continuous gutter depiesston'a' tram'QAIioW) awy - ber of Unit Inlets (Grate or Curb Opening) No: e Information th of a Unit Grate Lo (G) : 1 of a Unit Grate Wo Opening Ratio for a Grate (typical values 0,15.0.90) Na. = ling Factor for a Single Grate (typical value 0.50 - 0,70) C, (G) _ Weir Coefficient (typical value 3,00) C. (G) _ Orifice Coefficient (typical value 0.67) Co (G) _ Opening Information m of a Una Curb Opening L. (C) it of Vertical Curb Opening in Inches H, _ it of Curb Orifice Throat In Inches F6. = of Throat (see USDCM Figure ST-5) Theta = Nk1M for Depression Pan (typically the gutter Worn of 2 feet) Wp = ling Factor for a Single Curb Opening (typical value 0.10) CI (C) = Opening Wes Coefficient (typist value 2.30-3.00) C. (C) = Iging Coefficient for Multiple Units ging Factor for Multiple Units e as a Weir Depth at Local Depression without Clogging (0 cis grate, 3.5 cts curb) Row Used for Combination Inlets Only Depth at Local Depression with Clogging (0 cis grate, 3.5 cis curb) Row Used for Combination Inlets Only e as an Orifice Depth at Local Depression without Clogging (0 cis grate, 3.6 cis curb) Depth at Local Depression with Clogging (0 cis grate, 3.5 cts curb) ling Coefficient for Multiple Units ling Factor for Multiple Units as a Weir, Grate as an Orifice Depth at Loral Depression without Clogging (0 cis grate, 3.5 cis curb) Depth at Local Depression with Clogging (0 ifs grate, 3.5 cis curb) as an Orifice, Grate as an Orifice Depth at Local Depression without Clogging (0 cis grate, 3.5 cis curt) Depth at Local Depression with Clogging (0 cis grate, 3.5 cts curb) tting Gutter Flow Depth Outside of Local Depression Itam Street Conditions Inlet Length Inlet Interception Capacity (Design Discharge it= Q-Peek) Itam Gutter Flow Depth (Dared on sheet 0-Allow geometry) !tarp Street Flow Spread (based an sheaf O-AffGw geometry) LIB-IND5.)ds, Inlet In Sump MINOR MAJOR CDOT Type R Curb Opening 3.00 3.00 Inches 1 1 DAAA I�D WA N/A N/A N/A N/A N/A N/A N/A N/A N/A WA N/A 1 0.101 0.101 MINOR _MAJOR Ccef = WA WA Clog = WA N/A d = cl ,- 4e= cl. = N/A N/A WA N/A NIA WA N/A N/A MINOR MAJOR dd = _ WA N/A d- =1 N/A 1 N/A set eel' riches ichn rich" rich" MINOR MAJOR Coef - 7.00 1.00 Clog = D.101 0.10 MINOR MAJOR d.. = 2.79 7.48 Inch" d,,, = 2 7.87 Inches MINOR MAJOR d- = 2.87 6.66 Inch" d.1 2.921 7.60 Inches Az.AA1 0.00 4.87 Inches L 4, d T 2/26/2008. 5:13 AM 11 11 ' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Liberty Farms ' Inlet ID: _ Inlet 6 'I SBRCK T. TMRK TCROWN - BACK S tree( `' •1 _._..__- _ _ Crown Y QK' _ HCURB d S I ' Gutter Geome Enter data In the blue cells Maximum Allowable Width for Spread Behind Curb TaACK = 5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SencK = 0.0200 ft. vert. / ft, horiz Manning's Roughness Behind Curb nBACK = 0.0350 ' Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCRowN = 28.0 ft Gutter Depression a = 1.52 inches Gutter Width W = 2.00 ft Street Transverse Slope SA = 0.0200 ft. vert. / ft. horiz Street Longitudinal Slope - Enter 0 for sump condition So = 0.0060 ft. vert. / ft. horiz Mamung's Roughness for Street Section nSTNEET = 0.0160 ' Max. Allowable Water Spread for Minor & Major Storm Max. Allowable Depth at Gutter Flow Line for Minor & Major Storm Allow Flow Depth at Street Crown (leave blank for no) ' Maximum Gutter Ca act Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression Allowable Spread for Discharge outside the Gutter Section W (T- W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W. Carded in Section Tx ' Discharge within the Gutter Section W (or - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Flow Velocity Within the Gutter Section ' d Product: Flow Velocity Times Gutter Flowline Depth Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ' Theoretical Discharge outside the Gutter Section W, Carried in Section Tx TH Actual Discharge outside the Gutter Section W, (limited by distance TcaowH) Discharge within the Gutter Section W (Qd - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) ' Total Discharge for Major & Minor Storm Flow Velocity Within the Gutter Section d Product: Flow Velocity Times Gutter Flowline Depth Slope -Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm ' Max Flow Based on Allow. Gutter Depth (Safety Factor Applied) Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) Resultant Flow Depth at Street Crown (Safety Factor Applied) LIB-IN06.xls, Q-Allow Minor Storm Major Storm Txux = 28.0 28.0 ft dw,x = 6.00 9.00 inches X = yes Minor Storm Maior Storm SW. y= d= Tx = Eo = Qx = Qw= Ow,cx = QT= V= V•d = TTM = TxTH Eo = Qx TH = Qx = Qw= QBACK - Q= V= Wit = R= Qd= d= dCROWN - 0.0833 0.0833 &72 6.72 8.24 8.24 26.0 26.0 0.209 0.209 23.7 23.7 6.3 6.3 0.6 0.6 30.61 0.6 5.21 5.2 3.61 3.6 Minor Storm Major Storm 18.7 31.2 16.7 29.2 0.319 0.186 7.2 32.2 7.2 32.1 3.4 7.4 0.0 1.1 10.6 40.6 4.1 5.5 2.0 4.1 1.00 1.00 10.6 40.6 6.00 9.00 0.00 0.76 ftKt inches inches ft ds cfs cfs cfs foe CIS efs CIS ds cfs fps cfs riches riches Minor Storm Major Storm lovable Gutter Capacity Based on Minimum of Q or 0, Q.n. =1 70.6 30.6 cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' 2/26/2008, 5:15 AM i I 1 I 1 I I INLET IN A SUMP OR SAG LOCATION Project = Liberty Farms Inlet ID = Inlet 6 ,I Lo(C) ,( H-Curb H-Vert k'o WP W t o (Gl r of Inlet Type - e Depression (additional to continuous gutter depress(on'a' hom'O-Allow) aKK, 2 fiber of Unit Inlets (Grate or Curb Opening) No = a Information Ith of a Unit Grate La (G) _ h of a Unit Grate W= _ Opening Ratio for a Grate (typical values 0. 15-0.90) A,m. = ging Factor for a Single Grate (typical value 0,50 - 070) Cr (G) _ s Weir Coefficient (typical value 3,00) C. (G) _ s Orifice Coefficient (typical value 0.67) C. (G) I Opening Information ith of a Unit Curb Opening L. (C) _ It of Vertical Curb Opening In Inches H,,,== It of Curb Orifice Throat In Inches H.. _ of Throat (see USDCM Figure ST-5) Theta = Width for Depression Pan (typically the gutter width of 2 feet) M = ling Factor for a Single Curb Opening (typical value 0.10) G (C) _ Opening Weir Coefficient (typical value 2.30.3.00) C. (C) _ Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Grate as a Weir Flow Depth at Local Depression without Clogging (0 cis grate, 3.4 cis curb) This Raw Used for Combination Inlets Only 1 Flow Depth at Local Depression with Clogging (0 cis grate, 3.4 CIS curb) Is Rev Used for Combination Inlets Only Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 3.4 cts curb) ' Flow Depth at Local Depression with Clogging (0 cis grate, 3.4 cis curb) Resulting Gutter Flow Depth Outside of Local Depmaslon Clogging Coefficient for Multiple Units ' Cloggmg Factor for Multiple Units Curb as a Weir. Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 3.4 cis curb) Flow Depth at Local Depression with Clogging (0 cis grate, 3.4 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 3.4 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 3.4 cfs curb) I 11 Inlet Length Inlet Interception Capacity (Design Discharge from (}Peak) Itant Gutter Flow Depth (based on sheet O-Allow geometry) Itant Street Flow Spread (based an sheet ¢Allow geometry) LI&INO6.Ids, Inlet In Sump MINOR MAJOR CDOT Type R Curb Opening 3.00 3.00 Inches 1 1 N/A N/A N/A N/A N/A N/A N/A N/A N/A WA NIA NIA 6.00 2.00 MINOR MAJOR Coef = N/Al WA Clog = NIA WA d;= cl, ,_ d., d. = d. rf, , WA N/A N/A N/A WA WA WA N/A set eat nches riches nches nches MINOR MAJOR Coef = 1.00 1.00 Clog = 0.1U 0.10 MINOR MAJOR 2.73 7.32 inches 4.= 2.88 7.70 inches MINOR MAJOR tl.=�— 2,861 6.41 Inches doe = 2.901 7.29 inches L Q. d T 21262008. 5:15 AM I 1 11 1 H I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor (Based on Regulated Criteria for Maximum Allowable Flow Danth and Rnran Project: Liberty Farms Inlet ID: Inlet 8 ILIB-IN08.xls, Q-Allow ' TBACK TCROWN se - _ T' TMA% �- W - Tx .-. Sheet Crown Q mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) ter Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression Nable Spread for Discharge outside the Gutter Section W IT- W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) :harge outside the Gutter Section W, carried in Section Tx :harge within the Gutter Section W (QT - DO barge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth :oretical Water Spread oretical Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FH WA HEC-22 method (Eq. ST-7) oretical Discharge outside the Gutter Section W, carried in Section Tx TN rat Discharge outside the Gutter Section W, (limited by distance TcR.) ;harge within the Gutter Section W (Qa - %) ;harge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm v Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth ie-Based Depth Safety Reduction Factor for Major & Minor (d a 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) TMcK = 10.5 ft SBACK = 0.0200 ft. vert. / ft. horiz nBACK = 0.0350 HCURB = 6.00 inches TCROWN= 18.0 ft a = 1.52 inches W = 2.00 ft SK = 0,0200 ft. van. / ft. horiz SO = 0.0050 It. vent. / ft. horiz nST EET = 0.0160 Minor Storm major Storm Tw,K = 18.0 18.0 ft dw, = 6.00 11.84 inches X X=yes SW' y' d Tx' Eo= Qx Qw' QBACK - QT. V= V•d = TTR Tx m Eo ox TN ox ow OBACK Q V V•d : R Qe: d= dCROWN' 0.0833 0.0833 4.32 4.32 5.84 5.84 16.0 16.0 0.331 0.331 5.9 5.9 2.9 2.9 0.0 0.0 8.9 8.9 3.6 3.6 1.8 1.8 Kli-, CM- KAein Qln 18.7 43.0 16.7 41.0 0.319 0.133 6.6 72.9 6.6 53.4 3.1 11.2 0.0 6.5 9.7 71.0 3.7 6.2 1.9 6.1 1.00 1.00 9.7 71.0 6.00 11.84 0.15 6.00 IMt fiches fiches t Is Is IS h Bs fs 1s fs fs is os fs fiches Iches Minor Stonn Major Storm lowable Gutter Capacity Based on Minimum of QT or - �8.9 71.071.0 cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q.Peak' STORM max, allowable capacity OK -Greater than flow alven on sheet'Q.Peak' 212612008, 5:32 AM r� INLET IN A SUMP OR SAG LOCATION ' Project = Liberty Farms Inlet ID = Inlet 8 I'Lo (C) ' H-Curb H-Vert wo W WP Lo lG) n.=mn lnfnrm. inn 11-0% runina roe ins Type of Inlet Local Depression (additional to continuous gutter depression's' trom'Q-NIOW) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50- 0.70) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening ' Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (a" USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 2 feet) Clogging Factor for a Single Curb Opening (typical value 0. 10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67 Clogging Ccefflcbnt for Multiple Units Clogging Factor for Multiple Units Grate as a Weir Flow Depth at Local Depression without Clogging (0 cis grate, 2.7 cis curb) This Row Used for Combination Inlets Only ' Flow Depth at Local Depression with Clogging (0 eta grate, 2.7 cis curb) This Row Used for Combination Inlets Only Grate as an Orifice Flory Depth at Local Depression without Clogging (0 cis grate, 2.7 cis curb) ' Flow Depth at Local Depression with Clogging (0 cis grate, 2.7 cis curb) Resulting Gutter Flow Depth Outside of Local Depression Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Onffee Flow Depth at Local Depression without Clogging (0 cis grate, 2.7 cif curb) Flaw Depth at Local Depression with Clogging (0 cis grate, 2.7 cif curb) ' Curb as an Orifice, Grate as an Orifice Flaw Depth at Local Depression without Clogging (0 cif grate, 2.7 cis curb) Flow Depth at Local Depression with Clogging (0 cis grate, 2.7 cis curb) Resultant Street Condit) ns ' Total Inlet Length Total Inlet Interception Capacity (Design Discharge from D}Peak) Resultant Gutter Flow Depth (based on sheet ¢Allow geometry) Resultant Street Flow Spread (based on sheet G-Allow geometry) Resultant Flow Depth at Street Crown LIB-IN06.xls, Inlet In Sump Type= I CDOT Type R Curb Opening a.=1 3.001 3.00 inches No = 1 1 MINOR MAJOR L. (G) = N/A N/A feet W. = N/A WA feet NfA N/A G (G)= WA N/A C„ (G)= N/A N/A C.(G)= N/A NIA MINOR MAJOR L. (C) = 10.00 10.00 feet H.00= 6.00 6.00 Inches H� = 5.95 5.95 inches Theta = 63.4 63.4 degree Wp= 2.00 2.00 feet G(C)= 0.10 0.10 C. (C) = 2.30 2.30 Co (C) = 1 0.671 0.67 MINOR MAJOR Coef = WAI WA Clog= N/A N/A N/A NIA N/A NIA WA N/A N/A WA nches nches nches nches MINOR MAJOR Coet = 1.00 1.00 Clog= 0.10 o.to MINOR MAJOR d.. = 2.34 6.27 inches d.o = 2.47 6.59 inches MINOR MAJOR de -1 2.78 5.01 inches do.= 2.81 51 5.56 inches .. I�.Fae Inches 226/2008, 5:19 AM 1 I ' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Liberty Farms ' Inlet ID: - _ Inlet 9 TCROWN , $eACKOACx T7 - MAx j -W -( Tx �� Street Crown Y Hcuae d Qw- - "S i a ' Gutter Geometry Enter data in the blue cells Maximum Allowable Width for Spread Behind Curb TmCK = 10.5 it Side Slope Behind Curb (leave blank for no Conveyance credit behind curb) SeACK = 0.0200 ft. vert. I ft. horiz Manning's Roughness Behind Curb naACK = 0.0350 ' Height of Curb at Gutter Flow Line HCURe = 6.00 inches Distance from Curb Face to Street Crown TCRa = 18.0 ft Gutter Depression a = 1.52 inches 1 Gutter Width W = 2.00 ft Street Transverse Slope Sx = 0.0200 ft. vert. / ft. horiz Street Longitudinal Slope - Enter 0 for sump Condition So = 0.0050 ft. vert. I ft. horiz Manning's Roughness for Street Section nSmEEr = 0.0160 IIMax. Allowable Water Spread for Minor & Major Storm IMax. Allowable Depth at Gutter Flow Line for Minor & Major Storm llow Flow Depth at Street Crown (leave blank for no) ' IIW- Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) Water Depth without Gutter Depression (Eq. ST-2) Water Depth with a Gutter Depression A,liovirable Spread for Discharge outside the Gutter Section W IT - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Discharge outside the Gutter Section W, canned in Section T. Discharge within the Gutter Section W (Qr - Qx) ' Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Maximum Flow Based On Allowable Water Spread Flow Velocity Within the Gutter Section ' V•d Product: Flow Velocity Times Gutter Flowline Depth Maximum Gutter Capacity Based on Allowable Gutter Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ' Theoretical Discharge outside the Gutter Section W, Carried in Section Tx rH Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) Discharge within the Gutter Section W (Qd - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Total Discharge for Major & Minor Storm Flow Velocity Within the Gutter Section d Product: Flow Velocity Times Gutter Flowline Depth Slope -Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Max Flow Based on Allow. Gutter Depth (Safety Factor Applied) Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) Resultant Flow Depth at Street Crown (Safety Factor Applied) LIB-IN09.xls, Q-Allow Sw = y= d= Tx = E. = Qx QW = QsACK = or:V= V'd = TrH = Tx rH = Qx� = Q. Qw= ABACK = 0= V= V"d = R= Qd` d= dCROWN = Minor Stonn Major Storm 18.0 18.0 6.00 11.84 x Minor Storm Major Storm 0.0833 0.0833 4.32 4.32 5.84 5.84 16.0 16.6 0.331 0.331 5.9 5.9 2.9 2.9 0.0 0.0 8.9 8.9 3.6 3.6 1.8 1.8 Minor Storm Major Storm 18.7 43.0 16.7 41.0 0.319 0.133 6.6 72.9 6.6 53.4 3.1 11.2 0.0 6.5 9.7 71.0 3.7 6.2 1.9 6.1 1.00 1.00 9.7 71.0 6.00 11.84 0.16 6.00 ft inches X = yes ft/ft inches inches ft cis cis cis CIS fps cis cis cis Cis cfs fps cis inches Inches Minor Storm Major Storm lowable Gutter Capacity Based on Minimum of O. or Q, Q.. er 8.9 71.01 efs STORM max. allowable capactty OK -greater than flow given on sheet'Q-Peak' 2/2612008, 5:20 AM INLET IN A SUMP OR SAG LOCATION ' Project = Liberty Farms Inlet ID = Inlet 9 ,�—Lo (C)—,f H-Curb ' H-Vert Wp W ' LO (G) 1 r of Inlet Type = it Depression (additional to continuous gutter depression'a' fiom'O'A1low) 13 <. = ,bar of Unit Inlets (Grate or Curb Opening) No = e information Ith of a Unit Grate Lo (G) = h of a Unit Grate W. = Opening Ratio for a Grate (typical values 0.15-0.90) A.,. ging Factor for a Single Grate (typical value 0.50 - 0.70) C, (G) = s Weir Coefficient (typical value 3.00) C. (G) = e Orifice Coefficient (typical value 0.67) Co (G) = I Opening Information ith of a Unit Curb Opening L. (C) _ ht of Vertical Curb Opening in Inches H,.. _ `It of Curb Orifice Throat in Inches llama = e of Throat (see USDCM Figure ST-5) Theta = Width for Depression Pan (typically the gutter width of 2 feet) W, = Sing Factor for a Single Curb Opening (typical value 0.10) G (C) _ Opening Weir Coefficient (typkat value 2.30-3.00) C. (C) _ ging Coefficient for Multiple Units ging Factor for Multiple Units e as a Weir Depth at Local Depression without Clogging (0 cfs grate, 2.1 cis curb) Row Used for Combination Inlets Only Depth at Local Depression with Clogging (0 cis grate, 2.1 c1s curb) Row Used for Combination Inlets Only s as an Orifice Depth at Local Depression without Clogging (0 cis grate, 2A cis curb) Depth at Local Depression with Clogging (0 cis grate, 2.1 cfs curb) Iting Gutter Flow Depth Outside of Local Depression Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units ' Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 2.1 cis curb) Flow Depth at Local Depression with Clogging (0 cis grate, 2A cfs curb) Curb as an Orifice, Grate as an Orince Flaw Depth at Local Depression without Clogging (0 cis grate, 2.1 cfs curb) Flow Depth at Local Depression with Clogging (0 cis grate, 2.1 cfs curb) Reaultam Street Conditions Total Inlet Length Total Inlet Inbarcepfbn Capacity (Design Discharge from O-Peek) Resultant Gutter Flow Depth (based on sheet O-Allow geometry) Resultant Street Flow Spread (based on sheet O-Allow geometry) ' Resultant Flow Depth at Street Crown [1 LIB-IN09.:ds, Inlet In Sump COOT Type R Curb Openinq3OO 3.00 inches 1 MINORMAJOR N/A N/A feet feet N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA MINOR MAJOR 10.00 10.00 feet 6.00 6.00 inches 5.95 5.95 inches 1 0.101 0.101 MINOR MAJOR Coef = N/Al WA Clog = WA WA d.. tla.e,n = cl . = d� = Inches inches inches Inches MINOR MAJOR da= N/A WA inches do. = N/A I N/A inches WA N/A N/A N/A NlA WA N/A WA MINOR MAJOR CWf = 1.00 1.00 Clog = 0.10 0.10 MINOR MAJOR do = 1.98 5.31 Inches d„.= 2.D91 5.58 inches MINOR MAJOR d.=l 2.731 4 Og inches d T M 2/262008, 5:21 AM 1 I 1 Appendix C ' Water Surface Profile Plot for Culvert: Culvert 1 (-+1.08silh4 - (-+1111'ert 1, Desk'= Discharge - 5 5. 0 efs ('1111-ert - C11h7el1 1, C'.uh-eit Discharge - S ,;.0 cf. ' 4981------------------ ;---------- 4980 -----•------------------------ ' 4979 ------------------------------------------------ - 4978 ------------- ---------------- I- ---------- v c 4977 ---------------i--------------------------- 0 ra 4976 ------------- ---------- , w 4975 1 4974 --------------- ---------------- ---------------- -- _ 4973 -------- - - - - -- ---------- - - - - -- '------------- ;----------------'- - - ----------- 4972 -------- 0 50 100 150 ' Station (ft) Site Data - Culvert 1 ' Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft ' Inlet Elevation: 4973.50 ft Outlet Station: 148.00 ft ' Outlet Elevation: 4972.04 ft Number of Barrels: 1 Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 3.00 ft ' Barrel Material: Concrete Barrel Manning's n: 0.0120 ' Inlet Type: Conventional Inlet Edge Condition: Square Edge with Headwall Inlet Depression: None user Name: umvv Date: 02-26-08 Froject: LIB - Liberty Farms Time: 03:32:58 etwork: 70 - Storm Sewer 1 Page: 1 Storm Sewers Detail Report ------------------------------------------------------------------------------- IPE DESCRIPTION: Pipe 5c --RAINFALL INFORMATION— etum Period = 100 Year ainfall File = Fort Collins ---PIPE INFORMATION---- urrent Pipe = Pipe 5c ownstream Pipe = Outfall 'Pipe Material = RCP Pipe Length = 53.98 ft Ian Length = 56.48 ft ipe Type = Circular Pipe Dimensions = 36.00 in ipe Manning's "n" = 0.013 Ripe Capacity at Invert Slope = 46.32 cfs Obvert Elevation Downstream = 4968.00 ft Invert Elevation Upstream = 4968.26 ft Slope = 0.48% vert ert Slope (Plan Length) = 0.46% im Elevation Downstream = 4971.00 ft Rim Elevation Upstream = 4975.74 ft atural Ground Slope = 8.78% rown Elevation Downstream = 4971.00 ft Crown Elevation Upstream = 4971.26 ft FLOW INFORMATION— atchment Area = 0.00 ac Runoff Coefficient = 0.500 let et Time = 5.00 min let Intensity = 9.89 in/hr Rational Flow = 0.0 cfs Inlet Input Flow = 0.0 cfs let Hydrograph Flow = 0.0 cfs tal Area = 7.49 ac Bighted Coefficient = 0.725 tal Time of Concentration = 11.87 min tal Intensity = 7.27 in/hr tal Rational Flow = 39.8 cfs Total Flow = 39.8 cfs iform Capacity = 46.3 cfs ipped flow = 0.0 cfs tltration = 0.0 gpd HYDRAULIC INFORMATION--- L Elevation Downstream = 4970.05 ft GL Elevation Upstream = 4970.42 ft F L Slope = 0.68 % L Elevation Downstream = 4970.98 ft 1 User Name: DMW Date: 02-26-08 roject: LIB - Liberty Farms Time: 03:32:58 etwork: 70 - Storm Sewer 1 Page: 2 Storm Sewers Detail Report GL Elevation Upstream = 4971.25 ft EGL Slope = 0.50 % ntical Depth = 24.64 in epth Downstream = 24.65 in epth Upstream = 25.96 in Velocity Downstream = 7.71 ft/s Upstream = 7.29 ft/s (elocity niform Velocity Downstream = 0.00 ft/s niform Velocity Upstream = 0.00 ft/s Area Downstream = 5.16 ft^2 rea Upstream = 5.46 ft^2 j (JLC) = 0.50 Calculated Junction Loss = 0.418 ft INFORMATION- Low ownstream Inlet = FES (OUTFALL) Inlet Description = <None> Type = Undefined &let omputation Case = Sag ongitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Cross -Slope = 0.00 ft/ft lavement utter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in ,gutter Width = 0.00 ft nding Width = 0.00 ft tercept Efficiency = * % Flow from Catchment = 0.0 cfs rryover from previous inlet = 0.0 cis taI Flow to Current Inlet � = 0.0 cfs ow Intercepted by Current Inlet = 0.0 cfs Bypassed Flow = 0.0 cfs vement Flow = 0.0 cfs Sutter Flow = 0.0 cfs Depth at Curb = 0.00 in 2.epth at Pavement/Gutter Joint = 0.00 in vement Spread = 0.00 ft tal Spread = 0.00 ft Gutter Velocity = 0.00 ft/s rb Efficiency = * % Rate Efficiency = * t Efficiency = * % Total Efficiency = 0.00 % 'PE DESCRIPTION: Pipe 5b -RAINFALL INFORMATION - turn Period = 100 Year infall File = Fort Collins 1 User Name: DMW Date: 02-26-08' roject: LIB - Liberty Farms Time: 03:32:58 etwork: 70 - Storm Sewer 1 Page: 3 Storm Sewers Detail Report --PIPE INFORMATION - if urrent Pipe = Pipe 5b ownstream Pipe = Pipe 5c ipe Material = RCP Pipe Length = 382.03 ft Ian Length = 387.02 ft ipe Type = Circular ipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 ipe Capacity at Invert Slope = 46.32 cfs vert Elevation Downstream = 4968.46 ft Invert Elevation Upstream = 4970.30 ft vert Slope = 0.48% vert Slope (Plan Length) fi = 0.48% m Elevation Downstream = 4975.74 ft Rim Elevation Upstream = 4976.68 ft Ground Slope = 0.25% Iatural rown Elevation Downstream = 4971.46 ft rown Elevation Upstream = 4973.30 ft FLOW INFORMATION- tchment Area Runoff Coefficient let Time let Intensity let Rational Flow Inlet Input Flow Slat Hydrograph Flow tal Area Bighted Coefficient Total Time of Concentration tal Intensity tal Rational Flow Total Flow Iiform Capacity iipped flow Itration = HYDRAULIC INFORMATION L Elevation Downstream = 0.00 ac = 0.500 = 5.00 min = 9.89 in/hr = 0.0 cfs = 0.0 cfs = 0.0 cfs = 7.49 ac = 0.725 = 10.98 min = 7.51 in/hr =41.1 cfs = 41.1 cfs = 46.3 cfs = 0.0 cfs 0.0 gpd = 4970.84 ft L Elevation Upstream = 4972.42 ft HGL Slope = 0.41 % L Elevation Downstream = 4971.57 ft L Elevation Upstream = 4973.35 ft EGL Slope = 0.47 % bcal Depth = 25.07 in pth Downstream = 28.58 in User Name: DMW Date.'02-26-08 LIB - Liberty Farms Time: 03:32:58 �roject: etwork: 70 - Storm Sewer 1 Page: 4 Storm Sewers Detail Report lepth Upstream _=25.40 in Velocity Downstream = 6.83 fys elocity Upstream = 7.72 ft/s niform Velocity Downstream = 0.00 fys niform Velocity Upstream = 0.00 fys Area Downstream = 6.02 ft^2 area Upstream = 5.33 ft^2 (JLC) = 0.50 alculated Junction Loss = 0.423 ft INLET INFORMATION--- ownstream Inlet = STM MH-05C Inlet Description = <None> ,Wlet Type = Undefined omputation Case = Sag ngitudinal Slope = 0.00 fvft Mannings n-value = 0.000 vement Cross -Slope = 0.00 fyft utter Cross -Slope = 0.00 ft/ft utter Local Depression = 0.00 in Gutter Width = 0.00 ft tnding Width = 0.00 ft ercept Efficiency = * % Flow from Catchment = 0.0 cfs &prryover from previous inlet = 0.0 cfs tal Flow to Current Inlet = 0.0 cfs Plbw Intercepted by Current Inlet = 0.0 cfs Bypassed Flow = 0.0 cfs Flow = 0.0 cfs 'vement tter Flow = 0.0 cfs pth at Curb = 0.00 in Depth at PavementtGutter Joint = 0.00 in vement Spread = 0.00 ft tal Spread = 0.00 ft Gutter Velocity = 0.00 fys fi Efficiency = * % Sate Efficiency = * % t Efficiency = * % Total Efficiency = 0.00 % ItE DESCRIPTION: Pipe 5a ---RAINFALL INFORMATION— Return Period = 100 Year �infall File = Fort Collins —PIPE INFORMATION— gurrent Pipe = Pipe 5a wnstream Pipe = Pipe 5b 1 I User Name: DMW Date: 02-26-08 �roject: LIB - Liberty Farms Time: 03:32:58 etwork: 70 - Storm Sewer 1 Page: 5 Storm Sewers Detail Report Wipe Material = RCP Pipe Length = 308.54 ft Ian Length = 313.54 ft ipe Type = Circular ipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 ipe Capacity at Invert Slope = 46.32 cfs vert Elevation Downstream = 4970.50 ft vert Elevation Upstream = 4971.99 ft Invert Slope = 0.48% Rvert Slope (Plan Length) = 0.48% im Elevation Downstream = 4976.68 ft Rim Elevation Upstream = 4977.09 ft atural Ground Slope = 0.13% rown Elevation Downstream = 4973.50 ft rown Elevation Upstream = 4974.99 ft FLOW INFORMATION-- t chment Area aHoff Coefficient = 0.00 ac oe icient = 0.500 Inlet Time = 5.00 min et Intensity = 9.89 in/hr et Rational Flow = 0.0 cfs Inlet Input Flow = 0.0 cfs et Hydrograph Flow = 0.0 cfs tal Area = 7.49 ac Bighted Coefficient = 0.725 Total Time of Concentration = 10.27 min tal Intensity = 7.73 in/hr tal Rational Flow = 42.3 cfs tal Flow = 42.3 cfs Uniform Capacity = 46.3 cfs Sipped flow = 0.0 cfs filtration = 0.0 gpd HYDRAULIC INFORMATION- L Elevation Downstream = 4972.84 ft L Elevation Upstream = 4974.22 ft HGL Slope = 0.45 % L Elevation Downstream = 4973.64 ft L Elevation Upstream = 4976.10 ft L Slope = 0.47 % Critical Depth = 25.43 in pth Downstream = 28.08 in pth Upstream = 26.71 in Velocity Downstream = 7.15 ft/s locity Upstream = 7.52 ft/s iform Velocity Downstream = 0.00 ft/s n U User Name: DMW �roject: LIB - Liberty Farms etwork: 70 - Storm Sewer Date: 02-26-08 Time: 03:32:58 Page: 6 Storm Sewers Detail Report 17 ------------------- niform Velocity Upstream = 0.00 ft/s Area Downstream = 5.91 ft^2 rea Upstream = 5.62 ft^2 j (JLC) = 0.50 alculated Junction Loss = 0.150 ft INLET INFORMATION--- ownstream Inlet Inlet Description Set Type mputation Case ngitudinal Slope Mannings n-value djavement Cross -Slope utter Cross -Slope utter Local Depression Gutter Width nding Width tercept Efficiency ow from Catchment Carryover from previous inlet Itl Flow to Current Inlet Intercepted by Current I Bypassed Flow vement Flow litter Flow pth at Curb Depth at Pavement/Gutter Jo vement Spread tal Spread utter Velocity Curb Efficiency ate Efficiency t Efficiency Total Efficiency #E DESCRIPTION: Pipe 3 RAINFALL INFORMATIO Return Period infall File —PIPE INFORMATION--- Current Pipe wnstream Pipe e Material Pipe Length n Length e Type 1 = STM MH-05B _ <None> = Undefined = Sag = 0.00 ft/ft = 0.000 = 0.00 fttft = 0.00 ft1ft = 0.00 in = 0.00 ft = 0.00 ft = 0.0 cfs = 0.0 cfs = 0.0 cfs Net = 0.0 cfs = 0.0 cfs = 0.0 cfs = 0.0 cfs = 0.00 in int = 0.00 in = 0.00 ft = 0.00 ft = 0.00 ft/s = 0.00 % User Name: DMW Date: 62-26-08 Froject: LIB - Liberty Farms Time: 03:32:58 etwork: 70 - Storm Sewer 1 Page: 7 Storm Sewers Detail Report ipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 ipe Capacity at Invert Slope = 15.71 cfs nvert Elevation Downstream = 4972.19 It nvert Elevation Upstream = 4972.28 ft Invert Slope = 0.48% vert Slope (Plan Length) = 0.40% im Elevation Downstream = 4977.09 ft im Elevation Upstream = 4976.42 ft Ground Slope = -3.61 % tatural rown Elevation Downstream = 4974.19 ft rown Elevation Upstream = 4974.28 ft FLOW INFORMATION- atchment Area = 1.37 ac unoff Coefficient = 0.690 inlet Time = 6.30 min Intensity = 9.24 in/hr nlet let Rational Flow = 8.8 cfs nlet Input Flow = 0.0 cfs let Hydrograph Flow = 0.0 cfs tall Area = 5.46 ac Bighted Coefficient = 0.704 Total Time of Concentration = 10.23 min Zotal Intensity = 7.74 in/hr tal Rational Flow = 30.0 cfs tal Flow = 30.0 cfs Uniform Capacity = 15.7 cfs Skipped flow = 0.0 cfs filtration = 0.0 gpd -HYDRAULIC INFORMATION- L Elevation Downstream = 4974.37 ft L Elevation Upstream = 4974.70 It HGL Slope = 1.76 % L Elevation Downstream = 4975.79 ft L Elevation Upstream = 4976.12 It L Slope = 1.76 % Critical Depth = 22.35 in pth Downstream = 24.00 in pth Upstream = 24.00 in locity Downstream = 9.55 ft/s Velocity Upstream = 9.55 ft/s iform Velocity Downstream = 0.00 ft/s iform Velocity Upstream = 0.00 ft/s Area Downstream = 3.14 ft^2 46ea Upstream = 3.14 ft^2 (JLC) = 0.50 I User Name: DMW Date: 02-26-08 �roject: LIB - Liberty Farms Time: 03:32:58 etwork: 70 - Storm Sewer 1 Page: 8 Storm Sewers Detail Report calculated Junction Loss-=1.011 ft INLET INFORMATION— ownstream Inlet = STM MH-05A let Description = 5' Type R in Sag Inlet Type = Curb omputation Case = Sag ongitudinal Slope = 0.00 ft/ft annings n-value = 0.016 Cross -Slope = 0.02 ft/ft ,Eavement Rutter Cross -Slope = 0.08 ft/ft utter Local Depression = 2.00 in Gutter Width = 3.00 ft onding Width = 25.68 ft tercept Efficiency = 100.00 % 'Curb Opening Length = 5.00 ft Curb Throat Type = Inclined ff clined Throat Angle = 63.4000 clined Throat Angle = 6.00 in curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 w from Catchment �o = 8.8 cfs rryover from previous inlet = 0.0 cfs Total Flow to Current Inlet = 8.8 cfs w Intercepted by Current Inlet = 8.8 cfs (passedFlow = 0.0 cfs vement Flow = 0.0 cfs Gutter Flow = 0.0 cfs pth at Curb = 6.16 in pth at Pavement/Gutter Joint = 0.00 in avement Spread = 0.00 ft Total Spread = 25.68 ft ttter Velocity = 0.00 ft(s rb Efficiency = 100.00 % Grate Efficiency = * % Efficiency = " % falEfficiency = 100.00 % PIPE DESCRIPTION: Pipe 4 INFORMATION — tRAINFALL turn Period = 100 Year infall File = Fort Collins PIPE INFORMATION Trent Pipe = Pipe 4 Downstream Pipe = Pipe 3 Material = RCP Length = 53.29 ft User Name: DMW Date: 02-26-08 �roject: LIB - Liberty Farms Time: 03:32:58 etwork: 70 - Storm Sewer 1 Page: 9 Storm Sewers Detail Report �lan Length _=56.33 ft Pipe Type = Circular ipe Dimensions = 24.00 in ipe Manning's "n" = 0.013 ipe Capacity at Invert Slope = 15.71 cfs Invert Elevation Downstream = 4972.48 ft Elevation Upstream = 4972.74 ft Ivert vert Slope = 0.48% nvert Slope (Plan Length) = 0.46% Elevation Downstream = 4976.42 ft iim im Elevation Upstream = 4976.42 ft atural Ground Slope = 0.00% Crown Elevation Downstream = 4974.48 ft rown Elevation Upstream = 4974.74 ft --FLOW INFORMATION --- Catchment Area = 1.44 ac Coefficient = 0.670 let Time Munoff = 10.10 min nlet Intensity = 7.78 in/hr Inlet Rational Flow = 7.6 cfs let Input Flow = 0.0 cfs et Hydrograph Flow = 0.0 cfs Total Area = 4.09 ac Bighted Coefficient = 0.709 t Time of Concentration = 10.10 min Cal Cal Intensity = 7.78 in/hr Total Rational Flow = 22.7 cfs tal Flow = 22.7 cfs iform Capacity = 15.7 cfs ipped flow = 0.0 cfs Infiltration = 0.0 gpd -HYDRAULIC INFORMATION- HGL Elevation Downstream = 4975.71 ft Elevation Upstream = 4976.25 ft L Slope IL = 1.01 % L Elevation Downstream = 4976.52 ft EGL Elevation Upstream = 4977.06 ft L Slope = 1.01 % l ticaDepth h= 20.39 in pth Downstream = 24.00 in Depth Upstream = 24.00 in locity Downstream = 7.24 ft/s locity Upstream = 7.24 ft/s Uniform Velocity Downstream = 0.00 ft/s iform Velocity Upstream = 0.00 ft/s a Downstream = 3.14 ft^2 11 User Name: DMW �roject: LIB - Liberty Farms etwork: 70 - Storm Sewer 1 Date: 02-26-08 Time: 03:32:58 Page: 10 Storm Sewers Detail Report rea Upstream = 3.14 ft^2 Kj (JLC) = 0.50 lculated Junction Loss = 0.082 ft INLET INFORMATION ---- Downstream Inlet = INLET 4 let Description = 5' Type R in Sag let Type = Curb "Computation Case = Sag Longitudinal Slope = 0.00 ft/ft annings n-value = 0.016 avement Cross -Slope = 0.02 ft/ft Gutter Cross -Slope = 0.08 ft/ft utter Local Depression = 2.00 in Mutter Width = 3.00 ft onding Width = 23.22 ft Intercept Efficiency = 100.00 % urb Opening Length = 5.00 ft urb Throat Type = Inclined clined Throat Angle = 63.4000 Inclined Throat Angle = 6.00 in curb Weir Coefficient = 2.300 rb Orifice Coefficient = 0.670 Flow from Catchment = 7.6 cfs rryover from previous inlet = 0.0 cfs tl Flow to Current Inlet = 7.6 cfs Intercepted by Current Inlet = 7.6 cfs Bypassed Flow = 0.0 cfs vement Flow = 0.0 cfs tter Flow = 0.0 cfs pth at Curb = 5.57 in Depth at Pavement/Gutter Joint = 0.00 in vement Spread = 0.00 ft tal Spread = 23.22 ft Gutter Velocity = 0.00 ft/s Qprb Efficiency = 100.00 % Sate Efficiency = • % t Efficiency = ' % Total Efficiency = 100.00 % t,E DESCRIPTION: Pipe 5 --RAINFALL INFORMATION— Return Period = 100 Year mfall File = Fort Collins —PIPE INFORMATION — Trent Pipe = Pipe 5 wnstream Pipe = Pipe 4 �I 1 1 �II User Name: DMW Date: 02-26-08 �roject: LIB - Liberty Farms Time: 03:32:58 etwork: 70 - Storm Sewer 1 Page: 11 Storm Sewers Detail Report------------------------------------------------------------------------------- Wipe Material = RCP Pipe Length = 32.23 ft Ian Length = 35.75 ft ipe Type = Circular ipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Wipe Capacity at Invert Slope = 7.42 cfs v tert Elevation Downstream = 4973.39 ft vert Elevation Upstream = 4973.55 ft Invert Slope = 0.50% Rvert Slope (Plan Length) = 0.45% im Elevation Downstream = 4976.42 ft Rim Elevation Upstream = 4976.82 ft Ground Slope = 1.24% Iatural rown Elevation Downstream = 4974.89 ft rown Elevation Upstream = 4975.05 ft FLOW INFORMATION---tchment Area Fu = 2.65 ac noff Coefficient = 0.730 Inlet Time = 7.30 min let Intensity = 8.79 in/hr et Rational Flow = 17.2 cfs Inlet Input Flow = 0.0 cfs et Hydrograph Flow = 0.0 cfs tal Area = 2.65 ac Bighted Coefficient = 0.730 Total Time of Concentration = 7.30 min tal Intensity = 8.79 in/hr tal Rational Flow = 17.2 cfs tal Flow = 17.2 cfs Uniform Capacity = 7.4 cfs ipped flow = 0.0 cfs Itration = 0.0 gpd HYDRAULIC INFORMATION - LElevation Downstream = 4976.33 ft Elevation Upstream = 4977.92 ft HGL Slope = 4.94 % L Elevation Downstream = 4977.80 ft L Elevation Upstream = 4979.39 ft L Slope = 4.94 % Critical Depth = 17.30 in pth Downstream = 18.00 in pth Upstream = 18.00 in Velocity Downstream = 9.71 ft/s locity Upstream = 9.71 ft/s iform Velocity Downstream = 0.00 ft/s User Name: DMW Date: 02-26-08 �roject: LIB - Liberty Farms Time: 03:32:58 etwork: 70 - Storm Sewer 1 Page: 12 Storm Sewers Detail Report �)niform Velocity Upstream = 0.00 fus Area Downstream = 1.77 ft^2 rea Upstream = 1.77 ft^2 j (JLC) = 0.50 alculated Junction Loss = NA t1e INLET INFORMATION--- wnstream Inlet t Description Inlet Type rmputation Case o ngitudinal Slope Mannings n-value &avement Cross -Slope utter Cross -Slope utter Local Depression Gutter Width nding Width tercept Efficiency 'Curb Opening Length Curb Throat Type Lined Throat Angle ined Throat Angle Curb Weir Coefficient rb Orifice Coefficient w from Catchment rryover from previous inlet Total Flow to Current Inlet w Intercepted by Current I [eement ssed Flow Flow Gutter Flow pth at Curb pth at Pavement/Gutter Jo Pavement Spread tt Spread tter Velocity rb Efficiency Grate Efficiency It Efficiency tal Efficiency PIPE DESCRIPTION: Pipe 1 *RAINFALL INFORMATIO turn Period Rainfall File PIPE INFORMATION— , = INLET 2 = 10' Type R in Sag = Curb = Sag = 0.00 Tuft = 0.016 = 0.02 fUft = 0.08 ft/ft = 2.00 in = 3.00 ft = 30.84 ft = 100.00 % = 10.00 ft = Inclined = 63.4000 = 6.00 in = 2.300 = 0.670 = 17.2 cfs = 0.0 cfs = 17.2 cfs nlet = 17.2 cfs = 0.0 cfs = 0.0 cfs = 0.0 cfs = 7.40 in int = 0.00 in = 0.00 ft = 30.84 ft = 0.00 fUs = 100.00 % = 100.00 % User Name: DMW Date: 02-26-08 rroject: LIB - Liberty Farms Time: 03:32:58 etwork: 70 - Storm Sewer 1 Page: 13 Storm Sewers Detail Report -- - - ---------- -- urrent Pipe = Pipe 1 Downstream Pipe = Pipe 5a ipe Material = RCP ipe Length = 80.67 ft Ian Length = 84.67 ft Pipe Type = Circular ipe Dimensions = 18.00 in ipe Manning's "n" = 0.013 ipe Capacity at Invert Slope = 6.28 cfs Invert Elevation Downstream = 4972.82 ft vert Elevation Upstream = 4973.11 ft vert Slope = 0.36% Invert Slope (Plan Length) = 0.34% Elevation Downstream = 4977.09 ft fim im Elevation Upstream = 4976.42 ft atural Ground Slope = -0.83% Crown Elevation Downstream = 4974.32 ft �rown Elevation Upstream = 4974.61 ft -FLOW INFORMATION - Catchment Area = 2.03 ac Iunoff Coefficient = 0.780 let Time = 9.90 min Inlet Intensity = 7.84 in/hr let et Rational Flow = 12.5 cfs let Input Flow = 0.0 cfs Hydrograph Flow = 0.0 cfs Total Area = 2.03 ac Bighted Coefficient = 0.780 tat Time of Concentration = 9.90 min otal Intensity = 7.84 in/hr Total Rational Flow = 12.5 cfs tal Flow = 12.5 cfs iform Capacity = 6.3 cfs Skipped flow = 0.0 cfs ration CItYDRAULIC = 0.0 gpd INFORMATION- HGL Elevation Downstream = 4974.37 ft Elevation Upstream = 4975.91 ft L Slope EL = 1.91 % L Elevation Downstream = 4975.15 ft EGL Elevation Upstream = 4976.69 ft L Slope = 1.91 % tical Depth = 16.01 in Depth Downstream = 18.00 in 2ppth Upstream = 18.00 in Itlocity Downstream = 7.09 ft/s User Name: DMW �roject: LIB - Liberty Farms etwork: 70 - Storm Sewer 1 Date: 02-26-08 Time: 03:32:58 Page: 14 Storm Sewers Detail Report -------------- ------------- ------------- elocity Upstream = 7.09 ft/s Uniform Velocity Downstream = 0.00 ft/s niform Velocity Upstream = 0.00 ft/s rea Downstream = 1.77 ft^2 rea Upstream = 1.77 ft^2 Kj (JLC) = 0.50 calculated Junction Loss = NA —INLET INFORMATION— Downstream Inlet = STM MH-05A rilet Description = 10' Type R in Sag let Type = Curb Computation Case = Sag Slope = 0.00 ft/ft jpngitudinal annings n-value = 0.016 avement Cross -Slope = 0.02 ft/ft Gutter Cross -Slope = 0.08 ft/ft Local Depression = 2.00 in Mutter utter Width = 3.00 ft onding Width = 25.00 ft Intercept Efficiency = 100.00 % urb Opening Length = 10.00 ft urb Throat Type = Inclined Inclined Throat Angle = 63.4000 clined Throat Angle = 6.00 in u trb Weir Coefficient = 2.300 rb Orifice Coefficient = 0.670 Flow from Catchment = 12.5 cfs rryover from previous inlet = 0.0 cfs tal Flow to Current Inlet = 12.5 cfs ow Intercepted by Current Inlet = 12.5 cfs Bypassed Flow = 0.0 cfs vement Flow = 0.0 cfs Witter Flow = 0.0 cfs Depth at Curb = 6.00 in pth at Pavement/Gutter Joint = 0.00 in vement Spread = 0.00 ft tal Spread = 25.00 ft Gutter Velocity = 0.00 ft/s rb Efficiency = 100.00 % Sate Efficiency = " % t Efficiency = ' % Total Efficiency = 100.00 % 1 1 1 11 User Name: DMW �roject: LIB - Liberty Farms etwork: 80 - Storm Sewer 7 Date: 02-26-08 Time: 03:37:15 Page: 1 Storm Sewers Detail Report IIPE DESCRIPTION Pipe 10_________________________________________________________ ---RAINFALL INFORMATION— etum Period = 100 Year ainfall File = Loveland ---PIPE INFORMATION---- urrent Pipe = Pipe 10 ownstream Pipe = Outfall ipe Material = RCP Pipe Length = 54.35 ft Ian Length = 55.84 ft ipe Type = Circular Pipe Dimensions = 24.00 in pe Manning's "n" = 0.013 pe Capacity at Invert Slope = 22.61 cfs vert Elevation Downstream = 4968.00 ft Invert Elevation Upstream = 4968.54 ft vert Slope = 1.00% vert Slope (Plan Length) = 0.97% m Elevation Downstream = 4970.00 ft Rim Elevation Upstream = 4974.57 ft Ground Slope = 8.41% irural wn Elevation Downstream = 4970.00 ft Crown Elevation Upstream = 4970.54 It FLOW INFORMATION— tchment Area = 1.45 ac Runoff Coefficient = 0.740 Time = 13.10 min let et Intensity = 6.47 in/hr et Rational Flow = 7.0 cfs Inlet Input Flow = 0.0 cfs Hydrograph Flow = 0.0 cfs net tal Area = 5.54 ac Weighted Coefficient = 0.737 tal Time of Concentration = 13.81 min tal Intensity = 6.32 in/hr tal Rational Flow = 26.0 cfs Total Flow = 26.0 cfs iform Capacity = 22.6 cfs ipped flow = 0.0 cfs tltration = 0.0 gpd HYDRAULIC INFORMATION--- L Elevation Downstream = 4969.79 ft GL Elevation Upstream = 4970.53 ft L Slope = 1.37 % L Elevation Downstream = 4970.98 ft 11 User Name: DMW Date:*02-26-08 �roject: LIB - Liberty Farms Time: 03:37:15 etwork: 80 - Storm Sewer 7 Page: 2 Storm Sewers Detail Report UrElevation Elevation Upstream = 4971.60 ft EGL Slope = 1.13 % ntical Depth = 21.44 in epth Downstream = 21.44 in epth Upstream = 23.84 in Velocity Downstream = 8.78 ft/s elocity Upstream = 8.28 ft/s niform Velocity Downstream = 0.00 ft/s niform Velocity Upstream = 0.00 ft/s ,,Area Downstream = 2.96 ft^2 rea Upstream = 3.14 ft^2 j (JLC) = 0.50 Calculated Junction Loss = 0.557 ft INLET INFORMATION- ownstream Inlet = FES (OUTLET) Inlet Description = 10' Type R in Sag let Type = Curb omputation Case = Sag Longitudinal Slope = 0.00 ft/ft annings n-value = 0.016 avement Cross -Slope = 0.02 ft/ft Sutter Cross -Slope = 0.08 f tft Gutter Local Depression = 2.00 fUutter Width = 3.00 ft nding Width = 16.97 ft tercept Efficiency = 100.00 % Curb Opening Length = 10.00 ft b Throat Type = Inclined ned Throat Angle IncrIliined = 63.4000 Throat Angle = 6.00 in rb Weir Coefficient = 2.300 rb Orifice Coefficient � = 0.670 ow from Catchment = 7.0 cfs Carryover from previous inlet = 0.0 cfs tal Flow to Current Inlet = 7.0 cfs Now Intercepted by Current Inlet = 7.0 cfs Bypassed Flow = 0.0 cfs Pavement Flow = 0.0 cfs tter Flow = 0.0 cfs pth at Curb = 4.07 in epth at Pavement/Gutter Joint = 0.00 in vement Spread = 0.00 ft tal Spread = 16.97 ft Butter Velocity = 0.00 ft/s Curb Efficiency = 100.00 % Efficiency = " % &ate of Efficiency = " % 11 User Name: DMW Date: 02-26-08 �roject: LIB - Liberty Farms Time: 03:37:15 etwork: 80 - Storm Sewer 7 Page: 3 Storm Sewers Detail Report �otal Efficiency_______________ 100.00 % IPE DESCRIPTION: Pipe 11 —RAINFALL INFORMATION— eturn Period = 100 Year Rainfall File = Loveland ktuPIPE INFORMATION---- rrent Pipe = Pipe 11 Downstream Pipe = Pipe 10 Ripe Material = RCP ipe Length = 37.03 ft Plan Length = 40.33 ft ipe Type = Circular ipe Dimensions = 24.00 in ipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 22.61 cfs vert Elevation Downstream = 4968.74 ft vert Elevation Upstream = 4969.11 ft vert Slope = 1.00% Invert Slope (Plan Length) = 0.92% im Elevation Downstream = 4974.57 ft im Elevation Upstream = 4974.57 ft Natural Ground Slope = 0.00% Elevation Downstream = 4970.74 ft irown rown Elevation Upstream = 4971.11 ft —FLOW INFORMATION— Area = 1.90 ac fatchment unoff Coefficient = 0.730 let Time = 13.70 min Inlet Intensity = 6.34 in/hr let Rational Flow = 8.9 cfs let Input Flow = 0.0 cfs Inlet Hydrograph Flow = 0.0 cfs tal Area = 4.09 ac Bighted Coefficient = 0.735 tal Time of Concentration = 13.70 min Total Intensity = 6.34 in/hr taI Rational Flow = 19.2 cfs tal Flow = 19.2 cfs iform Capacity = 22.6 cfs Skipped flow = 0.0 cfs filtration = 0.0 gpd �—HYDRAULIC INFORMATION— L Elevation Downstream = 4971.09 ft Elevation Upstream rL = 4971.35 ft User Name: DMW Date:"02-26-08 �roject: LIB - Liberty Farms Time: 03:37:15 etwork: 80 - Storm Sewer 7 Page: 4 Storm Sewers Detail Report GL Slope ---- = 0.72 % - ------------------------------- EGL Elevation Downstream = 4971.67 ft GL Elevation Upstream = 4971.94 ft GL Slope = 0.72 % ritical Depth = 18.93 in Depth Downstream = 24.00 in Upstream = 24.00 in (epth elocity Downstream = 6.12 f /s elocity Upstream = 6.12 ft/s Uniform Velocity Downstream = 0.00 ft/s niform Velocity Upstream = 0.00 ft/s rea Downstream = 3.14 ft^2 Area Upstream = 3.14 ft^2 (JLC) = 0.50 alculated Junction Loss = 0.696 ft -INLET INFORMATION-- ownstream Inlet = INLET 9 let Description = 10' Type R in Sag let Type = Curb Computation Case = Sag Ingitudinal Slope = 0.00 ft/ft annings n-value = 0.016 Pavement Cross -Slope = 0.02 ft/ft utter Cross -Slope = 0.08 ft/ft utter Local Depression = 2.00 in utter Width = 3.00 ft Ponding Width = 19.87 ft Efficiency = 100.00 % �ercept rb Opening Length = 10.00 ft rb Throat Type = Inclined Inclined Throat Angle = 63.4000 lined Throat Angle = 6.00 in rb Weir Coefficient = 2.300 ufb Orifice Coefficient = 0.670 ow from Catchment = 8.9 cfs rryover from previous inlet = 0.0 cfs tal Flow to Current Inlet = 8.9 cfs Flow Intercepted by Current Inlet = 8.9 cfs passed Flow = 0.0 cfs vement Flow = 0.0 cfs tter Flow = 0.0 cfs Depth at Curb = 4.77 in pth at Pavement/Gutter Joint = 0.00 in vement Spread = 0.00 ft otal Spread = 19.87 ft tter Velocity = 0.00 ft/s IF rb Efficiency = 100.00 % 1 1 User Name: DMW Date: 02-26-08 �roject: LIB - Liberty Farms Time: 03:37:15 etwork: 80 - Storm Sewer 7 Page: 5 Storm Sewers Detail Report rate Efficiency = • % Slot Efficiency = • % Efficiency = 100.00 % �otal IPE DESCRIPTION: Pipe 12 ---RAINFALL INFORMATION---- eturn Period = 100 Year ainfall File = Loveland ---PIPE INFORMATION---- �urrent Pipe = Pipe 12 ownstream Pipe = Pipe 11 Pipe Material = RCP ipe Length = 33.86 ft Ian Length = 37.48 ft ipe Type = Circular Pipe Dimensions = 18.00 in ff ipe Manning's "n" = 0.013 ipe Capacity at Invert Slope = 9.09 cfs 'Thvert Elevation Downstream = 4970.00 ft Invert Elevation Upstream = 4970.25 ft Ivert Slope = 0.75% vert Slope (Plan Length) = 0.68% Rim Elevation Downstream = 4974.57 ft Elevation Upstream = 4974.91 ft fim atural Ground Slope = 1.00% rown Elevation Downstream = 4971.50 ft Crown Elevation Upstream = 4971.75 ft tFLOW INFORMATION— atchment Area = 2.19 ac Runoff Coefficient = 0.740 let Time = 11.20 min let Intensity = 6.94 in/hr Inlet Rational Flow = 11.3 cfs et Input Flow = 0.0 cfs let Hydrograph Flow � = 0.0 cfs tal Area = 2.19 ac Weighted Coefficient = 0.740 al Time of Concentration = 11.20 min al Intensity Ctal = 6.94 in/hr Rational Flow = 11.3 cfs Total Flow = 11.3 cfs inform Capacity = 9.1 cfs tipped flow = 0.0 cfs Infiltration = 0.0 gpd HYDRAULIC INFORMATION— 1 J User Name: DMW �roject: LIB - Liberty Farms etwork: 80 - Storm Sewer 7 Date: 02-26-08 Time: 03:37:15. Page: 6 Storm Sewers Detail Report IGL Elevation Downstream HGL Elevation Upstream GL Slope GL Elevation Downstream GL Elevation Upstream EGL Slope ntical Depth epth Downstream epth Upstream ielocity Downstream elocity Upstream niform Velocity Downstream Uniform Velocity Upstream Berea Downstream rea Upstream = 4972.05 ft = 4972.77 ft = 2.11 % = 4972.69 ft = 4973.41 ft = 2.11 % = 15.43 in = 18.00 in = 18.00 in = 6.42 ft/s = 6.42 ft/s = 0.00 ft/s = 0.00 ft/s = 1.77 ft^2 = 1.77 ft^2 (JLC) = 0.50 Calculated Junction Loss = NA INLET INFORMATION— ownstream Inlet = INLET 8 Inlet Description = 10' Type R in Sag let Type = Curb let Case = Sag Longitudinal Slope = 0.00 ft/ft annings n-value = 0.016 vement Cross -Slope = 0.02 fUft 'Futter Cross -Slope = 0.08 ft/ft Gutter Local Depression = 2.00 in Mutter Width = 3.00 ft nding Width = 23.40 ft tercept Efficiency = 100.00 % Curb Opening Length = 10.00 ft rb Throat Type = Inclined lined Throat Angle = 63.4000 Inclined Throat Angle = 6.00 in Weir Coefficient = 2.300 rb Orifice Coefficient Curb = 0.670 w from Catchment = 11.3 cfs Carryover from previous inlet = 0.0 cfs al Flow to Current Inlet = 11.3 cfs Ntw Intercepted by Current Inlet = 11.3 cfs passed Flow = 0.0 cfs Pavement Flow = 0.0 cfs Mutter Flow = 0.0 cfs pth at Curb = 5.62 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft tal Spread = 23.40 ft F I User Name: DMW Date: 02-26-08 �roject: LIB - Liberty Farms Time: 03:37:15 etwork: 80 - Storm Sewer 7 Page: 7 - - - Storm Sewers Detail Report --------------------------------- utter Velocity = 0.00 ft/s Curb Efficiency = 100.00 % Efficiency = * % Mrate ot Efficiency = * % tal Efficiency = 100.00 % 7 I I 1 1 1 1 11 1 1 1 1 1 i 1 1 1 1 Appendix D 1 11 Analysis of Trapezoidal Grass -Lined Channel Project: Liberty Farms Channel ID: Channel A F T ------ --------O------- Y Y 1� ® 1 l Zl f----- B------ ? Z2 flncinn InfnnnnHnn Grass Type: A B C D E Limiting Mannin 's n 0.060 0.040 0.033 0.030 0.024 Soil Type: Max. Velocity (VRaJ Max. Froude No. (F, a ) Non -Sandy 7.0 fps 0.80 Sandy 5.0 fps 0.60 Design Information Enter Grass Manning's n n = 0.035 Type of Grass (A,B,C,D, or E) Other Grass Channel Invert Slope So = 0.0100 ft/ft Bottom Width B = 0.00 It Left Side Slope Z1 = 10.00 ft/ft Right Side Slope Z2 = 10.00 ft/ft Design Discharge Q = 3.70 cfs Check one of the following soil types Sandy Soil check, OR Non -Sandy Soil X check Flow Condition Calculated Water Depth Y = 0.48 ft Top Width T = 9.53 It Flow Area A = 2.27 sq It Wetted Perimeter P = 9.58 ft Hydraulic Radius R = 0.24 It Flow Velocity V = 1.63 fps Hydraulic Depth D = 0.24 ft Froude Number Fr = 0.59 Discharge (Check) Q= 3.70 cfs LIB-CHAN-A.xls, Flow Analysis 8/20/2008, 2:05 AM 11 Analysis of Trapezoidal Grass -Lined Channel Project: Liberty Farms Channel ID: Channel B T Y F7t� ® 1 7 Z1 E-----B------> z2 Grass Type: A B C D E Limiting Manning's n 0.060 0.040 0.033 0.030 1 0.024 Soil Type: Max. Velocity (Vmax) Max. Froude No. (Fmex) Non -Sandy 7.0 fps 0.80 Sandy 5.0 fps 0.60 Design Information Enter Grass Manning's n n = 0.035 Type of Grass (A,B,C,D, or E) Other Grass Channel Invert Slope So = 0.0100 Wit Bottom Width B = 2.00 ft Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2 = 4.00 ft/ft Design Discharge Q = 55.00 efs Check one of the following soil types Sandy Soil check, OR Non -Sandy Soil X check Flow Condition Calculated Water Depth Y = 1.63 ft Top Width T = 15.03 It Flow Area A = 13.87 sq It Wetted Perimeter P = 15.43 It Hydraulic Radius R = 0.90 ft Flow Velocity V = 3.97 fps Hydraulic Depth D = 0.92 It Froude Number Fr= 0.73 Discharge (Check) Q= 55.00 cfs LIB-CHAN-B.xls, Flow Analysis 2/26/2008, 2:23 AM 11 Analysis of Trapezoidal Grass -Lined Channel Project: Liberty Farms Channel ID: Channel C F T <-- - - --------Yo------- Y Z2 ZI f------------ > B Soil Type: Max. Velocity (Vma) Max. Froude No. (Fm O Non -Sandy 7.0 fps 0.80 Sandy 5.0 fps 0.60 Design Information Enter Grass Manning's n n = 0.035 Type of Grass (A,B,C,D, or E) Other Grass Channel Invert Slope So = 0.0070 tuft Bottom Width B = 2.00 ft Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2 = 4.00 Wit Design Discharge Q = 55.00 cis Check one of the following soil types Sandy Soil check, OR Non -Sandy Soil X check Flow Condition Calculated ater Depth Y = 1.76 ft op Width T = 16.05 It Flow Area A = 15.85 sq ft Wetted Perimeter P = 16.48 ft Hydraulic Radius R = 0.96 It Flow Velocity V = 3.47 fps Hydraulic Depth D = 0.99 ft Froude Number Fr = 0.62 Discharge (Check) Q= 55.00 cfs LIB-CHAN-C.xls, Flow Analysis 1/30/2008, 9:40 AM 1 1 1 1 11 Analysis of Trapezoidal Grass -Lined Channel Project: Liberty Farms Channel ID: Channel D Yo 1 Y 1 Z1 E----- 8------ > Z2 Desian Information Grass Type: A B C D E Limiting Mannin 's n 0.060 0.040 0.033 0.030 0.024 Soil Type: Max. Velocity (Vmax) Max. Froude No. (Finax) Non -Sandy 7.0 fps 0.80 Sandy 5.0 fps 0.60 Design Information Enter Grass Manning's n n = 0.035 Type of Grass (A,B,C,D, or E) Other Grass Channel Invert Slope So = 0.0100 Wit Bottom Width B = 2.00 ft Left Side Slope Z1 = 4.00 Wit Right Side Slope Z2 = 4.00 Wit Design Discharge Q = 3.40 cfs Check one of the following soil types Sandy Soil check, OR Non -Sandy Soil X check Flow Condition Calculated Water Depth Y = 0.46 ft Top Width T = 5.68 ft Flow Area A = 1.76 sq it Wetted Perimeter P = 5.79 it Hydraulic Radius R = 0.30 it Flow Velocity V = 1.93 fps Hydraulic Depth D = 0.31 ft Froude Number Fr = 0.61 Discharge (Check) Q= 3.40 cfs LIB-CHAN-D.xls, Flow Analysis 2/26/2008, 2:17 AM Analysis of Trapezoidal Grass -Lined Channel Project: Liberty Farms Channel ID: Channel D e----------- T ---------- FYo 1 7Y 1 e 7 Z1 E----- B------ > Z2 rincinn Infnnn�finn Grass Type: A B C D E Limiting Manning's n 0.060 0.040 0.033 1 0.030 0.024 Soil Type: Max. Velocity (Vm�) Max. Froude No. (Finaz) Non -Sandy 7.0 fps 0.80 Sandy 5.0 fps 0.60 Design Information Enter Grass Manning's n n = 0.035 Type of Grass (A,B,C,D, or E) Other Grass Channel Invert Slope So = 0.0100 Wit Bottom Width B = 2.00 it Left Side Slope Z1 = 4.00 ft/ft Right Side Slope 72 = 4.00 ft/ft Design Discharge Q = 4.70 cis Check one of the following soil types Sandy Soil check, OR Non -Sandy Soil X check Flow Condition Calculated Water Depth Y = 0.54 ft Top Width T = 6.31 ft Flow Area A = 2.24 sq it Wetted Perimeter P = 6.44 It Hydraulic Radius R = 0.35 it Flow Velocity V = 2.10 fps Hydraulic Depth D = 0.35 it Froude Number Fr= 0.62 Discharge (Check) Q= 4.70 cis LIB-CHAN-D.xls, Flow Analysis 1 /30/2008. 9:42 AM 11 Analysis of Trapezoidal Grass -Lined Channel Project: Liberty Farms Channel ID: Masterplanned Overflow T Yo 1 71� 1� Z1 e----- -B ------> Z2 rincinn Inf^�+i^n Grass Type: A B C D E Limiting Manning's n 0.060 0.040 0.033 0.030 0.024 Soil Type: Max. Velocity (VmaJ Max. Froude No. (Finax) Non -Sandy 7.0 fps 0.80 Sandy 5.0 fps 0.60 Design Information Enter Grass Manning's n n = 0.035 Type of Grass (A,B,C,D, or E) Other Grass Channel Invert Slope So = 0.0070 ft/ft Bottom Width B = 12.00 It Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2 = 4.00 ft/ft Design Discharge Q = 247.06 cfs Check one of the following soil types Sandy Soil check, OR Non -Sandy Soil X check Flow Condition Calculated Water Depth Y = 2.36 ft Top Width T = 30.87 It Flow Area A = 50.54 sq ft Wetted Perimeter P = 31.45 It Hydraulic Radius R = 1.61 ft Flow Velocity V = 4.89 fps Hydraulic Depth D = 1.64 It Froude Number Fr = 0.67 Discharge (Check) Q= 247.00 cis LIB-CHAN-MP.xls, Flow Analysis 2/26/2008, 2:38 AM I LI I 1 0 I Appendix E II Riprap Erosion Protection Calculations for Circular Pipe Project: Liberty Farms Calculations By: S. Morgenstern Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Location: Storm Sewer 5 Outlet Date: 07/31/08 Input Parameters: Design Discharge Q = 51.50 cfs Pipe Diameter D = 3.00 It Outlet Velocity V = 7.71 fps Outlet Depth d = 2.10 ft Coarse Grained Soils or Fine Grained Soils (Mark one with an X) X Riprap Sizing: Riprap Sizing Parameter (Eq. HS-16) Pd = 11.27 Riprap Type (Fig_ HS-20) L Median Rock Size D50 = 9.00 inches Thickness Multiplier 2.00 Riprap Thickness T = 1.50 ft Riprap Bedding: Type I Thickness 4.00 inches Type 11 Thickness 4.00 inches * May substitute one 12 inch layer of type II bedding Riprap Basin: Basin Length (Eq_ HS-18) L = 12.00 ft Basin Width (Eq. HS-20) W = 12.00 ft Cutoff Wall depth (Eq. HS-22) B = 3.00 It LIB-RPRP.xls, Storms 1 of 1 Riprap Erosion Protection Calculations for Circular Pipe Project: Liberty Farms Calculations By: S. Morgenstern Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Location: Storm Sewer 6 Outlet Date: 07/31 /08 Input Parameters: Design Discharge Q = 38.50 cfs Pipe Diameter D = 2.00 ft Outlet Velocity V = 8.78 fps Outlet Depth d = 1.79 ft Coarse Grained Soils or Fine Grained Soils (Mario one with an X) X Riprap Sizing: Riprap Sizing Parameter (Eq. HS-16) Pd = 11.60 Riprap Type (Fig. HS-20) L Median Rock Size D50 = 9.00 inches Thickness Multiplier 2.00 Riprap Thickness T = 1.50 ft Riprap Bedding: Type I Thickness 4.00 inches Type II Thickness 4.00 inches * May substitute one 12 inch layer of type 11 bedding Riprap Basin: Basin Length (Eq. HS-18) L = 8.00 It Basin Width (Eq. HS-20) W = 8.00 ft Cutoff Wall depth (Eq. HS-22) B = 2.50 It LIB-RPRP.xls, Storm6 1 of 1 1 1 1 1 1 1 1 1 i 1 1 1 1 Riprap Erosion Protection Calculations for Circular Pipe Project: Liberty Farms Calculations By: S. Morgenstern Project No.: 0710.00-1-I8 DMW Civil Engineers, Inc. Location: Parking outfall Date: 07/31/08 Input Parameters: Design Discharge Q = cfs Pipe Diameter D = It Outlet Velocity V = fps Outlet Depth d = ft Coarse Grained Soils or Fine Grained Soils (Mark one with an )0 X Riprap Sizing: Riprap Sizing Parameter (Eq. HS-16) Pd = 5.67 Riprap Type (Fig. HS-20) L Median Rock Size D50 = 9.00 inches Thickness Multiplier 2.00 Riprap Thickness T = 1.50 ft Riprap Bedding: Type I Thickness 4.00 inches Type II Thickness 4.00 inches * May substitute one 12 inch layer of type II bedding Riprap Basin: Basin Length (Eq. HS-18) L = 4.00 ft Basin Width (Eq. HS-20) W = 4.00 ft Cutoff Wall depth (Eq. HS-22) B = 1.50 ft LIB-RPRP.xIs, Parking 1 of 1 Riprap Erosion Protection Calculations for Circular Pipe Project: Liberty Farms Calculations By: S. Morgenstern Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Location: Culvert 1; Collamer Date: 07/31/08 Input Parameters: Design Discharge Q = 3.70 cfs Pipe Diameter D = 3.00 ft Outlet Velocity V = 5.06 fps Outlet Depth d = 0.61 ft Coarse Grained Soils or Fine Grained Soils (Mark one with an X) X Riprap Sizing: Riprap Sizing Parameter (Eq. HS-16) Pd = 6.73 Riprap Type (Fig. HS-20) L Median Rock Size D50 = 9.00 inches Thickness Multiplier 2.00 Riprap Thickness T = 1.50 ft Riprap Bedding: Type I Thickness 4.00 inches Type II Thickness 4.00 inches * May substitute one 12 inch layer of type II bedding Riprap Basin: Basin Length (Eq. HS-18) L = 12.00 ft Basin Width (Eq. HS-20) W = 12.00 ft Cutoff Wall depth (Eq. HS-22) B = 3.00 ft LIB-RPRP.xIs, Collamer 1 of 1 I Riprap Erosion Protection Calculations for Circular Pipe Project: Liberty Farms Calculations By: S. Morgenstern Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Location: Northwest corner of Pond 12 Date: 07/31/08 Input Parameters: Design Discharge Q = 5.70 cfs Pipe Diameter D = 3.00 ft Outlet Velocity V = 5.09 fps Outlet Depth d = 2.00 ft Coarse Grained Soils or Fine Grained Soils (Mario one with an )0 X Riprap Sizing: Riprap Sizing Parameter (Eq. HS-16) Pd = 9.50 Riprap Type (Fig_ HS-20) L Median Rock Size D50 = 9.00 inches Thickness Multiplier 2.00 Riprap Thickness T = 1.50 ft Riprap Bedding: Type I Thickness 4.00 inches Type II Thickness 4.00 inches " May substitute one 12 inch layer of type 11 bedding Riprap Basin: Basin Length (Eq. HS-18) L = 12.00 ft Basin Width (Eq. HS-20) W = 12.00 ft Cutoff Wall depth (Eq. HS-22) B = 3.00 ft LIB-RPRP.xls, Pond NW 1 of 1 Riprap Erosion Protection Calculations for Circular Pipe Project: Liberty Farms Calculations By: S. Morgenstern Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Location: Pond Outlet Date: 07/31/08 Input Parameters: Design Discharge Q = 1.92 cfs Pipe Diameter D = 1.50 ft Outlet Velocity V = 4.53 fps Outlet Depth d = 0.43 ft Coarse Grained Soils or Fine Grained Soils (Mark one with an )0 X Riprap Sizing: Riprap Sizing Parameter (Eq. HS-16) Pd = 5.86 Riprap Type (Fig. HS-20) L Median Rock Size D50 = 9.00 inches Thickness Multiplier 2.00 Riprap Thickness T = 1.50 ft Riprap Bedding: Type I Thickness 4.00 inches Type II Thickness 4.00 inches . May substitute one 12 inch layer of type II bedding Riprap Basin: Basin Length (Eq. HS-18) L = 6.00 ft Basin Width (Eq. HS-20) W = 6.00 ft Cutoff Wall depth (Eq. HS-22) B = 2.25 It LIB-RPRP.xIs, outlet 1 of 1 11 1 1 I 11 1 1 1 Design of Riprap Channel Cross Section Project: Liberty Farms Channel ID: Masterolanned Overflow Yo t Y 1� • B nnel Invert Slope So = 0.0070 Wit om Width B = 12.0 It Side Slope Z1 = 4.0 ft/ft it Side Slope 72 = 4.0 Wit cific Gravity of Rock Ss = 2.65 ius of Channel Centerline Ccr = 0.0 It ign Disharge Q = 247.0 cfs ap Type (Straight Channel) Type = VL nnediate Rock Diameter (Straight Channel) D50 = 6 Inches :ulated Manning's n (Straight Channel) n = 0.0352 ap Type (Outside Bend of Curved Channel) Type = rmediate Rock Dia. (O.B. of Curved Channel) D50 = inches :ulated Manning's N (Curved Channel) n = ar Depth Y = 2.37 ft Width of Flow T = 31.0 ft Area A = 50.9 sq It :ed Perimeter P = 31.5 It aulic Radius (A/P) R = 1.6 ft age Flow Velocity (Q/A) V = 4.9 fps aulic Depth (AIT) D = 1.6 ft de Number (max. = 0.8) Fr = 0.670 inel Radius / Top Width Ccr/T = 8.00 ap Design Velocity Factor For Curved Channel Kv = 1.00 ap Sizing Velocity For Curved Channel VK� = 4.9 fps ap Sizing Paramenter for Straight Channel K = 1.51 ap Sizing Paramenter for Outside Bend of Curve I(� , = 1.51 :relevation (dh) dh = 0.00 It harge(Check) Q = 248.1 cfs r7ho,4 n. 117n,4 -Qisn fn, Ri.ro. Range of K, K,,,m Riprap D50 < 3.3 VL 6 inch >3.3to<4.0 L 9inch > 4.0 to < 4.6 M 12 inch > 4.6 to < 5.6 H 18 inch > 5.6 to 6.4 VH 24 inch LIB-CHAN-MP.xls, Riprap 2/2612008, 2:24 AM I I Appendix F I I 11 Rainfall Performance Standard Evaluation Project: Liberty Farms STANDARD FORM A Project No.: 0710.00-1-I13 Calculations By: J. MILLER Date: 02/22/08 DMW Civil Engineers, Inc. Developec Subbasin Erodibility Zone Area of Asb (acres) Length of Subbasin Lsb (ft) Asb x Lsb (%) Slope of Subbasin Ssb %) Asb x Ssb (%) Avg Basin Length Lb (ft) Avg Basin Slope Sb (% Perform. Standard PS 1 Moderate 2.65 450 1192.50 0.60 1.59 2 Moderate 1.44 350 504.00 1.30 1.87 3 Moderate 0.15 225 33.75 0.60 0.09 4 Moderate 1.37 380 520.60 1.30 1.78- 5 Moderate 2.03 395 801.85 0.60 1.22 6 Moderate 2.19 350 766.50 0.75 1.64 7 Moderate 0.59 525 309.75 0.60 0.35 8 Moderate 1.90 660 1254.00 0.60 1.14 9 Moderate 1.45 565 819.25 0.60 1 0.87 10 Moderate 0.84 755 634.20 0.80 0.67 11 Moderate 0.62 150 93.00 0.80 0.50 12 Moderate 0.91 215 195.65 1.00 0.91 13 Moderate 0.21 270 56.70 0.60 0.13 14 Moderate 1 2.79 300 837.00 0.60 1.67 Total Moderate 1 19.14 1 1 8018.751 14.44 418.95 0.75 75.08 ' LIB-EROS.xIs, FormA 1 of 1 I Effectiveness Calculations Project: Liberty Farms STANDARD FORM B Project No.: 0710.00-LIB Calculations By: J. MILLER Date: 02/22/08 DMW Civil Engineers, Inc. Treatment C-Factor P-Factor Comment Bare Soil Packed and smooth 1.00 1.00 Not used Freshly disked 1.00 0.90 Not used Rough irregular surface 1.00 0.90 Not used Sediment Basin/Trap 1.00 0.50 Wattles at all inlets for sedimet traps Silt Fence Barrier 1.00 0.50 Surrounding areas of Construction Asphalt/Concrete Pavement 0.01 1.00 All existing and proposed paved areas Established Dry Land Native Grass 1.00 In undisturbed, undeveloped areas Sod Grass 0.01 1.00 In landscaped areas Temporary Vegetation/Cover Crops 0.45 1.00 Not used Hydraulic Mulch @ 2 Tons/Acre 0.10 1.00 Not used Erosion Control Mats/Blankets 0.10 1.00 Not used Gravel Mulch 0.05 1.00 Not used Hay or Straw Dry Mulch 1 %-5% 0.06 1.00 Not used 6%-10% 0.06 1.00 Not used 11 %-15% 0.07 1.00 Not used 16%-20% 0.11 1.00 Not used 21 %-25% 0.14 1.00 Not used 26%-33% 0.17 1.00 Not used >33% 0.20 1.00 Not used C-Factors and P-Factors are taken from Table 88 of the Fort Collins Storm Drainage Design Criteria and Construction Standards LIB-EROS.xis, Form13 Page 1 of 2 1 i Effectiveness Calculations Project: Liberty Farms STANDARD FORM B Project No.: 0710.00-LIB Calculations By: J. MILLER Date: 02/22/08 DMW Civil Engineers, Inc. Major PS Area Calculations Basin I (%) ISubbasini (Ac) DURING CONSTRUCTION: Plan Intent: Erect sift fence and wattles and construct sediment basin. C-Factor P-Factor Site 75.08 Total 19.14 Impervious Area: 10.67 Acres 0.01 Landscaping: 8.47 Acres 0.01 Weighted C-Factor: (10.67x0.01)+(8.47x0.01)/19.14 = 0.01 Silt Fence: 0.50 Sediment Trap: 0.50 Weighted P-Factor (10.67x0.5)+(8.47x0.5)/19.14 = 0.50 Effectiveness EFF=(1-(CXP))X100 = (1-(0.01x0.5)x100 = 99.50 % Since 99.5% > 75.08%, the proposed plan is OK. LIB-EROS.xIs, Form6 Page 2 of 2 c Engineer's Estimate of Probable Cost for Erosion Control Escrow Security Project: Liberty Farms Project No.: 0710.00-LIB Calculations By: J. MILLER Date: 02/22/08 DMW Civil Engineers, Inc. Itemized Costs: hem Unit Quantity Unit Cost' Total Sift Fence LF 2900 $2.00 $5,800.00 Wattles LF 150 $4.00 $600.00 Sed. Bas. EA 1 $1,600.00 $1,600.00 Subtotal $8,000.00 Multiplier 1.5 Total I I 1 12,000.00 Formula Based: Unit Quantity Unit Cost Total Rev et AC 19.14 $725.00 $13,876.50 Multiplier 1.5 Total $20,814.75 Escrow Security greater of two estimates, $1000 min.F $20,814.76 LIB-EROS.xls, Cost Page 1 of 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Appendix G 1 1 1 1 FAA Method Pond Volume Calculations Project: Liberty Farms Calculations By:, J. MILLER Project No.: 0710.00-LIB DMW Civil Engineers; Inc. Pond ID: 12 (ULTIMATE) NRCS Soil Type = C A, B, C, or D Date: 02/22/08 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 17.08 acres (offsite, 1-.12, 13) Runoff Coefficient = 0.67 Max. Release Rate = 1.916 cfs (17.08 ac x 0.2)-(1.5cfs basin 13) Max. Storage Required = 136985.67 cu-ft 3.14 ac ft Storm Duration T min Rainfall Intensity I in/hr Inflow Rate Qi cfs Inflow Volume Y (cu-ft) Outflow Adjustment Factor m Outflow Volume Vo cu-ft Storage Volume Vs cu-ft Storage Volume Vs ao-ft 5 9.95 113.86 34159.15 1.00 574.80 33584.35 0.77 6 9.31 106.54 38354.37 1.00 689.76 37664.61 0.86 7 8.80 100.70 42295.55 1.00 804.72 41490.83 0.95 8 8.38 95.90 46030.74 1.00 919.68 45111.06 1.04 9 8.03 91.89 49621.74 1.00 1034.64 48587.10 1.12 10 7.72 88.34 53006.76 1.00 1149.60 51857.16 1.19 11 7.42 84.91 56041.60 1.00 1264.56 54777.04 1.26 12 7.16 1 81.94 58994.05 1.00 1379.52 57614.53 1.32 13 6.92 79.19 61767.98 1.00 1494.48 60273.50 1.38 14 6.71 76.79 64500.71 1.00 1609.44 62891.27 1.44 15 6.52 74.61 67151.04 1.00 1724.40 65426.64 1.50 16 6.30 72.09 69210.89 1.00 1839.36 67371.53 1.55 17 6.10 69.81 71202.08 1.00 1954.32 69247.76 1.59 18 5.92 67.75 73165.80 1.00 2069.28 71096.52 1.63 19 5.75 65.80 75012-80 1.00 218424 72828.56 1.67 20 5.60 64.08 76900.99 1.00 2299.20 74601.79 1.71 21 5.46 62.48 78727.39 1.00 2414.16 76313.23 1.75 22 5.32 60.88 80361.54 1.00 2529.12 77832.42 1.79 23 5.20 59.51 82119.27 1.00 2644.08 79475.19 1.82 24 5.09 58.25 83877.01 1.00 2759.04 81117.97 1.86 25 4.98 56.99 85483.69 1.00 2874.00 82609.69 1.90 26 4.87 55.73 86939.32 1.00 2988.96 83950.36 1.93 27 4.78 54.70 88614.66 1.00 3103.92 85510.74 1.96 28 4.69 53.67 90166.41 1 1.00 3218.88 86947.53 2.00 29 4.60 52.64 91594.57 1.00 3333.84 88260.73 2.03 30 4.52 51.73 93105.13 1.00 3448.80 89656.33 2.06 31 4.42 50.68 94080.12 1.00 3563.76 90516.36 2.08 32 4.33 49.55 95137.51 1.00 3678.72 91458.79 2.10 33 4.24 48.52 96071.31 1.00 3793.68 92277.63 2.12 34 4.16 47.61 97114.97 1.00 3908.64 93206.33 2.14 35 4.08 46.69 98048.75 1 1.00 4023.60 1 94025.16 2.16 36 4.01 45.89 99119.89 1 1.00 4138.56 1 94981.33 2.18 37 1 3.93 1 44.97 99840.83 1 1.00 4253.52 1 95587.31 2.19 38 1 s 3.87 1 44.29 100973.75 1 1.00 4368.48 1 96605.27 2.22 LIB-PONDxIs, Pond -FAA -final 1 of 4 FAA Method Pond Volume Calculations Project: Liberty Farms Calculations By: J. MILLER Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Pond ID: 12 (ULTIMATE) NRCS Soil Type = C A, B, C, or D Date: 02/22/08 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 17.08 acres (offsite, 1-12, 13) Runoff Coefficient = 0.67 Max. Release Rate = 1.916 cfs (17.08 ac x 0.2)-(1.5cfs basin 13) Max. Storage Required = 136985.67 cu-ft 3.14 ac ft Storm Duration T min Rainfall Intensity I in/hr) Inflow Rate Qi (cfs) Inflow Volume Vi (cu-ft Outflow Adjustment Factor m Outflow Volume Vo cu-ft Storage Volume Vs (cu-ft) Storage Volume Vs ac-ft 39 3.80 43.49 101756.49 1.00 4483.44 97273.05 2.23 40 3.74 42.80 102717.75 1.00 4598.40 98119.35 2.25 41 3.68 42.11 103596.62 1.00 4713.36 98883.26 2.27 42 3.62 41A3 104393.10 1.00 4828.32 99564.78 2.29 43 3.56 40.69 104989.08 1.00 4943.28 100045.80 2.30 44 3.51 40.17 106040.98 1.00 5058.24 100982.74 2.32 45 3.46 39.59 106906.11 1.00 5173.20 101732.91 2.34 46 3.41 39.02 107702.59 1.00 5288.16 102414.43 2.35 47 3.36 38.45 108430.40 1.00 5403.12 103027.28 2.37 48 3.31 37.88 109089.55 1.00 5518.08 103571.47 2.38 49 3.27 37.42 110016.48 1.00 5633.04 104383.44 2.40 50 3.23 36.96 110888.48 1.00 5748.00 105140.48 2.41 51 3.18 36.39 111355.38 1.00 5862.96 105492.42 2.42 52 3.14 35.93 112110.66 1.00 5977.92 106132.74 2.44 53 3.10 35.48 112811-01 1.00 6092.88 106718.13 2.45 54 3.07 35.13 113827.20 1.00 6207.84 107619.36 2.47 55 3.03 34.67 114424.56 1.00 6322.80 108101.76 2.48 56 2.99 34.22 114966.98 1.00 6437.76 108529.22 2.49 57 2.96 33.87 115845.85 1.00 6552.72 109293.13 2.51 58 2.92 33.42 116285.29 1.00 6667.68 109617.61 2.52 59 2.89 33.07 117074.89 1.00 6782.64 110292.25 2.53 60 2.86 32.73 117823.31 1.00 6897.60 110925.71 2.55 61 2.83 32.41 118635.23 1.00 7012.56 111622.67 2.56 62 2.81 32.10 119409.39 1.00 7127.52 112281.87 2.58 63 2.78 31.78 120145.78 1.00 7242.48 112903.30 2.59 64 2.75 31.47 120844.42 1.00 7357.44 113486.98 2.61 65 2.72 31.16 121505.28 1.00 7472.40 114032.88 2.62 66 2.70 30.84 122128.39 1.00 7587.36 114541.03 2.63 67 2.67 30.53 122713.73 1.00 7702-32 115011.41 2.64 68 2.64 3021 123251.30 1.00 781728 115444.02 2.65 69 2.62 29.95 124008.00 1.00 7932.24 116075.76 2.66 70 2.60 29.70 124723.80 1.00 8047.20 116676.60 2.68 71 2.57 29.44 125408.70 1.00 8162.16 117246.54 2.69 72 2.55 29.18 126062.70 1.00 8277.12 117785.58 2.70 LIB-POND.xls, Pond -FAA -final 2 of 4 FAA Method Pond Volume Calculations Project: Liberty Farms Calculations By: J. MILLER Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Pond ID: 12 (ULTIMATE) NRCS Soil Type = C A, B, C, or D Date: 02/22/08 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 17.08 acres (offsite, 1-12, 13) Runoff Coefficient = 0.67 Max_ Release Rate = 1.916 cfs (17.08 ac x 0.2)-(1.5cfs basin 13) Max. Storage Required = 136985.67 cu-ft 3.14 aaft Storm Duration T (min) Rainfall Intensity I Qn/hr) Inflow Rate Qi (cfs) Inflow Volume Vi (cu-ft Outflow Adjustment Factor m Outflow Volume Vo cu-ft Storage Volume Vs cu-ft Storage Volume Vs ac-ft 73 2.53 28.92 126685.80 1.00 8392.08 118293.72 2.72 74 2.51 28.67 127278.01 1.00 8507.04 118770.97 2.73 75 2.48 28.41 127839.32 1.00 8622.00 119217.32 2.74 76 2.46 28.15 128369.73 1.00 8736.96 119632.77 2.75 77 2.44 27.92 129001.41 1.00 8851.92 120149.49 2.76 78 2.42 27.69 129605.64 1.00 8966.88 120638.76 2.77 79 2.40 27.46 130182.39 1.00 9081.84 121100.55 2.78 80 2.38 27.24 130731.69 1.00 9196.80 121534.89 2.79 81 2.36 27.01 131253.51 1.00 9311.76 121941.75 2.80 82 2.34 26.78 131747.88 1.00 9426.72 122321.16 2.81 83 2.32 26.55 132214.78 1.00 9541.68 122673.10 2.82 84 2.30 26.32 132654.21 1.00 9656.64 122997.57 2.82 85 2.29 26.15 133357.99 1.00 9771.60 123586.39 2.84 86 2.27 25.98 134041.18 1.00 9886.56 124154.62 2.85 87 2.26 25.81 134703.76 1.00 10001.52 124702.24 2.86 88 2.24 25.63 135345.75 1.00 10116.48 125229.27 2.87 89 2.23 25.49 136119.91 1.00 10231.44 125888.47 2.89 90 2.22 25.35 136876.90 1.00 10346.40 126530.50 2.90 91 2.20 25.20 137616.73 1.00 10461.36 127155.37 2.92 92 2.19 25.06 138339.39 1.00 10576.32 127763.07 2.93 93 2.18 24.92 139044.89 1.00 10691.28 128353.61 2.95 94 2.17 24.78 139733.22 1.00 10806.24 128926.98 2.96 95 2.15 24.63 140404.39 1 1.00 10921.20 129483.19 2.97 96 2.14 24.49 141058.39 1.00 11036:16 130022.23 2.98 97 2.13 24.32 141528.72 1.00 11151.12 130377.60 2.99 98 2.11 24.15 141978.46 1.00 11266.08 130712.38 3.00 99 2.10 23.97 142407.59 1.00 11381.04 131026.55 3.01 100 2.08 23.80 142816.13 1.00 11496.00 131320.13 3.01 101 2.07 23.63 143204.07 1.00 11610.96 131593.11 3.02 102 2.05 23.46 143571.41 1 1.00. 11725.92 131845.49 3.03 103 2.04 23.29 143918.15 1.00 11840.88 132077.27 3.03 104 2.02 23.12 144244.29 1.00 11955.84 132288.45 3.04 105 2.01 22.94 144549.83 1.00 12070.80 132479.03 3.04 106 ` 1.99 22.77 144834.78 1.00 12185.76 132649.02 3.05 LIB-PONDxIs, Pond -FAA -final 3 of 4 I 1 1 1 I 1 FAA Method Pond Volume Calculations Project: Liberty Farms Calculations By: J. MILLER Project No.: 6710.00-LIB DMW Civil Engineers, Inc. Pond ID: 12 (ULTIMATE) NRCS Soil Type = C A, B, C, or D Date: 02/22/08 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 17.08 acres (offsite, 1-12, 13) Runoff Coefficient = 0.67 Max. Release Rate = 1.916 cfs (17.08 ac x 0.2)-(1.5cfs basin 13) Max. Storage Required = 136985.67 cu-ft 3.14 ac ft Storm Rainfall Inflow Inflow Outflow Outflow Storage Storage Duration Intensity Rate Volume Adjustment Volume Volume Volume T I Qi Vi Factor Vo Vs Vs min in/hr) (cfs) (cu-ft m cu-ft cu-ft ac-ft 107 1.98 22.60 145099.13 1.00 12300.72 132798.41 3.05 108 1.96 22.43 145342.87 1.00 12415.68 132927.19 3.05 109 1.95 22.29 145753.13 1.00 12530.64 133222.49 3.06 110 1.94 22.14 146146.22 1.00 12645.60 133500.62 3.06 111 1.92 22.00 146522.14 1.00 12760.56 133761.58 3.07 112 1.91 21.86 146880.89 1.00 12875.52 134005.37 3.08 113 1.90 21.74 147416.46 1.00 12990.48 134425.98 3.09 114 1.89 21.63 147938.28 1.00 13105.44 134832.84 3.10 115 1.88 21.51 148446.38 1.00 13220.40 135225.98 3.10 116 1.87 21.40 148940.74 1.00 13335.36 135605.38 3.11 117 1.86 21.29 149421.37 1.00 13450.32 135971.05 3.12 118 1.85 21.17 149888.27 1.00 13565.28 136322.99 3.13 119. 1.84 21.06 150341.44 1.00 13680.24 1 136661.20 3.14 120 1.83 1 20.94 150780.87 1 1.00 13795.20 1 136985.67 1 3.14 ' LIB-POND.xis, Pond -FAA -final 4 of 4 FAA Method Pond Volume Calculations Project: Liberty Farms Calculations By: SM Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Pond ID: 12 (INTERIM) NRCS Soil Type = C A, B, C, or D Date: 07/22/08 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 16.87 acres Runoff Coefficient = 0.67 Max. Release Rate = 0 cfs Retention Pond, no release Max. Storage Required = 148927.01 cu-ft 3.42 ac-ft Storm Duration T min Rainfall Intensity I in/hr Inflow Rate Qi cfs Inflow Volume Vi cu-ft Outflow Adjustment Factor m Outflow Volume Vo cu-ft Storage Volume Vs cu-ft Storage Volume Vs (aaft 5 9.95 112.46 33739.16 1.00 0.00 33739.16 0.77 6 9.31 105.23 37882.80 1.00 0.00 37882.80 0.87 7 8.80 99.47 41775.52 1.00 0.00 41775.52 0.96 8 8.38 94.72 45464.78 1.00 0.00 45464.78 1.04 9 8.03 90.76 49011.63 1.00 0.00 49011.63 1.13 10 7.72 87.26 52355.03 1.00 0.00 52355.03 1.20 11 7.42 83.87 55352.56 1.00 0.00 55352.56 1.27 12 7.16 80.93 58268.71 1.00 0.00 58268.71 1.34 13 6.92 78.22 61008.53 1.00 0.00 61008.53 1.40 14 6.71 75.84 63707.67 1 1.00 0.00 63707.67 1.46 15 6.52 73.69 66325.42 1.00 0.00 66325.42 1.52 16 6.30 71.21 68359.94 1.00 0.00 68359.94 1.57 17 6.10 68.95 70326.64 1.00 0.00 70326.64 1.61 18 5.92 66.91 72266.22 1.00 0.00 72266.22 1.66 19 5.75 64.99 74090.51 1.00 0.00 74090.51 1.70 20 5.60 63.30 75955.49 1.00 0.00 75955.49 1.74 21 5.46 61.71 77759.43 1.00 0.00 77759.43 1.79 22 5.32 60.13 79373.48 1.00 0.00 79373.48 1.82 23 5.20 58.78 81109.61 1.00 0.00 81109.61 1.86 24 5.09 57.53 82845.74 1.00 0.00 82845.74 1.90 25 4.98 56.29 84432.66 1.00 0.00 84432.66 1.94 26 4.87 55.05 85870.39 1.00 0.00 85870.39 1.97 27 4.78 54.03 87525.14 1.00 0.00 87525.14 2.01 28 4.69 53.01 89057.81 1 1.00 0.00 89057.81 2.04 29 4.60 51.99 90468.41 1.00 0.00 90468.41 2.08 30 4.52 51.09 91960.39 1.00 0.00 91960.39 2.11 31 4.42 49.96 92923.40 1.00 0.00 92923.40 2.13 32 4.33 48.94 93967.79 1.00 0.00 93967.79 2.16 33 4.24 47.92 94890.11 1.00 0.00 94890.11 2.18 34 4.16 47.02 95920.93 1.00 0.00 95920.93 2.20 35 4.08 46.12 96843.25 1.00 0.00 96843.25 2.22 36 4.01 45.32 97901.20 1.00 0.00 97901.20 2.25 37 3.93 44.42 98613.28 1.00 0.00 98613.28 2.26 38 1 3.87 1 43.74 99732.77 1.00 0.00 99732.27 2.29 LIB-POND_xls, Pond-FAA4rrterim 1 of 4 FAA Method Pond Volume Calculations Project: Liberty Farms Calculations By: SM Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Pond ID: 12 (INTERIM) NRCS Soil Type = C A, B, C, or D Date: 07/22/08 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 16.87 acres Runoff Coefficient = 0.67 Max. Release Rate = 0 cfs Retention Pond, no release Max. Storage Required = 148927.01 cu-ft 3.42 ac-ft Storm Duration T (min) Rainfall Intensity I (n/h Inflow Rate Qi cfs Inflow Volume Vi CU-ft Outflow Adjustment Factor m Outflow Volume Vo cu-ft Storage Volume Vs cu-ft Storage Volume Vs ac-ft 39 3.80 42.95 100505.39 1.00 0.00 100505.39 2.31 40 3.74 42.27 101454.83 1.00 0.00 101454.83 2.33 41 3.68 41.59 102322.89 1.00 0.00 102322.89 2.35 42 3.62 40.92 103109.57 1.00 0.00 103109.57 2.37 43 3.56 40.19 103698.23 1.00 0.00 103698.23 2.38 44 3.51 39.67 104737.19 1.00 0.00 104737.19 2.40 45 3.46 39.11 105591.69 1.00 0.00 105591.69 2.42 46 3.41 38.54 106378.37 1.00 0.00 1 106378.37 2.44 47 3.36 37.98 10709724 1.00 0.00 107097.24 2.46 48 3.31 37.41 107748.29 1.00 0.00 107748.29 2.47 49 3.27 36.96 108663.82 1.00 0.00 108663.82 2.49 50 3.23 36.51 109525.10 1.00 0.00 109525.10 2.51 51 3.18 35.94 109986.26 1.00 0.00 109986.26 2.52 52 3.14 35.49 110732.25 1.00 0.00 110732.25 2.54 53 3.10 35.04 111423.99 1.00 0.00 111423.99 2.56 54 3.07 34.70 112427.69 1.00 0.00 112427.69 2.58 55 3.03 3425 113017.70 1.00 0.00 113017.70 2.59 56 2.99 33.80 113553.45 1.00 0.00 113553.45 2.61 57 2.96 33.46 114421.52 1.00 0.00 114421.52 2.63 58 2.92 33.00 114855.55 1.00 0.00 114855.65 2.64 59 2.89 32.67 115635.45 1.00 0.00 115635.45 2.65 60 2.86 32.33 116374.66 1.00 0.00 116374.66 2.67 . 61 2.83 32.02 117176.60 1.00 0.00 117176.60 2.69 62 2.81 31.70 117941.24 1.00 0.00 117941.24 2.71 63 2.78 31.39 118668.58 1.00 0.00 118668.58 2.72 64 2.75 31.08 119358.62 1.00 0.00 119358.62 2.74 65 2.72 30.77 120011.31 1.00 0.00 120011.37 2.76 66 2.70 30.46 120626.81 1.00 0.00 120626.81 2.77 67 2.67 30.15 121204.95 1.00 0.00 121204.95 2.78 68 2.64 29.84 121745.80 1.00 0.00 121745.80 2.79 69 2.62 29.59 122483.31 1.00 0.00 122483.31 2.81 70 2.60 29.33 123190.31 1.00 0.00 123190.31 2.83 71 2.57 29,08 123866.79 1.00 0.00 123866.79 2.84 72 2.55 28.82 124512.75 1.00 0.00 124512.75 2.86 LIB-POND.xis, Pond -FAA -interim 2 of 4 I FAA Method Pond Volume Calculations Project: Liberty Farms Calculations By: SM Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Pond ID: 12 (INTERIM) NRCS Soil Type = C A, B, C, or D Date: 07/22/08 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 16.87 acres Runoff Coefficient = 0.67 Max. Release Rate = 0 cts Retention Pond, no release Max. Storage Required = 148927.01 cu-ft 3.42 ac ft Storm Duration T min Rainfall Intensity 1 in/hr) Inflow Rate Qi (cfs) Inflow Volume v cu-ft Outflow Adjustment Factor m Outflow Volume Vo cu-ft Storage Volume Vs cu-ft Storage Volume . Vs (ac-ft 73 2.53 28.57 125128.19 1.00 0.00 125128.19 2.87 74 2.51 28.31 125713.11 1.00 0.00 125713.11 2.89 75 2.48 28.06 126267.52 1.00 0.00 126267.52 2.90 76 2.46 27.81 126791.41 1.00 0.00 126791.41 2.91 77 2.44 27.58 127415.33 1.00 0.00 127415.33 2.93 78 2.42 27.35 128012.12 1.00 0.00 128012.12 2.94 79 2.40 27.13 128581.79 1.00 0.00 128581.79 2.95 80 2.38 26.90 129124.33 1 1.00 0.00 129124.33 2.96 81 2.36 26.67 129639.74 1.00 0.00 129639.74 2.98 82 2.34 26.45 130128.03 1.00 0.00 130128.03 2.99 83 2.32 26.22 130589.19 1.00 0.00 130589.19 3.00 84 2.30 26.00 131023.22 1.00 0.00 131023.22 3.01 85 2.29 25.83 131718.35 1.00 0.00 131718.35 3.02 86 2.27 25.66 132393.13 1.00 0.00 132393.13 3.04 87 2.26 25.49 133047.57 1.00 0.00 133047.57 3.05 88 2.24 25.32 133681.66 1.00 0.00 133681.66 3.07 89 2.23 25.18 134446.30 1.00 0.00 134446.30 3.09 90 2.22 25.04 135193.99 1.00 0.00 135193.99 3.10 91 2.20 24.89 135924.72 1.00 0.00 135924.72 3.12 92 2.19 24.75 136638.50 1.00 0.00 136638.50 3.14 93 2.18 24.61 137335.32 1.00 0.00 137335.32 3.15 94 2.17 24.47 138015.19 1.00 0.00 138015.19 3.17 95 2.15 24.33 138678.11 1.00 0.00 138678.11 3.18 96 2.14 24.19 139324.07 1.00 0.00 139324.07 3.20 97 2.13 24.02 139788.62 1.00 0.00 139788.62 3.21 98 2.11 23.85 140232.82 1.00 0.00 140232.82 3.22 99 2.10 23.68 140656.68 1.00 0.00 140656.68 3.23 100 2.08 23.51 141060.19 1.00 0.00 141060.19 3.24 101 2.07 23.34 141443.36 1.00 0.00 141443.36 3.25 102 2.05 23.17 141806.18 1.00 0.00 141806.18 3.26 103 2.04 23.00 142148.66 1.00 0.00 142148.66 3.26 104 2.02 22.83 142470.79 1.00 0.00 142470.79 3.27 105 2.01 22.66 142772.58 1.00 0.00 142772.58 3.28 106 1.99 22.49 143054.02 1.00 0.00 143054.02 3.28 LIB-POND.xIs, Pond-FAA4nterim 3 of 4 I [1 7 I 1 1 t FAA Method Pond Volume Calculations Project: Liberty Farms Calculations By: SM Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Pond ID: 12 (INTERIM) NRCS Soil Type = C A, B, C, or D Date: 07/22/08 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 16.87 acres Runoff Coefficient = 0.67 Max. Release Rate = 0 cfs Retention Pond, no release Max. Storage Required = 148927.01 cu-ft 3.42 ac-ft Storm Rainfall Inflow Inflow Outflow Outflow Storage Storage Duration Intensity Rate Volume Adjustment Volume Volume Volume T I Qi Vi Factor Vo Vs Vs min in/hr cfs cu-ft m cu-ft cu-ft ac-ft 107 1.98 22.32 143315.12 1.00 0.00 143315.12 3.29 108 1.96 22.15 143555.87 1.00 0.00 143555.87 3.30 109 1.95 22.01 143961.08 1.00 0.00 143961.08 3.30 110 1.94 21.87 144349.34 1.00 0.00 144349.34 3.31 111 1.92 21.73 144720.64 1.00 0.00 144720.64 3.32 112 1.91 21.59 145074.98 1.00 0.00 145074.98 3.33 113 1.90 21.48 145603.96 1.00 0.00 145603.96 3.34 114 1.89 21.36 146119.37 1.00 0.00 146119.37 3.35 115 1.88 21.25 146621-22 1.00 0.00 146621.22 3.37 116 1.87 21.14 147109.50 1 1.00 0.00 147109.50 3.38 117 1.86 21.02 147584.23 1.00 0.00 147584.23 3.39 118 1.85 20.91 148045.38 1.00 0.00 148045.38 3.40 119 1.84 20.80 148492.98 1.00 0.00 148492.98 3.41 120 1 1.83 1 20.68 148927.01 1.00 0.00 148927.01 3.42 ' LIB-POND.xIs, Pond -FAA -interim 4 of 4 h� FAA Method Pond Volume Calculations Project: Liberty Farms Calculations By: J. MILLER - Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Pond ID: 12 (OUTLET SIZING CHECK NRCS Soil Type = C A, B, C, or D Date: 02/22/08 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 16.87 acres Runoff Coefficient = 0.67 Max. Release Rate = 11.71 cfs release rate for 1/2 Retention volume Max. Storage Required = 74487.60 cu-ft 1.71 ac-ft Storm Duration T min Rainfall Intensity I m/hr) Inflow Rate Qi (cfs) Inflow Volume Vi cu-ft Outflow Adjustment Factor m Outflow Volume Vo cu-ft Storage Volume Vs cu-fl Storage Volume Vs ao-ft 5 9.95 112.46 33739.16 1.00 3512.97 30226.19 0.69 6 9.31 105.23 37882.80 1.00 4215.57 33667.23 0.77 7 8.80 99.47 41775.52 1.00 4918.16 36857.36 0.85 8 8.38 94.72 45464.78 1.00 5620.75 39844.03 0.91 9 8.03 90.76 49011.63 1.00 6323.35 42688.29 0.98 10 7.72 87.26 52355.03 1.00 7025.94 45329.09 1.04 11 7.42 83.87 55352.56 1.00 7728.54 47624.03 1.09 12 7.16 80.93 58268.71 1.00 8431.13 49837.58 1.14 13 6.92 78.22 61008.53 1.00 9133.72 51874.81 1.19 14 6.71 75.84 63707.67 1.00 9836.32 53871.35 1.24 15 6.52 73.69 66325.42 1.00 10538.91 55786.50 1.28 16 6.30 71.21 68359.94 1.00 11241.51 57118.43 1.31 17 6.10 68.95 70326.64 -1.00 11944.10 58382.54 1.34 18 5.92 66.91 72266.22 1.00 12646.70 59619.53 1.37 19 5.75 64.99 74090.51 1.00 13349.29 6074122 1.39 20 5.60 63.30 75955.49 1.00 14051.88 61903.60 1.42 21 5.46 61.71 77759.43 1.00 14754.48 63004.95 1.45 22 5.32 60.13 79373.48 1.00 15457.07 63916.41 1.47 23 5.20 58.78 81109.61 1.00 16159.67 64949.94 1.49 24 5.09 57.53 82845.74 1.00 16862.26 65983.48 1.51 25 4.98 56.29 84432.66 1.00 17564.85 66867.81 1.54 26 4.87 55.05 85870.39 1.00 18267.45 67602.94 1.55 27 4.78 54.03 87525.14 1.00 18970.04 68555.09 1.57 28 4.69 53.01 89057.81 1.00 19672.64 69385.17 1.59 29 4.60 51.99 90468.41 1.00 20375.23 70093.18 1.61 30 4.52 51.09 91960.39 1.00 21077.83 70882.57 1.63 31 4.42 49.96 92923.40 1.00 21780.42 71142.98 1.63 32 4.33 48.94 93967.79 1.00 22483.01 71484.78 1.64 33 4.24 47.92 94890.11 1.00 23185.61 71704.50 1.65 34 4.16 47.02 95920.93 1.00 23888.20 72032.73 1.65 35 4.08 46.12 96843.25 1.00 24590.80 72252.45 1.66 36 4.01 45.32 97901.20 1.00 25293.39 72607.81 1.67 37 3.93 44.42 98613.28 1.00 25995.98 72617.30 1.67 38 3.87 43.74 9973227 1.00 26698.58 73033.69 1.68 LIB-POND.xIs, Pond -FAA -culvert 1 of 4 FAA Method Pond Volume Calculations Project: Liberty Farms Calculations By: J. MILLER Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Pond ID: 12 (OUTLET SIZING CHECK) NRCS Soil Type = C A, B, C, or D Date: 02/22/08 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 16.87 acres Runoff Coefficient = 0.67 Max. Release Rate = 11.71 cfs release rate for 1/2 Retention volume Max. Storage Required = 74487.60 cu-ft 1.71 ao-ft Storm Duration T min Rainfall Intensity I in/hr Inflow Rate Qi cfs Inflow Volume Y cu-ft Outflow Adjustment Factor m Outflow Volume Vo cu-ft Storage Volume Vs cu-ft Storage Volume Vs ac-ft 39 3.80 42.95 100505.39 1.00 27401.17 73104.21 1.68 40 3.74 42.27 101454.83 1.00 28103.77 73351.06 1.68 41 3.68 41.59 102322.89 1 1.00 28806.36 73516.53 1.69 42 3.62 40.92 103109.57 1.00 29508.96 73600.62 1.69 43 3.56 40.19 103698.23 1.00 30211.55 73486.68 1.69 44 3.51 39.67 104737.19 1.00 30914.14 73823.05 1.69 45 3.46 39.11 105591.69 1.00 31616.74 73974.95 1.70 46 3.41 38.54 106378.37 1.00 32319.33 74059.04 1.70 47 3.36 37.98 10709724 1.00 33021.93 74075.31 1.70 48 3.31 37.41 107748.29 1.00 33724.52 74023.76 1.70 49 3.27 36.96 108W3.82 1 1.00 34427.11 74236.71 1.70 50 3.23 36.51 109525.10 1.00 35129.71 74395.39 1.71 51 3.18 35.94 109986.26 1.00 35832.30 74153.96 1.70 52 3.14 35.49 110732.25 1.00 36534.90 74197.35 1.70 53 3.10 35.04 111423.99 1.00 37237.49 74186.50 1.70 54 3.07 34.70 112427.69 1.00 37940.09 74487.60 1.71 55 3.03 34.25 113017.70 1.00 38642.68 74375.02 1.71 56 2.99 33.80 113553.45 1.00 39345.27 74208.18 1.70 57 2.96 33.46 114421.52 1.00 40047.87 74373.65 1.71 58 2.92 33.00 114855.55 1.00 40750.46 74105.09 1.70 59 2.89 32.67 115635.45 1.00 41453.06 74182.39 1.70 60 2.86 32.33 116374.66 1.00 42155.65 74219.01 1.70 61 2.83 32.02 117176.60 1.00 42858.24 74318.35 1.71 62 2.81 31.70 117941.24 1.00 43560.84 74380.40 1.71 63 2.78 31.39 118668.58 1.00 44263.43 74405.15 1.71 64 2.75 31.08 119358.62 1.00 44966.03 74392.60 1.71 65 2.72 30.77 120011.37 1.00 45668.62 74342.74 1.71 66 2.70 30.46 120626.81 1.00 4637122 74255.59 1.70 67 2.67 30.15 121204.95 1.00 47073.81 74131.14 1.70 68 2.64 29,84 121745.80 1.00 47776,40 73969.39 1.70 69 2.62 29.59 122483.31 1.00 48479.00 74004.31 1.70 70 2.60 29.33 123190.31 1.00 49181.59 74008.71 1.70 71 2.57 29.08 123866.79 1.00 49884.19 73982.60 1.70 7�1 2.55 28.82 124512.75 1.00 5 M.M. 78 73925.97 1.70 LIB-POND.)ds, Pond -FAA -culvert 2 of 4 t 1 L 1 hull FAA Method Pond Volume Calculations Project: Liberty Farms Calculations By: J. MILLER Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Pond ID: 12 (OUTLET SIZING CHECK NRCS Soil Type = C A, B, C, or D Date: 02/22/08 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 16.87 acres Runoff Coefficient = 0.67 Max. Release Rate = 11.71 cfs release rate for 1/2 Retention volume Max. Storage Required = 74487.60 cu-ft 1.71 ac-ft Storm Duration T min Rainfall Intensity I in/hr) Inflow Rate Qi (cfs) Inflow Volume Vi (cu-ft Outflow Adjustment Factor m Outflow Volume Vo cu-ft Storage Volume Vs cu-ft Storage Volume Vs ac-ft 73 2.53 28.57 125128.19 1.00 51289.38 73838.81 1.70 74 2.51 28.31 125713.11 1.00 51991.97 73721.15 1.69 75 2.48 28.06 126267.52 1 1.00 52694.56 73572.96 1.69 76 2.46 27.81 126791.41 1.00 53397.16 73394.25 1.68 77 2.44 27.58 127415.33 1.00 54099.75 73315.58 1.68 78 2.42 27.35 128012.12 1.00 54802.35 73209.78 1.68 79 2.40 27.13 128581.79 1.00 55504.94 73076.85 1.68 80 2.38 26.90 129124.33 1.00 56207.53 72916.80 1.67 81 2.36 1 26.67 129639.74 1.00 56910.13 72729.61 1.67 82 2.34 26.45 130128.03 1.00 57612.72 72515.30 1.66 83 2.32 26.22 130589.19 1.00 58315.32 72273.87 1.66 84 2.30 26.00 131023.22 1.00 59017.91 72005.31 1.65 85 2.29 25.83 131718.35 1.00 59720.51 71997.84 1.65 86 2.27 25.66 132393.13 1.00 60423.10 71970.03 1.65 87 2.26 25.49 133047.57 1.00 61125.69 71921.87 1.65 88 2.24 25.32 133681.66 1.00 61828.29 71853.37 1.65 89 2.23 25.18 134446.30 1.00 62530.88 71915.42 1.65 90 2.22 25.04 135193.99 1.00 63233.48 71960.51 1.65 91 2.20 24.89 135924.72 1.00 63936.07 71988.65 1.65 92 2.19 24.75 136638.50 1.00 64638.66 71999.83 1.65 93 2.18 1 24.61 137335.32 1.00 65341.26 71994.06 1.65 94 2.17 24.47 138015.19 1.00 66043.85 71971.34 1.65 95 2.15 24.33 138678.11 1.00 66746.45 71931.66 1.65 96 2.14 24.19 139324.07 1.00 67449.04 71875.03 1.65 97 2.13 24.02 139788.62 1.00 68151.64 71636.98 1.64 98 2.11 23.85 140232.82 1.00 68854.23 71378.59 1.64 99 2.10 23.68 140656.68 1.00 69556.82 71099.85 1.63 100 2.08 1 23.51 141060.19 1.00 70259.42 708W.77 1.63 101 2.07 23.34 141443.36 1.00 70962.01 70481.35 1.62 102 2.05 23.17 141806.18 1.00 71664.61 70141.58 1.61 103 2.04 23.00 142148.66 1.00 72367.20 69781.46 1.60 104 2.02 22.83 142470.79 1.00 73069.79 69401.00 1 1.59 105 2.01 22.66 142772.58 1.00 73772.39 69000.19 1 1.58 106 1.99 22.49 143054.02 1.00 74474.98 68579.04 1 1.57 LIB-POND.xis, Pond -FAA -culvert 3 of 4 1 1 1 1 FAA Method Pond Volume Calculations Project: Liberty Farms Calculations By: J. MILLER Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Pond ID: 12 (OUTLET SIZING CHECK) NRCS Soil Type = C A, B, C, or D Date: 02/22/08 Storm Return Period, Tr = 100 years - 2, 10, or 100 Basin Area = 16.87 acres Runoff Coefficient = 0.67 Max. Release Rate = 11.71 cfs release rate for 1/2 Retention volume Max. Storage Required = 74487.60 cu-ft 1.71 ao-ft Storm Rainfall Inflow Inflow Outflow Outflow Storage Storage Duration Intensity Rate Volume Adjustment Volume Volume Volume T I Qi Vi Factor Vo Vs Vs (min) m/hr) (cfs) (cu-ft m cu-ft cu-ft ac-ft 107 1.98 22.32 143315.12 1.00 75177.58 68137.54 1.56 108 1.96 22.15 143555.87 1.00 75880.17 67675.70 1.55 109 1.95 22.01 143961:08 1.00 76582.77 67378.32 1.55 110 1.94 21.87 144349.34 1.00 77285.36 67063.98 1.54 111 1.92 21.73 144720.64 1.00 77987.95 66732.68 1.53 112 1.91 21.59 145074.98 1.00 78690.55 66384.43 1.52 113 1.90 21.48 145603.96 1.00 79393.14 66210.82 1.52 114 1.89 21.36 146119.37 1.00 80095.74 66023.63 1.52 115 1.88 21.25 146621.22 1.00 80798.33 65822.89 1.51 116 1.87 21.14 147109.50 1.00 81500.92 65608.58 1.51 117 1.86 21.02 147584.23 1.00 82203.52 65380.71 1.50 118 1.85 20.91 148045.38 1.00 82906.11 65139.27 1.50 119 1.84 20.80 148492.98 1.00 83608.71 64884.27 1.49 120 1 1.83 1 20.68 148927.01 1.00 1 84311.30 64615. 11 1.48 LIB-POND.xis, Pond -FAA -culvert 4 of 4 Calculations for Orifice Pond Outlet Project: Liberty Farms Calculations By: S. Moigentsem Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Location: Pond 12 Outlet Date: 07/24/08 LIB-ORIF.xIs, Outlet Type of Outlet: Circ. Orifice Diameter = 4.857 inches Invert= 4964.00 ft Centroid Elevation = 4964.20 ft 100-yr WSEL= 4973.77 ft Head= 9.57 ft Orifice Coefficient = 0.60 Orifice Area = 0.13 sf Max. Discharge = 1.92 cfs 1 of 1 Trapezoidal Weir Calculations Project: Liberty Farms Calculations By: J. MILLER Project No.: 0710.00-LIB DMW Civil Engineers, Inc. Location: Pond 12 Outlet Date: 08/08/07 Input Parameters: Design Discharge = 0 = 101.00 cfs Length = L = 28.00 ft Height = H = 1.00 ft Weir Coefficient = Cw = T33 Internal Angle = e = 151.93 ° V-Notched Weir Exponent = b = 1.50 Weir Calculations: Capacity = 103.90 cfs Depth of Design Discharge = D = 0.98 FT LIB-OW12.xls, Pond -FAA 1 of 1 1 1 1 1 1 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: JPM Company: DMW Civil Engineers Date: August 8, 2007 Project: Liberty Farms Location: Pond 12 1. Basin Storage Volume I, = 55.00 % A) Tributary Area's Imperviousness Ratio (i = la / 100) i = 0.55 B) Contributing Watershed Area (Area) Area = 16.780 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.22 watershed inches f WQCV =1.0' (0.91 13 - 1.19 IZ + 0.78' 1)) D) Design Volume: Vol = (WQCV / 12) ' Area ' 1.2 Vol = 0.3699 acre-feet 2. Outlet Works A) Outlet Type (Check One) X Orifice Plate Perforated Riser Pipe Other B) Depth at Outlet Above Lowest Perforation (H) H = 1.00 feet C) Recommended Maximum Outlet Area per Row, (A,) A. = 2.3 square inches D) Perforation Dimensions: Q Circular Perforation Diameter or D = 1.750 inches ii) Width of 2" High Rectangular Perforations W = inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = 1 number F) Actual Design Outlet Area per Row (A,) A. = 2.4 square inches G) Number of Rows (nr) nr = 3 number H) Total Outlet Area (A,) A,r = 7.2 square inches 3. Trash Rack A) Needed Open Area: Ak = 0.5' (Figure 7 Value)' Aa pv = 224 squareinches B) Type of Outlet Opening (Check One) x < 2" Diameter Round 2" High Rectangular Other. C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W.) from Table 6a-1 W. = 12 inches ii) Height of Trash Rack Screen (HTR) HTR = 42 inches LIB-BMP.xIs. EDB 8/20/2008, 7:02 AM