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HomeMy WebLinkAboutDrainage Reports - 07/17/200711 [I City of Ft. Collins Approved Plans MOPM77 OF Approved By FORT C0WNS UTIL I mg Dom_ Final Drainage and Erosion Control Study for Timberline Church Fort Collins, Colorado May 9, 2007 Prepared For: Timberline Church 2908 South Timberline Road Fort Collins, Colorado 80525 Prepared By: NENORTHERN ENGINEERING SERVICES, INC. 200 South College Fort Collins, Colorado 80524 Phone: (970)221.4158 Fax: (970) 221-4159 Project Number: 250-001 I NE ' May 9, 2007 1 NORTHERN ENGINEERING ADDRESS: PHONE:970.221.4158 WEBSITE: 200 S. College Ave. Suite 100 www.northernengineering.com Fort Collins, CO 80524 FAX: 970.221.4159 Basil Hamdan Stormwater Department - City of Fort Collins P.O. Box 580 Fort Collins, Colorado 80522-0580 RE: Timberline Church (Project Number 250-001) ' Dear Basil: ' Northern Engineering Services, Inc. is pleased to submit this Final Drainage Report for Timberline Church for your review. We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in the Storm Drainage Design ' Criteria. This report has been prepared in compliance with technical criteria set forth in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. ' If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. C Cinde Welken, P.E. Project Engineer John Tufte, P.E. Senior Project Manager L' 1 ' Table of Contents ' Page I. Introduction I 1.1 Objective 1 1.2 Mapping and Surveying 1 II. Site Location and Description I ' 2.1 Site Location 1 2.2 Existing Site Description 1 III. Historic Drainage 2 3.1 Historic Drainage 2 ' IV. References and Design Criteria 2 4.1 References 2 4.2 Hydrologic Criteria 3 ' 4.3 Hydraulic Criteria 3 V. Developed Drainage 3 ' 5.1 Proposed Site Improvements 3 5.2 Detention 4 5.3 Sediment and Erosion Control Plan 6 ' 5.4 Water Quality 6 VI. Conclusions 6 ' 6.1 Compliance with Standards 6 VII. References 7 ' Appendices APPENDIX A: Vicinity Map ' APPENDIX B: Rational Method Calculations APPENDIX C: Inlet, Curb Cut and Swale Calculations APPENDIX D: Storm Sewer and Riprap Calculations APPENDIX E: SWMM Model Updates ' APPENDIX F: Erosion Control Calculations ' MAP POCKET F F 11� Affiolil f'1 S: [J(ei F7ili'!li l llgiUPe°7 ,tf ,Z .SI't'i i, i'S %Yla. j,u,hre'his ,rIt ' Final Drainage Study for ' Timberline Church Fort Collins, Colorado May 9, 2007 I. Introduction 1.1 Objective This report summarizes the results of final storm drainage analysis for Timberline Church in Fort Collins, Colorado. The storm drainage system for Timberline ' Church has been designed to safely convey up to the 100-year design storm per City of Fort Collins Criteria. In addition this report will serve to provide drainage for future parking and building expansion. The report will also show that additional ' release into the Foothills Channel will not affect the downstream flow rates. 1.2 Mapping and Surveying ' Topography of the site with a contour interval of one -foot was prepared by Northern Engineering Services. The survey fieldwork was done between October ' and December of 2006. Elevations have been referenced to the City of Fort Collins Benchmarks 19-92 and 43-01 (Elevations 4935.53 and 4933.85 respectively). Northern Engineering Services has conducted recent site visits in 2006 and 2007. Existing drainage patterns and land use were amongst the items confirmed during these visits. II. Site Location and Description ' 2.1 Site Location The Timberline Church site is located in the northwest quarter (1/a) of Section 29, Township 7 North, Range 68 West of the 6th Principal Meridian in Colorado Springs, Colorado. More specifically, the site is located north of the Foothills Channel, south of Drake Road, and east of Timberline Road in Fort Collins (see Vicinity Map). 2.2. Existing Site Description This site was previously studied in the Final Drainage and Erosion Control Report for the Timberline Church Phase I and Full Build Out by The Sear -Brown Group, ' dated December 1999 and in the Final Drainage Report for Timberline Church — Minor Amendment by Northern Engineering, January 2007. ' The Timberline Church site is approximately 32.79 acres, which is currently Page 1 partially developed. The site consists of an existing church building and parking lots on the west, north, and eastern sides of the building. The parking lots and area adjacent to the building is either landscaped lawn or mulched with plantings. The additional portion of the site remains undeveloped and consists of native grasses and gravel parking areas. In general, the site slopes from northwest to southeast at ' grades ranging from 0.6% to 20%. The existing parking area slopes are typically in the 1.5% to 2.0% range. ' According to the original geotechnical reports done by Terracon in October of 1997 and January of 2000 the principle soil types for the site are "Lean Clay with Sand". The site is also characterized as Hydrologic Soil Group C in the USDA Soil Conservation Maps. ' III. Historic Drainage 3.1 Historic Drainage ' This site is located in Basins 59 and 60 of City of Fort Collins Foothills Masterplan SWMM model. The Foothills Regional Channel is located directly south of this ' development. The current detention pond for the site releases directly into the Foothills Channel located directly south of the site. The current pond was sized for the future build out of the site; however the configuration of the parking lot and site ' amenities has changed since the original design in 1999, causing the pond configuration to change also. The current detention pond provides water quality for the site and releases to the channel at a rate of approximately 19.8 cfs. Please note ' that this development is not in any floodplain. Site drainage from the parking lot typically flows overland to a series of pans that ' run diagonal across the site. The pans transfer flows to curb and gutter which have curb cuts that drain to the detention pond. There is one existing storm line which carries flow from the roof drainage system to the pond. IV. References and Design Criteria 4.1 References ' Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design Criteria and Construction Standards, by the City of Fort Collins, Colorado, May 1984 (revised April 1997) and the Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, Wright Water Engineers, Denver, Colorado, June 2001 have been referenced in the preparation of this study. Additional technical information was taken from the Geotechnical Engineering Report for First Assembly of God Church (Phases 1 and 2) by Terracon, dated October 1997 and January 2006. ' Page 2 [1 ]'��:ipr/ihirl �jJ Dif 1(IKe' 17ih1; :r)! '"ra,'»•.%tit (�rjl rr'h :1:=t7flt'Jlr F.+±;,'in<'�'r;j;;; Sr;•;;r�c:� Inr 1 I 1 [1 1 1 4.2 Hydrologic Criteria The Rational Method was used for determine runoff rates in accordance with the City of Fort Collins Drainage Criteria Manual. The 2-year, 10-year and 100-year storm events were analyzed for this proposed development. The runoff coefficients in the Rational Method were based on measured pervious and impervious areas for the site basins, and calculated per the City of Fort Collins standards. 4.3 Hydraulic Criteria The Rational Method was used for determine runoff rates in accordance with the City of Fort Collins. The detention pond volume was determined by revising the Foothills Basin Masterplan SWMM model with the developed basin impervious values and basin areas. In addition, the following computer programs were used to size on -site storm facilities: • The computer program "Hydraflow Storm Sewers 2005" by Intelisolve was used to design and analyze the storm piping systems. • The computer program "FlowMaster v.7.0" by Haestad Methods was used to design and analyze the storm swale, curb cuts and Pond 211 emergency overflow weir. • The computer spreadsheet "UD-Inlet v. 2.14a by Urban Drainage and Flood Control District was used to design and analyze the storm inlets. V. Developed Drainage 5.1 Proposed Site Improvements Basins Al, A2, and A3 consist of proposed parking lot improvements to be completed with the Major Amendment. The overall development plan for the site is to complete a portion of the parking lot improvements at this time, and the more easterly parking areas at some future date. Basin A4 consists of a future building addition whose drainage will join flow from Basin Al. The basin's impervious values were calculated from the proposed site plan. Drainage from Basins Al, A2, A3, and A4 will travel overland to a series of low points in the parking lot area. Combination inlets in a sump condition (Storm Line A) will intercept the 100-year flow values and carry them to the proposed detention pond located in the southeast corner of the site. Some of the inlets from Storm Line A will experience less than one foot of ponding in the 100-year storm. This is not expected to be an issue, since the area is localized to one low point in the parking area and a foot of ponding is allowed in parking areas. Basins 131 and B2 consist of the existing parking lot constructed with the original development (Sear -Brown). A portion of Basin B 1 will be new parking lot; the existing lot will be extended to the south (see Map Pocket for Drainage Exhibit). Page 3 ?':<diuvur�r� 1!uin�;g< Snr,f� )m At 4,rd c'rrt Srr;r: -.. t Ir;: 7noli,eomll ('7111ji-ir Basin B3 consists of a proposed drive aisle which will connect to an existing drive aisle. Basin B4 consists of a future parking lot addition. The basin's impervious values were calculated from the proposed site plan. Drainage from Basin B1 will travel overland to a sump inlet located at the southern edge of the basin. Basin B2 is an existing basin, runoff will travel to an existing curb cut which allows flow to travel across the drive aisle to a proposed inlet for Basin B3. Basin B4 flow will travel overland to a sump inlet to be constructed with the first phase of improvements, although the parking lot itself won't be constructed until a later date. ' Combination inlets in a sump condition (Storm Line B) will intercept the 100-year flow values and carry them to the proposed detention pond located in the southeast ' corner of the site. Basin C1 consists of the existing eastern parking lot constructed with the original planset. Basin C2 consists of a future parking lot addition at the northeastern edge of the site. Basin C3 represents the current roof and the proposed roof area. The future roof area is contained in Basin C4. The basins impervious values were ' calculated from the proposed site plan. Drainage from Basins C1 and C2 will travel overland, through existing curb cuts in medians, to two sump inlets located in the center edge of the basin. Storm Line C will intercept the 100-year flow values and carry them to the proposed detention pond located in the southeast corner of the site. Storm Line C will also carry flows from the existing storm pipe system constructed to drain the building roof systems. The existing roof drainage system ' was originally designed to take all of the flows from full building build out to the pond. The system was analyzed with full build -out flows, but will need to be verified when the future building is constructed. ' Basin D1 consists of the existing northern and western parking lot constructed with the original improvements. Basin D2 consists of a future parking lot addition at the ' eastern edge of the site. The basin's impervious values were calculated from the proposed site plan. Drainage from Basin D1 will travel overland to a series of pans that run diagonally through the site, and through existing curb cuts in medians, to an ' existing pan which runs along the northeastern edge of the site. The proposed grading routes flow from the existing pan to the pond via Swale D. Basin D2 slopes to the east where a curb cut will be located at the low point. The curb cut will ' discharge directly into Swale D. Swale D travels south to the detention pond located at the southeast corner of the site. ' Basin E1 consists of the detention pond for the site. Two discharge points were provided for the pond, releasing directly into the Foothills Regional Channel. The final discharge rate was calculated to be 81 cfs, with a final volume of 3.7 acre feet. ' 5.2 Detention Release rates from the pond have been coordinated with the City of Fort Collins staff, releasing to the Foothills Channel. Originally the SWMM model done with the Sear -Brown report in 1999 shows a detention volume requirement of 4.1 ac-ft Page 4 111c11sr1rrurr1 ihnArogr Srf!d,t fr;r ?ImIs or;Iw<•lIII10; A4�rtirrrn. E:F�inrr'taa,q' °;<�r•rr,�as. ,`rt�. 1 with a 19.8 cfs release rate. This model was taken from the original "Pinecone ODP" done in 1995, per Sear -Brown report. The current Foothills Masterplan Study supersedes the Pinecone study at this time. The current Foothills Masterplan SWMM model has been updated to reflect the site's existing condition, including the proposed and future site improvements. Through conversations with the City Staff, it is understood that an increased release into the Foothills Channel will be allowed as long as there is not an increase in the peak downstream discharge. Appendix E shows the existing model, as well as the revised model for the site. In the existing model, the site lies in Basins 59 and 60. The revised model breaks up the existing Basin 60 into two parts, Basin 60 and 960. Revised Basin 60 consists of the Timberline Church site, which was included in the original Basin 60 (approximately 12.1 acres). Basin 960 is the portion of the original Basin 60 that is not Timberline Church's property, currently owned by CSU (approximately 12.5 acres). The original Basin 60 was approximately 24.6 acres. Basin 59 did not have the area changed, since the Basin was comprised of church property (20.7 acres). Revised impervious values were used in the model, along with the new pond 211 rating/discharge curve. Below is a summary of the SWMM model comparisons, the only SWMM conveyance element that was higher was 94, which increased very slightly, with no increase in stage in the model (shown to be 3.0 ft). Downstream Conveyance Element Effective Model Q100 Revised Model Q100 178 872.1 869 88 880.8 879 288 897.6 896 188 895.6 894 94 897.1 899 1 The existing 24" outlet for the northern pond is to remain in place, the outlet was analyzed using current conditions. The existing water quality plate will need to be removed and replaced with the new configuration of water quality orifices designed with this project. A proposed 36" RCP outlet, with water quality structure, will ' provide additional discharge to the Foothills Channel. The proposed outlet was placed upstream of the existing footbridge for the trail that runs along the southeastern portion of the site. '. The final detention volume for the site was calculated to be 3.7 ac-ft with an 82 cfs release rate. Water quality volume was calculated per Urban Drainage standards ' and shown to be 0.991 ac-ft with a 40-hour release rate. Added together the required detention volume is 4.7 ac-ft. The provided volume to the pond is approximately 4.75 ac-ft including volume associated with Swale D. The water ' surface elevation in the pond is approximately 4924.0. It should be noted that the water quality elevation in the outlet structure was modified in order to more closely match the downstream elements in the SWMM model. The existing structure has a ' Page 5 T',Notthcrtt Fngiiwerita,t Cenites. M,. {uaL,rl�uc f iu,��i, water quality elevation of 4920.96 and the proposed structure is 4921.25, the calculated water quality surface elevation is 4920.65 based on pond volume. 5.3 Sediment and Erosion Control Plan ' The proposed rainfall erosion control plan during construction will consist of temporary structural erosion control measures. "True Dam" filters will be placed at ' all curb inlets and curb cuts. Straw -bale dikes will be placed in swales at vertical intervals no greater than 2-feet and around the proposed outlet structures to the ' pond. Silt fencing will be installed at the locations were sediment is expectant to convey to offsite locations and along the trail on the southern edge of the site. A vehicle tracking pad will be placed at the northern edge of the site, east of the ' entrance off of Iowa Drive. Vegetative erosion control consisting of straw mulch with temporary seeding must ' be used on all open space areas that are disturbed with this project. It will be clearly noted on the plans that no soils shall remain exposed for more than thirty days before requiring temporary or permanent erosion control measures, unless ' approved by the City of Fort Collins. All temporary erosion control structures are to remain in place until permanent vegetation has been established. ' 5.4 Water Quality Water quality for the site will be provided in the on -site detention pond and was ' sized per Urban Drainage requirements using a 40-hour drain time. Additional water quality for a portion of the site will be provided in the drainage swale located on the eastern edge of the site (Swale D). VI. Conclusions ' 6.1 Compliance with Standards ' This Preliminary drainage analysis has been performed according to design criteria found in the City of Fort Collins, Colorado April 1997 and the Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, Wright ' Water Engineers, Denver, Colorado, June 2001. Page 6 ANi ;?IP(l: !.t!{'lPCt'!'i.SP?1 VII. References ' 7.1 City of Fort Collins Storm Drainage Design Criteria and Construction Standards, ' City of Fort Collins, Colorado, revised April 1997. 7.2 Urban Strom Drainage Criteria Manual Volumes 1 2 and 3, Wright Water ' Engineers, Denver, Colorado, June 2001. 7.3 Final Drainage and Erosion Control Report for the Timberline Church Phase 1 and ' Full Build Out, Fort Collins, Sear -Brown, December 1999. 7.4 Geotechnical Engineering Report for First Assembly of God Church — Phase 1 Bus ' Barn Timberline Road (January 2000) and Phase 2 (October 1997) Terracon I u Page 7 1 0 I IW a 1 1 1 1 1 1 1 1 1 1 1 1 ° 0 Bari a ct s oOtl Or C i N Sag � o U ush P O Or °` a PROJECT w°°a o °a Qr J O / Eastwood LOCATION ct o Co r W / ling"°°d Ct DRAKE ROAD Shadow a` Yucca u Abil a Ct � U i i 3 Ct e m � Ct � o a 2 O� L 0 Q t 'iJ '� shore Q° a o Laµe 6 N Gust r Or < V O ° O Crystal `o xN P as PI Ct > N a i LAKE 6 o SHERWOOD ore 5 n a a W 0 o`S Ir o ° °o Orange e o m Ct � o a^u T� J 1„y St tennial Brentford 4' a Son ra Lake Sher ood D St W ca` R° (n a➢ Canneclic t r Pl Dr ,r Ct o o°D n o n Cl M ssachuse s t c 40 f. n� p Or �u u q I waa Vermont ♦ ° 4 3° V c `(.. 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G'U CC U ... sU .a U a� 2 U A z w INLET IN A SUMP OR SAG LOCATION I 1 L� Project = Timberline Church (250-001) - Inlet ID = Inlet A3 - Basin A3 . ,I, Lo (C)- H-Curb H-Vert w Wp W Lo (G) yp0 of Inlet Local Depression (additional to continuous gutter depression 'a'ffom'UAIIoW) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Warning 2 Width of a Unit Grate Warning 4 jArea Opening Ratio for a Grate (typical values 0.15-0.90) Warning 3 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Grata 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 Warning I Height of Curb Orifice Throat in Inches gle of Throat (sae 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) Warning 4 Curb Opening Weir Coefficient (typical value 2.30-3.D0) ging Coefficient for Multiple Units ging Factor for Multiple Units 3 as a Weir: The Controlling Factor WIII Be: Depth at Local Depression without Clogging (3.9/ cfs grate, 0 cfs curb) Depth (Curb Opening Only) without Clogging (0 cfs grate, 3.91 cfs curb) Depth at Local Depression with Clogging (3.91 cfs grate, 0 cfs curb) Depth (Curb Opening Only) with Clogging (0 cfs grate, 3.91 cfs curb) 3 so, an Orifice Depth at Local Depression without Clogging (3.91 cfs grate, 0 cfs curb) Depth at Local Depression win Clogging (3.91 cfs grate, 0 cfs curb) dUna Gutter Flow Death Outside of Loral Deoresslon MINOR MAJOR Type =1 a.= CDOT/Denver. 13 Combination inches 2.00 2.00 No = 2 - 2 L. (G) = MINOR MAJOR 3.00 3.00 feet W,= 1.48 1.48 feet A„r, = 0.41 - 0.41 C, (G) = 0.20 0.20 C. (G)= - 3,00 3.00 C,(G)= 0.67 0.67 MINOR MAJOR L, (C) = 3.00 3.00 feet H�= 6.50 6.50 inches Hivw= 6.00 6.00 inches Theta= 0.0 0.0 degree W,= 2.00 2.00 feet Cr (C) = 020 - - 0.20 Cw(C)= 3.00 3.00 Co(C)= 0.67 0.67 MINOR ,MAJOR Cost = 1.50 1.50 Clog = 0.15 DA5 Curb Opening as Weir Grate as Weir 525A18.24 3.17 5.63 3.35 inches inches inches inches ' Resulting Ourner Flow Ilepm for Curb Opening nI Capacity In a Sum Clogging Coefficient for Multiple Units Goof =1 MINOR 1.25 MAJOR 1.25 Clogging Factor for Multiple Units Clog =1 0.131 0.13 Curb as a Weir, Grate as an Orifice MINOR MAJOR Flow Depth at Local Depression without Clogging (2.37 cfs grate. 1.54 cfs curb) dM = 1.73 4.85 inches Row Depth at Local Depression with Clogging (2.34 cis grate, 1.57 cfs curb) d„ _ 1.91 5.55 inches ' Curb as an Orifice, Grate as an Orifiee MINOR MAJOR Flow Depth at Local Depression without Clogging (3.91 cfs grate, 0 cfs curb) d,i = 2.421 5.14 inches Flow Depth at Local Depression with Clogging (3.91 cfs grate, 0 cfs curb) d,r = - 2.69 6.01 inches Resulting Gutter Flow Depth Outside of Local Depression Cl.. = 0.89 4.01 Inches ' Resultant Street Conditions MINOR MAJOR Total Inlet Length L= 6.0 8.0 feet Total Inlet Interception Capacity (Design Discharge from O-Peak) Q. = 3.9 17.1 cfs Resultant Gutter Flow Depth (based on sheet O-Allow geometry) d = inches 6.54 w Resultant Street Flow Spread (based on sheet O-Allogeometry) T = -1.36 .1.1 1&9 feet Resultant Flow Depth at Street Crown dn,.,,., _ - n nn Am 1.,h=s ' Warning 2: Dimension entered is not a typical dimension for Inlet type specified. Warning 3: Clogging factor Is lower than the recommended value for inlet type specified. Warning 4: Coefficient entered is not a typical coefficient for Inlet type specified. 1 INLET A3.xls, Inlet In Sump 2/20/2007. 7:43 AM INLET IN A SUMP OR SAG LOCATION I 11 1 1 1 Project= - Timberline Church(250-001) Inlet 10 = Inlet A4 - Basin A2 ,�--Lo (C) H-Curb H-Vert W Wp W 1-0 (G) Type of Inlet Local Depression (additional to continuous gutter depression 'a' from'Q-AIIoW) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Warning 2 Width of a Unit Grate Warning 4 Area Opening Ratio for a Grate (typical values 0.15-0.90) Warning I 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 Warning Height of Curb Orifice Throat in Inches ngle of Throat (see 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) Warning 4 Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Orifice Coefficient (typical value 0.67) Sing Coefficient for Multiple Units Sing Factor for Multiple Units s as a Weir: The Controlling Factor WIII Be: Depth at Local Depression without Clogging (0.83 cis grate, 0 cis curb) Depth (Curb Opening Only) without Clogging (0 cis grate, 0.83 cis curb) Depth at Local Depression with Clogging (0.83 cis grate, 0 cis curb) Depth (Curb Opening Only) with Clogging (0 cis grate, 0.83 cis curb) 3 as an Orifice Depth at Local Depression without Clogging (0.83 cis grate, 0 cis cum) Depth at Local Depression with Clogging (0.83 cis grate, 0 cis cum) ilting Gutter Flow Depth Outside of Local Deoreaslon ping Coefficient for Multiple Units ping Factor for Multiple Units as a Weir, Grate as an Orifice Depth at Local Depression vrithout Clogging (0.54 cfs grate, 0.29 cis cum) Depth at Local Depression with Clogging (0.52 cis grate, 0.31 cis cum) as an Orifice, Grate as an Orifice Depth at Local Depression without Clogging (0.83 cis grate, 0 cis cum) Depth at Local Depression with Clogging (0.83 cis grate, 0 cis cum) lthm Gutter Flow Depth Outside of Local Deormulon Inlet Length Inlet Interception Capacity (Design Discharge from (}Peak) Itent Gutter Flow Depth (based on sheet 0-Allow geometry) Itam Street Flow Spread (based on sheet O-Allow geometry) Warning 2: Dimension entered is not a typical dimension for Inlet type specified. Warning 3: Clogging factor Is lower than the recommended value for Inlet type specified. Warning 4: Coefficient entered Is not a typical coefficient for Inlet type specified. MINOR MAJOR Type - CDOTA)enver 13 Combination a. =1 2.001 2.00 inches No= 31 9 3.tlmnp ue ino L.(G)' WO: A,am' Ct(G) C. (G): C,(G): L.(Q) Cr(C) C (C) 3.00 3.00 1.48 1.48 0.41 0.41 020 0.20 3.00 3.00 0.67 0.67 aet :at MINOR MAJOR Coal= 1.751 1.75 Clog = 0.12 0.12 Curb Opening as Welr Curb Opening As Weir dw = cl . = do = de = - 7 4.27 0.94 2.26 2.29 4.48 0.98 2.36 MINOR MAJOR 0.67 1.58 inches inches inches inches MINOR MAJOR Goof = 1.31 1 319 Clog = - 0.09 0.09 MINOR MAJOR d,d=. 0.501 1.17 inches d„ =1 0.53 / 26 inches dd = 0.'71 1. da= 0.72 1. tl c = 0.00 a. L= 9.0 9.0 Or = 0.8 3.1 d=1 e.00gas T=1 0.01 0.3 ' INLET A4.xls, Inlet In Sump V2012007. 7:46 AM I 1 INLET IN A SUMP OR SAG LOCATION 11 Project = Timberline Church (250-001) Inlet ID = Inlets A4-1 and A5 - Basins Al and A4 `Lo (C) H-Curb H-Vert w Wp W Lo lGl ypa of Inlet Local Depression (additional to continuous gutter depression 'a'from'O-AlloW) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Warning 2 Width of a Unit Grate Warning 4 Area Opening Ratio for a Grate (typical values 0.15-0.90) Warning 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 Warning Height of Curb Orifice Threat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 2 feet) Clogging Factor for a Single Cum Opening (typical value 0.10) Warning Cum Opening Weir Coefficient (typical value 2.30-3.00) Cum Openina Orifice Coefficient (Noical value 0.67) ging Coefficient for Multiple Units ging Factor for Multiple Units 3 as a Weir: The Controlling Factor Will Be: Depth at Local Depression Wthout Dogging (6.22 cis grate, 0 cfs cum) Depth (Cum Opening Only) without Clogging (0 cfs grate, 6.22 cfs cum) Depth at Local Depression with Clogging (6.22 cfs grate, 0 cfs cum) Depth (Cum Opening Only) with Clogging (0 cfs grate, 6.22 cis cum) 3 as an Orifice Depth at Local Depression without Dogging (6.18 cfs grate, 0.04 cfs cum) Depth at Local Depression with Clogging (5.35 cfs grate, 0.87 cfs cum) iltina Gutter Flow Depth Outside of Loral Denmaelen Clogging Coefficient for Multiple Units ' Clogging Factor for Multiple Units Cum as a Weir, Grate as an Or81ce Flow Depth at Local Depression without Clogging (3.76 cfs grate, 2.46 cfs curb) Flow Depth at Local Depression with Clogging (3.72 cfs grate, 2.5 cfs cum) ' Cum as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (6.18 cfs grate, 0.04 cis cum) Flow Depth at Local Depression with Clogging (5.35 cfs grate, 0.87 cfs cum) Resulting Gutter Flow Depth Outside of Local Depression ' Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from O-Peak) 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 Warning 2: Dimension entered is not a typical dimension for Inlet type specified. Warning 3: Clogging factor Is lower than the recommended value for Inlet type specified. Warning 4: Coefficient entered Is not a typical oceificlent for Inlet type specified. u MINOR MAJOR Type -1 CDOT/Denver 13 Combination ate= 2.00 2.00 inches No = . 2 2 MINOR MAJOR La (G) _ W.= A,a = Cr (G) _ C. (G)= C. (G) _ Theta 3.00 3.00 1.48 1.48 0.41 0.41 020 0.20 3.00 3.00 0.67 0,67 MAJOR G(C)- 0.201 0.20 C. (C) = 3.00 3.00 C. (C) 0.87 0.67 MINOR MAJOR Coef = 1.501 1.50 Clog = 0.15 0.15 Cum Opening as Weir Grate as Weir 6.46 12.41 4.32 31.13 6.97 13.41 4.58 40.67 feet feet inches inches inches inches 2581 71 A111nehes MINOR MAJOR Coef =1 1.251 1.25 Clog = 0.13 0.13 MINOR MAJOR cl,-1 2.351 7.09 inches d.=1 2.601 8.11 inches MINOR MAJOR dy= 327 6.43 inches cl® =1 3.31 10.47 inches T ' INLET A4-1_A5.xls, Inlet In Sump 2/20/2007, 7:46 AM I 1 INLET IN A SUMP OR SAG LOCATION Project = Timberline Church (250.001) Inlet ID = Inlet B2 - Basin 134 i� Lo (C) H-Curb H-Vert W Wp W Lo lG) Type of Inlet Local Depression (additional to continuous gutter depression'a' from'O-Allow) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Warning 2 Width of a Unit Grate Warning[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 Warning 2 Height of Curb Orifice Throat in Inches Angle of Throat (see 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) Wanting 4 Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Ooenino Orifice Coefficient ftvoical value 0.671 ling Coefficient for Multiple Units )ing Factor for Multiple Units t as a Weir: The Controlling Factor Will Be: Depth at Local Depression without Clogging (3.34 cis grate, 0 cis curb) Depth (Curb Opening Only) without Clogging (0 cis grate, 3.34 cis curb) Depth at Local Depression Win Clogging (3.34 cis grate. 0 cis curb) Depth (Curb Opening Only) with Clogging (0 cis grate. 3.34 cis curb) i as an Orifice Depth at Local Depression without Clogging (3.34 cis grate, 0 cis curb) Depth at Local Depression with Clogging (2.5 cis grate, 0.84 cfs curb) Iting Gutter Flow Depth Outside of Local Deoresslon Sing Coefficient for Multiple Units ling Factor for Multiple Units as a Weir, Grate as an Orifice Depth at Local Depression without Clogging (2.02 cis grate, 1.32 cis curb) Depth at Local Depression with Clogging (1.37 cis grate, 1.97 cis curb) as an Orgice, Grate as an Orifice Depth at Local Depression without Clogging (3.34 cis grate, 0 cis curb) Depth at Local Depression with Clogging (2.5 cis grate, 0.84 cis curb) siting Gutter Flow Depth Outside of Local Deoresslon Inlet Length Inlet Interception Capacity (Design Discharge from O-Peak) [tent Gutter Flow Depth (based on sheet O-Allow geometry) Itant Street Flow Spread (based on sheet O-Allow, geometry) Itant Flow Deolh at Street Crown Warning 2: Dimension entered is not a typical dimension for Inlet type specified. Warning 4: Coefficient entered is not a typical coefficient for inlet type specified. MINOR MAJOR Type = CDOT/Denver 13 Combination a4 - 2.00 2.00 inches No- 21 2 MINOR MAJOR L, (G) = W. = Aram = CI (G) _ C (G)= C. (G) _ L.(C) H. H.� Theta W. C, (C) C (C) 3.00 3.00 1.48 1.48 0.41 0.41 0.80 0.80 3.00 3.00 0.67 0.67 MINOR feet feet MINOR MAJOR Coat 1.50 1.50 Clog = 0.60 0.60 Curb Opening as Weir Curb Opening As Vertical Orifice dw = cl . = d� = 4.92 9.07 2.85 9.70 - 7.44 13.72 3.Of 11.67 inches inches inches inches MINOR MAJOR dn= 2.18 4.07 inches da.= - 3.01 6.51 Inches dl M.= 1.01 9.67 inches MINOR MAJOR Cost = Clog = - 1.251 1.25 0.13 0.13 MINOR MAJOR dM= 1.56 3.B inches d.,.= 2.21 5.77 inches MINOR MAJOR INLET B2.xls, Inlet In Sump 211612007, 1:48 PM I [_1 INLET IN A SUMP OR SAG LOCATION Project =_ Timberline Church (250.001) Inlet ID = Inlet 83 - Basins 82 and 83 Lo(C)- H-Curb H-Vert w Wp W Lo lG) Type of Inlet Local Depression (additional to continuous gutter depression'a' from'O-AIIove) Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Warning 2 Width of a Unit Grate Warning 4 Area Opening Ratio for a Grate (typical values 0.15-0.90) Warning 3 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 Warning 2 Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter Worn of 2 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Warning 4 Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Operma Orifice Coefficient (tvoical value 0.671 ping Coefficient for Multiple Units ping Factor for Multiple Units s es a Weir: The Controlling Factor Will Be: Depth at Local Depression without Clogging (3.36 cfs grate, 0 cfs curb) Depth (Curb Opening Only) without Clogging (0 cfs grate, 3.36 cfs curb) Depth at Local Depression with Clogging (3.36 cis grate, 0 cfs curb) Depth (Curb Opening Only) with Clogging (0 cfs grate, 3.36 cfs curb) r as an Orifice Depth at Local Depression without Clogging (3.36 cfs grate, 0 cfs curb) Depth at Local Depression with Clogging (3.36 cfs grate, 0 cfs curb) ping Coefficient for Multiple Units ping Factor for Multiple Units as a Weir, Grate as an Orifice Depth at Local Depression without Clogging (2.03 cfs grate, 1.33 cfs curb) Depth at Local Depression with Clogging (2 cfs grate, 1.36 cfs curb) as an Orifice, Grata as an Orifice Depth at Local Depression without Clogging (3.36 cfs grate, 0 cfs curb) Depth at Local Depression with Clogging (3.36 cfs grate, 0 cfs curb) filing Gutter Flow Depth Outside of Local Depression Inlet Length Inlet Interception Capacity (Design Discharge from O-Peak) Itant Gutter Flow Depth (based on sheet O-Allow geometry) Itant Street Flow Spread (based on sheet 0-Allow, geometry) Itant Flow Depth at Street Crown Warning 2: Dimension entered is not a typical dimension for inlet type specified. Warning 3: Clogging factor is lower than the recommended value for Inlet type specified. Warning 4: Coefficient entered is not a typical coefficient for inlet type specified. MINOR MAJOR Type -1 CDOT/Denver 13 Combination ate =1 2.001 2.00 inches No 4- 2 2 MINOR MAJOR Lp (G) _ Wo= Aram = Cf (G) _ C. (G) _ Co (G) _ L.(C) H, H.., Theta Wp 3.00 3.00 1.47 1.47 0.41 0A1 0.20 0.20 3.00 3.00 0.67 0.67 MINOR MAJOR Coef = 1.501 1.50 Clog = 0.15 0.15 Curb O pin as Weir Grate as Weir dw - drwp,,,, = d.,a = $unw = dd 4.93 9.04 2.87 9.60 5.28 9.71 3.02 11.54 MINOR feet feet inches inches inches inches MINOR MAJOR Cost =1 1,25 ` 1.25 Clog = 0.13 0.13 MINOR MAJOR d.= 1.57 3.79 inches d..a= 1.731 4.28 inches tld = d. = cl c = 12. ' INLET B3.xls, Inlet In Stapp 2/16/2007. 1:50 PM INLET IN A SUMP OR SAG LOCATION ' Project= Timberline Church(2504101) - Inlet ID = Inlet B4 - Basin Bt - 'I, Lo (C) H-Curb H-Vert W W W P Lo (G) Design Information (input) ' type of Inlet Local Depression (additional to continuous gutter depression 'a'from'O-Allow) Number of Unit Inlets (Grate or Curb Opening) Grate Information ' Length of a Unit Grate Warning 2 Width of a Unit Grate Warning 4 Area Opening Ratio for a Grate (typical values 0.15-0.90) Warning 2 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 Warning 11 Height of Curb Orifice Throat in Inches ogle of Throat (see USDCM Figure ST-5) ' Side Witlth for Depression Pan (typically the gutter width of 2 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Warning Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Openino Orifice Coefficient Itvoical value 0.671 ' Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Grate as a Weir: The Controlling Factor Will Be: Flow Depth at Local Depression without Clogging (3.27 cis grate, 0 cis curb) ' Flow Depth (Curb Opening Only) without Clogging (0 cis grate, 3.27 cis curb) Flow Depth at Local Depression with Clogging (3.27 cis grate, 0 cis curb) Flow Depth (Curb Opening Only) with Clogging (0 cis grate, 3.27 cis curb) Grate as an Orifice Flow Depth at Local Depression without Clogging (3.27 cis grate, 0 cis curb) ' Flow Depth at local Depression with Clogging (3.27 cis grate, 0 cis curb) Clogging CoeMrcient for Multiple Units ' Clogging Factor for Multiple Units Curb es a Weir. Grate as an Orifice Flow Depth at Local Depression without Clogging (1.98 cis grate, 1.29 cis curb) Flow Depth at Local Depression with Clogging (1.95 cis grate, 1.32 cis curb) ' Curb as an Orl6oe, Grate as an Orifice Flow Depth at Local Depression without Clogging (3.27 cis grate, 0 cis curb) Flow Depth at Local Depression with Clogging (3.27 cis grate, 0 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression ' Resultant Street Conditins Total Inlet Length Total Inlet Interception Capacity (Design Discharge from O-Peak) Resultant Gutter Flow Depth (based on street O-Allow geometry) ' Resultant Street Flow Spread (based on sheet O-Allow geometry) Resultant Flow Depth at Street Crown ' Warning 2: Dimension entered is not a typical dimension for Inlet type specified. Warning 3: Clogging factor is lower than the recommended value for Inlet type specified. Warning 4: Coefficient entered Is not a typical coefficient for inlet type specified. MINOR MAJOR Type = CDOT/Denvor 13 Combinatq2OO aaa= 2.00 inches No= 2 MINOR MAJOR L. (G) = Wn= A,n,= Cr (G) _ C. (G)= C. (G) _ C, (C) C. (C) 3.00 3.00 1.48 1.48 0.41 0.41 020 0.20 3.00 - 3.00 0.67 0.67 MINOR MAJOR Cost= 1.501 1.50 Clog = 0.15 0.15 Curb Opening as Weir Grate as Weir d.; _ d=,d,,, _ d., _ d� _ 4.88 9.29 2.81 10.46 5.22 9.99 2.97 12.67 2. feet feet inches inches inches inches MINOR MAJOR Cost -1 1.251.25 Clog = 0.13 0.13 MINOR MAJOR d,== 1.541 3.97 inches d., _ 1.701 4.52 inches dd= 2. cl = 2. Cl Q 0. ' INLET B4.xls, Inlet In Sump 2/16/2007, 1:52 PM I 1 J 11 INLET IN A SUMP OR SAG LOCATION 11 Project = Timberline Church (250.001) - Inlet ID = Inlets C3 AND C4 - Basins Ct and C2 Lo (C) H-Curb H-Vert w Wp W L. 1,G) Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from'O-Allow!) aKK , = Number of Unit Inlets (Grate or Curb Opening) No = Grate Information Length of a Unit Grate L. (G) = Warning 2 Width of a Unit Grate W. = Waming 4 rea Opening Ratio for a Grate (typical values 0.15-0.90) A,em = Warning 3 Clogging Factor for a Single Grate (typical value 0.50- 0.70) Cf (G) = Grate Weir Coefficient (typical value 3.00) C. (G) = Grate Orifice Coefficient (typical value 0.67) Co (G) = Curb Opening Information Length of a Unit Curb Opening L,, (C) = Height of Vertical Curb Opening in Inches Hwt _ Warning Height of Curb Orifice Throat in Inches Hw t = Angle of Throat (see USDCM Figure ST-5) Theta = Side Width for Depression Pan (typically the gutter width of 2 feet) Wo= Clogging Factor for a Single Curb Opening (typIcal value 0.10) Cr (C) = Warning Curb Opening Weir Coefficient (typical value 2.30-3.00) C„(C)= ling Coefficient for Multiple Units ling Factor for Multiple Units a as a Weir: The Controlling Factor Will Be: Depth at Local Depression without Clogging (9.91 cis grate, 0 cis curb) Depth (Curb Opening Only) without Clogging (0 cis grate, 9.91 cis curb) Depth at Local Depression with Clogging (9.91 cis grate, 0 cis curb) Depth (Curb Opening Only) with Clogging (0 cis grate, 9.91 cis curb) e as an Ort ice Depth at Local Depression without Clogging (9.91 cis grate, 0 cis curb) Depth at Local Depression with Clogging (9.91 cis grate, 0 cis curb) ing Coefficient for Multiple Units ing Factor for Multiple Units as a Weir, Grate as an Orifice )epth at Local Depression without Clogging (6.46 cis grate, 3.45 cis curb) )epth at Local Depression with Clogging (6.4 cis grate. 3.51 cis curb) as an Orifice, Grate as an Orifice )epth at Local Depression without Clogging (9.91 cis grate, 0 cis curb) )epth at Local Depression with Clogging (9.91 cis grate, 0 cis curb) 11ng Gutter Flow Depth Outside of Local Depression Inlet Length Inlet Interception Capacity (Design Discharge from O-Peak) Itant Gutter Flow Depth (based on sheet O-Allow geometry) Rant Street Flow Spread (based on sheet O-Allow geometry) Itant Flow Death at Street Crown Warning 2: Dimension entered Is not a typical dimension for inlet type specified. Warning 3: Clogging factor is lower than the recommended value for inlet type specified. Warning 4: Coefficient entered is not a typical coefficient for Inlet type specified. MINOR MAJOR CDOT/Denver 13 Combination 2.00 2.00 inches 4 4 MINOR MAJOR 3.00 3.00 1.48 1.48 -- 0.41 0.41 020 0.20 3.00 3.00 0.67 0.67 MINOR MINOR MAJOR Coat= 1.881 1.88 Clog = 0.09 0.09 Curb Opening as Weir Grate as Weir dt = dam,,,,, = d,= d� = 11.64 17.85 44.42 12.16 20.00 feet feet inches inches inches inches Cost= MINOR MAJOR . 1.33 1.33 Clog = 0.071 0.07 MINOR MAJOR d,N= -2.131 6.88 inches d„= - 226 6.38 inches MINOR MAJOR d. =1 2.8315.83 inches dn= 3.03 6.43 inches L O, d T 1 INLETS C3-C4.zis, Inlet In Sump 2/16J2007, 1:53 PM Curb Cut D2 Worksheet for Rectangular Channel Project Description Worksheet Curb Cut D2 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.016 Channel Slope 0.020000 ft/ft Bottom Width 3.00 ft Discharge 7.76 cfs Results Depth 0.42 ft. Flow Area 1.2 ftz Wetted Perimeter 3.83 ft Top Width 3.00 ft Critical Depth 0.59 It Critical Slope 0.006923 ft/ft Velocity 6.22 ft/s Velocity Head 0.60 ft Specific Energy 1.02 ft Froude Number 1.70 Flow Type Supercritical Notes: Basin D2 Flow Project Engineer: Cinde Welken d:\projects\250-001\drainage\inlets\curb cuts.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 02/16/07 03:05:09 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Swale D Worksheet for Triangular Channel Project Description Worksheet Swale D Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.005000 f ift Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 42.39 cfs Results Depth 1.92 ft Flow Area 14.8 ftz Wetted Perimeter 15.86 ft Top Width 15.38 ft Critical Depth 1.48 ft Critical Slope 0.020568 ft/ft Velocity 2.87 ft/s Velocity Head 0.13 ft Specific Energy 2.05 ft Froude Number 0.52 Flow Type Subcritical Project Engineer: Cinde Welken d:\projects\250-001\drainage\swales\swale d.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 04/10/07 08:14:10 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ' Swale D x 1.33 Worksheet for Triangular Channel ' Project Description Worksheet Swale D x 1.33 ' Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.035 Channel Slope 0.005000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V ' Discharge 56.51 cfs Results Depth 2.14 ft Flow Area 18.3 ft2 Wetted Perimeter 17.66 It Top Width 17.13 It Critical Depth 1.65 ft ' Critical Slope 0.019787 ft/ft Velocity 3.08 f /s ' Velocity Head Specific Energy 0,15 It 2.29 ft Froude Number 0.52 Flow Type Subcritical ' Notes: Routed Flow to DP D1 42.39 = x 1.33 = 56.51 1 Project Engineer: Cinde Welken d:\projects\250-001\drainage\swales\swale d.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] ' 04/10/07 08:14:24 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Overflow Weir Worksheet for Trapezoidal Channel Project Description Worksheet Overflow Weir Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.020000 ft/ft Left Side Slope 70.00 H : V Right Side Slope 80.00 H : V Bottom Width 40.00 It Discharge 81.00 cfs Results n Depth 0.45 ft 14A4 Flow Area 33.6 ft2 Wetted Perimeter 108.07 ft Top Width 108.06 ft Critical Depth 0.39 ft Critical Slope 0.035866 ft/ft Velocity 2.41 f /s Velocity Head 0.09 ft Specific Energy 0.54 It Froude Number 0.76 Flow Type Subcritical Project Engineer: Cinde Welken d:\projects\250-001\drainage\swales\swale d.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005j 04/11/07 08:06:46 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 No Text I 1 V 1 FL to ' LL m O O N OD N O O LO N N C J O Z v �+7 Ott Z z LU J Z Q W Z J g O H U) � I vW v W a�Ni o�Ni i J cl N V t0 W 7 N Ili N N N v v v a a J O 2 v v v a v CL (3 N 7 "t IA ui ;o d a m Cl)01 N o C a C O co N N f ; �w O v Or, v: O a Of It ; In N Of .O; O O: O- 4 `n o � m r " cmN y °g N N, IN Q v I� ..ri N N N . f w- co pco co ` Ln per, n N N U 3 m tea' a co ) co CO, co 0 o 0 tli1; 0 0 o AO4 .t.` p0 O 0 0Cl) , leb co Gl Ns N N rlA lA x X� M M I to �X{{- co oo N pp 7 t C7 pp 7 Jcp#� fr , os O f0` 3S,: T`.. 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O ce ii cl 61 C C — O O y Um O LO M O O M O N N O O N O LO r C O O r 0 0 0 V M N N r N v v v v 't Itu LO 0 N CD E O N Culvert Calculator Report ' Storm Line D Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,924.00 it Headwater Depth/Height 1.18 ' Computed Headwater Elev, 4,924.81 ft Discharge 42.39 cis Inlet Control HW Elev. 4,924.53 it Tailwater Elevation 4,920.57 it Outlet Control HW Elev. 4,924.81 it Control Type Outlet Control Grades Upstream Invert 4,921.27 ft Downstream Invert 4,919.37 it Length 84.00 it Constructed Slope 0.000000 Wit ' Hydraulic Profile Profile H2 Depth, Downstream 2.12 ft Slope Type Horizontal Normal Depth N/A it ' Flow Regime Subcritical Critical Depth 2.12 it Velocity Downstream 7.93 ft/s Critical Slope 0.005616 ft/ft ' Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 it ' Section Size 36 inch Rise 3.00 it Number Sections 1 tOutlet Control Properties Outlet Control HW Elev. 4,924.81 it Upstream Velocity Head 0.58 it ' Ke 0.20 Entrance Loss 0.12 it Inlet Control Properties ' Inlet Control HW Elev. 4,924.53 it Flow Control Unsubmerged Inlet Type Groove end projecting Area Full 7.1 ftz K 0.00450 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 3 ' C 0.03170 Equation Form 1 Y 0.69000 Project Engineer: Cinde Welken ' d:\...\detention\existing pond outlet pipe.cvm 02/15/07 08:53:31 AM ®Haestad Methods, Inc. Northern Engineering Services Inc 37 Brookside Road Waterbury, CT 06708 USA CulvertMaster v3.0 [3.0003] +1-203-755-1666 Page 1 1 of 6r04� Culvert Calculator Report Proposed 36" Outlet Pipe Solve For: Headwater Elevation ' Culvert Summary Allowable HW Elevation 4,925.00 It Headwater Depth/Height 3.32 Computed Headwater Elevi 4,928.10 ft Discharge 100.00 CIS ' Inlet Control HW Elev. 4,928.10 It Tailwater Elevation 4,919.33 ft Outlet Control HW Elev. 4,927.23 ft Control Type Inlet Control ' Grades Upstream Invert 4,918.13 If Downstream Invert 4,917.70 ft ' Length 84.61 ft Constructed Slope 0.005082 ft/ft ' Hydraulic Profile Profile Composite M2PressureProfile Depth, Downstream 2.90 ft Slope Type Mild Normal Depth N/A ft ' Flow Regime Subcritical Critical Depth 2.90 It Velocity Downstream 14.30 ft/s Critical Slope 0.019679 ft/ft ' Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft ' Section Size 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,927.23 ft Upstream Velocity Head 3.11 ft Ke 0.50 Entrance Loss 1.56 ft Inlet Control Properties ' Inlet Control HW Elev. 4,928.10 It Flow Control Submerged Inlet Type Square edge w/headwall Area Full 7.1 ftz K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 ' C 0.03980 Equation Form 1 Y 0.67000 1 1 Project Engineer: Cinde Welken d:\...\detention\existing pond outlet pipe.cvm Northern Engineering Services Inc CulvertMaster v3.0 [3.0003] 05/04/07 10:46:14 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Rating Table Report Proposed 36" Outlet Pipe Range Data: Minimum Maximum Increment Discharge 0.00 100.00 5.00 cfs ischarge (cf )-IW Elev. (ft) 0.00 4,919.33 5.00 4,919.41 10.00 4,919.66 15.00 4,920.06 20.00 4,920.40 25.00 4.920.71 30.00 4,921.01 35.00 4,921.30 40.00 4,921.56 45.00 4,921.82 50.00 4,922.12 55.00 4,922.54 60.00 4,923.00 65.00 4,923.50 70.00 4.924.04 75.00 4,924.61 80.00 4,925.23 85.00 4,925.89 90.00 4,926.58 95.00 4,927.32 100.00 4,928.10 Project Engineer: Cinde Welken d:\...\detention\existing pond outlet pipe.cvm Northern Engineering Services Inc CulvertMaster v3.0 13.0003] 05/04/07 10:45:51 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I 1 I 1 I O r N `6 -• N m N M Vl N ❑ K O - _ - - - U s L 0 0 0 O O v% 1p O O O O O K y O O r O S O OO OO O imp �v O w m n 0 u ry U E U U N it U N J J J J J N !� ~ �� Q❑ U U U U V Q3 �oinn — v On N n n lD dl N L ❑ ❑ Q — O 0. O W v �Iooao9° o Dn�nN d V a L ° O m E U° N O O O '"u=❑� Z ��`� vmvQm Ow OFF � ❑ a r O _ ++ d U IL u Q M IL N IL 0 u n N (g' m m N N '7 M j U N N ❑ � � - lD O lD LL U d U (? O 61 N C Z O O O O O O ° } IT od000 v It v J Q N N Q N u U 3 U U m° _ m d o 5 U Z U `-° ❑ v" 0000 O - dEv vi m inOO u ° w@ m N m m m ❑ o u msw O-Nm N Ol 0 �0 s V U U ❑ O n m m u N ITL u ❑ U n �o y a m U❑ w E �p c c c c c uN E> J J J] E j J E E E E E In J d lJ m N N N N Ul DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE 6 7 6 = Expansion Angle mmmmmmmm ME MOW NOW pp"-Fpp-M memmmmom mmumse. 11K, Fm FAA 'ANN Emmummum onmmmmmm mmummomm m-WEEMENE • II .1 .2 .3 .4 .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D FIGURE MD-23 Expansion Factor for Circular Conduits 06/2001 Urban Drainage and Flood Control District MD-111 1 1 DRAINAGE CRITERIA MANUAL (V. 1) L on _4� a 0 r MAJOR DRAINAGE MEMENEEMEM MEN ApdrE No FINE 0 MA OWAA d mom; P WP- W19 Pda L .4 .6 .8 1.0 Yt/D Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 31) downstream. FIGURE MD-21 Riprap Erosion Protection at Circular Conduit Outlet Valid for Q/D2 5 <_ 6.0 06/2001 Urban Drainage and Flood Control District ITAIDIS �� I,I 1 ((I���9®p®pp R�l'�(p�IC�R��Qj+EI���1j��aa -` @ISN1G�pI�N,pEE�FfaTl O17FDJ�G� e7EISLf®ICES9 �1 c. FORT COLLINS, COLORADO 80521 I [_] 1 PROJECT -7- '"'d Um CLIENT /n. CALCULjATIONS FOR MADE SV DATE 41rHECKED BY DATE SHEET OF Parib ' ZI! ' 21f1 �h Y ��>a=3.7 A.•r • � O D GAS y_ as' I� 1 ?N:v-r-STD', .-t1):`f t={' F,;r:4°' "!" ' .t: ;1J`r,4 '✓ MoDf'L ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF ♦ EDDY, INC. UNIVERSITY OF FLORIDA ' WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) ' TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(B) JIN(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(B) JOUT(9) JOUT(10) ' 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED 1/PROGRAM CALLED ••• ENTRY MADE TO RUNOFF MODEL ••` ' 1 FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MAY 2004 FILE: EXISTING. IN NUMBER OF TIME STEPS 480 INTEGRATION TIME INTERVAL (MINUTES) 1.00 . ' 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER I RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75 ' .73 .71 .69 .67 r6L374 /LLS M. 1 A4ov'aL KJd oti% Mor-wegd fawf,) eev%4rare(e �11�1ob a FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT ' NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MAY 2004 FILE:EXISTING.IN SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (PT) (AC) IMPERV. (FT/FTC IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 70 400 3100.0 20.0 18.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 71 401 6300.0 47.8 19.0 .0120 .016 .250 .100 .300 .51 .50 .00180 .00180 1 2 102 4000.0 29.0 38.0 .0100 .016 .250 .100 .300 .51 .50 1 3 410 1600.0 14.5 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180 .00180 1 75 413 2584.0 8.9 40.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 4 152 2500.0 37.4 17.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 ' 78 104 1710.0 5.5 53.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 105 7 1500.0 7.5 40.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 5 201 1700.0 7.8 90.0 .0100 .016 .250 .100 .300 .51 .50 1 6 8 4000.0 32.1 70.0 .0070 .016 .250 .100 .300 .51 .50 .00180 .00180 1 7 9 1300.0 10.0 40.0 .0100 .016 .250 .100 .300 .51 .50 1 8 11 3000.0 28.3 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 .00180 1 ' 10 14 6400.0 73.8 40.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 11 16 5850.0 61.8 46.0 .0100 .016 .250 .100 .300 .51 .50 1 12 18 7000.0 64.9 28.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 14 26 1103.0 3.8 33.0 .0130 .016 .250 .100 .300 .51 .50 .00180 .00180 1 15 501 2600.0 12.3 10.0 .0400 .016 .250 .100 .300 .51 .50 1 16 98 1400.0 11.8 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 .00180 1 ' 17 24 1050.0 4.6 80.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 18 25 2000.0 20.1 80.0 .0050 .016 .250 .100 .300 .51 .50 1 19 27 2000.0 16.3 90.0 .0080 .016 .250 .100 .300 .51 .50 .00180 .00180 1 22 129 3200.0 26.0 90.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 24 33 3900.0 40.5 40.0 .0100 .016 .250 .100 .300 .51 .50 1 25 34 6700.0 87.5 90.0 .0150 .016 .250 .100 .300 .51 .50 .00180 .001B0 1 1 [1 I 1 1 1 1 26 35 3000.0 35.5 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 27 36 1100.0 11.6 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 28 37 725.0 5.0 50.0 .0400 .016 .250 .100 .300 .51 .50 .00160 1 29 43 5800.0 64.5 50.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 30 41 3200.0 69.1 21.0 .0100 .016 .250 .100 .300 .51 .50 ''00180 1 31 38 5200.0 56.5 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 32 42 1400.6 26.9 27.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 33 48 365.0 2.7 90.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 34 45 1700.0 16.5 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 35 46 3250.0 28.9 80.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 36 45 2390.0 21.5 90.0 .0300 .016 .250 .100 .300 _ .51 .50 .00180 1 37 50 70500.0 269.0 72.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 38 51 5200.0 41.7 40.0 .0100 .016 .250 .100 . .300 .51 .50 .00180 1 39 53 2200.0 35.9 17.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 40 55 13400.0 218.6 45.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 142 172 4300.0 44.5 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 43 172 585.0 23.5 7.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 44 58 5000.0 42.3 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 144 159 1400.0 18.7 30.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 45 62 11000.0 117.6 60.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 46 60 3900.0 26.6 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 47 63 7200.0 88.0 40.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 48 65 7200.0 96.5 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 49 67 5000.0 42.4 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 50 57 2400.0 19.5 65.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 150 157 2700.0 20.4 65.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 51 70 7400.0 69.0 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 52 79 2200.0 14.7 70.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 53 75 2200.0 14.7 70.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 54 81 5500.0 50.9 60.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 55 208 6000.0 55.2 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 56 209 3500.0 31.7 40.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 57 85 13000.0 209.1 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 58 600 6000.0 41.1 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 581 184 3450.0 22.4 90.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 582 212 1700.0 11.5 80.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 583 217 400.0 2.5 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 584 218 2900.0 19.7 90.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 59 211 1500.0 20.7 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 60 78 1500.0 24.6 47.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 61 210 1050.0 12.2 64.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 62 77 1800.0 3.3 99.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 621 306 865.0 5.9 66.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 622 303 1400.0 10.5 18.0 .0100 .016 .250 .100 .300 .51 .50 .00IBO 1 623 313 2200.0 3.4 33.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 624 213 6200.0 70.7 43.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 63 193 9964.0 91.5 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 64 361 7200.0 66.0 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 650 88 2100.0 19.6 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 651 251 700.0 6.6 9.0 .0230 .016 .250 .100 .300 .51 .50 .00180 1 65 88 1200.0 4.0 10.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 66 94 4900.0 15.1 12.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 67 86 10400.0 99.2 45.0 .0200 .016 .250 .100 .300 .51 .50 .00100 1 68 94 2400.0 25.2 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 69 269 5800.0 53.5 45.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 671 67 2300.0 8.3 19.0 .1000 .016 .250 .100 .300 .51 .50 .00180 1 681 288 640.0 6.0 45.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 682 288 500.0 3.5 45.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 691 95 1700.0 3.9 31.0 .1000 .016 .250 .100 .300 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHNENTS, 83 TOTAL TRIBUTARY AREA (ACRES), 3210.30 FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 300-YEAR EVENT NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MAY 2004 FILE:EXISTING.IN "` CONTINUITY CHECK FOR SUBCATCHMENT ROUTING IN UDSWM2-PC MODEL - WATERSHED AREA (ACRES) 3210.300 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) .590 TOTAL WATERSHED OUTFLOW (INCHES) 2.882 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .197 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MAY 2004 FILE:EXISTING.IN WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER HOP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH SK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 1 400 156 0 4 CHANNEL .0 800. .0070 50.0 50.0 .016 .40 0 OVERFLOW 40.0 800. .0070 10.0 10.0 .035 2.00 156 102 0 5 PIPE 1.5 780. .0100 .0 .0 .013 1.50 0 OVERFLOW 36.0 780. .0100 50.0 50.0 .OIG 2.00 163 102 0 4 CHANNEL .0 1800. .0110 .0 50.0 .035 '"' .70 0 OVERFLOW 35.0 1800. .0110 .0 10.0 .035 2.00 401 163 0 4 CHANNEL .0 1200. .0040 50.0 50.0 .016 .40 0 OVERFLOW 40.0 1200. .0040 10.0 10.0 .035 2.00 410 102 2 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.9 2.8 " 102 154 9 2 PIPE .1 1. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.5 1.6 3.7 1.8 6.6 2.1 10.3 2.3 14.4 2.5 17.5 2.6 19.8 2.7 22.9 21.1 154 153 0 5 PIPE 1.3 418. .0040 .0 .0 .013 1.25 0 OVERFLOW .0 418. .0040 50.0 50.0 .016 5.00 413 153 2 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.9 1.5 153 152 0 5 PIPE 1.3 1270. .0040 .0 .0 .013 1.25 0 OVERFLOW .0 1270. .0040 50.0 50.0 .016 5.00 104 150 6 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .4 .1 .7 .3 .9 .8 1.2 1.1 12.3 150 152 0 2 PIPE 1.5 738. .0040 .0 .0 .013 8.00 0 152 5 0 5 PIPE 3.0 600. .0040 .0 .0 .013 3.00 0 OVERFLOW 40.0 600. .0040 50.0 50.0 .016 - 4.00 201 6 3 2 PIPE .1 1. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 2.7 1.2 28.6 5 6 0 5 PIPE 2.5 500. .0030 .0 .0 .013 2.50 0 OVERFLOW 80.0 500. .0030 30.0 30.0 .016 3.00 6 7 0 5 PIPE 2.5 800. .0030 .0 .0 .013 2.50 0 OVERFLOW 80.0 800. .0030 30.0 30.0 .016 3.00 273 7 14 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CPS .0 .0 .7 .0 .8 60.3 .8 91.8 .9 61.7 1.1 47.5 1.3 35.1 1.5 27.7 1.8 18.9 1.9 15.0 2.0 12.5 2.1 8.2 2.3 .9 2.3 .0 7 10 0 1 CHANNEL 4.0 1300. .0080 3.0 3.0 .040 5.00 0 8 109 0 1 CHANNEL 4.0 700. .0070 30.0 30.0 .016 10.00 0 9 10 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 1.5 .6 1.8 1.0 2.1 1.4 2.3 1.8 2.5 2.0 35.4 2.8 218.0 109 10 10 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE -PEEP VS SPILLWAY OUTFLOW .0 .0 .7 6.0 1.3 12.0 2.3 20.0 2.4 24.0 2.5 36.0 2.6 57.0 2.7 80.0 2.9 120.0 3.0 140.0 10 115 0 1 CHANNEL 4.0 1200. .0080 3.0 3.0 .040 5.00 0 550 15 0 3 .0 0. .0010 .0 .0 .001 10.00 0 11 15 0 5 PIPE 1.8 750. .0100 .0 .0 .013 1.75 0 OVERFLOW .0 750. .0100 50.0 50.0 .016 100.00 116 12 0 1 CHANNEL 9.0 1200. .0060 1.0 1.0 .035 6.00 0 14 115 0 5 PIPE 2.5 1200. .0070 .0 .0 .013 2.50 0 OVERFLOW .0 1200. .0070 30.0 30.0 .016 100.00 115 15 0 3 .0 1. .0010 .0 .0 .001 10.00 0 15 116 8 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 2.5 .2 12.1 1.4 26.5 3.8 34.9 6.7 39.4 9.8 258.5 11.4 423.6 16 12 0 1 CHANNEL 2.0 800. .0040 30.0 30.0 .016 100.00 0 18 501 0 1 CHANNEL 2.0 800. .0120 30.0 30.0 .016 100.00 0 12 501 0 3 .0 0. .0010 .0 .0 .001 10.00 0 501 29 10 2 PIPE .1 1000. .0100 .0 .0 .100 1.50 0 RESERVOIR STORAGE IN ACRE -PEST VS SPILLWAY OUTFLOW .0 .0 .1 .0 1.2 4.1 4.5 9.5 9.1 11.1 14.6 13.0 21.1 15.2 28.7 17.3 37.2 357.3 45.9 1283.2 98 129 0 4 CHANNEL .0 800. .0150 50.0 50.0 .016 .40 0 OVERFLOW 40.0 800. .0150 10.0 10.0 .035 100.00 24 25 0 1 CHANNEL 10.0 700. .0004 2.0 2.0 .030 6.00 0 26 27 0 5 PIPE 2.0 750. .0050 .0 .0 .013 2.00 0 OVERFLOW .0 750. .0050 .0 50.0 .016 10.00 25 27 0 1 CHANNEL 10.0 900. .0004 2.0 2.0 .030 6.00 0 27 47 0 3 .0- 0. .0010 .0 .0 .001 10.00 0 29 129 0 5 PIPE 3.5 800. .0050 .0 .0 .013 3.50 0 OVERFLOW 10.0 800. .0050 25.0 25.0 .016 10.00 33 133 0 4 CHANNEL .0 1300. .0100 50.0 .0 .016 .50 0 OVERFLOW 25.0 1300. .0100 10.0 .0 .016 100.00 849 133 17 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .1 .0 .2 1.2 .3 14.2 2.2 14.2 2.3 12.6 2.3 9.1 2.4 6.8 2.5 5.3 2.6 4.2 2.8 2.9 3.0 1.8 3.3 1.2 4.0 .4 4.5 .2 5.0 .1 5.5 .0 133 40 0 5 PIPE 2.5 700. .0150 .0 .0 .013 2.50 0 OVERFLOW .0 700. .0150 50.0 50.0 .016 100.00 129 34 0 5 PIPE 4.5 1200. .0100 .0 .0 .013 4.50 0 OVERFLOW 5.0 1200. .0100 30.0 30.0 .016 10.00 34 134 0 5 PIPE 4.5 1200. .0100 .0 .0 .013 4.50 0 OVERFLOW 5.0 1200. .0100 30.0 30.0 .016 10.00 134 35 0 1 CHANNEL 15.0 450. .0100 4.0 4.0 .040 5.00 0 35 40 0 1 CHANNEL 15.0 900. .0100 4.0 4.0 .040 5.00 0 36 338 0 4 CHANNEL .0 2800. .0070 50.0 50.0 .016 .50 0 OVERFLOW 50.0 2800. .0070 10.0 10.0 .035 100.00 ' 37 49 0 1 CHANNEL 3.0 400. .0130 3.0 3.0 .040 100.00 0 38 39 0 1 CHANNEL 2.0 1200. .0050 30.0 30.0 .016 100.00 0 39 142 11 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 5.0 1.6 10.0 2.3 15.0 3.0 20.0 '4.9 25.0 6.7 30.0 12.6 33.4 13.3 35.0 13.8 40.0 14.4 50.0 ' 40 41 0 4 CHANNEL 10.0 1000. .0020 4.0 4.0 .040 4.00 0 OVERFLOW 47.0 1000. .0020 100.0 100.0 .060 10.00 41 42 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 101.5 .1 290.8 .3 298.3 .9 378.3 1.4 378.3 2.0 458.9 4.0 1213.6 7.1 2731.4 42 142 18 2 PIPE .1 150. .0100 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.3 10.0 2.9 20.0 4.9 30.0 7.1 40.0 9.5 50.0 11.1 60.0 14.5 80.0 19.6 100.0 35.8 150.0 40.5 160.0 43.4 200.0 44.6 250.0 45.5 300.0 46.1 350.0 46.8 400.0 47.4 450.0 48.8 550.0 43 44 0 4 CHANNEL .0 1100. .0060 50.0 50.0 .016 .50 0 OVERFLOW 50.0 1100. .0060 10.0 10.0 .035 100.00 44 444 11 2 PIPE .1 1700. .0020 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE -FEEL VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .1 2.0 .4 3.0 .5 4.0 .7 5.0 1.5 6.0 1.8 6.0 3.8 21.0 4.5 36.0 6.3 141.0 ' 444 544 3 .3 .0 1. .0010 .0 .0 .001 10.00 644 DIVERSION TO GUTTER NUMBER 644 - TOTAL Q VS DIVERTED Q IN CPS .0 .0 6.0 .0 141.0 135.0 544 244 0 3 .0 1. .0010 .0 .0 .001 10.00 0 644 144 0 3 .0 1. .0010 .0 .0 .001 10.00 0 45 49 0 5 PIPE 3.0 900. .0150 .0 .0 .013 3.00 0 ' OVERFLOW 5.0 900. .0150 100.0 100.0 .016 100.00 46 49 0 5 PIPE 1.5 500. .0200 .0 .0 .013 1.50 0 OVERFLOW 2.0 500. .0200 30.0 30.0 .016 100.00 47 46 0 5 PIPE 2.0 1300. .0170 .0 .0 .013 2.00 0 OVERFLOW 2.0 1300. .0170 30.0 30.0 .016 100.00 48 47 0 1 CHANNEL 1.0 500. .0020 30.0 1.0 .016 100.00 0 ' 49 50 0 1 CHANNEL. 10.0 500. .0160 5.0 5.0 .040 100.00 0 50 53 5 2 PIPE .1 1. .0160 .0 .0 1.000 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 150.0 100.0 350.0 380.0 600.0 800.0 700.0 980.0 51 338 0 5 PIPE 1.0 BOB. .0070 .0 .0 .011 1.00 0 OVERFLOW .0 800. .0070 20.0 28.0 .060 100.00 ' 338 52 7 2 PIPE .1 1. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 6.4 .4 6.4 1.5 6.4 2.0 6.4 5.4 61.0 5.7 65.0 52 200 0 5 PIPE 2.5 1800. .0050 .0 .0 .013 2.50 0 OVERFLOW 3.0 1800. .0050 4.0 4.0 .040 100.00 ' 200 53 0 3 .0 0. .0010 .0 .0 .001 10.00 0 53 54 0 1 CHANNEL 3.0 900. .0040 4.0 4.0 .040 100.00 0 54 55 0 1 CHANNEL 3.0 1500. .0060 13.0 13.0 .040 3.00 '0 142 55 0 5 PIPE 3.5 1400. .0070 .0 .0 .013 3.50 0 OVERFLOW 10.0 1400. .0070 5.0 5.0 .040 10.00 55 56 0 1 CHANNEL 10.0 1900. .0070 5.0 5.0 .040 10.00 0 ' 56 57 25 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .3 .0 1.9 .0 8.7 .6 18.9 2.0 28.2 5.2 33.7 20.7 48.8 22.4 57.2 24.3 65.5 24.9 68.2 26.2 104.4 28.3 157.7 30.9 251.2 32.2 309.8 34.5 401.6 35.7 442.3 36.7 468.8 37.7 487.7 38.8 520.8 39.7 580.0 41.1 686.4 42.1 767.6 42.4 799.3 43.2 880.0 57 157 6 2 PIPE .1 130. .0059 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 76.0 .9 220.0 1.3 528.0 1.8 562.0 9.4 1160.0 157 257 6 2 PIPE .1 157. .0046 .0 .0 .023 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .0 62.0 .1 166.0 .9 328.0 2.9 1083.0 6.6 2356.0 244 42 0 2 PIPE 2.0 1150. .0050 .0 .0 .013 2.00 0 144 58 0 1 CHANNEL 2.0 1500. .0060 30.0 30.0 .016 100.00 0 58 59 0 1 CHANNEL 2.0 900. .0060 30.0 30.0 .016 100.00 0 159 59 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 5.0 3.6 10.0 4.9 11.2 5.1 15.0 5.5 35.0 59 62 11 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' ' .0 .0 .8 5.0 1.1 10.0 1.3 15.0 2.0 20.0 3.0 23.9 3.1 45.0 3.2 100.0 3.3 150.0 3.4 200.0 3.4 250.0 60 61 0 1 CHANNEL 5.0 1200. .0020 3.0 3.0 .040 100.00 0 61 62 0 1 CHANNEL 3.0 1100. .0040 4.0 4.0 .040 100.00 0 62 162 9 2 PIPE .1 800. .0100 .0 .0 .010 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 32.9 .0 39.9 20.0 43.3 40.0 46.0 60.0 51.1 100.0 - 54.2 125.0 56.5 150.0 61.2 200.0 162 662 4 3 .0 1. .0010 .0 .0 .001 10.00 562 ' DIVERSION TO GUTTER NUMBER 562 - TOTAL Q VS DIVERTED Q IN CPS .0 .0 24.0 .0 54.0 30.0 3000.0 30.0 562 257 0 3 .0 1. .0010 .0 .0 .001 10.00 0 662 66 0 3 .0 1. .0010 .0 , .0 .001 10.00 0 63 64 0 1 CHANNEL 2.0 1300. .0050 30.0 30.0 100.00 0 64 466 0 5 PIPE 3.0 1400. .0080 .0 .0 .016 .013 3.00 0 ' OVERFLOW 2.0 1400. .0080 30.0 30.0 .016 100.00 65 466 0 1 CHANNEL 2.0 1300. .0030 30.0 30.0 .016 100.00 0 466 66 0 3 .0 1. .0010 .0 .0 .001 10.00 0 66 69 13 2 PIPE .1 1000. .0012 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE -PEEP VS SPILLWAY OUTFLOW ' .0 .0 .0 3.5 .4 15.2 1.4 29.2 2.9 37.0 7.9 42.6 F 16.5 43.6 21.3 44.0 27.1 44.4 34.3 44.9 39.1 45.5 39.5 45.8 42.3 48.0 67 162 0 1 CHANNEL 2.0 1200. .0060 30.0 30.0 .016 100.00 69 82 0 5 PIPE 2.5 1220. .0117 .0 .0 .013 2.50 1 OVERFLOW 2.5 1220. .0117 2.5 2.5 .040 r100.00 70 471 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .016 100.00 C 471 71 0 3 .0 1. .0010 .0 .0 .001 10.00 O 71 82 19 2 PIPE .1 1000. .0040 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .1 5.7 .2 10.1 .6 10.7 1.8 11.2 2.9 12.3 4.2 13.0 4.5 13.5 6.4 13.8 7.1 14.2 7.8 14.4 8.7 14.6 9.3 14.8 9.8 14.9 10.2 15.0 11.7 15.2 12.3 15.3 12.4 15.4 172 173 6 2 PIPE .1 1000. .0080 .0. .0 .100 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .3 10.0 1.3 20.0 2.3 30.0 6.5 38.2 6.7 70.0 173 56 0 5 PIPE 2.3 1500. .0022 .0 .0 .013 2.30 0 OVERFLOW 4.0 1500. .0022 4.0 4.0 .040 100.00 75 76 8 2 PIPE .1 1000. .0010 1.0 1.0 .100 .10 0 ` RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .2 1.3 .4 2.1 .7 3.0 1.0 3.0 1.3 18.4 1.8 74.6 79 76 3 2 PIPE .1 1000. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 10.0 .6 125.0 76 77 0 5 PIPE 1.0 700. .0030 .0 .0 .013 1.00 0 OVERFLOW 1.0 700. .0030 30.0 30.0 .016 100.00 77 257 0 5 PIPE 2.0 1100. .0020 .0 .0 - .013 2.00 0 OVERFLOW 2.0 1100. .0020 30.0 30.0 .016 100.00 257 78 0 1 CHANNEL 5.0 700. .0084 4.0 4.0 .036 8.00 0 78 178 0 1 CHANNEL 5.0 800. .0084 4.0 4.0 .036 8.00 0 211 178 2 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.1 10.0 600 88 0 4 CHANNEL .0 1400. .0070 50.0 .0 .016 .50 0 OVERFLOW 25.0 1400. .0070 10.0 .0 .016 100.00 212 217 7 2 PIPE .1 1000. .0080 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.7 .0 13.6 .2 28.3 .6 37.5 .9 40.6 1.7 107.0 217 218 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.4 .2 6.0 .7 8.5 1.0 9.7 1.5 11.1 1.9 12.0 2.1 12.4 2.8 58.1 218 288 7 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.2 .4 22.6 .7 46.9 1.1 87.9 1.5 102.3 4.9 362.0 210 78 9 2 PIPE .1 80. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 6.6 .6 13.1 .8 17.3 .9 20.6 1.1 23.5 1.3 26.1 1.5 28.5 1.7 30.6 81 207 0 1 CHANNEL 2.5 1850. .0050 30.0 30.0 .016 100.00 0 207 02 2 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 9.7 20.0 82 83 0 5 PIPE 4.0 1350. .0040 .0 .0 .013 4.00 0 OVERFLOW 4.0 1350. .00d0 30.0 30.0 .013 100.00 208 83 2 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 9.5 20.0 83 184 0 5 PIPE 4.5 1300. .0040 .0 .0 .016 4.50 0 OVERFLOW 4.5 1300. .0040 30.0 30.0 .016 100.00 209 184 2 2 PIPE .1 1000. .0100 .0 .0 '100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.5 9.0 184 916 0 5 PIPE 4.5 2400. .0056 .0 .0 .013 4.50 0 OVERFLOW 4.5 2400. .0056 30.0 30.0 .016 100.00 86 916 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .040 100.00 0 216 97 30 2 PIPE .1 1. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 4.0 10.0 8.1 20.0 14.8 50.0 15.1 52.0 20.3 80.0 23.7 100.0 25.2 110.0 26.7 120.0 31.1 150.0 916 216 0 3 .0 0. .0010 .0 .0 .001 10.00 0 269 95 9 2 PIPE .1 1. .0100 A .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.0 40.0 3.1 80.0 4.1 120.0 5.0 160.0 5.9 200.0 6.7 240.0 8.0 280.0 10.6 311.6 97 0 0 1 CHANNEL 1.0 3000. .0100 20.0 20.0 .040 100.00 0 85 215 0 1 CHANNEL 2.0 3500. .0030 4.0 4.0 .040 100.00 0 215 185 2 2 PIPE .1 1. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 33.2 85.0 185 87 0 1 CHANNEL. 25.0 1200. .0004 3.0 3.0 .030 100.00 0 87 194 0 1 CHANNEL 25.0 1200. .0004 3.0 3.0 .030 100.00 0 251 178 7 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .1 2.9 .2 4.9 .2 5.0 .3 5.1 .6 5.4 178 88 0 4 CHANNEL 3.0 700. .0120 4.0 4.0 .040 4.00 0 OVERFLOW 35.0 700. .0120 30.0 30.0 .060 100.00 88 288 0 4 CHANNEL 3.0 700. .0120 4.0 4.0 .040 4.00 0 OVERFLOW 35.0 700. .0120 30.0 30.0 .060 100.00 288 188 0 3 .0 1. .0010 .0 .0 .001 10.00 0 188 94 0 1 CHANNEL 1.0 1400. .0100 20.0 20.0 .040 100.00 0 ' 94 194 0 1 CHANNEL 1.0 1600. .0100 20.0 20.0 .040 100.00 0 194 95 0 1 CHANNEL 25.0 900. .0004 3.0 3.0 .030 100.00 0 95 96 0 1 CHANNEL 25.0 700. .0004 3.0 3.0 .030 100.00 0 303 213 4 2 PIPE .1 1. .0100 .0 .0 .016 8.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .6 1.7 1.3 4.8 2.0 8.8 306 307 4 2 PIPE .1 1. .0100 .0 .0 .016 9.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 16.4 .2 17.6 .4 82.0 307 213 0 5 PIPE 2.5 1240. .0060 .0 .0 .013 2.50 0 OVERFLOW .0 1240. .0060 50.0 50.0 .016 100.00 313 213 3 2 PIPE .1 1. .0100 .0 .0 .016 8.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 2.3 1.7 6.9 213 90 17 2 PIPE .1 0. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 9.9 .2 19.2 .5 25.2 1.1 32.4 2.1 35.8 ' 3.5 39.0 4.6 41.3 5.5 42.5 6.3 43.3 6.8 43.8 7.3 44.0 7.5 44.2 11.8 44.2 12.4 49.2 12.7 54.2 13.1 69.2 361 351 0 4 CHANNEL .0 1000. .0070 50.0 50.0 .016 .40 0 OVERFLow 40.0 1000. .0070 10.0 10.0 .020 10.00 351 214 0 3 .0 1. .0010 .0 .0 .001 10.00 0 214 91 13 2 PIPE .1 1. .1000 .0 .0 .024 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.1 5.6 1.8 B.9 2.6 11.3 3.5 13.3 4.4 14.9 5.3 16.5 6.3 17.9 7.3 19.2 8.4 20.4 9.5 21.5 11.9 23.7 14.6 25.6 90 91 0 5 PIPE 3.0 2700. .0070 .0 .0 .013 3.00 0 OVERFLOW 2.0 2700. .0070 30.0 30.0 .016 100.00 ' 91 96 0 5 PIPE 3.0 1300. .0300 .0 .0 .013 3.00 0 OVERFLOW 2.0 1300. .0300 1.0 1.0 .016 3.00 193 96 16 2 PIPE .1 1. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.2 21.0 4.5 22.5 7.0 24.0 9.6 25.1 10.9 26.0 11.2 29.4 11.5 35.2 11.8 42.5 12.1 51.3 12.3 61.3 12.6 72.4 12.9 84.7 13.2 98.1 13.5 112.3 13.8 127.5 96 500 0 1 CHANNEL 25.0 100. .0004 3.0 3.0 .030 100.00 0 TOTAL NUMBER OF GUTTERS/PIPES, 144 ' FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MAY 2004 FILE:EXISTING.IN 1 I [1 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 5 152 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 163.1 6 201 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 170.9 7 6 273 0 0 0 0 0 0 0 0 105 0 0 0 0 0 0 0 0 0 178.4 8 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 32.1 9 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 10.0 10 7 9 109 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 220.5 11 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 28.3 12 116 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 384.4 14 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 73.8 15 550 11 115 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 322.6 16 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 61.8 18 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 64.9 24 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 4.6 25 24 0 0 0 0 0 0 0 0 0 18 0 0 0 0 0 0 0 0 0 24.7 26 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 3.8 27 26 25 0 0 0 0 0 0 0 0 19 0 0 0 0 0 0 0 0 0 44.8 29 501 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 461.6 33 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 40.5 34 129 0 0 0 0 0 0 0 0 0 25 0 0 0 0 0 0 0 0 0 586.9 35 134 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 622.4 36 0 0 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 11.6 37 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 5.0 38 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 56.5 39 38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 56.5 40 133 35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 662.9 41 40 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 732.0 42 41 244 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 823.4 43 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 0 0 0 0 0 64.5 44 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.5 45 0 0 0 0 0 0 0 0 0 0 34 36 0 0 0 0 0 0 0 0 38.0 46 47 0 0 0 0 0 0 0 0 0 35 0 0 0 0 0 0 0 0 0 76.4 47 27 48 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 47.5 48 0 0 0 0 0 0 0 0 0 0 33 0 0 0 0 0 0 0 0 0 2.7 49 37 45 46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 119.4 50 49 0 0 0 0 0 0 0 0 0 37 0 0 0 0 0 0 0 0 0 388.4 51 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 0 0 0 0 0 41.7 52 338 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53.3 53 50 200 0 0 0 0 0 0 0 0 39 0 0 0 0 0 0 0 0 0 477.6 54 53 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 477.6 55 54 142 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 1576.1 56 55 173 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1644.1 57 56 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 1663.6 58 144 0 0 0 0 0 0 0 0 0 44 , 0 0 0 0 0 0 0 0 0 42.3 59 58 159 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.0 60 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 0 0 0 0 0 26.6 61 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 26.6 ' 62 59 61 0 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 205.2 63 0 0 0 0 0 0 0 0 0 0 47 0 0 0 0 0 0 0 0 0 88.0 64 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 88.0 65 0 0 0 0 0 0 0 0 0 0 48 0 a 0 0 0 0 0 0 0 96.5 ' 66 662 466 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00, 0 0 432.1 67 0 0 0 0 0 0 0 0 0 0 49 0 0 0 0 0 0 0 0 0 42.4 69 66 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 432.1 70 0 0 0 0 0 0 0 0 0 0 51 0 0 0 0 0 0 0 0 0 68.0 71 471 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.0 75 0 0 0 0 0 0 0 0 0 0 53 0 0 0 0 0 0 0 0 0 14.7 ' 76 75 79 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29.4 77 .76 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 32.7 78 257 210 0 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 1753.5 79 0 0 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 14.7 81 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 50.9 82 69 71 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 551.0 ' 83 82 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 606.2 85 0 0 0 0 0 0 0 0 0 0 57 0 0 0 0 0 0 0 0 0 208.1 86 0 0 0 0 0 0 0 0 0 0 67 0 0 0 0 0 0 0 0 0 99.2 87 185 0 0 0 0 0 0 0 0 0 671 0 0 0 0 0 a 0 0 0 216.4 88 600 178 0 0 0 0 0 0 0 0 650 65 a 0 0 0 0 0 0 0 1845.5 90 213 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 90.5 91 214 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 156.5 94 188 0 0 0 0 0 0 0 0 0 66 68 0 0 0 0 0 0 0 0 1929.0 95 269 194 0 0 0 0 0 0 0 a 691 0 0 0 0 0 0 0 0 0 2202.8 96 95 91 193 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2450.8 97 216 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 759.5 98 0 0 0 0 0 0 a 0 0 0 16 0 0 0 0 0 0 0 0 0 11.8 ' 102 156 163 410 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 111.3 104 0 0 0 0 0 0 0 0 0 0 78 0 0 0 0 0 0 0 0 0 5.5 109 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.1 115 10 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 294.3 116 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 322.6 129 98 29 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 499.4 133 33 849 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.5 134 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 586.9 142 39 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 879.9 144 644 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 150 104 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.5 152 153 150 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 163.1 ' 153 154 413 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 120.2 154 102 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111.3 156 400 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.0 157 57 0 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 1684.0 159 0 0 0 0 0 0 0 0 0 0 144 0 0 0 0 0 0 0 0 0 18.7 162 62 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 247.6 ' 163 401 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 47.8 172 0 0 0 0 0 0 0 0 0 0 142 43 0 0 0 0 0 0 0 0 68.0 173 172 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.0 178 78 211 251 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1780.8 184 83 209 0 0 0 0 0 0 0 0 581 0 0 0 0 0 0 0 a 0 660.3 185 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 208.1 ' 188 288 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1889.7 193 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 91.5 194 87 94 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2145.4 200 52 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53.3 201 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 7.8 207 81 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 50.9 208 0 0 0 0 0 0 0 0 0 0 55 0 0 0 0 0 0 a 0 0 55.2 209 0 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 31.7 210 0 0 0 0 0 0 0 0 0 0 61 0 a 0 0 0 0 0 0 0 12.2 211 0 0 0 0 0 0 0 0 0 0 59 0 0 0 0 0 0 0 0 0 20.7 212 0 0 0 0 0 0 0 0 0 0 582 0 0 0 0 0 0 0 0 0 11.5 213 303 307 313 0 0 0 0 0 0 0 624 0 0 0 0 0 0 0 0 0 90.5 214 351 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 66.0 215 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2061. 216 916 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 759.5 217 212 0 0 0 0 0 0 0 0 0 583 0 0 0 0 0 0 0 0 a 14.0 218 217 0 0 0 0 0 0 0 0 0 584 0 0 0 0 0 0 0 0 0 33.7 244 544 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.5 ' 251 0 0 0 0 0 0 0 0 0 0 651 0 0 0 0 0 0 0 0 0 6.6 257 157 562 77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1716.7 269 0 0 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 0 0 0 53.5 273 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 288 21B 88 0 0 0 0 0 0 0 0 681 682 0 0 0 0 0 0 0 0 1888.7 303 0 0 0 0 0 0 0 0 0 0 622 0 0 0 0 0 0 0 0 0 10.5 ' 306 0 0 0 0 0 0 0 0 0 0 621 0 0 0 0 0 0 0 0 0 5.9 307 306 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 5.9 313 0 0 0 0 0 0 0 0 0 0 623 0 0 0 0 0 0 0 0 0 3.4 338 36 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53.3 351 361 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 66.0 361 0 0 0 0 0 0 0 0 0 0 64 0 0 0 0 0 0 0 0 0 66.0 400 0 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 20.0 401 0 0 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 47.8 410 0 0 0 a 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 14.5 413 0 0 0 0 0 0 0 0 0 0 75 0 0 0 0 0 0 0 0 0 8.9 444 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.5 466 64 65 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 184.5 ' 471 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.0 501 18 12 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 a 0 0 461.6 544 444 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.5 562 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 600 0 0 0 0 0 0 0 0 0 0 58 0 0 0 0 0 0 0 0 0 41.1 ' 644 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 662 162 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 247.6 1 849 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 15 41 79 157 213 i FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MAY 2004 FILE:EXISTING.IN •'• PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS ••• ••• NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT:TYPE (CPS) (FT) (AC -FT) (HR/MIN) 5:5 73.3 2.8 0 43. 6:5 88.3 2.8 0 49. 7:1 175.6 2.9 0 53. 8:1 222.3 1.1 0 36. 9:2 5.6 .1 - 1.8:D 1 53. 10:1 256.1 3.5 0 53. 11:5 118.5 2.4 0 36. 12:3 490.0 (DIRECT FLOW) 0 59. 14:5 308.6 3.8 0 36. 15:2 400.6 .1- 11.2:1) 0 58. 16:1 303.0 1.4 0 36. 18:1 208.8 1.0 0 36. 24:1 25.7 1.7 0 37. 25:1 119.6 3.8 0 41. 26:5 18.7 2.2 0 36. 27:3 254.0 (DIRECT FLOW) 0 36. 29:5 327.0 4.7 1 42. 33:4 176.9 .9 0 36. 34:5 897.8 6.1 0 36. 35:1 999.1 4.3 0 39. 36:4 34.4 .5 0 43. 37:1 35.5 1.4 0 35. 38:1 227.7 1.2 0 37. 39:2 30.8 .1 8.1:D 2 3. 40:4 861.9 5.3 0 46. 41:2 954.9 .1 3.3:D 0 47. 42:2 514.1 .1 48.3:D 2 6. 43:4 300.9 1.0 0 37. 44:2 127.1 .1 6.0:D 0 55. 45:5 308.8 3.6 0 36. 46:5 448.2 2.7 0 36. 47:5 244.6 2.9 0 39. 48:1 19.6 .7 0 36. 49:1 770.1 3.6 0 37. 50:2 64.4 .1 96.6:D 2 10. 51:5 155.5 2.8 0 38. 52:5 61.7 4.0 1 31. 53:1 150.2 3.0 1 29. 54:1 149.3 1.9 1 37. 55:1 844.3 4.5 0 39. 56:2 814.5 .1 42.5:D 2 9. 57:2 797.4 .1 4.8:D 2 19. 58:1 179.2 1.1 0 36. 59:2 180.3 .1 3.3:D 1 1. 60:1 93.0 2.9 0 40. 61:1 82.0 2.4 0 46. 62:2 68.3 .1 47.1:D 2 26. 63:1 337.4 1.4 0 37. 64:5 299.2 4.1 0 41. 65:1 332.6 1.6 0 37. 66:2 47.0 .1 41.0:D 3 18. 67:1 182.6 1.1 0 36. 69:5 47.0 2.2 3 21. 70:1 248.0 1.3 0 38. 71:2 15.3 .1 12.2:D 2 27. 75:2 50.1 .1 1.6:D 0 43. 76:5 110.1 2.0 0 41. 77:5 104.8 3.0 0 46. 78:1 858.0 4.9 2 22. 79:2 116.9 .1 .6:D 0 34. 81:1 219.7 1.2 0 39. 82:5 81.0 2.9 2 43. 83:5 100.5 3.7 2 19. 85:1 546.9 5.6 0 44. 86:1 355.5 2.1 0 41. 87:1 84.5 2.0 2 39. 88:4 880.8 4.7 2 24. 90:5 44.2 2.0 2 57, 91:5 67.5 1.6 2 11. 94:1 897.1 3.0 2 31. 95:1 998.1 7.4 2 36. 96:1 1097.1 7.8 2 35. 97:1 133.0 1.5 2 44. 98:4 90.0 .6 0 36. 102:2 5.5 .1 20.3:D 4 14. 104:2 5.1 .1 .9:D 1 10. 0 i 1 [1 109:2 132.8 .1 3:O:D 0 43. 115:3 419.9 (DIRECT FLOW) 0 48. 116:1 396.1 4.5 1 1. 129:5 353.8 5.3 1 44. 133:5 178.9 3.2 0 38. 134:1 684.0 4.0 0 37. 142:5 542.6 6.9 2 9. 144:1 114.9 .9 1 1. 150:2 5.1 1.0 1 12. 152:5 76.7 3.3 0 37. 153:5 6.8 1.4 4 32. 154:5 5.5 1.4 4 19. 156:5 57.7 1.8 0 44. 157:2 799.0 ,1 2.2:D 2 21. 159:2 8.4 .1 2.7:D 2 2. 162:3 182.6 (DIRECT FLOW) 0 36. 163:4 109.8 1.0 0 51. 172:2 58.4 .1 6.6:D 1 16. 173:5 52.9 4.1 1 29. 178:4 872.1 4.7 2 24. 184:5 173.3 4.9 0 40. 185:1 84.6 2.0 2 30. 188:1 895.6 3.0 2 27. 193:2 73.3 .1 12.6:D 1 32. 194:1 979.2 7.3 2 35. 200:3 61.7 (DIRECT FLOW) 1 31. 201:2 22.9 .1 1.1:D 0 44. 207:2 20.0 .1 9.7:D 2 14. 208:2 20.0 .1 9.5:D 2 6. 209:2 9.0 .1 5.5:D 2 15. 210:2 25.4 .1 1.2:D 0 50. 211:2 9.9 .1 3.1:D 2 3. 212:2 40.3 .1 .B:D 0 42. 213:2 44.2 .1 11.4:D 2 1. 214:2 23.3 .1 11.5:D 2 10. 215:2 85.1 .1 33.2:D 2 19. 216:2 133.9 .1 28.7:D 2 27. 217:2 19.7 .1 2.2:D 1 16. 218:2 109.5 .1 1.6:D 0 39. 244:2 6.0 .8 2 18. 251:2 5.4 .1 .6:D 1 27. 257:1 845.9 4.8 2 21. 269:2 129.7 .14.4:D 0 47. 273:3 88.8 (DIRECT FLOW) 0 51. 288:3 897.6 (DIRECT FLOW) 2 24. 303:2 5.6 .1 1.4:D 1 55. 306:2 35.2 .1 .2:D 0 36. 307:5 31.5 2.0 0 39. 313:2 1.7 .1 .6:D 1 37. 338:2 63.7 .1 5.6:D 1 17. 351:3 315.3 (DIRECT FLOW) 0 36. 361:4 315.3 1.0 0 36. 400:4 60.5 .6 0 40. 401:4 132.5 .8 0 41. 410:2 2.8 .1 2.9:D 2 15. 413:2 1.5 .1 1.9:D 2 7. 444:3 127.1 (DIRECT FLOW) 0 55. 466:3 617.2 (DIRECT FLOW) 0 40. 471:3 248.0 (DIRECT FLOW) 0 38. 500:3 1097.1 (DIRECT FLOW) 2 35. 501:2 327.4 .1 36.4:D 1 40. 544:3 6.0 (DIRECT FLOW) 2 14. 550:3 .0 (DIRECT FLOW) 0 0. 562:3 30.0 (DIRECT FLOW) 0 29. 600:4 327.0 1.3 0 36. 644:3 121.1 (DIRECT FLOW) 0 55. 662:3 152.6 (DIRECT FLOW) 0 36. 849:3 14.2 (DIRECT FLOW) 0 16. 916:3 528.3 (DIRECT FLOW) 0 41. ENDPROGRAM PROGRM CALLED F• PoAjQ �/o�urn E Timberline Church (250-001) Pond Volume (SWMM Model) May 3, 2007 Anuthorn Pnnd Elevation Area (sq. ft) ummu a ive Avg. Volume (ac ft) ummu a ive Conic Volume (ac ft) 4925.00 29050.5727 2.383 2.3783 4924.50 26810.5259 2.0624 2.0578 4924.00 24739.8257 1.7666 1.762 4923.50 22758.7809 1.494 1.4895 4923.00 20925.276 1.2433 1.2389 4922.50 19115.8732 1.0135 1.0091 4922.00 17320.764 0.8044 0.8001 4921.50 15547.3313 0.6157 0.6116 4921.00 13796.7223 0.4473 0.4432 4920.50 12062.5436 0.2989 0.2949 4920.00 9478.4778 0.1753 0.1716 4919.50 7099.3075 0.0801 0.0768 4919.00 3109.1548 0.0215 0.0198 4918.50 642.63361 0 0 Nnrfharn PnnA Elevation Area (sq. ft) ummu a ive Avg. Volume (ac ft) Uummulative Conic Volume (ac ft) 4925.00 39299.8592 3.566 3.556 4924.50 35403.4455 3.1373 3.1275 4924.00 33110.4348 2.7441 2.7343 4923.50 31165.4865 2.3752 2.3655 4923.00 29433.5677 2.0274 2.0177 4922.50 27780.6035 1.699 1.6894 4922.00 26153.1854 1.3895 1.3799 4921.50 24551.2809 1.0985 1.089 4921.00 22973.1886 0.8257 0.8163 4920.50 21381.3383 0.5712 0.5618 4920.00 17562.3148 0.3477 0.3386 4919.50 13798.2071 0.1677 0.1591 4919.00 7356.4062 0.0463 0.0396 4918.50 706.7956 01 0 M Swale Elevation Area (sq. ft) ummu a ive Avg. Volume (ac ft) Uummulative Conic Volume (ac ft) 4925.00 22217.37 0.588 0.582 4924.50 16073.27 0.368 0.363 4924.00 10860.07 0.213 0.210 4923.50 6677.76 0.113 0.110 4923.00 3845.11 0.052 0.050 4922.50 1922.54 0.019 0.018 4922.00 668.12 0.004 0.004 4921.50 59.61 0.000 0.000 Total Volume Elevation Area (sq. ft) ummu a ire Avg. Volume (ac ft) Cummulative Conic Volume (ac ft) 4925.00 90567.80 6.5365 6.5163 4924.50 78287.24 5.5675 5.5485 4924.00 68710.33 4.7239 4.7059 4923.50 60602.03 3.9817 3.9649 4923.00 54203.96 3.3228 3.3069 4922.50 48819.02 2.7315 2.7163 4922.00 44142.07 2.1981 2.1835 4921.50 40158.22 1.7142 1.7006 4921.00 36769.91 1.2730 1.2595 4920.50 33443.88 0.8701 0.8567 4920.00 27040.79 0.5230 0.5102 4919.50 20897.51 0.2478 0.2359 4919.00 10465.56 0.0678 0.0594 4918.50 1349.43 0.0000 0.0000 wacv, 0.991 Ae--Gr 1 i 1 1 1 REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 32.820 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 75.47 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = Q.754.7 <-- CALCULATED WQCV (watershed inches) _ ,0.302 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.991 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WO Depth (ft) = 2.530 , <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (in2) = 1.836 <-- CALCULATED from Figure ED13-3 CIRCULAR PERFORATION SIZING: dia (in) = 1 1/8 . <-- INPUT from Figure 5 S, (in) = 4 <-- INPUT from Figure 5 n = 2 <-- INPUT from Figure 5 t (in) = 5/16 <-- INPUT from Figure 5 number of rows = 7.59U01 <-- CALCULATED from WQ Depth and row spacing ' round to lowest whole -number = 7 <-- INPUT from above cell total outlet area (In2) = 13.92 <-- CALCULATED from total number of wholes TRASH RACK DESIGN: Trash Rack Open Area Ratio = 66.97 <-- CALCULATED from Figure 7 Required Trash Rack Open Area (in2) = 6 <-- CALCULATED from UDFCD DCM V.3 Section 6.6 Wconc (in) = 12 <-- INPUT from Table 6a-1 Wplate (in) = 18 <-- INPUT from Figure 4 * DON'T FORGET WELL -SCREEN' N/A <-- INPUT from Table 6a-2 e I [1 1 1 I 1 I 1 1 Timberline Church - Pond 211 (North) Orifice/Weir calculation for Pond 211 Northern Outlet Weir Base Elevation 4920.96 ft Weir Coefficient 3.0 Weir Length 14.00 It Delta H 0.25 ft Orifice Coefficient 0.65 Outlet Pipe Diameter 24.00 in Invert Elevation 4918.29 ft Northern Engineering Project. 250-001 c/w Height Adjusted Elev Weir Flow Orifice Flow u vert Analysis Flow Final Flow Total Pond Vol. (a ft) 0.21 4918.50 n/a n/a 0.00 0.0000 0.46 4918.75 n/a n/a 0.00 - 0.71 4919.00 n/a n/a 0.00 0.0594 0.96 1 4919.25 n/a n/a 0.00 - 1.21 4919.50 n/a n/a 0.00 0.2359 1.46 4919.75 n/a n/a 0.00 - 1.71 4920.00 n/a n/a 0.00 0.5102 1.96 4920.25 n/a n/a 0.00 2.21 4920.50 n/a n/a 0.00 0.8567 2.46 4920.75 n/a n/a 0.00 - 2.71 4921.00 8.40 21.42 18.00 8.40 1.2595 2.96 4921.25 22.62 22.93 22.62 - 3.21 4921.50 30.86 24.35 24.35 .1.7006 3.46 4921.75 37.33 25.69 25.69 3.71 4922.00 42.83 26.96 22.80 22.80 2.1835 3.96 4922.25 47.70 28.18 28.18 - 4.21 4922.50 52.12 29.35 29.35 2.7163 4.46 4922.75 56.19 30.47 30.47 - 4.71 4923.00 59.99 31.55 26.90 26.90 3.3069 4.96 4923.25 63.56 32.59 32.59 - 5.21 4923.50 66.94 33.61 33.61 3.9649 5.46 4923.75 70.15 34.59 34.59 5.71 4924.00 73.23 35.55 30.55 30.55 4.7059 5.96 4924.25 76.18 36.48 36.48 - 6.21 4924.50 79.02 37.39 37.39 5.5485 6.46 4924.75 81.77 38.27 38.27 - 6.71 4925.00 84.42 39.14 34.00 34.00 6.5163 VQCV = 0.991 ac-ft VSEL=4920.67 I t 1 0 1 r Timberline Church - Pond 211 (South) Orifice/Weir calculation for Pond 211 Southern Outlet Weir Base Elevation 4921.25 It Weir Coefficient 3.0 Weir Length 12.00 it Delta H 0.25 It Orifice Coefficient 0.65 Outlet Pipe Diameter 36.00 in Invert Elevation 4918.14 ft Northern Engineering Project. 250-0O1 c/w Height Adjusted Elev Weir Flow Orifice Flow Culvert Analysis Flow Final Flow Total Flow cfs Total Pond Vol. ac-ft 0.36 4918.50 n/a n/a 0.00 0.00 0.0000 0.61 4918.75 n/a n/a 0.00 0.00 0.86 4919.00 n/a n/a 0.00 0.00 0.0594 1.11 4919.25 n/a n/a 0.00 0.00 - 1.36 4919.50 n/a n/a 0.00 0.00 0.2359 1.61 4919.75 n/a n/a 0.00 0.00 1.86 4920.00 n/a n/a 0.00 0.00 0.5102 2.11 4920.25 n/a n/a 0.00 0.00 2.36 4920.50 n/a n/a 0.00 0.00 0.00 0.8567 2.61 4920.75 n/a n/a 0.00 0.00 - 2.86 4921.00 n/a n/a 0.00 0.00 8.40 1.2595 3.11 4921.25 1 0.00 46.76 1 0.00 22.62 - 3.36 4921.50 18.00 50.26 39.00 18.00 42.35 1.7006 3.61 4921.75 25.46 53.53 25.46 51.15 - 3.86 4922.00 31.18 56.61 47.00 31.18 53.98 2.1835 4.11 4922.25 36.00 59.54 36.00 64.18 - 4.36 4922.50 40.25 62.32 55.00 40.25 69.59 2.7163 4.61 4922.75 44.09 64.99 44.09 74.56 4.86 4923.00 47.62 67.55 60.00 47.62 74.52 3.3069 5.11 4923.25 1 50.91 70.02 1 50.91 83.51 - 5.36 4923.50 54.00 72.40 65.00 54.00 87.61 3.9649 5.61 4923.75 56.92 74.71 56.92 91.51 5.86 4924.00 59.70 76.95 70.00 59.70 90.25 4.7059 6.11 4924.25 62.35 79.13 62.35 98.83 6.36 4924.50 64.90 81.24 74.00 64.90 102.29 1 5.5485 6.61 4924.75 67.35 83.31 67.35 105.62 6.86 4925.00 69.71 85.32 79.00 69.71 103.71 6.5163 VQCV = 0.991 ac-ft VSEL=4920.67 I C �I �J Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. Minimum Width (W co c.) of Concrete Opening for a Well -Screen -Type Trash Rack. See Figure 6-a for Explanation of Terms. Maximum Dia. Width of Trash Rack Open (Wco,j Per Column of Holes as a Function of Water Depth H of Circular Opening (inches). H=2.0' H=3.0' H=4.0' H=5.0' H=6.0' Maximum Number of Columns < 0.25 3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0.50 3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0.75 3 in. 6 in. 6 in, 6 in. 6 in. 7 < 1.00 6 in. 9 in. 9 in. 9 in. 9 in. 4 < 1.25 9 in. 12 in.# 12 in. 12 in. 15 in. 2 < 1.50 12 in. 15 in. 18 in. 18 in. 18 in. 2 < 1.75 18 in. 21 in. 21 in. 24 in. 24 in. 1 < 2.00 21 in. 24 in. 27 in. 30 in. 30 in. I Table 6a-2: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. US FilterTm Stainless Steel Well -Screen' (or equal) Trash Rack Design Specifications. Max. Width of Opening Screen #93 VEE Wire Slot Opening Support Rod Type Support Rod, On -Center, S acin Total Screen Thickness Carbon Steel Frame Type 9" 0.139 #156VEE 3/4" 0.31' 3/."xl.0"flat bar 18" 0.139 TE .074"x.50" 1" 0.655 3/4 ;x 1.0 angle 24" 0.139 TE .074"x.75" 1" 1.03" 1.0"x IVY' angle 27" 0.139 TE .074"x.75" 1" 1.03" 1.0"x IVY' angle 30" 1 0.139 1 TE .074"x1.0" 1" 1.155" 1 '/4'k 1'/z"angle 36" 0.139 TE .074"x1.0" 1" 1.155" 1 '/,`k 1'/Z"angle 42" 0.139 TE .105"x1.0" 1" 1.155" 1 '/,`k 1'/:"an le US Filter, St. Paul, Minnesota, USA DESIGN EXAMPLE: Given: A WQCV outlet with three columns of 5/8 inch (0.625 in) diameter openings. Water Depth H above the lowest opening of 3.5 feet. Find: The dimensions for a well screen trash rack within the mounting frame. Solution: From Table 6a-1 with an outlet opening diameter of 0.75 inches (i.e., rounded up from 5/8 inch actual diameter of the opening) and the Water Depth H = 4 feet (i.e., rounded up from 3.5 feet). The minimum width for each column of openings is 6 inches. Thus, the total width is W cnn,. = 36 = 18 inches. The total height, after adding the 2 feet below the lowest row of openings, and subtracting 2 inches for the flange of the top support channel, is 64 inches. Thus, Trash rack dimensions within the mounting frame = 18 inches wide x 64 inches high From Table 6a-2 select the ordering specifications for an 18" or less, wide opening trash rack using US Filter (or equal) stainless steel well -screen with #93 VEE wire, 0.139" openings between wires, TE .074" x .50" support rods on 1.0" on -center spacing, total rack thickness of 0.655" and %" x 1.0" welded carbon steel frame. Table 6a Orifice Plate- Perforation Sizing Circular Perforation Sizing Chart may. be applied to orifice plate or vertical pipe outlet. Hole Dia (in) • Hole Dia (in) Min. Se (in) Area per Row (sq In) n=1 n=2 n=3 1 4 0.250 1 0.05, 0.10 0.15 5 16 0.313 2 0.08 0.15 0.23 378 0.375 2 0.11 0.22 0.33 7/16 0.438 2. 0.15 0.30 0.45 1 /2 0.500 2 0.20 0.39 0.59 9 16 1 0.563 1 3 0.25 0.50 0.75 5 8 0.625 3 0.31 0.61. 0.92 11 16 0.688 3 0.37 0.74 1.11 3 4 0.750 3 0.44 0.88 1.33 13 16 0.813 3 0.52 1.04 1.56 7 8 0.875 3 0.60 1.20 1.80 15 16 0.938 3 0.69 1.38 2.07 1 1.000 4 0.79 1.57 2.36 1 1 16 1.063 4 0.89 1.77 2.66 1 1 8 1.125 4 0.99 1.99 2.98 1 3 16 1.188 4 1.11 3.32 1 1 4 1.250 4 1.23 2.45 3.68 1 5/16 1.313 4 1.35 2.71 4.06 1 3 8 1.375 4 1.48 2.97 4.45 1 7 16 1.438 4 1.62 3.25 4.87 1 1 2 1.500 4 1.77 3.53 5.30 1 9 16 1.563 4 1.92. 3.83 5.75 1 5 8 1.625 4 2.07 4.15 6.22 1 11 16 1.688 4 2.24 4.47 6.71 1 3 4 1.750 4 2.41 4.81 7.22 1 13 16 1.813 4 2.58 5.16 7.74 1 7 8 1.875 4 2.76 5.52 8.28 1 15 16 1.938 4 2.95 5.90 8.84 2 2.000 4 3.14 1 6.28 9.42 n = Number of columns of perforations Minimum steel plate thickness 1/4 5/16 ' 3/8 " • Designer may interpolate to the nearest 32nd inch to better match the required area, if desired. Rectangular Perforation Sizing. Only one column of rectangular perforations allowed. Rectangular Height = 2 inches Rectangular Width (inches) = Required Area per Row (sq in) 2" Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) Fllw Detuns.dr,y P4P 2) Rectangular Hole Width Min. Steel Thickness 5" 1 4 6" 1 4 7" 5/32 " 8" 5/16 " 9" 11/32 " loll 3/g „ >10" 1 /2 „ Figure 5 WQCV Outlet Orifice Perforation Sizing I 1 Rating Table Report Existing 24" Pond 211 Outlet Range Data: Minimum Maximum Increment Discharge 0.00 40.00 2.00 cfs ischarge (cf }IW Elev. (ft) 0.00 4,919.50 2.00 4,919.53 4.00 4,919.61 6.00 4,919.73 8.00 4,919.89 10.00 4,920.08 12.00 4,920.29 14.00 4,920.50 16.00 4,920.72 18.00 4,920.99 20.00 4,921.39 22.00 4,921.82 24.00 4,922.27 26.00 4,922.77 28.00 4,923.28 30.00 4,923.84 32.00 4,924.42 34.00 4,925.03 36.00 4,925.69 38.00 4,926.37 40.00 4,927.09 Project Engineer: Cinde Welken d:\...\detention\existing pond outlet pipe.cvm Northern Engineering Services Inc CulvertMaster v3.0 [3.0003] ' 02/13/07 10:11:55 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Proposed 36" Outlet Pipe Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elev, Inlet Control HW Elev. Outlet Control HW Elev. 4,925.00 ft 4,928.10 ft 4,928.10 ft 4,927.23 ft Headwater Depth/Height Discharge Tailwater Elevation Control Type 3.32 100.00 cfs 4,919.33 ft Inlet Control Grades Upstream Invert Length 4,918.13 ft 84.61 ft Downstream Invert Constructed Slope 4,917.70 ft 0.005082 ft/ft Hydraulic Profile Profile Composite M2PressureProfile Slope Type Mild Flow Regime Subcritical Velocity Downstream 14.30 fits Depth, Downstream Normal Depth Critical Depth Critical Slope 2.90 It N/A ft 2.90 ft 0.019679 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 36 inch 1 Mannings Coefficient Span Rise 0.013 3.00 ft 3.00 ft Outlet Control Properties Outlet Control HW Elev. Ke 4,927.23 ft 0.50 Upstream Velocity Head Entrance Loss 3.11 ft 1.56 ft Inlet Control Properties Inlet Control HW Elev. 4,928.10 ft Inlet Type Square edge w/headwall K 0.00980 M 2.00000 C 0.03980 Y 0.67000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form Submerged 7.1 ftz 1 1 1 Project Engineer: Cinde Welken ' d:1... \detention\existing pond outlet pipe.cvm Northern Engineering Services Inc CulvertMaster v3.0 [3.0003] 05/04/07 10:46:14 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ' URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER ' *** ENTRY MADE TO RUNOFF MODEL *** FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MAY 2004 FILE:EXISTING.IN ONUMBER OF TIME STEPS 480 ' OINTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES ' OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 - 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75 ' .73 .71 .69 .67 1 FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR ' EVENT NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MAY 2004 FILE:EXISTING.IN ' SUBAREA NUMBER GUTTER OR MANHOLE WIDTH )FT) AREA LAC) PERCENT IMPERV. SLOPE RESISTANCE FACTOR )FT/FT) IMPERV. DERV. SURFACE STORAGE(IN) INPERV. PERV. INFILTRATION RATE)IN/HR) MAXIMUM MINIMUM DECAY RATE GAGE NO -2 0 0. .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 70 400 3100. 20.0 18.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 71 401 6300. 47.8 19.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 ' 2 3 75 102 410 413 4000. 1600. 2584. 29.0 14.5 8.9 38.0 40.0 40.0 .0100 .0130 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 4 152 2500. 37.4 17.0 .0120 .0090 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 78 104 1710. 5.5 53.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 105 7 1500. 7.5 40.0 .0210 .016 .250 .100 .300 .51 .50 .00180 1 5 6 7 201 8 9 1700. 4000. 1300. 7.8 32.1 10.0 90.0 70.0 40.0 .0100 .0070 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 8 11 3000. 28.3 40.0 .0100 .0050 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 10 14 6400. 73.8 40.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 it 16 5850. 61.8 46.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 ' 12 14 15 18 26 501 7000. 1103. 2600. 64.9 3.8 12.3 28.0 33.0 10.0 .0030 .0130 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 16 98 1400. 11.8 90.0 .0400 .0100 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 17 24 1050. 4.6 80.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 18 25 2000. 20.1 80.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 ' 19 22 24 27 129 33 2000. 3200. 3900. 16.3 26.0 40.5 90.0 90.0 40.0 .0080 .0090 .016 .016 .250 .250 ..100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 25 34 6700. 87.5 90.0 .0100 .0150 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 26 35 3000. 35.5 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 27 36 1100. 11.6 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 ' 28 29 30 37 43 41 725, 5800. 3200. 5.0 64.5 69.1 50.0 50.0 21.0 .0400 .0090 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 31 38 5200. 56.5 40.0 .0100 .0100 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00190 .00180 1 1 32 42 1400. 26.9 27.0 .0080 .016 .250 .100 .300 . .51 .50 .00180 1 33 48 365. 2.7 90.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 ' 34 35 36 45 46 45 1700, 3250. 2390. 16.5 28.9 21.5 10.0 80.0 90.0 .0200 .0150 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 37 50 70500. 269.0 72.0 .0300 .0300 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50. .00180 .00180 1 1 38 51 5200. 41.7 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 39 53 2200. 35.9 17.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 40 142 43 55 172 172 13400, 4300. 585. 218.6 44.5 23.5 45.0 50.0 .0070 .0100 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 7.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 44 58 5000. 42.3 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 144 159 1400. 18.7 30.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 45 62 11000. 117.6 60.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 46 47 48 60 63 65 3900. 7200. 26.6 88.0 40.0 40.0 .0070 .0080 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 7200. 96.5 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 49 67 5000. 42.4 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 50 57 2400. 19.5 65.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 150 157 2700. 20.4 65.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 ' 51 52 70 79 7400. 2200. 68.6 14.7 40.0 70.0 .0070 .0050 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 I [] 1 11 53 75 2200. 14.7 70.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 54 81 5500. 50.9 60.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 55 208 6000. 55.2 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 56 209 3500. 31.7 40.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 57 85 13000. 208.1 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 58 600 6000. 41.1 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 581 184 3450. 22.4 90.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 582 212 1700. 11.5 80.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 583 217 400. 2.5 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 584 218 2900. 19.7 90.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 59 211 1500. 20.7 80.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 60 211 1408. 12.1 80.0 .0060 .016 .250 .100 A00 .51 .50 .00180 1 960 78 770. 12.5 27.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 61 210 1050. 12.2 64.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 62 77 1800. 3.3 99.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 621 306 865. 5.9 66.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 622 303 1400. 10.5 18.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 623 313 2200. 3.4 33.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 624 213 6200. 70.7 43.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 63 193 9964. 91.5 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 64 361 7200. 66.0 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 650 88 2100. 19.6 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 651 251 700. 6.6 9.0 .0230 .016 .250 .100 .300 .51 .50 .00180 1 65 88 1200. 4.0 10.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 66 94 4900. 15.1 12.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 67 86 10400. 99.2 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 68 94 2400. 25.2 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 69 269 5800. 53.5 45.0 .0190 .016 .250 .100 .300 .51 .50 .00180 1 671 87 2300. 8.3 19.0 .1000 .016 .250 .100 .300 .51 .50 .00180 1 681 288 640. 6.0 45.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 682 288 500. 3.5 45.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 691 95 1700. 3.9 31.0 .1000 .016 .250 .100 .300 .51 .50 .00180 1 OTOTAL NUMBER OF SUBCATCHMENTS, 84 OTOTAL TRIBUTARY AREA (ACRES), 3210.32 1 FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MAY 2004 FILE:EXISTING.IN *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM386 MODEL *** WATERSHED AREA (ACRES) 3210.319 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) .587 TOTAL WATERSHED OUTFLOW (INCHES) 2.886 TOTAL SURFACE STORAGE AT END OF STORM (INCHES) .197 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .004 1 I ' FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MAY 2004 FILE:EXISTING.IN GUTTER NUMBER 400 ' 156 163 401 ' 410 102 154 413 1 153 104 15 1522 201 S 6 273 7 8 9 ' 109 WIDTH INVERT GUTTER NDP NP OR DIAM LENGTH SLOPE CONNECTION (FT) (FT) (FT/FT) 156 0 4 CHANNEL .0 800. .0070 OVERFLOW 40.0 800. .0070 102 0 5 PIPE 1.5 780. .0100 OVERFLOW 36.0 780. .0100 102 0 4 CHANNEL .0 1800. .0110 OVERFLOW 35.0 1800. .0110 163 0 4 CHANNEL .0 1200. .0040 OVERFLOW 40.0 1200. .0040 102 2 2 PIPE 1 lonn. mmn 154 153 153 152 150 152 5 6 6 7 7 10 109 10 10 10 115 511 15 11 15 116 12 14 115 115 15 15 116 16 12 18 501 12 501 501 29 ' 98 129 24 25 26 27 25 27 27 47 29 129 33 133 ' 849 133 ' 133 40 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW SIDE SLOPES OVERBANK/SURCHARGE HORIZ TO VERT MANNING DEPTH JK L R N (FT) 50.0 50.0 .016 .40 0 10.0 10.0 .035 2.00 .0 .0 .013 1.50 0 50.0 50.0 .016 2.00 .0 50.0 .035 .70 0 .0 10.0 .035 2.00 50.0 50.0 .016 .40 0 10.0 10.0 .035 2.00 .0 .0 .013 .10 0 .0 .0 2.9 2.8 9 2 PIPE .1 1. .0010 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.5 1.6 3.7 1.8 6.6 2.1 10.3 2.3 14.4 2.5 17.5 2:6 19.8 2.7 22.9 21.1 0 5 PIPE 1.3 418. .0040 .0 .0 .013 1.25 OVERFLOW .0 418. .0040 50.0 50.0 .016 5.00 2 2 PIPE .1 1000. .0010 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.9 1.5 0 5 PIPE 1.3 1270. .0040 .0 .0 .013 1.25 OVERFLOW .0 1270. .0040 50.0 50.0 .016 5.00 6 2 PIPE .1 1000. .0250 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .4 .1 .7 .3 .9 .8 1.2 1.1 12.3 0 2 PIPE 1.5 738. .0040 .0 .0 .013 8.00 0 5 PIPE 3.0 600. .0040 .0 .0 .013 3.00 OVERFLOW 40.0 600. .0040 50.0 50.0 .016 4.00 3 2 PIPE .1 1. .0010 .0 .0 .100 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 2.7 1.2 28.6 0 5 PIPE 2.5 500. .0030 .0 .0 .013 2.50 OVERFLOW 80.0 500. .0030 30.0 30.0 .016 3.00 0 5 PIPE 2.5 800. .0030 .0 .0 .013 2.50 OVERFLOW 80.0 800. .0030 30.0 30.0 .016 3.00 14 3 .0 1. .0010 .0 .0 .001 10.00 TIME IN HRS VS INFLOW IN CPS .0 .0 .7 .0 .8 60.3 .8 91.8 .9 61.7 1.1 47.5 1.3 35.1 1.5 27.7 1.8 18.9 1.9 15.0 2.0 12.5 2.1 8.2 2.3 .9 2.3 .0 0 1 CHANNEL 4.0 1300. .0080 3.0 3.0 .040 5.00 0 1 CHANNEL 4.0 700. .0070 30.0 30.0 .016 10.00 9 2 PIPE .1 '1000. .0100 .0 .0 .100 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 1.5 .6 1.8 1.0 2.1 1.4 2.3 1.8 2.5 2.0 35.4 2.8 218.0 10 2 PIPE .1 1000. .0100 .0 .0 .100 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .7 6.0 1.3 12.0 2.3 20.0 2.4 24.0 2.5 36.0 2.6 57.0 2.7 80.0 2.9 120.0 3.0 140.0 0 -. 1 CHANNEL 4.0 1200. .0080 3.0 3.0 .040 5.00 0 3 .0 0. .0010 .0 .0 .001 10.00 0 5 PIPE 1.8 750. .0100 .0 .0 .013 1.75 OVERFLOW .0 750. .0100 50.0 50.0 .016 100.00 0 1 CHANNEL 9.0 1200. .0060 1.0 1.0 .035 6.00 0 5 PIPE 2.5 1200. .0070 .0 .0 .013 2.50 OVERFLOW .0 1200. .0070 30.0 30.0 .016 100.00 0 3 .0 1. .0010 .0 .0 .001 10.00 8 2 PIPE .1 1000. .0250 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 2.5 .2 12.1 1.4 26.5 3.8 34.9 6.7 39.4 9.8 258.5 11.4 423.6 0 1 CHANNEL 2.0 800. .0040 30.0 30.0 .016 100.00 0 1 CHANNEL 2.0 800. .0120 30.0 30.0 .016 100.00 0 3 .0 0. .0010 .0 .0 .001 10.00 10 2 PIPE .1 1000. .0100 .0 .0 .100 1.50 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 1.2 4.1 4.5 9.5 9.1 11.1 14.6 13.0 21.1 15.2 28.7 17.3 37.2 357.3 45.9 1283.2 0 4 CHANNEL .0 800. .0150 50.0 50.0 .016 .40 OVERFLOW 40.0 800. .0150 10.0 10.0 .035 100.00 0 1 CHANNEL 10.0 700. .0004 2.0 2.0 .030 6.00 0 5 PIPE 2.0 750. .0050 .0 .0 .013 2.00 OVERFLOW .0 750. .0050 .0 50.0 .016 10.00 0 1 CHANNEL 10.0 900. .0004 2.0 2.0 .030 6.60 0 3 .0 0. .0010 .0 .0 .001 10.00 0 5 PIPE 3.5 800. .0050 .0 .0 .013 3.50 OVERFLOW 10.0 800. .0050 25.0 25.0 .016 10.00 0 4 CHANNEL .0 1300. .0100 50.0 .0 .016 .50 OVERFLOW 25.0 1300. .0100 10.0 .0 .016 100.00 17 3 .0 1. .0010 .0 .0 .001 10.00 TIME IN HRS VS INFLOW IN CPS .0 .0 .1 .0 .2 1.2 .3 14.2 2.2 14.2 2.3 12.6 2.3 9.1 2.4 6.8 2.5 5.3 2.6 4.2 2.8 2.9 3.0 1.8 3.3 1.2 4.0 .4 4.5 .2 5.0 .1 5.5 .0 0 5 PIPE 2.5 700. .0150 .0 .0 .013 2.50 0 0 0 0 0 0 0 0 0 0 -1 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 -1 0 n 1 1 1 1 r 1 OVERFLOW .0 700. .0150 50.0 50.0 .016 100.00 129 34 0 5 PIPE 4.5 1200. .0100 .0 .0 .013 4.50 0 OVERFLOW 5.0 1200. .0100 30.0 30.0 .016 10.00 34 134 0 5 PIPE 4.5 1200. .0100 .0 .0 .013 4.50 0 OVERFLOW 5.0 1200. .0100 30.0 30.0 .016 10.00 134 35 0 1 CHANNEL 15.0 450. .0100 4.0 4.0 .040 5.00 0 35 40 0 1 CHANNEL 15.0 900. .0100 4.0 4.0 .040 5.00 0 36 338 0 4 CHANNEL .0 2800. .0070 50.0 50.0 .016 .50 0 OVERFLOW 50.0 2800. .0070 10.0 10.0 .035 100.00 37 49 0 1 CHANNEL 3.0 400. .0130 3.0 3.0 .040 100.00 0 38 39 0 1 CHANNEL 2.0 1200. .0050 30.0 30.0 .016 100.00 0 39 142 11 2 PIPE .1 1000, .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 5.0 1.5 10.0 2.3 15.0 3.0 20.0 4.4 25.0 6.7 30.0 12.6 33.4 13.3 35.0 13.8 40.0 14.4 50.0 40 41 0 4 CHANNEL 10.0 1000. .0020 4.0 4.0 .040 4.00 0 OVERFLOW 47.0 1000. '.0020 100.0 100.0 .060 10.00 41 42 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 101.5 .1 290.8 .3 298.3 .9 378.3 1.4 378.3 2.0 458.9 4.0 1213.6 7.1 2731.4 42 142 18 2 PIPE .1 150. .0100 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 :0 1.3 10.0 2.9 20.0 4.9 30.0 7.1 40.0 9.5 50.0 11.1 60.0 14.5 80.0 19.6 100.0 35.8 150.0 40.5 160.0 43.4 200.0 44.6 250.0 45.5 300.0 46.1 350.0 46.8 400.0 47.4 450.0 48.8 550.0 43 44 0 4 CHANNEL .0 1100. .0060 50.0 50.0 .016 .50 0 OVERFLOW 50.0 1100. .0060 10.0 10.0 .035 100.00 44 444 11 2 PIPE .1 1700. .0020 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .2 2.0 .4 3.0 .5 4.0 .7 5.0 1.5 6.0 1.8 6.0 3.8 21.0 4.5 36.0 6.3 141.0 444 544 3 3 .0 1. .0010 .0 .0 .001 10.00 644 DIVERSION TO GUTTER NUMBER 644 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 6.0 .0 141.0 135.0 544 244 0 3 .0 1. .0010 .0 ,0 .001 10.00 0 644 144 0 3 .0 1. .0010 .0 .0 .001 10.00 0 45 49 0 5 PIPE 3.0 900. .0150 .0 .0 .013 3.00 0 OVERFLOW 5.0 900. .0150 100.0 100.0 .016 100.00 46 49 0 5 PIPE 1.5 500. .0200 .0 .0 .013 1.50 0 OVERFLOW 2.0 500. .0200 30.0 30.0 .016 100.00 47 46 0 5 PIPE 2.0 1300. .0170 .0 .0 .013 2.00 0 OVERFLOW 2.0 1300. .0170 30.0 30.0 .016 100.00 48 47 0 1 CHANNEL 1.0 500. .0020 30.0 1.0 .016 100.00 0 49 50 0 1 CHANNEL 10.0 500. .0160 5.0 5.0 .040 100.00 0 50 53 5 2 PIPE .1 1. .0160 .0 .0 1.000 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 150.0 100.0 350.0 380.0 600.0 800.0 700.0 980.0 51 338 0 5 PIPE 1.0 800. .0070 .0 .0 .011 1.00 0 OVERFLOW .0 800. .0070 20.0 28.0 .060 100.00 338 52 7 2 PIPE .1 1. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 6.4 .4 6.4 1.5 6.4 2.0 6.4 5.4 61.0 5.7 65.0 52 200 0 5 PIPE 2.5 1800. .0050 .0 .0 .013 2.50 0 OVERFLOW 3.0 1800. .0050 4.0 4.0 .040 100.00 200 53 0 3 .0 0. .0010 .0 .0 .001 10.00 0 53 54 0 1 CHANNEL 3.0 900. .0040 4.0 4.0 .040 100.00 0 54 55 0 1 CHANNEL 3.0 1500. .0060 13.0 13.0 .040 3.00 0 142 55 - 0 5 PIPE 3.5 1400. .0070 .0 .0 .013 3.50 0 OVERFLOW 10.0 1400. .0070 5.0 5.0 .040 10.00 55 56 0 1 CHANNEL 10.0 1900. .0070 5.0 5.0 .040 10.00 0 56 57 25 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .3 .0 1.9 .0 8.7 .6 18.9 2.0 28.2 5.2 33.7 20.7 48.8 22.4 57.2 24.3 65.5 24.9 68.2 26.2 104.4 28.3 157.7 30.9 251.2 32.2 309.8 34.5 401.6 35.7 442.3 36.7 468.8 377 487.7 38.8 520.8 39.7 580.0 41.1 686.4 42.1 767.6 42.4 799.3 43.2 880.0 57 157 6 2 PIPE .1 130. .0059 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 76.0 .9 220.0 1.3 528.0 1.8 562.0 9.4 1160.0 157 257 6 2 PIPE .1 157. .0046 .0 .0 .023 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 62.0 .1 166.0 .9 328.0 2.9 1083.0 6.6 2356.0 244 42 0 2 PIPE 2.0 1150. .0050 .0 .0 .013 2.00 0 144 58 0 1 CHANNEL 2.0 1500. .0060 30.0 30.0 .016 100.00 0 58 59 0 1 CHANNEL 2.0 900. .0060 30.0 30.0 .016 100.00 0 159 59 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 5.0 3.6 10.0 4.9 11.2 5.1 15.0 5.5 35.0 59 62 11 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 5.0 1.1 10.0 1.3 15.0 2.0 20.0 3.0 23.9 3.1 45.0 3.2 100.0 3.3 150.0 3.4 200.0 3.4 250.0 60 61 0 1 CHANNEL 5.0 1200. .0020 3.0 3.0 .040 100.00 0 61 62 0 1 CHANNEL 3.0 1100. .0040 4.0 4.0 .040 100.00 0 62 162 9 2 PIPE .1 800. .0100 .0 .0 .010 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 32.9 .0 39.9 20.0 43.3 40.0 46.0 60.0 51.1 100.0 54.2 125.0 56.5 150.0 61.2 200.0 162 662 4 3 .0 1. .0010 .0 .0 .001 10.00 562 DIVERSION TO GUTTER NUMBER 562 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 24.0 .0 54.0 30.0 3000.0 30.0 562 257 0 3 .0 1. .0010 .0 .0 .001 10.00 0 i ' 662 63 64 ' 65 466 66 ' 67 69 70 471 1 71 ' 172 173 75 ' 79 ' 76 77 257 78 1 211 600 1 212 217 ' 218 ' 210 81 ' 207 82 208 ' 83 209 ' 186 8 216 1916 269 269 t 97 85 215 . 18 87 66 0 3 .0 1. .0010 .0 .0 .001 10.00 0 64 0 1 CHANNEL 2.0 1300. .0050 30.0 30.0 .016 100.00 0 466 0 5 PIPE 3.0 1400. .0080 .0 .0 .013 3.00 0 OVERFLOW 2.0 1400. .0080 30.0 30.0 .016 100.00 466 0 1 CHANNEL 2.0 1300. .0030 30.0 30.0 .016 100.00 0 66 0 3 .0 1. .0010 .0 .0 .001 10.00 0 69 13 2 PIPE .1 1000. .0012 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.5 .4 15.2 1.4 29.2 2.9 37.0 7.9 42.6 16.5 43.6 21.3 44.0 27.0 44.4 34.3 44.9 39.1 45.5 39.5 45.8 42.3 48.0 162 0 1 CHANNEL 2.0 1200. .0060 30.0 30.0 .016 100.00 0 82 0 5 PIPE 2.5 1220. .0117 .0 .0 .013 2.50 0 OVERFLOW 2.5 1220. .0117 2.5 2.5 .040 100.00 471 0 1 CHANNEL2.0 1600. .0040 30.0 30.0 .016 100.00 0 71 0 3 .0 1. .0010 .0 .0 .001 10.00 0 82 19 2 PIPE .1 1000. .0040 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .1 5.7 .2 10.1 .6 10.7 1.8 11.2 2.9 12.3 4.2 13.0 4.5 13.5 6.4 13.8 7.1 14.2 7.8 14.4 8.7 14.6 9.3 14.8 9.8 14.9 10.2 15.0 11.7 15.2 12.3 15.3 12.4 15.4 173 6 2 PIPE .1 1000. .0080 .0 .0 .100 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 10.0 1.3 20.0 2.3 30.0 6.5 38.2 6.7 70.0 56 0 5 PIPE 2.3 1500. .0022 .0 .0 .013 2.30 0 OVERFLOW 4.0 1500. .0022 4.0 4.0 .040 100.00 76 8 2 PIPE .1 1000. .0010 1.0 1.0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .2 1.3 .4 2.1 .7 3.0 1.0 3.0 1.3 18.4 1.8 74.6 76 3 2 PIPE .1 1000. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 10.0 .6 125.0 77 0 5 PIPE 1.0 700. .0030 .0 .0 .013 1.00 0 OVERFLOW 1.0 700. .0030 30.0 30.0 .016 100.00 257 0 5 PIPE 2.0 1100. .0020 .0 .0 .013 2.00 0 OVERFLOW 2.0 1100. .0020 30.0 30.0 .016 100.00 78 0 1 CHANNEL 5.0 700. .0084 4.0 4.0 .036 8.00 0 178 0 1 CHANNEL 5.0 800. .0084 4.0 4.0 .036 8.00 0 178 12 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .1 .0 .5 .0 .9 .0 1.3 8.4 1.7 42.5 2.2 54.0 2.7 69.7 3.3 74.5 4.0 87.7 4.7 90.3 5.5 102.4 6.5 103.7 88 0 4 CHANNEL .0 1400. .0070 50.0 .0 .016 .50 0 OVERFLOW 25.0 1400. .0070 10.0 .0 .016 100.00 217 7 2 PIPE .1 1000. .0080 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.7 .0 13.6 .2 28.3 .6 37.5 .9 40.6 1.7 107.0 218 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.4 .2 6.0 .6 8.5 1.0 9.7 1.5 11.1 1.9 12.0 2.1 12.4 2.8 58.1 288 7 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.2 .4 22.5 .7 46.9 1.1 87.9 1.5 102.3 4.9 362.0 78 9 2 PIPE .1 80. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 6.6 .6 13.1 .8 17.3 .9 20.6 1.1 23.5 1.3 26.1 1.5 28.5 1.7 30.6 207 0 1 CHANNEL 2.5 1850. .0050 30.0 30.0 .016 100.00 0 82 2 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 9.7 20.0 83 0 5 PIPE 4.0 1350. .0040 .0 .0 .013 4.00 0 OVERFLOW 4.0 1350. .0040 30.0 30.0 .013 100.00 83 2 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 9.5 20.0 184 0 5 PIPE 4.5 1300. .0040 .0 .0 .016 4.50 0 OVERFLOW 4.5 1300. .0040 30.0 30.0 .016 100.00 184 2 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.5 9.0 916 0 5 PIPE 4.5 2400. .0056 .0 .0 .013 4.50 0 OVERFLOW 4.5 2400. .0056 30.0 30.0 .016 100.00 916 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .040 100.00 0 97 10 2 PIPE .1 1. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 4.0 10.0 8.1 20.0 14.8 50.0 15.1 52.0 20.3 80.0 23.7 100.0 25.2 110.0 26.7 120.0 31.1 150.0 216 0 3 .0 0. .0010 .0 .0 .001 10.00 0 95 9 2 PIPE .1 1. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.0 40.0 3.1 80.0 4.1 120.0 5.1 160.0 5.9 200.0 6.7 240.0 8.0 280.0 10.6 311.6 0 0 1 CHANNEL. 1.0 3000. .0100 20.0 20.0 .040 100.00 0 215 0 1 CHANNEL 2.0 3500. .0030 4.0 4.0 .040 100.00 0 185 2 2 PIPE .1 1. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 33.2 85.0 87 0 1 CHANNEL 25.0 1200. .0004 3.0 3.0 .030 100.00 0 194 0 1 CHANNEL 25.0 1200. .0004 3.0 3.0 .030 100.00 0 1 I 1 1 L r i 1 H t 1 251 178 7 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .1 2.9 .2 4.9 .2 5.0 .3 5.1 .6 5.4 178 88 0 4 CHANNEL 3.0 700. .0120 4.0 4.0 .040 4.00 0 OVERFLOW 35.0 700. .0120 30.0 30.0 .060 100.00 88 288 0 4 CHANNEL 3.0 700. .0120 4.0 4.0 .040 4.00 0 OVERFLOW 35.0 700. .0120 30.0 30.0 .060 100.00 288 188 0 3 .0 1. .0010 .0 .0 .001 10.00 0 188 94 0 1 CHANNEL 1.0 1400. .0100 20.0 20.0 .040 100.00 0 94 194 0 1 CHANNEL 1.0 1600. .0100 20.0 20.0 .040 100.00 0 194 95 0 1 CHANNEL 25.0 900. .0004 3.0 3.0 .030 100.00 0 95 96 0 1 CHANNEL 25.0 700. .0004 3.0 3.0 .030 100.00 0 303 213 4 2 PIPE .1 1. .0100 .0 .0 .016 8.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 1.7 1.3 4.8 2.0 8.8 306 307 4 2 PIPE .1 1. .0100 .0 .0 .016 8.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 16.4 .2 17.6 .4 82.0 307 213 0 5 PIPE 2.5 1240. .0060 .0 .0 .013 2.50 0 OVERFLOW .0 1240. .0060 50.0 50.0 .016 100.00 313 213 3 2 PIPE .1 1. .0100 .0 .0 .016 8.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 2.3 1.7 6.9 213 90 17 2 PIPE .1 0. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 9.9 .2 19.2 .5 25.2 1.1 32.4 2.1 35.8 3.5 39.0 4.6 41.3 5.4 42.5 6.3 43.3 6.8 43.8 7.3 44.0 7.6 44.2 11.8 44.2 12.4 49.2 12.7 54.2 13.1 69.2 361 351 0 4 CHANNEL .0 1000. .0070 50.0 50.0 .016 .40 0 OVERFLOW 40.0 1000. .0070 10.0 10.0 .020 10.00 351 214 0 3 .0 1. .0010 .0 .0 .001 10.00 0 214 91 13 2 PIPE .1 1. .1000 .0 .0 .024 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.1 5.6 1.8 8.9 2.6 11.3 3.5 13.3 4.4 14.9 5.3 16.5 6.3 17.9 7.3 19.2 8.4 20.4 9.5 21.5 11.9 23.7 14.6 25.6 90 91 0 5 PIPE 3.0 2700. .0070 .0 .0 .013 3.00 0 OVERFLOW 2.0 2700. .0070 30.0 30.0 .016 100.00 91 96 0 5 PIPE 3.0 1300. .0300 .0 .0 .013 3.00 0 OVERFLOW 2.0 1300. .0300 1.0 1.0 .016 3.00 193 96 16 2 PIPE .1 1. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.2 21.0 4.5 22.5 6.9 24.0 9.6 25.1 10.9 26.0 11.2 29.4 11.5 35.2 11.8 42.5 12.1 51.3 12.3 61.3 12.6 72.4 12.9 84.7 13.2 98.1 13.5 112.3 13.8 127.5 96 500 0 1 CHANNEL 25.0 100. .0004 3.0 3.0 .030 100.00 0 OTOTAL NUMBER OF GUTTERS/PIPES, 144 1 FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MAY 2004 FILE:EXISTING.IN ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 5 152 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 163.1 6 201 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 170.9 7 6 273 0 0 0 0 0 0 0 0 105 0 0 0 0 0 0 0 0 0 178.4 8 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 32.1 9 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 10.0 10 7 9 109 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 220.5 11 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 28.3 12 116 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 384.4 14 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 73.8 15 550 11 115 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 322.6 16 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 61.8 18 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 64.9 24 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 4.6 25 24 0 0 0 0 0 0 0 0 0 .18 0 0 0 0 0 0 0 0 0 24.7 26 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 3.8 I 1 1 1 27 26 25 0 0 0 0 0 0 0 0 19 0 0 0 0 0 0 0 0 0 44.8 29 501 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 461.6 33 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 40.5 34 129 0 0 0 0 0 0 0 0 0 25 0 0 0 0 0 0 0 0 0 586.9 35 134 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 622.4 36 0 0 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 11.6 37 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 5.0 38 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 56.5 39 38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 56.5 40 133 35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 662.9 41 40 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 732.0 42 41 244 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 823.4 43 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 0 0 0 0 0 64.5 44 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.5 45 0 0 0 0 0 0 0 0 0 0 34 36 0 0 0 0 0 0 0 0 38.0 46 47 0 0 0 0 0 0 0 0 0 35 0 0 0 0 0 0 0 0 0 76.4 47 27 48 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 47.5 48 0 0 0 0 0 0 0 0 0 0 33 0 0 0 0 0 0 0 0 0 2.7 49 37 45 46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 119.4 50 49 0 0 0 0 0 0 0 0 0 37 0 0 0 0 0 0 0 0 0 388.4 51 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 0 0 0 0 0 41.7 52 338 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53.3 53 50 200 0 0 0 0 0 0 0 0 39 0 0 0 0 0 0 0 0 0 477.6 54 53 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 477.6 55 54 142 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 1576.1 56 55 173 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1644.1 57 56 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 1663.6 58 144 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 42.3 59 58 159 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.0 60 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 0 0 0 0 0 26.6 61 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 26.6 62 59 61 0 0 0 0 0 0 0 0 .45 0 0 0 0 0 0 0 0 0 205.2 63 0 0 0 0 0 0 0 0 0 0 47 0 0 0 0 0 0 0 0 0 88.0 64 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 88.0 65 0 0 0 0 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 0 96.5 66 662 466 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 432.1 67 0 0 0 0 0 0 0 0 0 0 49 0 0 0 0 0 0 0 0 0 42.4 69 66 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 432.1 70 0 0 0 0 0 0 0 0 0 0 51 0 0 0 0 0 0 0 0 0 68.0 71 471 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.0 75 0 0 0 0 0 0 0 0 0 0 53 0 0 0 0 0 0 0 0 0 14.7 76 75 79 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29.4 77 76 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 32.7 78 257 210 0 0 0 0 0 0 0 0 960 0 0 0 0 0 0 0 0 0 1741.4 79 0 0 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 14.7 81 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 50.9 82 69 71 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 551.0 I 1 C 1 1 1 F LJ �I J 83 82 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 606.2 85 0 0 0 0 0 0 0 0 0 0 57 0 0 0 0 0 0 0 0 0 208.1 86 0 0 0 0 0 0 0 0 0 0 67 0 0 0 0 0 0 0 0 0 99.2 87 185 0 0 0 0 0 0 0 0 0 671 0 0 0 0 0 0 0 0 0 216.4 88 600 178 0 0 0 0 0 0 0 0 650 65 0 0 0 0 0 0 0 0 1845.5 90 213 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 90.5 91 214 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 156.5 94 188 0 0 0 0 0 0 0 0 0 66 68 0 0 0 0 0 0 0 0 1929.0 95 269 194 0 0 0 0 0 0 0 0 691 0 0 0 0 0 0 0 0 0 2202.8 96 95 91 193 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2450.8 97 216 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 759.5 98 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 11.8 102 156 163 410 0 0- 0 0 0 0 0 2 0 0 0 0 0 0 0 0- 0 111.3 104 0 0 0 0 0 0 0 0 0 0 78 0 0 0 0 0 0 0 0 0 5.5 109 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.1 115 10 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 294.3 116 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 322.6 129 98 29 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 499.4 133 33 849 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.5 134 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 586.9 142 39 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 879.9 144 644 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 150 104 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.5 152 153 150 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 163.1 153 154 413 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 120.2 154 102 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111.3 156 400 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.0 157 57 0 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 1684.0 159 0 0 0 0 0 0 0 0 0 0 144 0 0 0 0 0 0 0 0 0 18.7 162 62 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 247.6 163 401 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 47.8 172 0 0 0 0 0 0 0 0 0 0 142 43 0 0 0 0 0 0 0 0 68.0 173 172 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.0 178 78 211 251 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1780.8 184 83 209 0 0 0 0 0 0 0 0 581 0 0 0 0 0 0 0 0 0 660.3 185 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 208.1 188 288 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1888.7 193 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 91.5 194 87 94 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2145.4 200 52 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53.3 201 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 7.8 207 81 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50.9 208 0 0 0 0 0 0 0 0 0 0 55 0 0 0 0 0 0 0 0 0 55.2 209 0 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 31.7 210 0 0 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 12.2 211 0 0 0 0 0 0 '0 0 0 0 59 60 0 0 0 0 0 0 0 0 32.8 212 0 0 0 0 0 0 0 0 0 0 582 0 0 0 0 0 0 0 0 0 11.5 213 303 307 313 0 0 0 0 0 0 0 624 0 0 0 0 0 0 0 0 0 90.5 I 214 351 0 0 0 0 0 0 0 0 0 211 85 0 0 0 0 0 0 0 0 0 ' 216 916 0 0 0 0 0 0 0 0 0 217 212 0 0 0 0 0 0 0 0 0 218 217 0 0 0 0 0 0 0 0 0 ' 244 544 0 0 0 0 0 0 0 0 0 251 0 0 0 0 0 0 0 0 0 0 257 157 562 77 0 0 0 0 0 0 0 ' 269 0 0 0 0 0 0 0 0 0 0 273 0 0 0 0 0 0 0 0 0 0 211 218 88 0 0 0 0 0 0 0 0 ' 303 0 0 0 0 0 0 0 0 0 0 306 0 0 0 0 0 0 0 0 0. 0 317 316 0 0 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0 0 0 0 338 36 51 0 0 0 0 0 0 0 0 351 311 0 0 0 0 0 0 0 0 0 ' 361 0 0 0 0 0 0 0 0 0 0 400 0 0 0 0 0 0 0 0 0 0 401 0 0 0 0 0 0 0 0 0 0 ' 410 0 0 0 0 0 0 0 0 0 0 413 0 0 0 0 0 0 0 0 0 0 444 44 0 0 0 0 0 0 0 0 0 ' 466 64 65 0 0 0 0 0 0 0 0 471 70 0 0 0 0 0 0 0 0 0 501 18 12 0 0 0 0 0 0 0 0 ' 544 444 0 0 0 0 0 0 0 0 0 562 0 0 0 0 0 0 0 0 0 0 600 0 0 0 0 0 0 0 0 0 0 644 0 0 0 0 0 0 0 0 0 0 662 162 0 0 0 0 0 0 0 0 0 849 0 0 0 0 0 0 0 0 0 0 ' 1 0 0 0 0 0 0 0 0 0 0 66.0 0 0 0 0 0 0 0 0 0 0 208.1 0 0 0 0 0 0 0 0 0 0 759.5 583 0 0 0 0 0 0 0 0 0 14.0 584 0 0 0 0 0 0 0 0 0 33.7 0 0 0 0 0 0 0 0 0 0 64.5 651 0 0 0 0 0 0 0 0 0 6.6 0 0 0 0 0 0 0 0 0 0 1716.7 69 0 0 0 0 0 0 0 0 0 53.5 0 0 0 0 0 0 0 0 0 0 .0 681 682 0 0 0 0 0 0 0 0 1888.7 622 0 0 0 0 0 0 0 0 0 10.5 621 0 0 0 0 0 0 0 0 0 5.9 0 0 0 0 0 0 0 0 0 0 5.9 623 0 0 0 0 0 0 0 0 0 3.4 0 0 0 0 0 0 0 0 0 0 53.3 0 0 0 0 0 0 0 0 0 0 66.0 64 0 0 0 0 0 0 0 0 0 66.0 70 0 0 0 0 0 0 0 0 0 20.0 71 0 0 0 0 0 0 0 0 0 47.8 3 0 0 0 0 0 0 0 0 0 14.5 75 0 0 0 0 0 0 0 0 0 8.9 0 0 0 0 0 0 0 0 0 0 64.5 0 0 0 0 0 0 0 0 0 0 184.5 0 0 0 0 0 0 0 0 0 0 68.0 15 0 0 0 0 0 0 0 0 0 461.6 0 0 0 0 0 0 0 0 0 0 64.5 0 0 0 0 0 0 0 0 0 0 .0 58 0 0 0 0 0 0 0 0 0 41.1 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 247.6 0 0 0 0 0 0 0 0 0 0 .0 FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR EVENT NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MAY 2004 FILE:EXISTING.IN *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 401 132. .8 0 41. 400 61. .6 0 40. 410 3. .1 2.9 2 15. 163 110. 1.0 0 51. 156 58. 1.8 0 44. 102 6. .1 20.3 4 14. 104 5. .1 .9 1 10. 413 1. .1 1.9 2 7. 154 6. 1.4 4 19. 150 5. 1.0 1 12. 153 7. 1.4 4 32. 152 77. 3.3 0 37. 5 73. 2.8 0 43. 201 23. .1 1.1 0 44. 8 222. 1.1 0 36. 273 92. (DIRECT FLOW) 0 50. 6 88. 2.8 0 49. 109 133. .1 3.0 0 43. 9 6. .1 1.8 1 53. 7 176. 2.9 0 53. 14 309. 3.8 0 36. 10 256. 3.5 0 53. 115 420. (DIRECT FLOW) 0 48. 11 119. 2.4 0 36. 550 0. (DIRECT FLOW) 0 0. 15 401. .1 11.2 0 58. 16 303. 1.4 0 36. 116 396. 4.5 1 1. 12 490. (DIRECT FLOW) 0 59. 18 209. 1.0 0 36. 501 327. .1 36.4 1 40. 29 327. 4.7 1 42. 98 90. .6 0 36. 24 26. 1.7 0 37. 129 354. 5.3 1 44. 25 120. 3.8 0 41. 26 19. 2.2 0 36. 43 301. 1.0 0 37. 34 898. 6.1 0 36. 48 20. .7 0 36. 27 254. (DIRECT FLOW) 0 35. 44 127. .1 6.0 0 55. 134 884. 4.0 0 37. 849 14. (DIRECT FLOW) 0 16. 33 177. .9 0 36. I 1 51 156. 2.8 0 38. 36 34. .5 0 43. ' 47 444 245. 127. 2.9 (DIRECT FLOW) 0 0 39. 55. 35 999. 4.3 0 39. 133 179. 3.2 0 38. 338 64. .1 5.6 1 17. 46 448. 2.7 0 36. 45 309. 3.6 0 36. 37 544 36. 6. 1.4 (DIRECT FLOW) 0 0 35. 34. 40 862. 5.3 0 46. 52 62. 4.0 1 31. 49 770. 3.6 0 37. 244 6. .8 1 9. 41 955. .1 3.3 0 47. 38 228. 1.2 0 37. 200 62. (DIRECT FLOW) 1 31. 50 64. .1 96.6 2 10. 42 514. .1 48.3 2 6. 39 31. .1 8.1 2 3. 53 150. 3.0 1 29. 172 58. .1 6.6 1 16. 142 543. 6.9 2 9. 54 149. 1.9 1 37. 173 53. 4.1 1 29. 55 844. 4.5 0 39. 644 79 121. 117. (DIRECT .1 FLOW) .6 0 0 55. 34. 75 50. .1 1.6 0 43. 56 815. .1 42.5 2 9. 144 115. .9 1 1. 76 110. 2.0 0 41. 57 797. .1 4.8 2 19. 60 93. 2.9 0 40. 159 B. .1 2.7 2 2. 58 179. 1.1 0 36. 77 105. 3.0 0 46. 562 30. (DIRECT FLOW) 0 29. 157 799. .1 2.2 2 21. 61 82. 2.4 0 46. 59 180. .1 3.3 1 1. 210 25. .1 1.2 0 50. 257 846. 4.8 2 21. 63 337. 1.4 0 37. 67 183. 1.1 0 36. 62 68. .1 47.1 2 26. yi 251 5. .1 .6 1 27. o,JD 211 82. .1 3.7 0 49. 78 856. 4.9 2 22. ' 212 40. .1 .8 0 42. 65 333. 1.6 0 37. 64 162 299. 183. 4.1 (DIRECT FLOW) 0 0 41. 36. 178 869. 4.7 2 23. 600 327. 1.3 0 36. 217 20. .1 2.2 1 16. 1 I 0 i 1 t 0 t 70 248. 1.3 0 38. 466 617. (DIRECT FLOW) 0 40. 662 153. (DIRECT FLOW) 0 36. 88 879. 4.7 2 23. 218 110. .1 1.6 0 39. 85 547. 5.6 0 44. 81 220. 1.2 0 39. 471 248. (DIRECT FLOW) 0 38. 66 47. .1 41.0 3 18. 306 35. .1 .2 0 36. 288 896. (DIRECT FLOW) 2 23. 215 85. .1 33.2 2 19. 207 20. .1 9.7 2 14. 71 15. .1 12.2 2 27. 69 47. 2.2 3 20. 313 2. .1 .6 1 37. 307 31. 2.0 0 39. 303 6. .1 1.4 1 55. 361 315. 1.0 0 36. 188 894. 3.0 2 26. 185 85. 2.0 2 30. 208 20. .1 9.5 2 6. 82 81. 2.9 2 43. 213 44. .1 11.4 2 1. 351 315. (DIRECT FLOW) 0 36. 94 899. 3.0 0 50. 87 85. 2.0 2 39. 209 9. .1 5.5 2 15. 83 101. 3.7 2 19. 90 44. 2.0 1 37. 214 23. .1 11.5 2 10. 194 978. 7.3 2 34. 269 130. .1 4.4 0 47. 86 356. 2.1 0 41. 184 173. 4.9 0 40. 193 73. .1 12.6 1 32. 91 67. 1.6 2 10. 95 998. 7.4 2 35. 916 528. (DIRECT FLOW) 0 41. 96 1097. 7.8 2 33. 216 134. .1 28.8 2 27. 500 1097. (DIRECT FLOW) 2 33. 97 133. 1.5 2 44. 1 0 PHrk5E .T EFFECTIVENESS CALCULATIONS STANDARF) FORM R PROJECT: Timberline Church Expansion MAJOR BASIN: Phase I CALCULATED BY: clw TOTAL 5A51N AREA (A b) : 32.817 acres DATE: June 2G, 2007 CONSTRUCTION PROCESS: During EROSION CONTROL METHOD C-FACTOR VALUE P-FACTOR VALUE COMMENT Sediment 13a51n / Trap 1.00 0.50 at outlet structure of detention pond, all drain ba5m5 Bare Soil: Rough Irregular Surface 0.90 1.00 all lots Straw Bale Barrier 1.00 0.80 upstream of culverts and downstream Gravel Inlet Filter 1.00 0.80 at all inlets Asphalt / Concrete Pavement 0.01 1.00 all roads, parking lots, walks, etc. Erosion Control Mats / Blankets 0.10 1.00 not applicable 5ilt Fence Barrier 1 .00 0.50 along property boundary Temporary Vegetation / Cover Crops 0.45 1.00 Phase II lots Sod Grass 0.01 1.00 not applicable Hay or Straw Dry Mulch (From Table 5.2) 0.17 1.00 Detention Pond MAJOR BASIN P5 M SUB-BA51N AREA (acres) CALCULATIONS All Areas 80.7 32.817 PLAN INTENT: See Grading and Erosion Control Sheets of the Utility Plans for Timberline Church Expansion Impervious 19.782 Roads: Walks: all impervious areas have been grouped together Parking: Pervious 13.035 Temp Veg all pervious areas have been grouped together Bare Soil C,et = O.G I P,et = 0. 1 G EFF = 90.2% 50.2 o ov. 1170 vurmg (-on5truction LC measures are effective EQUATIONS: _I (A. x C. C�et — A P. = P, x P, x P3... EFF = [I — (C x P)]x 100 b EFFECTIVENESS CALCULATIONS STANDARD FORM B PROJECT: Timberline Church Expansion MAJOR BA5119: Phase I CALCULATED BY: clw TOTAL BA51N AREA (A,,) : 32.817 acres DATE: June 2G, 2007 CONSTRUCTION PROCE55: After C-FACTOR P-FACTOR EP0510N CONTROL METHOD VALUE VALUE COMMENT Asphalt / Concrete Pavement 0.01 1.00 all roads, parking lots, walks, etc. 5od Grass 0.01 1.00 all on -site land5capm , MAJOR P5 AREA BASIN (%) 5U5-BA5IN (acres) CALCULATION5 PLAN INTENT: See Grading and Erosion Control Sheets of the Utility All Areas 94.9 32.817 Plans for Timberline Church Expansion Roads: mpervious 19.782 Walks: all pervious areas have been grouped together Parking: Pervous 13.035 Temp Veg5od Grass: C, = 0.01 P,t = 1.00 EFF = 99.0% yy.vro > 74.y1/0 Atter Construction tC measures are effective EQUATIONS: Cnet = (Ai x Cr PnP1=P,xPZxP,... EFF=[1—(CxP)x100] A,, lm Tberllne Chch�E ur 1 ContxrCost w Estimate Phasekl; „.s}Erosion Project Number: 250-001 Location: Fort Collins, CO Date: July 10, 2007 Total Acres: 14.44 E5tlmated Unit Total EROSION CONTROL MEASURE Un1t5 Quantity Price Price Inlet Filters each 9 $100.00 $900.00 Silt Fencing L.F. 1025 $1 .30 $1 ,332.50 Straw Bale Dikes each 2 $50.00 $ 100.00 Vehicle Tracking Control Pads each 1 $200.00 $200.00 TOTAL = .$2, 532.50 AMOUNT OF SECURITY = 1.5 x $2,532.50 = TOTAL = $3,798.75 - OR - 005T TO VEGETATE: TOTAL ACRES x ($725/acre) x 1.5 = TOTAL = $ 1 5,703.50 (WHICHEVER IS GREATER) REQUIRED AMOUNT OF SECURITY = $15,703.50 RAINFALL PERFORMANCE STANDARD EVALUATION STAMDARI) F(IRNA A PROJECT: Timberline Church Expansion MAJOR BASIN: Phase I CALCULATED BY: CLW TOTAL BA51N AREA (Al,) : 32.517 acres DATE: June 26, 2007 DEVELOPED 5U13-BA51N ERODIBILITY ZONE kt, (acres) Lb (ft) kb X L,b 5,1, (%) A,b x 5,b L, (ft) 5b (%) P5 (%) Al MODERATE 6.37 1 870 5542.5 2.00 12.72 A2 MODERATE 0.311 239 74.3 0.65 0.20 A3 MODERATE 2.133 315 672.0 1.14 2.43 A4 MODERATE 0.050 40 3.2 2.00 OA G B I MODERATE 1.720 560 963.4 1.43 2.46 B2 MODERATE 0.856 468 400.4 1.97 1.69 B3 MODERATE 0.477 300 143.1 1.24 0.59 B4 MODERATE 1.330 368 489.4 1.16 1.54 B5 MODERATE 0.021 10 0.2 2.00 0.04 C I MODERATE 3.327 G30 2095.8 I .69 5.62 C2 MODERATE 1.273 345 439.3 0.98 1.25 C3 MODERATE 1.709 200 1 341.9 2.00 3.42 C4 MODERATE 2.174 200 434.7 2.00 4.35 D I MODERATE 7.928 2045 1 62 12.7 0.70 5.51 D2 MODERATE 0.796 390 310.E 0.86 0.69 E MODERATE 2.312 351 81 1.4 3.06 7.08 TOTAL1 32.517 28935.0 1 49.75 882 1.52 80.7 EQUATIONS L_ I (Lsb x Lsb� s __ I (ssb x Lsb From Table 5.1 b Ab b Ab Length Slope P5 LP 500 1.5 79.7 4.95 882 1.52 80.68 6.09 900 2 80.9 6.34 P5 (durng construction) = 80.7 (From Table 5.1) PS (after construction) = 94.9 (P5,, / 0.85) 5edY 9.25 tons/acre 5edT 225 cy Notes: 5edY = 5ediment yield from bare ground 5edT = total sediment anticipated during a I 0-year storm event from bare ground pNp,�7e If EFFECTIVENESS CALCULATIONS 5TANDARD FORM B PROJECT: Timberline Church Expansion MAJOR BA51N: Phase II CALCULATED BY: clw TOTAL BASIN AREA (A y) : 5.573 acres DATE: June 2G, 2007 CONSTRUCTION PROCESS: During EROSION CONTROL METHOD C-FACTOR VALUE P-FACTOR VALUE COMMENT 5ediment Ba5m / Trap 1.00 0.50 not applicable Bare Sod: Rough Irrecjular Surface 0.90 1.00 not applicable Straw Bale Barrier 1.00 0.80 east Swale Gravel Inlet Filter 1.00 0.50 not applicable Asphalt / Concrete Pavement 0.01 1.00 all roads, parking lot5, walks, etc. Erosion Control Mats / Blankets 0.10 1.00 not applicable 51lt Fence Barrier 1.00 0.50 along edge of disturbance Temporary Vegetation / Cover Crops 0.45 1.00 undisturbed parking area 5od Grass 0.01 1.00 not applicable Hay or Straw Dry Mulch (From Table 5.2) 0.17 1.00 not applicable MAJOR BA51N PS (P%) SUB -BASIN AREA (acres) CALCULATION5 All Areas 77.0 5.573 PLAN INTENT: See Grading and Ero5ion Control Sheets of the Utility Plans for Timberline Church Expansion Impervious 5.385 Roads: Walks: all impervious areas have been grouped together Parking: Perwou5 0.188 Temp Veg all pervious areas have been grouped together Bare 5od Cn,1 = 0.45 Pn« = 0.40 EFF = 52.0% 62.0% > 77.0% During Construction EC measures are effective EQUATIONS: —�(AixC.) C1ef — A P. = P x P, x P3... EFF = [l — (C x P)] x 100 b EFFECTIVENESS CALCULATIONS STANDARD FORM B PROJECT: Timberline Church Expansion MAJOR BASIN: Phase II CALCULATED BY: clw TOTAL BA51N AREA (A b) : 5.573 acres DATE: June 2G, 2007 CON5TRUCTION PROCE55: After C-FACTOR P-FACTOR EROSION CONTROL METHOD VALUE VALUE COMMENT Asphalt / Concrete Pavement 0.01 1.00 all road5,12arkinq lots, walks, etc. 5od Grass 0.01 1.00 all on-ste land5calpmcj, MAJOR P5 AREA 13A51N M 5U5-13A5IN (acres) CALCULATION5 PLAN INTENT: 5ee Grading and Erosion Control Sheets of the Utility All Areas 94.9 5.573 Plans for Timberline Church Expansion Roads: Impervious 5.355 Walks: all pervious areas have been grouped together Parkin : Pervious 0. 156 Temp Veg 5od Grass: C , = O.O I Piet = 1 .00 EFF = 99.0% y9.Uro > 94.9% After Construction EC measures are effective EQUATIONS: Cnr,=�(Ai AxC,) P.=PIXP,xP3... EFF=[l—(CxP)x100] G Tl n .81H ne Church Expansi®n 21,11i, Eroslori ContrC 4 sIt tEstlmateb Phase pLX( .F} ...., . ..... .�. ... eii, x... R.rv.....tt. Project Number: 250-001 Location: Port Colhn5, CO Date: July 10, 2007 Total Acres: 5.974 E5timated Unit Total EROSION CONTROL MEASURE Units Quantity Price Price Inlet Filters each 0 $ 1 00.00 $0.00 Silt Fencing L.F. GOO $1 .30 $780.00 Straw Bale Dikes each 2 $50.00 $ 100.00 Vehicle Tracking Control Pads each 1 $200.00 $200.00 TOTAL = .$ /, 060. 00 AMOUNT OF SECURITY = 1.5 x $ 1 ,080.00 = TOTAL = $ 1 ,G20.00 - OR - CO5T TO VEGETATE: TOTAL ACRES x ($725/acre) x 1.5 = TOTAL = $G,45G.73 (WHICHEVER 15 GREATER) REQUIRED AMOUNT OF SECURITY = .$6,496.73 RAINFALL PERFORMANCE STANDARD EVALUATION 5TANDAR0 FnRM A PROJECT: Timberline Church Expansion MAJOR BA51N: Phase II CALCULATED BY: CLW TOTAL BA51N AREA (Ab) : 5.573 acres DATE: June 26, 2007 DEVELOPED 5UB-BA51N ERODIBILITY ZONE rbb (acres) 4b (ft) A kt, X Lsb 5sb M Aeb X 55b 4 (ft) 5b (%) P5 (%u) B4 MODERATE 1.330 368 459.4 1.16 1.54 C2 MODERATE 1.273 345 439.3 0.98 1.25 C4 MODERATE 2.174 200 434.7 2.00 4.35 D2 MODERATE 0.796 390 310.E 0.86 0.69 TOTAL 5.573 1674.0 7.52 300 1.40 77.0 l EQUATIONS: l (Lsb X L'sb / sh (`Ssb X L'sb / From Table 5.1 Lb Ab Ab Length 51ope 300 1 300 1.40 400 1.5 P5 (during con5truction) _ P5 (after construction) = P5 LP 77 3.25 77.0 3.25 79.1 4.44 77.0 (From Table 5. 1) 90.6 (Psa 9 i 0.55) 5edY 4.00 tons/acre 5edT 16 cy Notes: 5edY = Sediment yield from bare ground SedT = total Sediment anticipated during a I 0-year storm event from bare ground I 1 11 1 1 1 Ll 1 Timberline Church Expan5lon Ero5lon Control Cost Estimate Project Number: 250-001 Location: Fort Collins, CO Date: February 21 , 2007 Total Acres: 14.77 Estimated Unit Total ER0510N CONTROL MEASURE Units Quantity Price Price Inlet Filters each 8 $ 100.00 $800.00 Silt Fencing L.F. 0 $1 .30 $0.00 Straw Bale Dikes each 3 $50.00 $1 50.00 Vehicle Tracking Control Pads each 1 $200.00 $200.00 TOTAL = .$1, 150.00 AMOUNT OF SECURITY = 1.5 x $ 1 , 1 50.00 = TOTAL = $ 1 ,725.00 - OR - 005T TO VEGETATE: TOTAL ACRES x ($725/acre) x 1.5 = TOTAL = $ 1 G,OG2.38 (WHICHEVER 15 GREATER) REQUIRED AMOUNT OF SECURITY = $16,062.36 1 RAINFALL PERFORMANCE STANDARD EVALUATION STANDARD FORM A PROJECT: Timberline Church Expansion MAJOR BASIN: All Areas CALCULATED BY: 5Wr TOTAL BA51N AREA (At,) : 3 2.817 acres DATE: February I G, 2007 DEVELOPED SUB -BASIN ERODIBILITY ZONE Agb (acres) L,b (ft) A,b x Lb 551, N ki, x 5,1,, Lb (ft) 5b N P5 N A I MODERATE G.37 1 721 4592.2 2.10 13.37 A2 MODERATE 0.311 21 G G7. 1 0.50 0. 1 G A3 MODERATE 2.133 201 425.3 0.50 1.07 A4 MODERATE 0.080 1 0.1 0.40 0.03 B I MODERATE 1.720 201 1 345.5 0.51 0.85 B2 MODERATE 0.85G 124 IOG.O 0.52 0.45 B3 MODERATE 0.477 181 8G.3 0.50 0.24 54 MODERATE 1.330 231 307.1 0.50 O.G7 E35 MODERATE 0.021 1 0.0 0.10 0.00 C I MODERATE 3.327 25G 851.3 0.51 1.70 C2 MODERATE 1.273 22G 257.7 0.50 O.G4 C3 MODERATE 1.709 1 I.G 2.00 3,42 C4 MODERATE 2.174 1 2.1 2.00 4.35 D I MODERATE 7.925 1 90G 15108.3 O.G4 5.10 D2 MODERATE 0.79G 331 263.E 0.50 0.40 E I MODERATE 2.312 20G 47G.8 0.50 1. 1 G TOTAL 32.817 22924.0 33.G4 I G99 1.03 75.0 l EQUATIONS: l (Lsb X Lsb / _ (Ssb X Lsb / Lb ASb A From Table 5. 1 b b Length Slope GOO G99 700 P5 LP 1 77.9 3.G4 1.03 77.99853 3.7202 1.5 78 3.72 P5 (during construction) = 78.0 (From Table 5. 1 ) PS (after construction) = 91.8 W5, .q / 0.85) 5edY 5.GG tons/acre 5edT 137 Cy Notes: 5edY = 5ediment yield from bare ground 5edT = total Sediment anticipated during a I 0-year storm event from bare ground 11 EFFECTIVENESS CALCULATIONS STAAInA2n F(IPAA R PROJECT: Timberline Church Expansion MAJOR BA51N: All Areas CALCULATED BY: 5WT TOTAL BA51N AREA (A b) : 32.617 acres DATE: February I G, 2007 CONSTRUCTION PROCESS: Durin EP0510N CONTROL METHOD C-FACTOR VALUE P-FACTOR VALUE COMMENT 5ediment Bann / Trap 1.00 0.50 at outlet structure of detention pond, all drain basins Bare Soil: Roucjh Irre6jular 5urface 0.90 1.00 all lots Straw Bale Barrier 1.00 0.80 upstream of culverts and downstream Gravel Inlet Filter 1.00 0.80 at all inlets Asphalt / Concrete Pavement 0.01 1.00 jail roads, parkinq lots, walks, etc. Erosion Control Mats / Blankets 0.10 1.00 not applicable 51lt Fence Barrier 1.00 0.50 alon6j property boundary Temporary Ve etation / Cover Crops 0.45 1.00 not applicable Sod Grass 0.01 1.00 not applicable Hay or Straw Dry Mulch (From Table 5.2) 0.17 1.00 Detention Pond MAJOR BA51N 1'5 (%) SUB -BASIN AREA (acres) CALCULATIONS All Areas 78.0 32.517 PLAN INTENT: See Grading and Erosion Control Sheets of the Utility Plans for Timberline Church Expansion Impervious 21.184 Roads: Walks: all impervious areas have been grouped together Parkmg: Pervious I I .G34 Temp Veg all pervious areas have been grouped together Bare Sod Cec= 0.1G Pe,=0.1G EFF = 97.4% D/.If 70 10. U70 VUrinGJ-onstruction EC. measures are effective EQUATIONS: (Aix Cj) C� = A P.=PIXP,xP3... EFF=[1—(CxP)]x100 b EFFECTIVENE55 CALCULATIONS e,TDAinAPn F/IPAA R PROJECT: Timberline Church Expansion MAJOR BASIN: All Areas CALCULATED BY: 5WT TOTAL BA51N AREA (A b) : 32.517 acres DATE: February 16, 2007 CON5TRUCTION PROCESS: After C-FACTOR P-FACTOR EROSION CONTROL METHOD VALUE VALUE, COMMENT Asphalt / Concrete Pavement 0.01 1.00 all roads, parkin lots, walks, etc. 5od Grass 0.01 1.00 all on -site land5capin , MAJOR P5 AREA DANN M 5UB-BA51N (acres) CALCULATION5 PLAN INTENT: See Grading and Erosion Control Sheets of the Utility All Areas 91.5 32.517 Plan5 for Timberline Church Expansion Roads: Impervious 21.184 Walks: all pervious areas have been grouped together Parkin : Pervious I I .634 Temp Vecg 5od Grass: Cnee = 0.02 Pn,t = 1 .00 EFF = 97.7% o o I .v io r ruer uon5cruccion FU measures are errective EQUATI ON5: C^e,=�(AxC;) Pie =PIXP2xP,... EFF=[1—(CxP)x100] b _— __—___T_____—_ __ _ T __ ___ 7 __-____._ -- I— --------------------- E , / PHASE It IMPROVEMENTS I I I I� III, EXISTING BUILDING f QI 01 W —__ \ \ NOR AM D. ZII ---�— ��� BUILDING/> �I B2 FFz�493$.A T R]I I— ---_"' - -ems I / —-0SL�FI?ROPERTY _ H f.OMiNUCI1W SEtlBCE .x F -4___ ` rtAtl:1MwWn CIewJ10[w \\F D1MaW16Tr —I II F C ----------- Emmons ------ ------------ - ------------ ------------ --- -- -- -- — 1-- L -- _ 1$k I I \_I I F §BK-; PHASE II - 000������j/ p IMPROVEMENTS �� z41 j o$ 304 I I = I i 29 S y �/ / /! n I I I �M 1 I NORTH 60 0 60 120 1WPeet nINN MET ) _ Eofi� Z cD F �Z W (r F W gx LEOEI 0 '- ERSTHC C(NTIUR Q Z E E PR[PDssD NNiam Z w FY = "STRIG STYW EEWhx -_ MSnNC STCHM S HUTT •B IMMIMED SR m SEWER d!!� NWOEED Si W SEN£R INUT a� wvL CURB s wMDK tt 8 90t E1EVAnp! SEC BAN W CLUB D2VAn)W �1 WIN INW OF WNRE ATWI R 10RUHE EXVAnCN PAD CCNMETE PAD El ATOW W" WIEW"E ATCN BOIT.M Cf REiNHIXG NTEL nF'ATCN EEEM 1bX TW W RET MNC WI N AnW IQy y1 > JL 1'1% A MINA25LW£ x Ous® MnLE IMOTEana O' -TRUE DAL• w1Ei MTE1N OvENIN E mmw CWTNCI PAO RP _ Z WIND,WIND,PRortcnW O Q (nOZQ OSEDIMENT 7AP Q < a \X XO {Oi (� j Raw Z O EASEMENT =O ,s r...+.. WNW AMENW NT PHASE LANE T( O +M ay. tee. RUSE I IWW)V EHR PHASE UNE =J U VWO JZ WAEE II IMPNOYE BM?HASE UHE z0 O W ww City of Fort Collins, Colorado It O 0 UTILITY PLAN APPROVAL W Ir VF`RDvED ~ CHECKED W:-Wagr-W-Ifi. FO -� y _--��- CHECKED W _--�� CHECKED CHECKED W: Sheet "` CHECKED 13 — anner -. Of 29 Sheets 1 m ____ 1 ® NORTH __ -_ _ _ i' ... _ �� -------------- TIM ____ 2 I r �` (Ix FEET F ) I I SFr. I � 10111 1.xn- eaw o 1 u POP PAPO>S GES eutup � 1\ 1 I 1 �W I ETG KEY MAP 11 y 1 INLETC3 c� n e PHASE 11 r� • 1 PR9Po6ED WING cs ` -Ey y\ (' LLI EC 1 / a sraNc 40 LEGEND: iw a / E%I9TIN0 .' f "NOW eoaMtq ' �1 '.� �'- ____; 4 \ \����� `►�`;I 1 � `\ 1'rA.s '�R •` .'- aA--/x' .�,..I(v� I � r ! STORM PROPOSES YWER A PROPOSES SWAL cannEcnONz-/ PROPERTY BOUNDARY FROPOYS CONTOUR _._-._■- _ Isnxs caxrwR PROPOSED OLD a wilER a MINORAMENMENT ON�DONE ® REBNLOI FE8DRALOCONSINAPON INLET ,= WPP _______ 41 " Z Zw J3 .'y• . FE6C1 SauxacE envx LABEL AREA n- ei NLN ETI j - C .i'` ONG D1 ci oESlcx POINTxr keg 7 1 IxLEres ♦. 'I s _ sr ` } FLOW ARROW w = ! _ ensx sOUNooxoner •u... u.. $TONM9 $WALES- €Nq SHEET -- T i , NOD DE�MINE. OPENS AC-FT _ _ --------- �� -__ ___ __ _ _T 1100- EIEV -VNA) ,G I I � I 1W1R AI AY310 � tOo-vR MLF/SE. eR ! y, • °O g r AI` / I ' O31 � i I` � IXIETM-1 INlETP6 E � 1 � // INLET All WIIEF/�� 1 II INLET AJ � Aa vv / ��•vot_ A Y' FES Et C _t 01101 / YMIES P2z f\AEUpAN v2F�- ItWcAjlY p'g FLORINE SLCPE-O.SL SWALE D DESIGN PONT UPSTREAM BASINS AREA (ACMI C2 CIO CIN 01 IBM Ole (III 0lle (C/A) Al Al 6.37 0.83 OB4 083 OBI 1.00 L00 12.22 0.83 20.83 1.42 51.16 3.09 A2 A2 031 A3 A3 2.13 075 0]5 0.63 3.91 689 17.09 ---M-- A---- 0.0& 0A50951. 0.22 031 0.78 B1 81 1.72 0." ON 100 327 5.59 1365 82 82 086 0.90 0 90 1 00 2 07 3.53 7.98 83 03 0.48 095 095 100 129 1 0 4.75 1114 8i 133 0.91 091 IN 3,34 571 1231 85 85 0.02 0.96 095 100 008 DAD 021 C1 C1 383 0.89 089 1.00 6.98 11.93 27.30 C2 C2 127 0.9/ 091 100 3-09 549 1226 C3 C3 1.71 O.B5 095 1.00 4.83 L91 17.01 C4 G 1" man n 100 5.88 10. 21.63 Dt D1 ].93 0.69 08.55 86 14.63 37.40 D2 D2 0.80 O.B2 092 100 2.02 3.48 ].6] El Et 2.312 02] 02] 0.33 1.78 3.00 ].6] 01 IDEA 3.02 088 0.88 1.00 5.45 B.30 21.63 OS-2 062 1.41 0.88 0.88 1.00 2.55 4.35 1-011 RoINO Fbvn A2 Al 4 S]e 084 e84 1 00 13.05 22.32 54.29 A3 Al- 8B9 082 082 1.00 1640 28.09 70.05 B3 81821335 3.D7 0.880.881.00 6.33 jog 25M B4 814M5 4.0 0.89 0,89 1.00 8.98 15.33 35.M C1 C1 C2 4B0 090 0.90 100 9.81 i8.B3 38.55 STMH C2 C1C4 8.48 0.92 0.92 100 18.88 28.BB 8422 D1 EH D2 8.72 0]t 0.]1 0.89 9.89 18. 4289 ao a WOJ UO Q ON Z _? 0 �J O ZO co WOV) �O m Sheet EX-1