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Drainage Reports - 01/31/2014
U-"gi "aari ng 9 m City of Ft. Collins Mans Approved By � Date �'3�' FINAL DRAINAGE REPORT FOR THE CHURCH OF JESUS CHRIST OF LATTER DAY SAINTS TEMPLE, FORT COLLINS, COLORADO Engineers Planners Surveyors Architects Geotechnical 1 1 1 1 FINAL DRAINAGE REPORT FOR THE CHURCH OF JESUS CHRIST OF LATTER DAY SAINTS TEMPLE, FORT COLLINS, COLORADO Prepared for: Church of Jesus Christ of Latter Day Saints 50 E. North Temple Street, I Oth Floor Salt Lake City, Utah 84150-6300 Contact: Mark Tingey P.970.391.0212 mtingey@comcast.net September, 2013 Project No. ARCHNE-IL8A-01-301 Consulting Engineer LANDMARK ENGINEERING, LTD. 3521 West Eisenhower Blvd. Loveland, CO 80537 Ph: (970) 667-6286/Toll Free (866)-379-6252 I I �ig inaars Plan Wars Surveyors Archita cts Geotachnical I 1 u 1 1 1 1 September, 2013 Project No. ARCHNE- I L8A-01-301 Wes Lamarque, P.E. City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80521 a =t Land.m,a Er-)gineerir)g Loveland 970-667-6286 Toll Free 866-379-6252 Fax 970-667-6298 www.landmarkltd.com 3521 West Eisenhower Blvd. Loveland. Colorado 80537 RE: Final Drainage Report for Church of Jesus Christ of Latter Day Saints Dear Wes, Enclosed, please find the Final Drainage Report for the proposed improvements for the LDS Temple located in the Northwest Quarter of Section 17, Township 6 North, Range 68 West of the 6th Principal Meridian. The proposed site may also be described as located on the southeast corner of South Timberline Road and East Trilby Road. The 1 1.5-acre Temple site consists of open land covered in native grasses/alfalfa and an assortment of trees along the right of way of the surrounding adjacent roads. The site also currently supports one single-family structure, a garage and field flood -irrigation appurtenances. The following report addresses the existing condition hydrology, as well as the proposed condition hydrology, hydraulics for drainage amenities and erosion control measures for the proposed Temple and parking facilities to be installed on the site. If you have any questions regarding this report, please contact me at your convenience. 1 Sincerely, LANDMARK ENGINEERING, LTD. 7# 1 I)Ama"� 1 Jeff Olhausen, P.E. CO Lic. # 31659 1 1 1. CERTIFICATION I hereby certify that this report (plan) for the final drainage design of the LDS Temple Project was prepared by me (or under my direct supervision) for the owners thereof and meets or exceeds the criteria in the City of Fort Collins Storm Drainage Design Standards. Prepared By and Approved By: Jeff Olhausen Colorado P.E. 37659 Seal: 0 TABLE OF CONTENTS SECTION I - EXECUTIVE SUMMARY.............................................................. Page No. Introduction............................................................................................................................. 1-1 & 1-2 Findings, Conclusions and Recommendations.............................................................................1-2 1) Existing Drainage Patterns 2) Proposed On -site Drainage Patterns & Storm Drainage System 3) Constructed Wetland Channels, Detention & Water Quality Facilities SECTION 2 - PROJECT HYDROLOGIC DESCRIPTION Major Basin Paths & Topographic Description...........................................................................2-1 Drainage Basin Map Vicinity Map SECTION 3 DRAINAGE FACILITY DESIGN GeneralConcept................................................................................................................................3-1 Details for On -site Storm Drainage Systems...............................................................3-1 to 3-1 1 SECTION 4 — DETENTION / WATER QUALITY PONDS & NATURAL AREAS DetentionPonds............................................................................................................................... 4-1 WaterQuality Ponds........................................................................................................................4-2 Constructed Wetland/Natural Channels.....................................:...............................................4-2 SECTION 5 - SOILS Natural Resources Conservation Service....................................................................................5-1 Soil Map SECTION 6 - EROSION CONTROL REPORT ErosionControl...................................................................................................................6-1 to 6-5 References...........................................................................................................................................6-6 ■ APPENDIX Standard Operating Procedures ' Westchase Drainage Easement Information City of Fort Collins Drainage Standards City of Fort Collins Flood Plain Review Checklist ' Detention Pond Calculations Basin Calculations Historic Basin Calculations ' Storm Cad — Pipe & Inlet Run Calculations Street Capacity, - UD-Inlet & Nyoplast Inlet Calculations Outlet & Swale Protection Calculations ' Map Pockets: Historic Drainage Exhibit Developed Drainage Plan ' Erosion Control Plan Detention Pond Outlet Structure Details Natural Habitat Buffer Zones ' SECTION I EXECUTIVE SUMMARY This section creates an overall understanding of the Church. of Jesus Christ of Latter Day Saints (LDS) Temple project, defines the need for implementation of storm water conveyance appurtenances and ' explains the major findings and recommendations of this Drainage Study. Introduction ' The property being considered in this Drainage Study is for an LDS Temple, located in the Northwest Quarter of Section 17, Township 6 North, Range 68 West of the 6th Principal Meridian. In 2011, the ' LDS church purchased approximately 35.6 acres on the southeast corner of Timberline and Trilby Roads. The area encompassing the Temple Lot (Approx. 11.5 acres), Majestic Drive right-of-way (Approx. 2.5 acres), one (1) residential lot (Approx. 0.35 acres) and two (2) outlots (Approx. 1.36 ' acres), was recently annexed to the City of Fort Collins. A residual tract of land (Approx. 19.9 acres), remains in Larimer County as an Urban Estate (UE) Parcel. The proposed Temple site is scheduled to be situated directly adjacent to the southeast corner of the intersection of Timberline Road and Trilby Road. The entire LDS property, now fallow farmland (previously planted in hay), is now covered in ' native grasses and sparse alfalfa, with an assortment of trees near the property lines of the two roadways. The project will consist of an elaborate Temple structure, a Temple President's parsonage, a stand alone mechanical enclosure, maintenance/utility building, parking, drainage facilities, and utilities. ' There is one proposed road (Majestic Drive) that will encompass the south and east sides of the Temple site, connecting Timberline Road to Trilby Road. The main vehicular access to the site will occur from two commercial style driveways that will loop through the parking lot that is situated south of the ' Temple. Various pedestrian walks also extend to the Temple and parking lot from all of the surrounding roads. ' The purpose of this Drainage Study is to provide comprehensive drainage planning and design for the development. This includes identifying and defining functional solutions for handling developed condition storm flows in a complete, safe and environmentally sound way. A fundamental objective of this ' Drainage Study is to develop a visionary drainage plan that can be designed, verified/approved, constructed and maintained in a practical fashion. ' This Drainage Study evaluates the existing drainage patterns of the site and identifies future drainage patterns for the development based on the subdivision plat, the proposed grading plan, and other existing site constraints. This includes evaluating historical runoff, investigating routing for design storms. through the development, determining what improvements and structures are necessary along with ' required design capacity, and evaluating off -site drainage which may affect or be affected by the development. ' The City of Fort Collins Storm Drainage Criteria Manual dated May, 1984 (Revised April 1997), has been utilized for designing the Temple's drainage facilities. The grading for the site and the storm drainage system has been designed as shown on the accompanying Drainage Exhibit. The inlets, storm ' pipe, manholes and detention/water quality ponds have all been designed to safely convey storm flows for the 100-Year storm event, through the development and to the downstream waterways in a manner that minimizes hazards to life, damage to real estate and destruction to the natural environment. 1 Findings Conclusions and Recommendations The principal findings, conclusions, and recommendations which arise out of this Drainage Study are ' presented below. These findings are supported by the detailed material presented in the analyses & calculations of this report. ' 1) Existing Drainage Patterns The proposed LDS Temple, Westchase detention pond (Tract N) and the residual urban estate sites are all located within the Fossil Creek Drainage Basin. The Fossil Creek drainage basin extends along the t south end of Fort Collins, from the foothills across Interstate 25 past County Road 5. It encompasses 32 square miles in the city of Fort Collins and Larimer County. Historically, the basin consisted of agricultural land, but the basin has experienced significant development in the recent past. This site has ' existed as agricultural land and has been kept as a family farm for decades. Since a raised earthen tributary irrigation ditch essentially bisects the property in an L-shape, drainage patterns have historically run perpendicular to and away from the foot of the ditch edge. The west edge of the greater 40 acre ' property from which the 11.5 acre Temple site was subdivided, conveys storm water to the Timberline borrow ditch and south to the Fossil Creek wetlands/open space area. The northeast zone of the 40 acre parcel traditionally drains to the northeast corner of the site, where the flows are conveyed to the Westchase Tract N detention pond through a I S" ADS pipe. The southern side of the irrigation ditch ' historically flows south to the north borrow ditch of Rock Castle Drive and crosses under the drive through a 12" CMP at the southeast corner of the property. ' 2) Proposed On -site Drainage Patterns & Storm Drainage System Generally, the proposed LDS Temple site (11.5 acres) and the residual Urban Estate parcel (UE-28.5 acres, largely left naturally seeded) maintain the existing condition drainage paths, with minimal diversion ' of storm flow. The storm infrastructure will consist of appropriately sized Nyoplast inlet basins and piping on -site, and reinforced concrete inlet boxes and basins within the right-of-ways. Reinforced concrete manholes, flared end sections and water quality/detention box structures will also be used ' where necessary. The west portion of the grounds of the Temple, approximately 1/3 of the new Majestic Drive and the eastern side of Timberline Road (south of Trilby Road), will flow into a detention pond on the southwest open space lot (Outlot B -See "Vicinity/Drainage Basin Map" on page 2-2). As ' required by City storm drainage criteria, this detention pond will mitigate increased development storm flow from the developed condition 100-year storm event down to the existing condition 2-year storm release rate. This detention pond will also have the extra volume needed for the required storm water quality treatment. On the northeast side of the overall site, storm flow will be conveyed into a large ' detention pond on the southwest corner of the Westchase subdivision which resides in Tract N. This detention pond was sized to accept flow from the overall LDS property. (See specifics in next paragraph below). 3) Wetland Mitigation Areas, Detention & Water Quality Facilities In conjunction with the development of the LDS Temple, the existing irrigation channel that bisects the ' property has been abandon and will be regraded to accommodate the proposed site layout. The proposed Wetland Mitigation Areas will replace the low quality natural habitat removed with the irrigation ditch. These Wetland areas will be located both, within the Outlot B Detention Pond ' (southwest) and the UE Parcel Water Quality Pond (northeast). The Wetland areas heighten the water quality characteristics of the runoff. Due to the fact that the large detention pond on Tract N (Westchase) has been designed to handle up to 216 cfs from the larger LDS site (± 35 acres) during the ' 100-year storm event, we have planned to simply treat the flows generated from the Temple site with the proposed water quality pond in the northeast, before releasing to the oversized offsite pond. Since the allowable allotted 216 cfs (100-year event) is not being completely utilized with the Temple project, there will be remaining storage that can be utilized by future Urban Estate development (Residual Site). :' 12 I SECTION 2 PROJECT HYDROLOGIC DESCRIPTION ' This project hydrologic description defines the limits of study, major basins and general topography of the study area for the proposed development. Maior Basin Paths & Topographic Description ' The major basins outlined in solid bold black lines on the Drainage Basin Map (Next Page), represent the portions of land that fall within the analyses of this study. The Land to the north of this site includes Trilby Road and Westchase residential subdivision. The lands to the east, south and west consist of ' large urban estates. All of the properties that flank the overall LDS property flow in directions that do not impact this site. Additionally, although very slight additions in impervious area are being added to the edges of off -site Timberline Road (mainly on the west side), the impact on storm runoff from those ' improvements is negligible when factored into the flow rates generated by their overall basins. For this reason we have not included those areas in our detention and water quality calculations. Alternatively, this report takes into account the eastern side of Timberline Road in our pond calculations, as this storm system design captures the easterly roadway with inlets at the intersection of Majestic Drive and ' conveys them to the Outlot B detention pond. Notwithstanding the west side of Timberline Road and a small portion of land west of the southwest detention pond, all of the developed condition improvement area flows are captured and conveyed through the proposed storm drainage system and into the ' planned detention/water quality ponds. The less bolded, dashed sub -basins shown on the map on the next page, delineate smaller areas of land within the major basins that run off to individual flow capture structures. The calculations from these smaller basins are used to size the individual structures to which ' they flow and the storm drains through which the flows are conveyed. The existing topography of the vicinity in which the LDS site lies, consists of lightly undulating farmland, ' gradually graded subdivisions and low-lying wetlands. The region's receiving body of water is Fossil Creek Reservoir. More specifically, existing on -site terrain is predominantly controlled by the raised irrigation lateral that originates approximately 250' from the southwest corner of Timberline Road and ' Trilby Road. The ditch flows southerly for 500' before angling southeast for 1,150'. The ditch falls approximately 12' in total along that stretch. The rest of the land generally falls away from the ditch to the northeast, southeast and southwest corners of the property at slopes ranging from 1.5% to 5%. The ' grading and earthwork design of the development will provide positive surface drainage to the parking lots, storm water inlets, pans, storm pipes, and detention areas. The improved surfaces of the project are sloped at grades ranging from 0.6% to 4% and the naturally graded areas of the site range from 1% to 25%. All of the unpaved and pervious areas on the site will be landscaped with trees, shrubs, flowers, ' turf or native drought tolerant grasses. All portions of the site will be stabilized following fine grading to a manner in which storm runoff will have no adverse affect to downstream neighboring properties. 1 1 _1 1 2-1 No Text 11 I 1 1 I �/ HAHN ACRES / WESTCHASE I ' ,THE 6ovDnRD SUBDV. i , scRoo� / I ' i I 1 GHJRGH OF .1E5U5 GHRI5T OF LATTER DAY SAINTS <I I F— ' U 1 - EAST TRILBY RD/CR 34 � 1 a o' o-' Lj �_ -- -� D_ fo29o� `r c \1, of PARAGON ESTATES i - cn sueov. FUTURE TEMPLE OF THE CHURCH w I r-- - OF JESUS CHRIST �\ 1 MDRIVE� SOF AINTSTTER—DAY o �~ � a 15.7t ACRES I I I I / I ROCK CASTLE LANE I I (PRIVATE DRIVEL VICINITY MAP SCALE: 1 "=400' NORTH 1 1 SECTION 3 DRAINAGE FACILITY DESIGN ' This section describes the drainage facilities shown on the Developed Drainage Plan and explains how storm water will be routed through the development and safely conveyed downstream. ' General Concept ' The overall drainage plan for the LDS Temple development is to route storm water to storm water quality and detention ponds, where storm flows generated by the developed 100-year storm event can be contained and released at a rate equal to the historic 2-year storm flow. Details for On -site Storm Drainage Systems t The storm flow from the majority of the Temple site, parking lot and Majestic Drive will be captured in area and curb inlets, then conveyed through two storm drain systems that pass under the north end of Majestic Drive. As the concentrated storm drain flows are released into two sweeping mainline swales on the east side of Majestic Drive, the waters are conveyed toward the northeast corner of the ' property. Once storm water reaches the northeast corner of the LDS property, the flow will be collected in a naturally graded ponding area. This pond, located in Sub -basin D59, is sized to provide the required water quality cleansing volume and will have an overflow weir that will pass the 100-year storm water generated by this major basin. The 100-year flow passing over the weir will be detained in the Westchase Tract N detention pond. The far west side of the Temple site, the east side of Timberline Road south of Trilby, and approximately 1/3 of the west end of Majestic Drive will flow southerly along ' the east curb of Timberline Road and within the southwestern storm drain system. Once all of the mentioned storm flows are deposited into the storm pipe system via area and curb inlets, the southwestern storm runoff will be conveyed to the detention pond in Outlot B. The Outlot B detention pond represented in Sub -basin D54 is sized to provide both required volumes for storm water quality cleansing and 100-year detention. Once the 100-year storm water is detained in Outlot B, it will be allowed to release at the historic 2-year flow rate calculated prior to development. ' Furthermore, portions of the southeastern area of the residual UE Tract will be returned to a naturally reseeded state following grading, and allowed to flow in a historical nature to the southeast corner of the LDS property. This calculation represents the flows generated for Sub -basin D58. ' The following describes the scheme and individual tributary drainage area summaries for the sub -basins, inlets and structures indicated at the design points shown on the Developed Drainage plan. Calculations have been performed in the appendix of this report for the various drainage capacities and design of the ' project. The calculations that we have performed within this study, demonstrate that the storm drainage design for the LDS Temple site and the Residual Urban Estate lot meet or exceed the requirements specified in the City of Fort Collins Storm Drainage Criteria Manual. Referring to the ' Developed Drainage Plan (provided in sleeve at back), the sub -basin calculation summaries are as follows: ' Sub -basin D I Conveyance method: South side Trilby curb & gutter Q2 =................................................................................................................................... 1.66 CFS Qioo=...................................................................................................................................7.24 CFS 1 1 3-1 tSub -basin D2 Conveyance method: Nyoplast 12" Standard Grate Q io =............................................................................ ' Qioo=............................................................................ Sub -basin D3 ' Conveyance method: Nyoplast 8" Standard Grate Q1 o =........................................................................... ' Qioo=......... Sub -basin D4 Conveyance method: Nyoplast 12" Standard Grate ' Qio=............................................................................ Qioo=............................................................................ ' Sub -basin D5 Conveyance method: Nyoplast 8" Standard Grate Qio=............................................................................ ' Qioo=............................................................................ Sub -basin D6 Conveyance method: Nyoplast 10" Standard Grate ' Qio=............................................................................ Qtoo =............................................................................ ' Sub -basin D7 Conveyance method: Nyoplast 18" Standard Grate ' Q 1 o =............................................................................ Q1 oo = ........................................................................... Sub -basin D8 tConveyance method: Nyoplast 12" Standard Grate Q1 o =............................................................................ Q1 oo =............................................................................ Sub -basin D9 Conveyance method: Nyoplast 8" Standard Grate Q 1 o =............................................................................ ' Qtoo =............................................................................ Sub -basin D 10 Conveyance method: Nyoplast 8" Standard Grate Qio=............................................................................ tQioo =........ Sub -basin D I I ' Conveyance method: Nyoplast 8" Standard Grate Qio =............................................................................ Qioo=............................................................................ 1 ' o 3-2 ........................0.20 CFS ........................0.52 CFS .......... :............. 0.07 CFS ........................ 0.18 CFS ........................ 0.13 CFS ........................0.32 CFS ........................0.55 CFS ........................ 1.42 CFS ........................ 0.32 CFS ........................ 0.81 CFS ........................ 0.10 CFS ........................0.25 CFS Sub -basin D 12 Conveyance method: Nyoplast 12" Standard Grate Qio=...................................................................................................................................0.27 CFS Qioo=...................................................................................................................................0.68 CFS Sub -basin D 13 Conveyance method: Nyoplast 15" Standard Grate Qio=...................................................................................................................................0.38 CFS Qioo=...................................................................................................................................0.96 CFS Sub -basin D 14 Conveyance method: Nyoplast 12" Standard Grate Qio=...................................................................................................................................0.13 CFS Q100=...................................................................................................................................0.34 CFS Sub -basin D IS Conveyance method: Nyoplast 12" Standard Grate Qio=...................................................................................................................................0.17 CFS Qioo=................................................................................................................................... 0.44 CFS Sub -basin D I SA For storm pipe to I- IS Qio=...................................................................................................................................0.74 CFS Qioo=................................................................................................................................... 1.89 CFS Sub -basin D I6 Conveyance method: Nyoplast 12" Standard Grate Qio=.................................................................................................................................0.14 .. CFS Qioo=...................................................................................................................................0.36 CFS Sub -basin D 17 Conveyance method: Nyoplast 8" Standard Grate Qio=...................................................................................................................................0.10 CFS Qioo=...................................................................................................................................0.24 CFS Sub -basin D 18 Conveyance method: Nyoplast 12" Standard Grate Qio=...................................................................................................................................0.33 CFS Qioo=...................................................................................................................................0.84 CFS Sub -basin D 19 Conveyance method: Nyoplast 15" Standard Grate Qio=...................................................................................................................................0.38 CFS Qioo=...................................................................................................................................0.97 CFS 3-3 Sub -basin D20 Conveyance method: Nyoplast 12" Standard Grate Qio=................................................................................................................................... 0.17 CFS O.. _ _--------------------... ---..... ............................................................................ 0.44 CFS Sub -basin D20A For storm pipe to 1-20 Qio=...................................................................................................................................0.74 CFS Qioo=................................................................................................................................... 1.89 CFS Sub -basin D21 Conveyance method: Nyoplast 12" Standard Grate Qio=...................................................................................................................................0.14 CFS Qioo=...................................................................................................................................0.36CFS Sub -basin D22 Conveyance method: Nyoplast 10" Standard Grate Qio=................................................................................................................................... 0.09 CFS Qioo=................................................................................................................................... 0.20 CFS Sub -basin D23 Conveyance method: Nyoplast 12" Standard Grate Qio=...................................................................................................................................0.42 CFS Qioo=...................................................................................................................................1.07CFS Sub -basin D24 Conveyance method: Nyoplast 10" Standard Grate Qio=...................................................................................................................................0.09 CFS Qioo=...................................................................................................................................0.24 CFS Sub -basin D25 Conveyance method: Nyoplast 10" Standard Grate Qio=................................................................................................................................:..0.09 CFS Qioo=...................................................................................................................................0.24 CFS Sub -basin D26 Conveyance method: Nyoplast 8" Standard Grate Qio=...................................................................................................................................0.03 CFS Qioo=...................................................................................................................................0.08 CFS Sub -basin D27 Conveyance method: Nyoplast 30" Standard Grate Qio=................................................................................................................................... 1.16 CFS Qioo=...................................................................................................................................2.96 CFS Sub -basin D28 Conveyance method: Nyoplast 8" Standard Grate Qio=...................................................................................................................................0.02 CFS Qioo=...................................................................................................................................0.06 CFS 3-4 Sub -basin D29 Conveyance method: MOT Inlet Type C, Standard Inlet Grate Qio=............................................................................................ Q too = ..... Sub -basin D30 Conveyance method: Nyoplast 18" Standard Grate Qio=......................................................................... Qtoo =......................................................................... Sub -basin D30A Conveyance method: CDOT Inlet Type C, Standard Inlet Grate Qio =............................................................................................ Qioo=..............................................................: .............................. Sub -basin D31 Conveyance method: Nyoplast 12" Standard Grate Qio=......................................................................... Qioo=......................................................................... Sub -basin D32 Conveyance method: Nyoplast 15" Standard Grate Qio=......................................................................... Qtoo =......................................................................... Sub -basin D33 Conveyance method: Nyoplast 10" Standard Grate Qio=......................................................................... Qioo=......................................................................... Sub -basin D34 Conveyance method: Nyoplast 8" Standard Grate Qio=....................................................................... Qioo=....................................................................... Sub -basin D35 Conveyance method: Nyoplast 8" Standard Grate Qio =....................................................................... Qtoo =....................................................................... Sub -basin D36 Conveyance method: Nyoplast 8" Standard Grate Qio=................................................................................................. Qioo=................................................................................................. .................. 1.11 CFS ..................2.84 CFS .................. 0.21 CFS ..................0.54 CFS ..................0.57 CFS .................. 1.46 CFS .................. 0.12 CFS ..................0.30 CFS ..................0.08 CFS .................. 0.19 CFS ..................0.02 CFS ..................0.05 CFS ..................0.02 CFS ..................0.05 CFS 3-5 Sub -basin D37 Conveyance method: CDOT 5' Type R Curb Inlet Q10=................................................................................................................................... 1.03 CFS Qioo=...................................................................................................................................2.64 CFS Sub -basin D38 Conveyance method: CDOT 5' Type R Curb Inlet Qio=................................................................................................................................... 1.72 CFS Qioo=...................................................................................................................................4.39 CFS Sub -basin D39 Conveyance method: Nyoplast 15" Standard Grate Qio=...................................................................................................................................0.53 CFS Qioo=................................................................................................................................... 1.36 CFS Sub -basin D40 Conveyance method: Nyoplast 15" Standard Grate Qio=............................................................................................ ... ....................................0.53 CFS Qioo=................................................................................................................................... 1.36 CFS Sub -basin D41 Conveyance method: CDOT 5' Type R Curb Inlet Qio=................................................................................................................................... 1.35 CFS Qioo=...................................................................................................................................3.44 CFS Sub -basin D42 Conveyance method: CDOT 5' Type R Curb Inlet Qio=................................................................................................................................... 1.39 CFS Qioo=...................................................................................................................................3.55 CFS Sub -basin D43 Conveyance method: D43151 Fort Collins Single Curb Inlet (Detail D-43) Qio=................................................................................................................................... 1.09 CFS Qioo=...................................................................................................................................2.78 CFS The inlet draining this basin is situated in a sump. The stormwater street capacities for Majestic Drive within this basin are not exceeded. Sub -basin D44 Conveyance method: D44/50 Fort Collins Single Curb Inlet Qio=...................................................................................................................................0.97 CFS Qioo=...................................................................................................................................2.49 CFS The inlet draining this basin is situated in a sump. The stormwater street capacities for Majestic Drive within this basin are not exceeded. Sub -basin D45 Conveyance method: CDOT 5' Type R Curb Inlet Q10=................................................................................................................................... 1.55 CFS Q100=...................................................................................................................................3.97CFS W Sub -basin D46 Conveyance method: CDOT 5' Type R Curb Inlet ' Qio=................................................................................................................................... 1.52 CFS Qioo=...................................................................................................................................3.88 CFS ' Sub -basin D47 Conveyance method: CDOT 5' Type R Curb Inlet Qio=................................................................................................................................... Qioo=..........................................................................................................:........................4.23 1.66 CFS CFS ' Sub -basin D48 Conveyance method: CDOT 5' Type R Curb Inlet Qio=................................................................................................................................... 1.14 CFS Qioo=...................................................................................................................................2.90 CFS Sub -basin D49 Conveyance method: CDOT 5' Type R Curb Inlet Qio=...................................................................................................................................2.42 CFS ' Qioo=...................................................................................................................................6.19 CFS ' Sub -basin D50 Conveyance method: D44150 Fort Collins Single Curb Inlet Qio=................................................................................................................................... 1.13 CFS ' Qioo = .........................................2.88 Sub -basin D51 CFS ' Conveyance method: D43151 Fort Collins Single Curb Inlet (Detail D-43) Qio=................................................................................................................................... 1.03 CFS Qioo=...................................................................................................................................2.62 CFS t Sub -basin D52 Conveyance method: CDOT 10' Type R Curb Inlet Q2=...................................................................................................................................0.70 CFS ' Qioo=...................................................................................................................................3.06 CFS The inlets draining this basin are on a continuous grade. The 2-year carry-over flow is 0.00 cfs and the 100-year carry-over flow is 0.81 cfs. The carry-over flow discharges to the west and then south ' following the Timberline Road curb and gutter. The stormwater street capacities for Majestic Drive within this basin are not exceeded. t Sub -basin D53 Conveyance method: CDOT 10' Type R Curb Inlet Q2=........................ :.......................................................................................................... 1.54 CFS ' Qioo=...................................................................................................................................6.75 CFS The inlets draining this basin are on a continuous grade. The 2-year carry-over flow is 0.00 cfs and the 100-year carry-over flow is 2.54 cfs. The carry-over flow discharges to the west and then south ' following the Timberline Road curb and gutter. The stormwater street capacities for Majestic Drive within this basin are not exceeded. 1 3-7 r-- Sub-basin D54 ' Conveyance method: Water Quality Outlet Structure Qio=...................................................................................................................................0.74 CFS Qioo=................................................................................................................................... 1.88 CFS ' Sub -basin D55 Conveyance method: 4X Type 13 Combination Inlets ' Q2 =.................................................................................................................................. 2.44 CFS Qioo=.................................................................................................................................10.65 CFS The inlets draining this basin are on a continuous grade. The 2-year carry-over flow is 0.1 1 cfs and the ' 100-year carry-over flow is 2.66 cfs. The carry-over flows discharge to the south following the Timberline Road curb and gutter. The stormwater street capacities for Timberline Road within this basin are not exceeded. ' Sub -basin D56 Conveyance method: 2X Type 13 Combination Inlets Q2=................................................................................................................................... 0.79 CFS Qioo=............................................. . .....................................................................................3.47 CFS The inlets draining this basin are on a continuous grade. The 2-year carry-over flow is 0.00 cfs and the 100-year carry-over flow is 1.61 cfs. The carry-over flow discharges to the south following the ' Timberline Road curb and gutter. The stormwater street capacities for Timberline Road within this basin are not exceeded. Sub -basin D57 Conveyance method: CDOT Type C Inlet Qio=...................................................................................................................................0.87CFS ' Qioo=...................................................................................................................................2.22 CFS This inlet is situated in a sump on the northeast corner of Timberline Road and Rock Castle Lane. The inlet will replace the function of the existing culvert crossing Rock Castle Lane. The existing culvert is ' to be removed and abandon. Sub -basin D58 Conveyance method: Sheet Flow (Future Flow @ Urban Estate, to be detained by Developer) ' Qio...........9.34 CFS =........................................................................................................................ Qioo=.................................................................................................................................23.85 CFS Sub -basin D59 Conveyance method: Sheet Flow (Future Flow @ Urban Estate, to be detained by Developer) Qio=...................................................................................................................................5.42 CFS ' Qioo=................................................................................................................................. 13.86 CFS Sub -basin D60 ' Conveyance method: Sheet Flow (Future Flow @ Urban Estate, to be detained by Developer) Qio=...................................................................................................................................1.90CFS Qioo=...................................................................................................................................4.84 CFS I 1 3-8 Sub -basin D61 ' Conveyance method: For pipe stub Qio=...................................................................................................................................0.32 CFS Qioo=...................................................................................................................................0.83 CFS ' Sub -basin D62 Conveyance method: See 62A & 628 Qio=................................................................................................................................... 1.92 CFS Q100=...................................................................................................................................4.92 CFS ' Sub -basin D62A Conveyance method: 4 X Type 13 Combination Curb Inlets Qz=................................................................................................................................... 1.28 CFS Qioo=...................................................................................................................................5.61 CFS ' The inlets draining this basin are on a continuous grade. The 2-year carry-over flow is 0.02 cfs and the 100-year carry-over flow is 0.47 cfs. The carry-over flows discharge to the west following the Majestic Drive curb and gutter. The stormwater street capacities for Timberline Road within this basin are not ' exceeded. Sub -basin D62B ' Conveyance method: CDOT Inlet Type C Qz=................................................................................................................................... 0.23 CFS Qioo=................................................................................................................................... 1.02 CFS t This inlet is situated in a sump on the northwest corner of Timberline Road and Majestic Drive. The inlet was necessary because of the infill of the existing swale due to the road widening. The existing culvert crossing Majestic Drive will be removed and replaced with a culvert that daylights much further ' south in the existing Swale adjacent to Timberline Road. Sub -basin D63 ' Conveyance method: Roadside Swale Qio=...................................................................................................................................2.73 CFS Qioo=...................................................................................................................................6.96 CFS Due to the high Froude Number of the runoff in the proposed/existing roadside Swale, channel stabilization is required in the form of North American Green ShoreMax w/SC250 and staple pattern F or P550 with staple pattern E or approved equal. The width of the erosion protection shall be 8-feet with the depth of the erosion protection being I -foot for 4:1 side slopes. Where side slopes flatten out, ' the width shall be maintained at 8-feet with the depth decreasing. Sub -basin D64 ' Conveyance method: Roadside Swale Qio=................................................................................................................................... 1.98 CFS Qioo=...................................................................................................................................5.04 CFS Sub -basin D65 Conveyance method: Nyoplost 10" Standard Grate ' Qio=...................................................................................................................................0.14 CFS Qioo=...................................................................................................................................0.36 CFS I 1 3-9 I Sub -basin D66 Conveyance method: Nyoplast 30" Standard Grate ' Qio=...................................................................................................................................0.13 CFS Qioo=...................................................................................................................................0.34CFS ' IN1 Conveyance method: Nyoplast 15" Standard Grate ' Qio= Qioo CFS CFS ...................................................................................................................................0. .....0.73 IN2 ' Conveyance method: Nyoplast 30" Pedestrian Grate Qio=...................................................................................................................................0.18 CFS Qioo=...................................................................................................................................0.47 CFS IN2A ' Conveyance method: Roof Calculation Qio=...................................................................................................................................0.14 CFS Qioo=...................................................................................................................................0.35 CFS ' IN3 Conveyance method: Nyoplast 8" Standard Grate ' Qio= CFS CFS Qioo ...................................................................................................................................0. .....0.12 ' Outlet O-OB Outlet O-OB is where the proposed storm pipe discharges approximately 138-feet south of Rock ' Castle Lane on the east side of Timberline Road. The existing storm pipe across Rock Castle Lane shall be removed and an inlet is proposed for the northeast corner of Timberline and Rock Castle. The outlet of the pipe will require an 8-foot wide by 12-foot long section of North American Green ShoreMax w/SC250 and staple pattern F. From the outlet of the pipe, stormwater will dissipate over a ' 24-foot flat section and sheet flow to the southeast following historic drainage patterns. No further erosion protection is required. The existing Swale from Rock Castle Lane to the outlet of the pipe will be filled in since it will no longer be required. ' Outlet 0-62 Outlet 0-62 is where the proposed storm pipe discharges approximately 144-feet south of Majestic Drive on the west side of Timberline Road. The existing storm pipe across Majestic Drive shall be removed and an inlet is proposed for the northwest corner of Timberline and Majestic Drive. The outlet of the pipe will require a 5-foot wide by 7-foot long,section of North American Green ShoreMax ' w/SC250 and staple pattern F. The Swale downstream will require an 8-foot wide section of North American Green P550 and staple pattern E. The swale runs south for approximately 540-feet where it turns to the southwest following historic drainage patterns. At this point, the P550 erosion control ' fabric will terminate at the right-of-way / fence. t 1 3-10 Northeast Pond D-S9 Outlet Structure ' The detention pond on Tract N (Westchase) has been designed to handle up to 216 cfs from the LDS site (+ 35 acres) during the 100-year storm event. In order to accommodate as much storm runoff as possible from the LDS site, an overflow weir structure has been designed for the outlet of the northeast ' pond. Due to width constraints between properties and cover issues with existing utilities, the design of the outlet structure was only able to accommodate approximately 112 cfs from the LDS site. Approximately 41-feet of existing 36-inch storm pipe, a manhole, and a headwall have to be removed / shortened in order to accommodate the spillway. After the 36-inch storm pipe has been cut back, a new headwall will be installed with a concrete channel that will accompany the spillway to the Tract N Westchase detention pond. The 100-year flow from the Westchase drainage report of 93 cfs for the existing 36-inch storm pipe has been calculated into the lower spillway total flow of 155.16 cfs at a depth of 0.81 feet. 1 The spillway structure consists of a number of concrete walls in order to contain storm flows within certain areas so as not to encroach on adjacent properties under required grading criteria. The spillway is to be covered in ShoreMax soft revetment scour protection mat for erosion protection. The 100- ' year storm event calculated by the Rational Method for the northeast pond is approximately 94 cfs. The overflow spillway for this pond has been sized to accommodate 1.2 times 94 cfs or 112.54 cfs. ' The stormwater quality outlet structure for the pond is piped under the spillway in an easterly fashion to a concrete channel that also flows to the main spillway structure. The concrete channel for this was designed due to grading constraints. Unlike most outlet structures, this one only discharges the water quality volume over 40-hours. Since there is no detention volume associated with this pond, the height of the water quality structure has to be equal to the elevation of the spillway weir. Therefore the water quality structure is to have solid cover placed on the top instead of a grated one. The average discharge ' over 40-hours through the pipe is 0.09 cfs. Additional storm water volume has been provided in the concrete channel servicing the outlet structure for Basin D-60 of 4.84 cfs. All of the runoff from Basin D-60 may not necessarily get to the outlet structure. Future detention release from the proposed ' housing development may also utilize the concrete channel of the outlet structure. 1 1 I SECTION 4 ' DETENTION / WATER QUALITY PONDS & NATURAL AREAS Detention Ponds ' The pond located in the Northeast corner of the LDS property, Pond D59, is designed as a typical water quality pond; with additional low -flow cleansing capabilities being provided by a wetland mitigation area upstream of the ponding area. Pond D59 is atypical to most constructed ponds in that it provides for no detention. The reason for this lies in the capabilities of the nearby Westchase Tract N detention pond. According to the "Final Drainage Study for the Westchase P.U.D.", with latest revision dated ' December, 14, 2000, the Tract N pond is sized to detain a maximum 100-year storm flow of 216 cfs from the LDS property. Calculated 100-year developed condition storm flow from the Temple project and tributary area from residual Urban Estate land amasses to 93.79 cfs. Thus, on -site pond D59 is designed to provide the required Water Quality Capture Volume (WQCV) and to safely convey this ' projects 100-year flow over an engineered weir/channel to the Westchase Tract N detention pond. The pond located in the Southwest corner of the LDS property, Pond D54, is designed as a traditional ' detention pond. The outlet box will be a two chambered structure. The first box deals with the storm water quality volume having the well screen and water quality plate with a 40-hour release rate. Stormwater volumes greater than the water quality volume and less than the 100-year storm volume ' pass through a grate between the first box and the second box. The wall between the two boxes has a square 5-inch orifice blockout to provide for the 2-year release rate. If the detention pond volume exceeds that of the 100-year event, stormwater will release through the grate of the second box and free release through the 24-inch diameter outlet pipe. The second box has been designed as the overflow structure, able to convey the 100-year flow out of the pond. This pond also incorporates additional low -flow cleansing capabilities provided by a wetland mitigation area upstream of the ponding ' area. It should be noted that Area D61 (mechanical building) is not being routed through Pond D54 due to the basement being so low that the required detention volume and water surface elevation of Pond D54 would have caused flooding within the structure. The original release rate of Pond D54 (3.28 cfs) has been decreased by the amount of the 100-year runoff (0.83 cfs) from Area D61 (mechanical building) and the pond volume has been increased accordingly. This trade off provides for the free release of the Area D61 mechanical building. The detention pond outlet structure details for Pond D54 are to be found in the map pockets of this report. The detention pond design specifics are as follows: ' Detention Pond D54 (Southwest): ' Calculated Required Detention Pond Volume = 0.55 Acre -Feet @ EL=491 1.15 Water Quality Capture Volume (WQCV) = 0.08 Acre -Feet Calculated Detention Volume = 0.55 Acre -Feet Flowline Out of Structure = 4906.08 2-Box Outlet Structure: Outlet Box I Release Rate = 2.45 cfs Outlet Box I Grate Elev. = 4908.28 Outlet Box 2 Qioo Release Rate = 20.44 cfs ' Outlet Box 2 Qioo Grate Elev. = 491 1.15 1 4-1 t Water Quality Pond D59 (Northeast): Calculated Required Water Quality Pond Volume = 0.31 Acre -Feet @ EL=4904.23 Water Quality Capture Volume at Structure = 0.31 Acre -Feet Overflow/Outlet Weir Height = 4904.23 ' Overflow/Outlet Weir Length = 107.00 feet Water Height Calculated at Weir = 0.5 feet @ Qioo = 112.54 cfs ' Refer to the next page for the water quality outlet structure detail for Pond D59. ' Water Quality Ponds As previously mentioned, the LDS water quality ponds take two forms. The northeast pond is solely ' designed as a natural habitat buffer zone and water quality pond (D59). Pond (D59) allows 100-year storm flows to pass over its weir and become detained by the detention pond on Westchase Tract N. The second pond (D54) is a true detention pond, with additional volume for water quality. Pond (D54) is located in the Southwest portion of this site. ' When calculating water quality and detention volumes, the ponds are sized to stack the required volumes upon one another, instead of combining the two. This provides for the rare situation that ' occurs when the 100-year storm event follows a smaller event that has recently filled the pond's water quality space. The overall goals of the LDS water quality ponds are to cleanse the developed condition storm water of particulates (suspended solids) and chemicals (Dissolved solids) from the runoff prior to ' release to the receiving waters/dry swales. By correctly sizing the LDS water quality steel perforated plates, low flows and smaller storms can be detained for longer periods (24-40 hrs) prior to release, so that particulates can settle out and chemicals can have a chance to be absorbed by plant material and ' soils within the pond. Water Quality Ponds D54 and D59 have WQCV of 0.08 ac: ft. and 0.31 ac.-ft., respectively. These volumes are designed to abate over a period of 40 hours. The water quality system characteristics on the LDS project are appropriately sized and will be enhanced by the wetland ' mitigation areas that we have incorporated in this design. ' Wetland Mitigation Areas A constructed wetland area is a conveyance BMP that is built, in part, to enhance stormwater quality. Constructed wetlands use dense vegetation to slow down runoff and allow time for both biological ' uptake and settling of sediment. Both of the LDS outfall detention/water quality ponds will utilize wetland mitigation areas. These areas are to be constructed flat with a ponding depth of six -inches. An overflow weir shall be constructed to control the ponded water and dissipate outgoing runoff. The LDS ' Church sub -contracted Western Ecological Resource, Inc., to consult on the wetland areas. They advised on how much ponding and which plant species should be introduced in and around the natural features. Refer to the Natural Habitat Buffer Zones Plan in the map pockets of this report for details. 1 1 4-2 OPTIONAL CONCRETE WING WALL (TYP.) AND PAD (END OF PAD TO MATCH END OF WING WALL) 1' \ \ (MIN.) 6" 1/4" PLATE, WELDED TO \ 6" 1/4" METAL PLATE METAL PLATE, WITH \ 51"x51" 3/8"x6" THREADED BOLT \ A B TO FASTEN METAL PLATE DOWN (TYP. OPP. SIDE) 7 7 a 3 STEEL CHANNEL FORMED INTO CONCRETE SIDES Ls 1 3'-6" I I 6" C 0 II I CINI I 3 �CENTERLINE OF FLOWI I \ u� ET PIPE 3 I CONTROL PLATE C I ° I I C W_ I _ _ _ _ _ _ _ N / 3/8"x6" BOLTS 12' O.C. 3 I TO HOLD HINGE IN PLACE ° `O PLATE4 (TYP. OPP.FROMGOF SIDE) 2' UP TYP. \-1/4" METAL PLATE J (F COVER OPENING LWELL SCREEN NO. 93 (FASTEN WITHBOLTS) 3/8"x6" (U.S. FILTER STAINLESS A B ��� BOLTS) D STEEL OR EQUAL) PLAN 1/4' PLATE, WELDED TOMETAL (NOTE PLATE ELEV. C METAL PLATE, WITH 3/8"x6" (NOTE 5) THREADED BOLT TO FASTEN ELEV. B METAL PLATE DOWN WELL SCREEN NO. 93 (U.S. FILTER STAINLESS STEEL OR EQUAL) FLOW CONTROL CONCRETE PAD WITH USE PLATE OF OPTIONAL WING WALLS 7 3. a I `/ CLR. 1 ELEV. A y '• *, /:T. °. mlDOWEL WITH USE OF CONCRETE PAD — i 3/8'x6" BOLTS 12' O.C. TO HOLD HINGE IN PLACE, 2 1/4" FROM EDGE OF METAL PLATE (TYP. OPP. SIDE) sPlu ELEV. 12" DIA RCP OUTLET PIPE 3 1/2" 3' CLR. x1 1/2" — KEY 3/8"x1" FLAT BAR HOLDING FRAME WELL SCREEN NO. 93 (U.S. FILTER STAINLESS STEEL OR EQUAL) STAINLESS STEEL ANCHOR BOLTS OR INTERMITTANT WELDS ON TOP AND SIDES WELL SCREEN SECTION A -A C#4 HOOP BAR 12" DIA. \ / CONCRETE PIPE C3' 4%47 I v SECTION D-D GENERAL NOTES 1. CONCRETE SHALL BE CLASS 8. MAY BE CAST —IN —PLACE OR PRECAST. 2. REINFORCING BARS SHALL BE EPDXY COATED AND DEFORMED, AND SHALL HAVE A MINIMUM 2' CLEARANCE. 3. STEPS SHALL BE PROVIDED WHEN VERTICAL DIMENSION EXCEEDS 3'-6' AND SHALL BE IN ACCORDANCE WITH AASHTO M 199. 4. ALL TRASH RACKS AND METAL PLATES SHALL BE MOUNTED USING STAINLESS STEEL HARDWARE AND PROVIDED WITH HINGED AND LOCKABLE OR BOLTABLE ACCESS PANELS. Wp (Wo+61 WATER QUALITY (WQ) HOLE (TYP.), SEE I ° : TABLE 0 o I 1/4" (MIN.) THICK STEEL FLOW CONTROL PLATE .a BOTTOM ROW Of STAINLESS STEEL HOLES TO BE AT ANCHOR BOLT (TYP.) INVERT OF PLATE FLOW CONTROL PLATE SECTION B-B LEGEND SECTION LINE A —A (ARROWS 02• L A POINT IN DIRECTION SECTION IS VIEWED) ABBREVIATIONS CLR. CLEARANCE TYP. TYPICAL DIA. DIAMETER Wo .WIDTH OF CONCRETE OPENING ELEV. ELEVATION Wp WIDTH OF PLATE INV. INVERT WQ WATER QUALITY DIAGONAL MAX. MAXIMUM Ls LENGTH OF STRUCTURE '.) MIN. MINIMUM Ws WIDTH OF STRUCTURE O.C. ON CENTER # NUMBER OPP. OPPOSITE ® AT 2" O.C. ELEV. A POND INV. 4901.90 'ELEV. B WQCU E 4904.23 ELEV. C 4904.23 SPILL ELEV. 4904,23 OwQ 12' MIN. 27.96 Ls 4.92' Ws 4.92' Wo 6" HOLE DIA. 0.97" WQ OF ROWS 7 OF COLUMNS 1 5.METAL PLATE SHALL BE STAINLESS STEEL, ALUMINUM, OR STEEL. STEEL METAL WATER QUALITY PLATE SHALL BE HOT DIP GALVANIZED AND MAY BE HOT POWDER PAINTED #4®12" AFTER GALVANIZING. OUTLET STRUCTURE 4012• #4016" DETAILS CITY OF FORT COLLINS UTILITIES POND D59 NORTHEAST SECTION C-C STORMWATER UTILITY P.O. BOX 580, FORT COLLINS, CO. 80522 DRAWN BY: T. COX DETAIL -J DATE DRAWN: 8/1505 (970) 221-6700 LAST DATE REVISED:111/7/06 D-46 CAD FILE NAME: D46.dwq i 1 1 1 1 1 1 1 1 1 SECTION 5 SOILS Natural Resources Conservation Service The overwhelming majority of the soils on the LDS Temple site are gradually sloping loams as classified by the Natural Resources Conservation Service. The middle and eastern areas of the site are classified as Fort Collins loams with I to 3 percent (symbol 35) and 3 to 5 percent (symbol 36) slopes. Portions of the north and south areas on the site, also include soils classified as Nunn Clay loam at slopes ranging from I to 3 percent (symbol 74). For purposes of hydrologic calculations, these soils fall under category D type soils. Refer to the next page for the soil survey map. 5-1 ai N V N P 1 —1 Y pu/pa�6a'I N e� u in u as y - ry ry q a •1 o y 0 c w Y w � Uul N C am— C A N P qyy m �m Ent s i LL G O .0 6 JO N 2-+in y > N O 0 j a Wy u C y C A C A T q W ' SECTION 6 ' EROSION CONTROL REPORT CURRENT SITE CONDITION ' The existing site encompasses 35.6 acres and was acquired by the Church of Jesus Christ of Latter Day Saints (LDS) in year 2011. It is bordered on the west by Timberline Avenue, on the north by Trilby road and on the south by a private drive (Rock Castle Lane). It is in the ' Northwest Quarter of Section 17, Township 6 North, Range 68 West of the 6th Principal Meridian. With the exception of one single family residence that will be demolished, the property is fallow cropland and is now covered in native grasses and sparse alfalfa, with an ' assortment of trees near the property lines of the two roadways. Because the one existing residence/driveway area is less than 0.3% of total site, the total site is considered vegetated. NATURE AND PURPOSE OF CONSTRUCTION ' The Church of Jesus Christ of Latter Day Saints (LDS) will construct a temple and related facilities on the northwest 15.7 acres of the site. The project will consist of a Temple structure, ' a Temple Presidents parsonage, a stand alone mechanical enclosure, maintenance/utility building, parking, drainage facilities, and utilities. There is one proposed road (Majestic Drive) that will encompass the south and east sides of the Temple site, connecting Timberline Road to Trilby ' Road. The main vehicular access to the site will occur. from two commercial style driveways that will loop through the parking lot that is situated south of the Temple. Various pedestrian walks also extend to the Temple and parking lot from all of the surrounding roads. ' Because of earthwork grading and stockpiling activities, approximately 31 acres of the 35.6 on - site acres sight will be disturbed. In addition, approximately 3.5 off -site acres will be disturbed on the north and west sides of the site and will involve on -site street connections to Trilby ' Road and road improvements to Timberline Road. All stormwater runoff will be to either: (1) along Timberline road to the Fossil Creek ' wetlands/open space area about 0.54 miles to the south which, in turn, flows to Fossil Creek Reservoir; or (2) to the Westchase Tract N detention pond which flows into Fossil Creek Reservoir, or (3) to the southeast corner of the site, then south through existing drainage ditches to the west end of Fossil Creek Reservoir located about 0.4 miles to the south of the ' site. Any water release from Fossil Creek Reservoir flows east under Interstate 25 and to irrigated cropland east of the interstate, eventually reaching the Poudre River which is located 1.4 miles east of Fossil Creek Reservoir. RAINFALL ERODIBILITY & EROSION SEDIMENT CONTROL METHODS ' Temporary and permanent erosion and sediment control measures will be required for the site. Initial grading operations will result in vegetation removal and transport of soils both on and off - site to achieve final subgrades. The work will expose significant portions of the site to erosion from precipitation and wind. As a result, temporary erosion and sediment control measures will ' be needed to minimize impact to adjacent properties during the initial grading, during infrastructure and utilities construction, and during vertical structure construction. ' This site will require a Fugitive Dust Control Permit. If dust becomes a problem during construction, the problem areas will be watered on an as needed basis. 6-1 1 Permanent erosion and sediment control measures will be provided to minimize longer term ' erosion and sediment transport, and to provide detention facilities with water quality enhancement. ' An Erosion Control Plan sheet is included in the Final Utility Plan drawings for this project showing the proposed erosion control measures for the following construction phases: ' I. Prior to construction and during grading, 2. During infrastructure and utility construction, 3. During individual structure construction, and 4. Final stabilization. The Erosion Control Plan will need to be referenced for all phases of construction and modified, if necessary, during construction to mitigate unanticipated erosion and sediment transport issues ' that may arise. The choices for erosion control are shown below in the following section. Non-stormwater discharges may occur during utilities installation. Soils boring information ' indicates fluctuating groundwater levels that may be encountered, requiring dewatering operations. If encountered, the required state'permits will be acquired, and any groundwater discharge will be routed to proposed on -site detention basins. Ultimate release of non- stormwater discharges from detention basins will be to the Timberline Road drainage swale or ' to the drainage way to the Westchase Tract N detention pond. Information regarding soils borings, groundwater levels and laboratory testing can be found in a ' report titled "Geotechnical Engineering Report, Fort Collins Temple Southeast of South Timberline Road and East Trilby Road, Fort Collins, Colorado" dated June'24, 2013, Terracon Project No. 201 15025, prepared by Terracon Consultants, Inc., Fort Collins, Colorado. ' STORMWATER MANAGEMENT CONTROLS (SWMC) Multiple best management practice (BMP) stormwater controls will be required for this project. ' The sequencing for both temporary and permanent erosion control is shown on the utility drawing's erosion control plan. Temporary controls include the following:. - Vehicle tracking control pad. Silt fencing to minimize downhill sediment transport on the east and south sides of the site, and around the topsoil stockpile area. _ Watering operations for dust abatement. ' Weighted coir wattles for curbside check dams. - Weighted coir wattles for curb inlets. - Staked coir wattles for area (drop) inlet controls. ' - Gravel berms at detention basin outlets. Concrete washout area. - Temporary erosion control mat. ' - Disturbed area seed mix (topsoil stockpile area). Permanent erosion controls include the following: - Turf reinforcing mat ' Revetment scour protection mat. 1 6-2 ' Landscape work (grass sod, vegetation, mulch, etc.) ' Sidewalks, curb & gutter, pavement. The Storm Water Management Plan (SWMP) Administrator will be responsible for directing the installation and maintenance of temporary and permanent erosion control facilities. In addition, ' the administrator will be responsible for preparing the necessary bi-weekly and/or storm occurrence and maintenance reports. The administrator for this project is: Name: ' Position/Title Address: ' Phone Number: Cell Phone Number. Email Address: ' The primary pollutant source from this project will be sediment and dust transport resulting from site development. There are no known contaminated soils on the site, and the SWMP Administrator will take the necessary actions to prevent any soils contamination from on -site equipment repair and servicing, routine maintenance activities, and materials storage ' (construction materials, pesticide, fertilizer, etc.). If soils become contaminated from on -site activities, the contaminated soils will be removed from the site and disposed of per city, county ' and state requirements. Asphalt and concrete plants are readily available in the Fort Collins area, and no dedicated asphalt or concrete batch plants will be located on the site. ' To minimize off -site sediment tracking, the locations for employee parking, portable toilets, worker trash disposal, construction materials staging, vehicle/equipment maintenance and refueling should be near the construction site entrance on Trilby Road. Construction of ' temporary gravel pads may be required to minimize sediment transport to Trilby Road. Special attention should be given to insure routine maintenance activities involving fertilizers, ' chemicals, detergents, fuels, soluble oils, etc., do not create pollution issues. Storage of these and similar items may require temporary shelters with pallets on raised pads and/or lined and bermed containment enclosures to minimize soils contamination issues. tSmall dumpsters will be used initially for on -site waste management. During vertical construction of buildings and related facilities, larger waste containers may be required. All containers should be placed in locations where minimal off -site sediment tracking by haul ' vehicles will occur. A local waste management company will be used to supply and. remove containers from the site. Placement of these containers will be determined or approved by the SWMP Administrator. ' Initial best management control measures will include installation of the vehicle tracking control pad and silt fencing before heavy equipment unloading and earthwork operations begin. The ' SWMP Administrator will insure sediment is not transferred to Trilby Road, and operations such as street sweeping and scraping activities may be required to insure Trilby Road is kept clean. 6-3 1 J ' During land disturbing activities, dust abatement and erosion and sediment controls will be ' implemented. All exposed soils are to be kept in a roughened condition by ripping or disking along land contours until temporary seeding, mulch, vegetation, or other permanent erosion control BMP's are installed. Installation of temporary drainage swales and wattles may be required during construction as a result of stockpiling soils, and the SWMP Administrator will ' assess potential dust, erosion and runoff conditions, taking the necessary measures to minimize the same. No soils in areas outside project street rights -of -way shall remain exposed by land disturbing activity for more than thirty (30) days before required temporary or permanent erosion control (seed/mulch, landscaping, etc.) is installed, unless otherwise approved by the ' City of Fort Collins. ' A concrete washout pit will be constructed near the site entrance after overlot grading work is complete or before any concrete placement operations occur. Completion of detention basin grading and outlet structures will require the installation of turf reinforcing mats and revetment scour protection mat. ' Installation of building foundations and subsurface utilities including storm sewers will require installation of inlet protecting wattles. If dewatering operations are required, piping and/or ' drainage swales will be installed to direct pumped waters to stormwater detention basins. Curbside check dams will be installed after curb & gutter and pavement installation occurs. The SWMP Administrator will inspect temporary erosion control BMP's every two weeks or after storm events to determine if maintenance, repair or replacement work is required. Examples where maintenance work is required include silted in detention basins and gravel ' berms, torn, leaning, or silted -in silt fences, torn or silted -in wattles, and excessive erosion in drainage swales. All BMP facilities should be maintained and repaired so that they will function as required. After permanent landscaping and BMP's are installed and become functional, temporary BMP's will be removed as directed by the SWMP Administrator. ' DRYLAND VEGETATION The above mentioned Terracon Geotechnical Engineering report showed the following typical ' site soils profile: Topsoil: top ''/zfoot ' Lean clay with sand to sandy silty clay: from '/Z foot to about 23 to 27 feet Weathered claystone bedrock: from 27 feet to 21.5 feet or to max. explored depth. Claystone bedrock: to max. explored depth of about 40.5 feet. ' Landscape drawings prepared for site work call for topsoil to be removed and stockpiled during earthwork operations. The topsoil will be used in place of a soil amendment. ' Temporary seeding of disturbed areas shall consist of the following or approved equal: Seed Mix for Clay Soils (29lbs/Acre) ' (48%) Buffalograss (10%) Sideoats Grama (Vaughn) 1 6-4 G ' (4%) Blue Grama (Hachita) ' (27%) Western Wheatgrass (Arriba) (4%)'Alkali Sacaton (7%) Inland Saltgrass ' Final site sodding, seeding, vegetation, and mulch requirements for specific site areas are shown in the landscape drawings for this project. Those drawings show mulch to be decorative gravels to a three inch depth. The utility drawings erosion control plan shows locations for drainage ' swales, detention basins with turf reinforcing mats, and scour protection mats to minimize erosion and promote vegetation growth. t I DETAILED SEQUENCE OF CONSTRUCTION ACTIVITIES As mentioned above, a detailed sequence of land disturbing activity erosion control measures is provided on the utility drawings erosions control plan. The plan shows the construction phases and the erosion control measures required for each phase. EROSION CONTROL SECURITY CALCULATIONS Erosion control costs for the site are provided below. The city requires the higher of an itemized estimate times a 1.5 factor, or an alternate based on $900.00 per acres times a 1.5 factor. Description Quantity Unit Unit Price Total Price Concrete Washout Area I Each 600 600 Coir Wattles 1,020 Feet 3 3,060 Silt Fence 3,100 Feet 3 9,300 Gravel Filter Dam 70 Feet 20 1,400 Surface Roughening 25 Acres 200 j 5,000 Vehicle Tracking Control I Each 900 900 Seeding & Mulching 30 Acres 500 15,000 Erosion Control Fabric SC 150/250Crosion 3,745 Sq. Yards 4 14,980 Erosion control Fabric P550 474 Sq. Yards 9 4,266 Erosion Control Mat ShoreMax w/SC250 786 Sq. Yards 85 66,810 Total 121,316 Total x 1.5 181,974 Alternate Cost Est 37 Acres 900 33,300 Alternate cost Estimate x 1.5 49,950 Greater of the two = $181,974. 6-5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 References I. Final Drainage Report for Westchase P.U.D. Final Approved Report 4/6/01 2. Westchase P.U.D. Construction Plans P.E. Stamped 1/30/01 3. Urban Drainage and Flood Control District Manual With amendments unique to Fort Collins adopted December 2011 4. Natural Resources Conservation Service Web Soil Survey S. Natural Habitat Buffer Zones Mitigation & Monitoring Plan LDS Property Larimer County, Colorado Design Software I. Tensar / North American Green Erosion Control Materials Design Software 2. Flowmaster 3. StormCAD M. APPENDIX I L I 1 1 1 t f STANDARD OPERATING PROCEDURES (SOPS) Fort Collins Colorado Temple, Fort Collins, CO ' A. Purpose In order for physical stormwater Best Management Practices (BMPs) to be effective, proper maintenance is essential. Maintenance includes both routinely scheduled activities, as well as ' non -routine repairs that may be required after large storms, or as a result of other unforeseen problems. Standard Operating Procedures (SOPS) should clearly identify BMP maintenance responsibility. BMP maintenance is typically the responsibility of the entity owning the BMP. ' Identifying who is responsible for maintenance of BMPs and ensuring that an adequate budget is allocated for maintenance is critical to the long-term success of BMPs. Maintenance responsibility may be assigned either publicly or privately. For this project, the privately owned ' BMPs shown in Section B below are to be maintained by the property owner, homeowner's association (HOA), or property manager. ' B. Site -Specific SOPS The following stormwater facilities contained within the Fort Collins Colorado Temple project are subject to SOP requirements: A ' - Detention Basins - Wetland Areas ' - Drainage Swale ' The location of said facilities can be found on the Erosion Control Plan for the Fort Collins Colorado Temple. Site specific features are listed below: Detention Basin ' Northeast Pond Southwest Pond Inspection and maintenance procedures and frequencies, specific maintenance requirements ' and activities, as well as BMP-specific constraints and considerations shall follow the guidelines outlined in Volume 3 of the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual. 1 Page 1 of 3 rlatantinn Racin Mainfananr_a Plan Required Action Maintenance Objective Frequency of Action Lawn mowing and Lawn care Occasional mowing to limit unwanted Routine — Depending on aesthetic vegetation. Maintain irrigated turf requirements. grass as 2 to 4 inches tall and .nonirrigated native turf grasses at 4 to 6 inches. Address odor, insects, and Nonroutine — Handle as Nuisance control overgrowth issues associated with necessary per inspection or local stagnant or standing water in the complaints. bottom zone. Debris and Litter removal Remove debris and litter from the Routine — Including just before annual entire pond to minimize outlet clogging storm seasons (that is, April and May), and improve aesthetics. end of storm season after leaves have fallen, and following significant rainfall events. Erosion and sediment Repair and revegetate eroded areas in Nonroutine — Periodic and repair Control the basin and channels. as necessary based on inspection. Sediment removal Remove accumulated sediment from Nonroutine — Performed when the bottom of the basin. sediment accumulation occupies 20 percent of the WQCV. This may vary considerably, but expect to do this every 10 to 20 years, as necessary per inspection if no construction activities take place in the tributary watershed. More often if they do. Structural Repair pond inlets, outlets, forebays, Nonroutine — Repair as needed low flow channel liners, and energy based on regular inspections. dissipators whenever damage is discovered. Inspections Inspect basins to insure that the basin Routine — Annual inspection of continues to function as initially hydraulic and structural facilities. Also intended. Examine the outlet for check for obvious problems during clogging, erosion, slumping, excessive routine maintenance visits, especially sedimentation levels, overgrowth, for plugging of outlets. embankment and spillway integrity and damage to any structural element. U4rncc . 1 inari `wain nnnintannnca Plan Required Action Maintenance Objective Frequency of Action Lawn mowing and Lawn care Maintain irrigated grass at 2 to 4 Routine — As needed. inches tall and nonirrigated native grass at 6 to 8 inches tall. Collect cuttings and dispose of them offsite or use a mulching mower. Debris and Litter removal Keep the area clean for aesthetic Routine — As needed by inspection, reasons, which also reduces floatables but no less than two times per year being flushed downstream. Inspections Check the grass for uniformity of Routine — Annual inspection is cover, sediment accumulation in the suggested. swale, and near culverts. Sediment removal Remove accumulated sediment near Routine — As needed by inspection. culverts and in channels to maintain Estimate the need to remove sediment flow capacity. Replace the grass areas from 3 to 10 percent of total length per damaged in the process. year, as determined by annual inspection. Grass reseeding and Maintain a healthy dense grass in Nonroutine — As needed by annual Mulching channel and side slope. inspection. Page 2 of 3 Watinnrl Mnintananra Plan Required Action Maintenance Objective Frequency of Action Lawn mowing and Lawn care Mow occasionally to limit unwanted Routine — Depending on aesthetic vegetation. Maintain irrigated turf requirements. grass at 2 to 4 inches tall and nonirrigated native turf grasses at 4 to 6 inches. Debris and Litter removal Remove debris and litter from entire Routine — Including just before pond to minimize outlet clogging and annual storm seasons (that is, in aesthetics. Include removal of April and May) and following floatable material from the pond's significant rainfall events. surface. Inspections Observe inlet and outlet works for Routine — At least once a year, operability. Verify the structural preferably once during one rainfall integrity of all structural elements, event resulting in runoff. slopes, and embankments. Sediment removal Remove accumulated sediment and Nonroutine — Every 10 to 20 years muck along with much of the wetland as needed by inspection if no growth. Re-establish growth zone construction activities take place in depths and spatial distribution. the tributary watershed. More often if Revegetate with original wetland they do. species. Aquatic plant harvesting Cut and remove unwanted plants growing in wetland (such as cattails) to Nonroutine until further evidence indicates such action would provide remove nutrients permanently with significant nutrient removal. In the manual work or specialized machinery. meantime, perform this task once every 5 years or less frequently as needed to clean the wetland zone out. r:rncc / Caarliari Araac Maintananra Plan Required Action Maintenance Objective Frequency of Action Lawn mowing and Lawn care Maintain irrigated grass at 2 to 4 Routine — As needed or inches tall and nonirrigated native recommended by inspection. grass at 6 to 8 inches tall. Collect cuttings and dispose of them offsite or use a mulching mower. Debris and Litter removal Remove litter and debris to prevent Routine — As needed by inspection. gully development, enhance aesthetics, and prevent floatables from being washed offsite. Inspections Inspect irrigation, turf grass density, Annually and after each major storm flow distribution, gully development, (that is, larger than 0.75 inches in and traces of pedestrian or vehicular precipitation). traffic and request repairs as needed. Lawn care Use the minimum amount of Routine — As needed. biodegradable, nontoxic fertilizers and herbicides needed to maintain dense grass cover, free of weeds. Reseed and patch damaged areas. Irrigation Adjust the timing sequence and water As needed. cover to maintain the required minimum soil moisture for dense grass growth. Do not overwater. Page 3 of 3 No Text sip r N 3 2 No Text Detention Basin Maintenance Plan E 1 [_I r 1 t [1 1 L t Required Action Maintenance Objective Frequency of Action Lawn mowing and Lawn care Occasional mowing to limit unwanted Routine — Depending on aesthetic vegetation. Maintain irrigated turf requirements. grass as 2 to 4 inches tall and nonirrigated native turf grasses at 4 to 6 inches. Address odor, insects, and Nonroutine — Handle as Nuisance control overgrowth issues associated with necessary per inspection or local stagnant or standing water in the complaints. bottom zone. Debris and Litter removal Remove debris and litter from the Routine — Including just before annual entire pond to minimize outlet clogging storm seasons (that is, April and May), and improve aesthetics. end of storm season after leaves have fallen, and following significant rainfall events. Erosion and sediment Repair and revegetate eroded areas in Nonroutine — Periodic and repair Control the basin and channels. as necessary based on inspection. Sediment removal Remove accumulated sediment from Nonroutine — Performed when the bottom of the basin. sediment accumulation occupies 20 percent of the WQCV. This may vary considerably, but expect to do this every 10 to 20 years, as necessary per inspection if no construction activities take place in the tributary watershed. More often if they do. Structural Repair pond inlets, outlets, forebays, Nonroutine — Repair as needed low flow channel liners, and energy based on regular inspections. dissipators whenever damage is discovered. Inspections Inspect basins to insure that the basin Routine — Annual inspection of continues to function as initially hydraulic and structural facilities. Also intended. Examine the outlet for check for obvious problems during clogging, erosion, slumping, excessive routine maintenance visits, especially sedimentation levels, overgrowth, for plugging of outlets. embankment and spillway integrity and damage to any structural element. Grass - Lined Swale Maintenance Plan Required Action Maintenance Objective Frequency of Action Lawn mowing and Lawn care Maintain irrigated grass at 2 to 4 Routine — As needed. inches tall and nonirrigated native grass at 6 to 8 inches tall. Collect cuttings and dispose of them offsite or use a mulching mower. Debris and Litter removal Keep the area clean for aesthetic Routine — As needed by inspection, reasons, which also reduces floatables but no less than two times per year being flushed downstream. Inspections Check the grass for uniformity of Routine — Annual inspection is cover, sediment accumulation in the suggested. swale, and near culverts. Sediment removal Remove accumulated sediment near Routine — As needed by inspection. culverts and in channels to maintain Estimate the need to remove sediment flow capacity. Replace the grass areas from 3 to 10 percent of total length per damaged in the process. year, as determined by annual inspection. Grass reseeding and Maintain a healthy dense grass in Nonroutine — As needed by annual Mulching channel and side slope. inspection. Page 2 of 3 Wetland Maintenance Plan 11 1 1 1 1 I 1 1 I t Required Action Maintenance Objective Frequency of Action Lawn mowing and Lawn care Mow occasionally to limit unwanted Routine — Depending on aesthetic vegetation. Maintain irrigated turf requirements. grass at 2 to 4 inches tall and nonirrigated native turf grasses at 4 to 6 inches. Debris and Litter removal Remove debris and litter from entire Routine— Including just before pond to minimize outlet clogging and annual storm seasons (that is, in aesthetics. Include removal of April and May) and following Floatable material from the pond's significant rainfall events. surface. Inspections Observe inlet and outlet works for Routine — At least once a year, operability. Verify the structural preferably once during one rainfall integrity of all structural elements, event resulting in runoff. slopes, and embankments. Sediment removal Remove accumulated sediment and Nonroutine — Every 10 to 20 years muck along with much of the wetland as needed by inspection if no growth. Re-establish growth zone construction activities take place in depths and spatial distribution. the tributary watershed. More often if Revegetate with original wetland they do. species. Aquatic plant harvesting Cut and remove unwanted plants growing in wetland (such as cattails) to Nonroutine until further evidence indicates such action would provide remove nutrients permanently with significant nutrient removal. In the manual work or specialized machinery. meantime, perform this task once every 5 years or less frequently as needed to clean the wetland zone out. Grass / Seeded Areas Maintenance Plan Required Action Maintenance Objective Frequency of Action Lawn mowing and Lawn care Maintain irrigated grass at 2 to 4 Routine — As needed or inches tall and nonirrigated native recommended by inspection. grass at 6 to 8 inches tall. Collect cuttings and dispose of them offsite or use a mulching mower. Debris and Litter removal Remove litter and debris to prevent Routine — As needed by inspection. gully development, enhance aesthetics, and prevent floatables from being washed offsite. Inspections Inspect irrigation, turf grass density, Annually and after each major storm flow distribution, gully development, (that is, larger than 0.75 inches in and traces of pedestrian or vehicular precipitation). traffic and request repairs as needed. Lawn care Use the minimum amount of Routine — As needed. biodegradable, nontoxic fertilizers and herbicides needed to maintain dense grass cover, free of weeds. Reseed and patch damaged areas. Irrigation Adjust the timing sequence and water As needed. cover to maintain the required minimum soil moisture for dense grass growth. Do not overwater. Page 3 of 3 I I I 7 RCPTN 8 2D.01049151 06/20/2001 16:0 :00 R PAGES - B FEE M.ROARNERRM RRMRnRR. LARIMBR COUNTY CO STATE DOC,FEE - t f... Zitis Exclusive Drainage Easement Agreement is entered into this day of ' 2001, by and between WESTCHASE PROPERTIES, LLC, a Colorado limited Liability Company, and WESTGHASE CONINRMITY ASSOCIAMON, a. Colorado Nor or-Frfl$t Association, hereinafter referred to as "Grantors", and WAYNE B. LEISU KOW, hereinafter referred to as "Grantee'. Grantors are collectively the owners of the Parcel described on Exhibit 1 (the Receiving Parcel). 1. Grant of Basement For good and valuable consideration, Grantors have granted do hereby grant and convey to the Grantee for.the benefit of and conveyed and by these presents boss 1, 2, 3 and 4 of the Leistikow MRD, S-21-92, County of Lorimer, State f1C loradad�in he. Discharging Parcel) (as presently undeveloped or as a developed property), easement through Tract N as shown on the Plat of Westchase BUD (the Plat), for the undeveloped and developed flows of drainage waters (including irrigation iailwater) over, under and across the easement area diagramed on Exhibit 2 (flows shall be through an open Swale or pipe as determined by Grantors and to be constructed at Grantors' sole expense) from the Discharging Parcel to the detention pond located in the southeast comer of Grantors' property. The point of discharge for the Discharging Parcel is located at the existing Swale at the northeast _ corner of Grantee's Parcel. Discharge from the Discharging Parcel, developed or undeveloped, shall not exceed the flows as described in the Final Drainage Report for Westcbase PVD dated December 14, 2000, prepared by David EYans and Associates, Inc., provided the Discharging Parcel's developed flow shall not be less than the 'historical undeveloped flows plus the . developed flows from the Discharging Parcel developed to a density not to exceed eighty (80) dwelling units. 2. Repairs. Notwithstanding and in addition to .the foregoing, the owner of the Discharging Parcel shall have a right of access to the aforesaid easements area and detention pond, located on the Receiving Parcel at all times. The Grantors agree to maintain the easement area to accommodate historic undeveloped drainage From the Discharging Parcel. If and when the Discharging Parcel is .developed the Grantors shall construct and maintain such additional drainage improvements within the easement area as may be necessary or desirable to accommodate drainage discharge from the Discharging Parcel as developed. If the Grantors fail to perform necessary maintenance within fifteen (15) days after written notice and demand from the Grantee, Grantee shall have the right to maintain or repair the drainage facility located on the Receiving parcel. In such event, the Grantors shall be liable to Grantee for reimbursement of all reasonable costs incurred by the Grantee in maintaining or repairing the drainage facility. In the event the Grantee should damage or obstruct the drainage facilities, the Grantee shall be liable for the cost of any repairs or work performed to remove such obstruction or repair such damage and shall immediately reimburse the Grantors therefore. Such reimbursement.shall be made within forty-five (45) days after written notice and demand. Any sums due not timely paid shall accrue Security Title Any 6 40 t L 4 m IUap -OIL 46' No Text �II _J ' SECTION 3. HYDROLOGY STANDARDS 3.1 General Design Storms ' All drainage systems have to take into consideration two separate and distinct drainage problems. The first is the initial storm which occurs at fairly regular intervals, usual'_v based on the two to ten-year storm, depending on land use. The second is the major storm which is usually based on an infrequent storm, such as the 100-year storm. In some instances the major storm routing will not be the same, as the initial storm. In this case, a complete set of drainage plans shall be submitted for each storm system. ' 3.1.1 Initial Storm Provisions As stated before, the initial storm shall be based on the two to ten-year storm. The objectives of such drainage system planning are to minimize inconvenience, ' to protect against recurring minor damage and to reduce maintenance costs in order to create an orderly drainage system at a reasonable cost for the urban resident. The initial storm drainage system may include such facilities as curb and gutter, storm sewer and open drainageways, and detention facilities. ' 3.1.2 Major Storm Provisions The major storm shall be considered the 100-year storm.. The objectives of the major storm planning are to eliminate substantial property damage or loss of life. Major drainage systems may include storm sewers, open drainageways, and ' detention facilities. The correlation between the initial and major storm system shall be analyzed to insure a well coordinated drainage system. 3.1.3 Storm Frequency ' The initial and major storm design frequencies shall not be less than those found in the following table: ' Table 3-1 DESIGN STORM FREQUENCIES Design Storm Return Period ' Land Use or Zoningt Initial Storm Major Storm Residential: (RE,RL,RLP,RP,ML,RM,RMP, RLM,MM,RH).............................. 2-year 100-year Business: (BG,BL,BP,HB,C,IL,IP,IG)................. 10-year 100-year Public Building Areas ...................... 10-year 100-year Parks, Greenbelts, etc ...................... 2-year 100-year ' Open Channels 6 Drainageways -- 100-year Detention Facilities -- 100-year ' HSee Table 3-2 for zoning definitions 3.1.4 Rainfall Intensities The rainfall intensities to be used in the computation of runoff shall be ' obtained from the Rainfall Intensity Duration Curves for the City of Fort Collins, included in these specifications as Figure 3.1. ' 3.1.5 Runoff Computations Storm Runoff computations for both the initial and major storm shall comply with the criteria set forth in Section 3.2 "Analysis Methodology." All runoff calculations made in the design of both initial and major drainage systems shall ' be included with the storm drainage plans in the form of a Drainage Report. Reoorts submitted for approval should have a typed narrative with computations and maps in a legible form. 1 May 1984 Design Criteria Revised January 1997 ' 3-1 0 0 0 I I• m N m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (jglui) Al!sualul A 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) , Figure 3-1a Duration (minutes) 2-vear Intensity in/hr 10-year Intensity in/hr I 100-year I Intensity in/hr 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 i 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 Chapter 3 Calculating the WQCV and Volume Reduction 3.0 Calculation of the WQCV The first step in estimating the magnitude of runoff from a site is to estimate the site's total ' imperviousness. The total imperviousness of a site is the weighted average of individual areas of like imperviousness. For instance, according to Table RO-3 in the Runoff chapter of Volume I of this manual, paved streets (and parking lots) have an imperviousness of 100%; drives, walks and roofs have an imperviousness of 90%; and lawn areas have an imperviousness of 0%. The total imperviousness of a site can be determined taking an area -weighted average of all of the impervious and pervious areas. When measures are implemented minimize directly connected impervious area (MDCIA), the imperviousness ' used to calculate the WQCV is the "effective imperviousness." Sections 4 and 5 of this chapter provide guidance and examples for calculating effective imperviousness and adjusting the WQCV to reflect decreases in effective imperviousness. ' The WQCV is calculated as a function of imperviousness and BMP drain time using Equation 3-I, and as shown in Figure 3-2: ' WQCV = a(0.91P — 1.19P + 0.781) Equation 3-1 Where: ' WQCV = Water Quality Capture Volume (watershed inches) a = Coefficient corresponding to WQCV drain time (Table 3-2) ' I = Imperviousness (%) (see Figures 3-3 through 3-5 [single family land use] and /or the Runoff chapter of Volume ](other typical land uses]) ' Table 3-2. Drain Time Coefficients for WQCV Calculations ' Drain Time hrs Coefficient, a 12 hours 0.8 24 hours 0.9 40 hours 1.0 Figure 3-2, which illustrates the relationship between imperviousness and WQCV for various drain times, is appropriate for use in Colorado's high plains near the foothills. For other portions of Colorado or United States, the WQCV obtained from this figure can be adjusted using the following relationships: '. WQCV — d WQCVI Equation 3-2 other — 6 ( 0.43 / ' Where: WQCV = WQCV calculated using Equation 3-1 or Figure 3-2 (watershed inches) tWQCVo,hr, = WQCV Denver (watershed inches) outside of region d6 = depth of average runoff producing storm from Figure 3-1 (watershed inches) November 2010 Urban Drainage and Flood Control District 3-5 ' Urban Storm Drainage Criteria Manual Volume 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 the WQCV and Volume Reduction Chapter 3 Once the WQCV in watershed inches is found from Figure 3-2 or using Equation 3-1 and/or 3-2, the required BMP storage volume in acre-feet can be calculated as follows: r WQCVI V — \ 12 / A Equation 3-3 Where I = required storage volume (acre-ft) A = tributary catchment area upstream (acres) WQCV = Water Quality Capture Volume (watershed inches) 0.500 0.450 0.400 t c 0.350 0.300 N 0.250 2� 0.200 c 0.150 U Ci 0.100 0.050 0 WA e / / --�.. .. 1: 0 0.1 0.2 0.3 0.4 0.5 0.6 U 0.8 0.9 1 Total Imperviousness Ratio (i = la/100) Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time 3-6 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt ...................................... 0.95 Concrete ..................................... 0.95 Gravel....................................... 0.50 Roofs.......................................... 0.95 Lawns, Sandy Soil: Flat<2%..................................... 0.10 Average 2 to 7%.............................. 0.15 Steep>7%.................................... 0.20 Lawns, Heavy Soil: Flat<2%..................................... 0.20 Average 2 to 7%.............................. 0.25 Steep>7$..................................... 0.35 3.1.-7 Time of Concentration In order to use the Rainfall Intensity Duration Curve, the time of concentration must be known. The time of concentration, T„ represents the time for water to flow from the most remote part of the drainage basin under consideration to the design point under consideration. The time of concentration can be represented by the following equation. T� = t,,, + t, Where: T, = Time of Concentration, minutes t„ = overland flow time, minutes t,= travel time in the gutter, Swale, or storm sewer, minutes The overland flow time, t,,, ,can be determined either by the following equation or the "Overland Time of Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (See Figure 3-2). zs7p.1.CC )d l2 Tav= Sl/3 Where: T,,.= Overland Flow Time of Concentration, minutes S = Slope, % C = Rational Method Runoff Coefficient D = Length of Overland Flow, feet (500' maximum) Ct = Frequency Adjustment Factor The travel time, t„ in the gutter, Swale, or storm sewer can be estimated with the help of Figure 3-3. 3.1.8 Adjustment for Infrequent Storms The preceding variables are based on the initial storm, that is, the two to ten ' year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of the lessening amount of infiltration, depression retention, and other losses that have a proportionally smaller effect or. storm runoff. ' These frequency adjustment factors are found in Table 3-4. ' May 1984 Design Criteria Revised January 1997 ' 3-5 1 1 1. 1 1 1 1 1 1 1 1 1 1. 1` 1 DRAINAGE CRITERIA MANUAL 50 30 F- 20 z W Ul li 10 z _ 4 W CL O 5 W y c 3 O U 2 C W 1-- Q E 1 5 .1 Figure 3-3 RLtiOFF I l IIIII I I I to L 4. T y U e A a I I I I �' 1 ¢• W h I I I ? I I� I c• a` ?I e Q It, �1 t I`awl`v�17 C 4 yT C Q' I 1 I I 1 I I I I I I I 11 1 I 1 I I I I I I I I I I I I I I I I I I II I I I I I I I ( I I I I I 2 .3 .5 1 1 1,1i 2 3 5 10 20 VELOCITY IN FEET PER SECOND ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE:: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975, 5-1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT Table 3-4 ' RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS Storm Return Period Frequency Factor ' (vears) C, 2 to 10 1.00 11 to 25 1.10 ' 26 to 50 1.20 51 to 100 1.25 Note: The product of C times C, shall not exceed 1.00 ' 3.2 Analysis Methodology The methods presented in this section for use in the determination of runoff at specific design points in the drainage system are currently under review by the t Stormwater Utility. Until detailed criteria for hydrologic modeling are developed, the accepted methods for hydrologic analysis are (1) the Rational Method and (2) UDSWM2- PC. The Stormwater Utility shall determine circumstances requiring computer modeling with UDSWM2-PC. Early contact with the Stormwater Utility is encouraged for the ' determination of the appropriate method. Where applicable, drainage systems proposed for construction should provide the minimum protection as determined by the methodology so mentioned above. ' 3.2.1 Rational Method The Rational Method is recommended only for sites less than 5 acres. The runoff may be calculated by the Rational Method, which is essentially the following ' equation: Q = C,CIA Where Q = Flow Quantity, cfs A = Total Area of Basin, acres C,= Storm Frequency Adjustment Factor (See Section 3.1.8) C = Runoff Coefficient (See Section 3.1.6) I = Rainfall Intensitv, inches per hour (See Section 3.1.4) ' . 3.2.2 UDSWM2-PC For circumstances requiring computer modeling, the design storm hydrographs ' shall be determined using UDSWM2-PC. Basin and conveyance element parameters shall be developed from the physical characteristics of the development. Refer to the UDSWM2-PC User's Manual' for modeling methodology and development. ' 'Urban Drainage and Flood control District, March 1985 3.2.2.1 Surface Storage and Infiltration ' Table 3-5 gives those values for surface storage for pervious and impervious surfaces. Table 3-6 gives the infiltration rates to be used with UDSWM2-PC. Table 3-5 VALUES FOR SURFACE STORAGE (All Values in Inches) (For Use with UDSWM2-PC) Impervious Areas .................. Pervious Areas .................... May 1984 Revised January 1997 100 300 Design Criteria 7 1 3-6 a CIT�OF FORT C'OL a1NS A `, FLOODPLA�IN'REVIEW CHE_C.KLIST . dt, r y �r ^,t;4 F' r L R� `b 5 2 A q F nT , �15•�SA22a�3it'-��cfb� City of Fort Collins Floodplain Review Checklist ' 50% Development Review Submittals Instructions: Complete this checklist by marking all boxes that have been adequately completed. Put an "NA" next to any items that are not applicable to this particular ' submittal. Any boxes that are left blank and do not have an "NA" marked next to them are considered incomplete. ' Date of Review: //-7—I Z Reviewer's Name: TM s\�o PF Plat Map The following required items are on the plat: 100-year floodplain boundary City FEMA FA(Z O1-F-� lTE 141AFloodway boundary A City t �T` FEMA 5/ The benchmark number and elevation of benchmark ' A/C These items match the FIRM. (FEMA Basin) NIAIN These items match the Master Plan. (City Basin) Vr The benchmark number and elevation match with those published in the City of Fort Collins benchmark system. Site Plan The following required items are on the site plan: ' &(/A 100-year floodplain boundary- FEMA and City Nfih 500-year floodplain boundary (if proposed structure is a "critical facility" and a 500-year floodplain is mapped) Floodway boundary ' 14AN Erosion buffer zones Restriction related to use (i.e. critical facility or no residential use of lower tfloor if floodproofed mixed -use structure) Drainage and/or Grading Plan (or a separate Floodplain Sheet if it is too cluttered on ' Drainage and Grading Plan) The following required items are on the drainage and/or grading plan: rAj. OFF-6"L ft 100-year floodplain boundary- FEMA and City ' N/A 500-year floodplain boundary (if proposed structure is a "critical facility" and a 500-year floodplain is mapped) NfA Floodway boundary AAA Erosion buffer zones K A Cross-section locations ' r - ABFE lines j4 ✓q Regulatory Flood Protection Elevation for individual lots or groups of lots ' if structures are to be built in the floodplain. (4/A The floodplain and floodway boundaries are in the correct location and labeled ' properly. HA The cross-section and BFE lines are in the correct location and labeled properly. ' A A Elevations are referred to the appropriate datum: " FEMA basins — list in both NGVD 29 and NAVD 88 µ/A City basins — list only in NGVD 29 Floodway regulations have been met. N/4 No fill in the floodway unless a hydraulic analysis shows "no -rise". N/A No manufactured homes, except in an existing park, can be placed in the floodway. ❑ No changing a nonconforming non-residential or mixed use structure to a t residential structure. ❑ Landscaping meets requirements for no encroachment in the floodway without a hydraulic analysis to show "no -rise". No storage of materials or equipment. / — Critical facilities regulations have been met: tq� 100 year — No life safety, emergency response, or hazardous material critical facilities ' PI/Q 500 year Poudre — No life safety or emergency response critical facilities t AIA Any items in the floodway that can float (Example: picnic tables, bike racks, etc.) are being noted as anchored. t44 Erosion Buffer Zone requirements have been met: ' A/4 Design of any allowed development minimizes disturbance to channel bed and banks. No structures allowed. No additions to existing structures allowed. NSA Any fencing is split -rail design and break -away, but cabled. Must be oriented parallel to general flow direction. A/ A No detention or water quality ponds. ' (4,?4 No bike or pedestrian paths or trails except as required to cross streams or waterways. toRoad, bicycle and pedestrian bridges must span erosion buffer zone. ' tVANofill. No outdoor storage of non-residential materials or equipment. r 11 i f /P% No driveways or parking areas. No irrigated vegetation and non-native trees, grasses, or shrubs. 1 _ to No utilities except as necessary to cross streams or waterways. µ%A No grading or excavation except as required for permitted activities in erosion buffer zone. A No construction traffic except as required for permitted activities in erosion buffer zone. 1 KM Any construction in the erosion buffer zone shows that it will not impact the channel stability. 1 AIA Any necessary floodplain modeling has been submitted and approved. All modeling must follow the City's floodplain modeling guidelines. Special Poudre River Regulations 1 /A Poudre River Floodway Regulations have been met. No construction of new residential, non-residential or mixed -use structures. N�¢F No redevelopment of residential, non-residential or mixed -use structures. ►�/� No additions to residential, non-residential or mixed -use structures. ' 14A No fill unless hydraulic analysis shows "no -rise". Poudre ver floodplain regulations have been met HAR No construction of new residential or mixed -use structures 1 N/A No additions to residential structures MI% No additions to mixed -use structures if there is an expansion in the residential -use area of the structure. 1 SM No floatable materials on non-residential sites Information Related to Structures in the Floodplain r NJA1 The regulatory flood protection elevation shown on the plans is at least 2 ft above the BFE for the Poudre River and at least 18" above the BFE for new development and redevelopment, 6" above the BFE for additions, substantial improvement and 1 accessory structures for all other floodplains. A note is on the plans that the lowest floor (including basement or crawl space) and HVAC will be required to be elevated above the regulatory flood protection elevation. Non-residential structures can be floodproofed instead of elevated to the regulatory flood protection elevation. 1 A typical drawing detail is included for each foundation type proposed (slab -on - grade, basement, crawl space) showing the elevation of the HVAC and lowest floor ' elevation (which includes bottom of the basement or crawl space) relative to the BFE. N/4 If garages are not going to be elevated to the regulatory flood protection elevation, ' then a note is included stating the following requirements: WA There shall be 1 square inch of venting for every I square foot of enclosed area. A The bottom of the venting shall not be higher than 1 foot above grade. c1 A The venting shall be on at least two sides, preferably on upstream and ��'downstream sides. (Does not have to be divided equally). ' 11/A For manufactured homes, a note is included stating that all submittal requirements on ' separate sheet titled "Installation of a Mobile Home Located in a Floodplain: Submittal Requirements" shall be met. t41A A note is on the plans stating that a floodplain use permit will be required for each structure and each site construction element (detention ponds, bike paths, parking lots, utilities, etc.) in the floodplain. ' OIA A note is on the plans stating that a FEMA elevation or floodproofing certificate will be completed and approved before the CO is issued for any structures in the ' floodplain. This is required even if property is only in a City floodplain. Drainage Report t N/A The site is described as being in the floodplain. Floodplain name and if the floodplain is a FEMA or City -designated is described. Any floodway or erosion buffer zones on the site are described. The FEMA FIRM panel # and date and/or the Master Plan information is cited. 1. t4/A A copy of the FIRM panel with the site location marked is included in the report. If a floodplain modeling report has been submitted, that report is referenced. The ' reason for the floodplain modeling report is described. �IA If a FEMA CLOMR or LOMR is going to be needed, the reason for the CLOMR or ' LOMR is described. (4A If a FEMA LOMR is required after construction, this is stated in the report. ' K/A The location of the structures relative to the floodplain is described. If there is both a . FEMA and a City floodplain on the site, the location of the structures relative to both is described. 1 1 4/A The use of the structures is described. This is to determine if the structure is residential, non-residential, or mixed -use. Also, structures in all 100- year and Poudre ' River 500-year floodplains cannot be used as a critical facility. (See Chapter 10 of City Code for definitions.) ' The report describes how the development will be in compliance with the applicable floodplain regulations (Chapter 10 of City Code). (Examples: elevation of lowest ' floor above regulatory flood protection elevation, floodproofing, floodway regulations, erosion buffer zone regulations, no -rise, etc.) N!A The type of foundation construction for the structures (i.e. slab -on -grade, crawl space, ' basement, etc.) is discussed in the report. (� The type of foundation matches with the details shown on the grading plan. tThe report states that the lowest floor (including basement or crawl space) and HVAC will be required to be elevated above the regulatory flood protection elevation. Non- residential structures can be floodproofed instead of elevated to the regulatory flood protection elevation. If garages are not going to be elevated to the regulatory flood protection elevation, ' then a note is included stating the following requirements: for 1 foot CNVA There shall be 1 square inch of venting every square of enclosed area. rYA There bottom of the venting shall not be higher than 1 foot above grade. rYn The venting shall be on at least two sides, preferably on upstream and 7 downstream sides. (Does not have to be divided equally). ' WA If a non-residential structure is to be floodproofed, then a note is included stating that all requirements on separate sheet titled "Floodproofing Guidelines" shall be met. (Floodproofing guidelines can be obtained at http://fcgov.com/stormwaterlpdf/fp- floodproofing.pdf) ' AIA For manufactured homes, a note is included stating that all submittal requirements on separate sheet titled "Installation of a Mobile Home Located in a Floodplain: Submittal Requirements" shall be met. (Mobile Home guidelines can be obtained at http://fcgov.com/stormwater/pdf/fp-mobilhome.pdf) The report states that a floodplain use permit will be required for each structure and each site construction element (detention ponds, bike paths, parking lots, utilities, ' etc.) in the floodplain. (�(%l A note is in the report stating that a FEMA elevation or floodproofing certificate will ' be completed and approved before the CO is issued. A/A In the compliance section, Chapter 10 of City Code is listed. 1. FEMA CLOMR Approval A1,4 If a FEMA CLOMR is required, the necessary modeling has been submitted and approved by the City. Additional Comments: ' Updated 11/29/2007 Terms to Note Lowest Floor Elevation — Elevation of the lowest floor of the lowest enclosed area ' (including bottom of basement or crawlspace). This is not the same as finished floor. The lowest floor should be distinguished from finished floor on plans and reports. ' Regulatory Flood Protection Elevation — For all floodplains except the Poudre River, the regulatory flood protection elevation is eighteen (18) inches above the base flood ' elevation. For the Poudre River floodplain, the regulatory flood protection elevation is twenty-four (24) inches above the base flood elevation. If there is both a FEMA and a City BFE, the higher BFE should be used to determine the regulatory flood protection elevation. Additional floodplain terminology is defined in Chapter 10 of City Code. '. NOTE: Issues specific to individual sites may arise that result in additional requirements. These will be discussed during initial meetings with the applicant. [1 1 .1 .1 .1 No Text 1 1 1 1 1 1 1 1 1 1 1 i 1 11 100 Year Po(Ij (_ D 5 q This is to convert % imp. to a C value 100 ear (must insert % imp. and Cpervious). Required detention ft'I I acre-ft. 'C' value 0.55 i='20677 0 ' 0.4747' 'C' . 1.25 ! 0.6875 Area 4.13 acres Modified Modified Release Rate Rele 2.45 M. FATER D. JUDIS C. I -I 1 5195 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSITY Q 100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention (mins) (secs) in/hr) (cfs) (f A3) (fM3) (ft"3) ac-ft) 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 28.25 8475.534 735.0 7740.5 0.1777 101 600 7.720 21.92 13151.991 1470.0 11682.0 0.2682 151 900 i 6.5201 18.51 16661.451 2205.0 14456.5 0.3319 201 5.600 15.90 19080.6 2940.0 16140.6 0.3705 25 i 1500 4.980 14.14 21210.13 3675.0 17535.11 0.4026 301 1800 4.520 12.83 23101.16 4410.0 18691.21 0.4291 351 2100 4.080 11.58 24327.77 5145.0 19182.81 0.4404 401 24001 3.740 10.62 25486.23 5880.0 19606.2 0.4501 45 2700 3.460 9.82 26525.44 6615.0 19910.4 0.4571 50 3000 3.230 9.17 27513.54 7350.0 20163.5 0.4629 55 3300 3.0301 8.60 28390.91 8085.0 20305.9 0.4662 60 3600 8.12 29234.21 8820.0 20414.2 0.4686 65 3900 t2.5 7.72 30120.09 9555.0 20565.1 0.4721 70 4200 7.35 30886.72 10290.0 20596.7 0.4728 75 4500 2.480 T04 31687.43 11025.0 20662.4 0.4743 80 48001 2.380 6.76 32437.02 11760.0 20677.0 0.4747 85 5100 2.290 6.50 33161.06 12495.0 20666.1 0.4744 90 5400 2.210 6.28 33885.1 13230.0 20655.1 0.4742 95 5700 2.130 6.05 34472.85 13965.0 20507.91 0.4708 100 6000 2.060 5.85 35094.68 14700.0 20394.7 0.4682 105 6300 2.000 5.68 35776.13 15435.0 20341.1 0.4670 110 6600 1.940 5.51 36355.361 16170.0 20185.4 0.4634 1151 6900 1.8901 5.37 37028.29 16905.0 20123.3 0.4620 1201 7200 1.840 5.22 37616.04 17640.0 19976.0 0.4586 125 7500 1.790 5.08 38118.61 18375.0 19743.6 0A533 130 7806 1.750 4.97 38757.47 19110.0 19647.5 0.4510 135 8100 1.710 4.86 39328.18 19845.0 19483.2 0.4473 140 8400 1.670 4.74 39830.75 20580.0 19250.8 0.4419 145 8700 1.630 4.63 40265.18 21315.0 18950.2 0.4350 150 9000 1.600 4.54 408871 22050.0 18837.0 0.4324 155 9300 1.5701 4.46 41457.71 22785.0 18672.7 0.4287 160 9600 1.540 4.37 41977.32 23520.0 18457.3 0.4237 165 9900 1.510 4.29 42445.82 24255.0 18190.8 0.4176 170 10200 1.480 4.20 42863.21 24990.0 17873.21 0.4103 175 10500 1.450 4.12 43229.48 25725.0 17504.5 0.4018 180 10800 1.420 4.03 43544.66 26460.0 17084.7 0.3922 185 11100 1.400 3.98 44123.89 27195.0 16928.9 0.3886 190 11400 1.380 3.92 44669.05 27930.0 16739.0 0.3843 195 11700 1.3601 3.86 45180.14 28665.0 16515.1 0.3791 200 12000 1.340 3.80 45657.15 29400.0 16257.2 0.3732 205 12300 1.320 3.75 46100.09 30135.0 15965.1 0.3665 210 12600 1.300 3.69 46508.96 30870.0 15639.01 0.3590 2151 12900 1.280 3.63 46883.76 31605.0 15278.81 0.3508 220 13200 1.260 3.58 47224.49 32340.0 14884.5 0.3417 225 13500 1.240 3.52 47531.14 33075.0 14456.1 0.3319 230 13800 1.220 3.46 47803.72 33810.0 13993.7 0.3213 235 14100 1.210 3.44 48442.58 34545.0 13897.61 0.3190 240 144001 1.2001 3.41 49064.41 35280.0 13784.41 0.3164 UJ ACV a �g1Z3-1,19Z2- q = I For AID �{rs 0/0 UJOC-v : ! 9 V= �.19 G;,r3P 0, 07 i� --0+C"' VV I V- ► f" ry+ - " 0, 5J f Au \C, lam. 4 y/- 1 Page 1 0--'2341b�n3 �rrA D37 b,4(o c= o, 5Z qD. 35 D57- 0,31 C= 6168 LZ, 31 D53 t30Z C, p,c-2 = 53"S`3 D5y D.g2 C- Z = 2*00 D55 580Wg 13 Acres C = 0.55 3. zS Cr-S CeSS -- Iqrea TX 1 j f 2 L S CPS i 1 1 W O D L J m 1 O > �m a _ 1 S. 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Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.46 .9500 43 70 0.08 50.00 4.00 : 0.11 95.00 1OA5 3.51 25.00 87.75 I-Ekir-NIJ: FiOW Direction i Catchment Bmmdary Sum:l 4.16 I Sum I .145.90 j Area -Weighted Runoff Coefficient (sum CA/sum A) 35t07 *See sheet "Design Info" for inperviousness-based runoff coefficient values. LID -Rational v1.02a, Weighted C 10/22/2012, 8:47 AM I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .1 1 1 I O Z I1 � N � U I 3a I N a IOcLO 1 all zN �0 w 1 =ou -i 3a w 1 �J Qw 2 az I UO iER0- O H N 2 n-5q I I I I I I I I I � I I � Z o I � w I W I I NW 0 U O Q W (O� N W I W w O /L.L- o W N / W / Q Ponr� D5�_ I 1 I 1 1 t .1 C I 1 1- i -I I 19 ItZ RN J I III U...L,LI I. 1..1. U,I,I I I. I,I. 1111.1 iU I11_I W am I I C R 11h.O..l'U. 1',I 1 1, l i I I I,LJ OR ►G 1 �Jl `\)�'Iil I,LI I'1; 1'1'1:111 1"1I la'l1'1IIIIII,IJYJ:�11111 YI 1.1]_I 11,1,1,1. C Nis�orit. C 40 0935 02 = 328 CF5 For Release oar pond r I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: / BR / / / I. Catchment Hydrologic Data Re%a� )yn Of / O� M ?W ar/7ej— Catchment ID = BR Area = 4.16 Acres Percent Imperviousness = 35.07 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 ' Design Storm Return Period, Tr = 2. years (input return period for design storm) Ct = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) ' P1= 0.82 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment t Runoff Coefficient, C = 0.25 Overide Runoff Coefficient, C = .. (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = . 0.33 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) ' Illustration meTlarid LEGEND Reach 1 f{my O Be&ming Reach 2 ' Flow Diaectie Catchment Reach 3 Boundary ' . ■ NRCS Land Type Hea Meadow Tilla el Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterwa s Paved Areas & Shallow Paved Swales Sheet Flow) Conve ante 2.5 0�7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ante V Tf fUft ft C-5 fps minutes 930, 1 15:00 1 1:70 910 . 992 . Computed Tc-= '9:51..: Regional Tc = - 15.51 User -Entered Tc = IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 226 inch/hr Peak Flowrate, Qp = I:L7 cfs Rainfall Intensity at Regional Tc, I = 1.83: inch/hr Peak Flowrate, Qp = Rainfall Intensity at User -Defined Tc, I inch/hr Peak Flowrate, Qp = cfs C=0•35=Z.257 =,35Z.Z53-Z8 CAS UD-Rational v1.02a, Tc and PeakQ 10122/2012, 8:47 AM 5 .I .1 I .1 I I I I k1Qcv - � Is _ _ I00YR 5--orm D 59 - 71 ��a(= 13 L9 CAS -x I. Z = 112 5 q Cr S Jco l Q = L f s/� C = 3" o For 1071 Iz�r =112 sy CFS lbt� CQCCpu� �e0' �ar �rom pmv/ou$ 45 lelrieAi o f = D 59 e�aS7� L = 7q 15 4z _ y gz cr- s Q,�= ?-I zs CFs 2 r H = o°?(CO zot- f orj D 5 � Sl,+k 3C±=- E- PlIj L-�14,gq Qz. 5z8 cis ate,= 201gq CF-S 2 yf- /� = o? rec.¢- /OD 1 r f�= d Z9 Fie - I I I w 0 0 > > LU E > w 'o 01 .o 6.0 0 ❑ z T > -6 0 0 0 > < LU Z �6 w m E cli .. T F- 0 > c 0 0 c LL 0 z 7 pee a z E 3: 2 0 > w oa U > U) < S L Z 0 .0 0w r e gX .2 EmmY0 O E a E 0. & E e - . 0 0 E E E .0 mU > > 0 '6 > O a c 16 c 0 0 *4 0 tl> 3 00 I -17 z z z z!z zlfz:z;Z !z Z�z I zz Z. Z.z T— . ..... . ... 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P z z 20 mi. 8 0 z z z z z .2 z;z Z.z z;z Zzz < < 2.2 2-2 zlz Z Z Zrz ZQix Z zlz Z Z!z m 6 cilo o ci ci 6 4 *1* 171zlzizl 0, 0 to z 0 w z i O ci JT LU to LL cc C 0 LU Ma LU O Q 0 M 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .1 1 1 1 SPILLWAY WITH PORTION OF 36 INCH PIPE ADDED TO FLOW Worksheet for Irregular Channel Project Description Worksheet SILLWAY- 1 Flow Element Irregular Chani Method Manning's Forr Solve For Channel Depth Input Data Slope 027800 ft/ft Discharge 155.16 cfs Options Current Roughness Methc wed Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightint Horton's Method Results Looe-r- Ch imd 6r Ire - 3!b3 CFS 4JJ 5�;��way ��or,�=9379C�S Mannings Coefficiei 0.035 Water Surface Elev 99.71 ft Elevation Range .90 to 100.90 Flow Area 26.5 ft' Wetted Perimeter 35.16 ft p Top Width 34.25 ft 3'7 7 / /�G' Actual Depth 0.81 ft �- �� r- Critical Elevation 99.80 ft Critical Slope 0.019546 ft/ft Velocity 5.86 ft/s Velocity Head 0.53 ft Specific Energy 100.25 ft Froude Number 1.17 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+39 0.035 Natural Channel Points Station Elevation (ft) (ft) 0+00 100.90 0+00 98.90 0+31 98.90 0+39 100.90 f:�projectsVds-temple\drainage\spillwayfm2.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [614o) 06/07/13 04:04:11 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 SPILLWAY WITH PORTION OF 36 INCH PIPE ADDED TO FLOW Worksheet for Irregular Channel Project Description Worksheet SILLWAY- 1 Flow Element Irregular Cham Method Manning's Fort Solve For Channel Depth Input Data Slope 027800 ft/ft Discharge 173.92 cfs Options Current Roughness Methcrved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.035 Water Surface Elev 99.77 ft Elevation Range .90 to 100.90 Flow Area 28.5 ft' Wetted Perimeter 35.45 ft Top Width 34.48 ft Actual Depth 0.87 It 45:�R Critical Elevation 99.87 It Critical Slope 0.019140 ft/ft Velocity 6.11 ft/s Velocity Head 0.58 ft Specific Energy 100.35 It Froude Number 1.19 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+39 0.035 Natural Channel Points Station Elevation (ft) (ft) 0+00 100.90 0+00 98.90 0+31 98.90 0+39 100.90 Far �i37 fi ((sZa�93 — >=173�Zc,�S f:XprojectsVds-templetdrainagelspillwayfm2.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [614o] 07/01/13 02:12:49 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 3; (/ Flo J 3 foot wide vertical concrete channel Worksheet for Rectangular Channel Project Description Worksheet Rectangular Channe Flow Element Rectangular Channe Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Slope 020000 ft/ft Bottom Width 3.00 ft Discharge 93.00 cfs Results Depth 2.10 ft Flow Area 6.3 ft' Wetted Perimi 7.19 ft Top Width 3.00 ft Critical Depth 3.10 ft Critical Slope 0.007529 ft/ft Velocity 14.78 ft/s Velocity Head 3.40 ft Specific Eneq 5.49 It Froude Numb. 1.80 Flow Type supercritical f:l..Uds-temple\drainageMinchrectangle.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [614o] 06/06/13 12:11:27 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Ctkl✓erf r 0tc-J 3 foot wide vertical concrete channel ' Worksheet for Rectangular Channel Project Description t Worksheet Rectangular Channe Flow Element Rectangular Channe Method Manning's Formula Solve For Discharge Input Data Mannings Coeffic 0.013 Slope 020000 ft/ft J� I' L nCf Depth 0.94 ft ^Dp,�rr) a -}I OlAe:�[ X� �O AJD&-M ' Bottom Width 3.00 ft Results n ((( Discharge 31.63 cfs ' Flow Area 2.8 W I I / Wetted Perimi 4.88 ft ' ci{�%�� � w I "r (C ;Jr) 4C Top Width 3.00 ft / ' Critical Depth 1.51 ft Critical Slope 0.005435 ft/ft Velocity 11.21 ft/s Velocity Head 1.95 ft Specific Enerc 2.89 ft Froude Numb. 2.04 Flow Type supercritical 1 ' fA--- %Jds-temple\dra inage136inchrectangle.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 (614o] 06/07/13 03:12:08 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Culvert Calculator Report ' EXISTING 36" ' I ES�"/Ma-�ed ��oW bQ�D o/1 �eSfC�S� Solve For: Discharge F')eXAS Culvert Summary Allowable HW Elevation 4,912.00 ft Headwater Depth/Height 2.94 Computed Headwater Elev< 4,912.00 ft Discharge 92.43 cfs Inlet Control HW Elev. 4,911.99 ft Tailwater Elevation 4,901.00 ft Outlet Control HW Elev. 4,912.00 ft Control Type Outlet Control ' Grades ' Upstream Invert 4,903.19 ft Downstream Invert 4,898.47 ft Length 344.20 ft Constructed Slope 0.013713 ft/ft Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 2.86 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 2.86 ft Velocity Downstream 13.30 ft/s Critical Slope 0.016662 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. 4,912.00 ft Upstream Velocity Head 2.66 ft ' Ke 0.50 Entrance Loss 1.33 ft Inlet Control Properties Inlet Control HW Elev. 4,911.99 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 7.1 ft' K 0.00980 HDS 5 Chart 1 ' M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 1 Project Engineer. Robert J. Nelson untitled.cvm Landmark Engineering Ltd CulvertMaster v2.0 [2005a] 06/06/13 11:39:20 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 GENERAL NOTES l 1 1 1 1 1 1 1 , 1 1 1 1 1 1 i 1 1 MATCH SPECIFIED ELEVATION VARIES . NORTH BOTTOM `\.\ 1. ALL CONCRETE SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 P.S.I. AT 28 DAYS. CEMENT SHALL CONFORM TO ASTM C-150, TYPE II SPECIFICATIONS. CONCRETE SHALL BE AIR ENTRAINED BETWEEN 5% AND 87, NORMAL WEIGHT AGGREGATE SHALL COMPLY WITH ASTM C-33 SPECIFICATIONS. CONCRETE SHALL BE OBTAINED FROM A SINGLE SOURCE. WATER SHALL BE CLEAN, POTABLE AND FREE OF DELETERIOUS MATERIAL. 2. REINFORCING SHALL COMPLY WITH ASTM A-615 SPECIFICATIONS FOR DEFORMED TYPE GRADE 60 STEEL. REINFORCEMENT SHALL BE LAPPED 2'-0" MINIMUM AT ALL SPLICE LOCATIONS AND TIED WITH WIRE. SPLICES SHALL BE KEPT TO A MINIMUM. 3. THE CONCRETE SHALL BE THOROUGHLY WORKED AROUND THE REINFORCEMENT, AROUND EMBEDDED FIXTURES AND INTO THE CORNER OF FORMS. 4. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE HOT OR COLD TEMPERATURES. COMPLY WITH ACI 305 "HOT WEATHER CONCRETING" AND/OR ACI 306 "COLD WEATHER CONCRETING". 5. ALL CONCRETE AND REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH ALL BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. 6. ADD 0.2% FIBER MESH TO MIX. 3 FEET MIN. VARIES MIDDLE TOP S' CLR a k-2—#5 BARS L 3" CLR 8" MINIMUM THICKNESS (SEE NOTE) CONCRETE WEIR - CUTOFF WALL ELEVATION NTS NOTE: TRENCH FOR WEIR — CUTOFF WALL AND EMERGENCY OVERFLOW SPILLWAY USING NATIVE GROUND AS FORM WORK. CONSTRUCT WEIR 8" MINIMUM .THICKNESS. UPON COMPLETION OF TRENCHING, PLACE TEMPERATURE STEEL AND CONCRETE IMMEDIATELY. FORM TOP 4". BOTTOM OF WALL SHALL BE PLACED ON NATIVE UNDISTURBED SOIL OR HAVE MINIMUM COMPACTION IN FILL AREAS OF 90% STANDARD PROCTOR DENSITY (T-99) IT IS CRITICAL THAT THE ELEVATION BETWEEN B & C IS LEVEL. THIS MAY BE ACHIEVED WITH A PLATE IF NECESSARY. PLATE MUST BE NON —CORROSIVE. MATCH SPECIFIED ELEVATION VARIES SOUTH WETLAND WEIR AT SOUTHWEST POND D54: ELEVATION A — 4909.00' ELEVATION B — 4908.00' ELEVATION C — 4908.00' ELEVATION D — 4909.00' LENGTH AB — 4.00' LENGTH BC — 44.44' LENGTH CD — 4.00' WETLAND WEIR PRIOR TO NORTHEAST POND D59: ELEVATION A — 4906.50' ELEVATION B — 4906.00' ELEVATION C — 4906.00' ELEVATION D — 4906.50' LENGTH AB — 6.65' LENGTH BC — 79.16' LENGTH CD — 10.14' NORTHEAST POND D59 SPILLWAY: ELEVATION A — 4905.48' ELEVATION B — 4904.23' ELEVATION C — 4904.23' ELEVATION D — 490523' LENGTH AB — 5.00' LENGTH BC — 107.00' LENGTH CD — 5.00' Y GENERAL NOTES 1. ALL CONCRETE SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 P.S.I. AT 28 DAYS. CEMENT SHALL CONFORM TO ASTM C-150, TYPE II SPECIFICATIONS. CONCRETE SHALL BE AIR ENTRAINED BETWEEN 5% AND 87, NORMAL WEIGHT AGGREGATE SHALL COMPLY WITH ASTM C-33 SPECIFICATIONS. CONCRETE SHALL BE OBTAINED FROM A SINGLE SOURCE. WATER SHALL BE CLEAN, POTABLE AND FREE OF DELETERIOUS MATERIAL. 2. REINFORCING SHALL COMPLY WITH ASTM A-615 SPECIFICATIONS FOR DEFORMED TYPE GRADE 60 STEEL. REINFORCEMENT SHALL BE LAPPED 2'-0" MINIMUM AT ALL SPLICE LOCATIONS AND TIED WITH WIRE. SPLICES SHALL BE KEPT TO A MINIMUM. 3. THE CONCRETE SHALL BE THOROUGHLY WORKED AROUND THE REINFORCEMENT, AROUND EMBEDDED FIXTURES AND INTO THE CORNER OF FORMS. 4. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE HOT OR COLD TEMPERATURES. COMPLY WITH ACI 305 "HOT WEATHER CONCRETING" AND/OR ACI 306 "COLD WEATHER CONCRETING". 5. ALL CONCRETE AND REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH ALL BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. MATCH SPECIFIED 6. ADD 0.2% FIBER MESH TO MIX. ELEVATION VARIES VARIES NORTH MIDDLE TOP 3" CLR 3 FEET MIN. BOTTOM 2 - # 5 BARS 3 CLR 8" MINIMUM THICKNESS (SEE NOTE) CONCRETE WEIR - CUTOFF WALL ELEVATION N TS NOTE: TRENCH FOR WEIR - CUTOFF WALL AND EMERGENCY OVERFLOW SPILLWAY USING NATIVE GROUND AS FORM WORK. CONSTRUCT WEIR 8" MINIMUM THICKNESS. UPON COMPLETION OF TRENCHING, PLACE TEMPERATURE STEEL AND CONCRETE IMMEDIATELY. FORM TOP 4". BOTTOM OF WALL SHALL BE PLACED ON NATIVE UNDISTURBED SOIL OR HAVE MINIMUM COMPACTION IN FILL AREAS OF 90% STANDARD PROCTOR DENSITY (T-99) IT IS CRITICAL THAT THE ELEVATION BETWEEN B & C IS LEVEL. THIS MAY BE ACHIEVED WITH A PLATE IF NECESSARY. PLATE MUST BE NON -CORROSIVE. MATCH SPECIFIED ELEVATION VARIES SOUTH I. a WETLAND WEIR AT SOUTHWEST POND D54: ELEVATION A - 4909.00' ELEVATION B - 4908.00: ELEVATION C - 4908.00 ELEVATION D - 4909.00' LENGTH AB - 4.00' LENGTH BC - 44.44' LENGTH CD - 4.00' WETLAND WEIR PRIOR TO NORTHEAST POND D59: ELEVATION A - 4906.50' ELEVATION B - 4906.00' ELEVATION C - 4906.00' ELEVATION D - 4906.50' LENGTH AB - 6.65' LENGTH BC - 79.16' LENGTH CD - 10.14' NORTHEAST POND D59 SPILLWAY: ELEVATION A - 4905.48' ELEVATION B - 4904.23' ELEVATION C - 4904.23' ELEVATION D - 4905.23' LENGTH AB - 5.00' LENGTH BC - 107.00' LENGTH CD - 5.00' f p t It - �- IA 1 s" BASI,N CALCULATI'ON;S. YI�vkA NI y`i t-d t ;�.3� r „���q�Y I 1 1 1 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D52 I. Catchment Hydrologic Data Catchment ID = M . Area = . 0.3g Acres Percent Imperviousness = i:68.00 % NRCS Soil Type = ' 'D A, B, C, or D It. Rainfall Information I (inch/hr) = C1 . P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years C1= _'"•'28.50 C2= 10.00 C3= q0786 P1= 1:40 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation -see Sheet "Design Info' III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0f51 Overide 5-yr. Runoff Coefficient, C = ' (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 1 Z r-z ' r =q 1 overland LEGEND Reach I flmv 0 B�'vb Flow DiM603 f cat�hn nt Reach 3 NRCS Land Heavy - Tillage/ Short Neady Grassed Paved Areas 8 Type Meadow Field Pasturel Bare Swales/ Shallow Paved Swales Lawns Ground Watenva s Sheet Flow Conve ance 2.5 —5 15 20 Calculations: I Reach I Slope ID S ft/ft 7 ft ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I 44Z' inGUhr Rainfall Intensity at Regional Tc, I :..3l58 inch/hr Rainfall Intensityat User -Defined Tc, I 4:47inch/hr ' (,�►o = pig (�SZ� j� _ CF5 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance I I V Tf C-5 fps minutes Computed I c = oa d Regional Tc = .: 11145 User -Entered Tc = 6:18 Peak Flowrate, Qp = A 98-efs— Peak Flowrate, Qp = A 7S efs- Peak Flowrate, Op _$98-efs- D52-10YR, Tc and PeakQ z I r? S /Opjo ) 9 — 3 6 �s 5/23/2013, 8:00 AM �aO r l / l IFArea -Weighting for Runoff Coefficient Calculation Project Title:. Catchment ID: Illustration LDS EGEND: low Direction 4 1!21cbment 3oundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.16:: 0.2& O 04 0.24,::. 095,: 0.23 . .. ..... . .. ...... sum: V, sum:l Area -Weighted Runoff Coefficient (sum CA/sum A) =Irmr�': *See sheet "Design Info" for inperviousness-based runoff coefficient values. D52-10YR, Weighted C 5/23/2013, 7:59 AM =?Alyea Weighting `forjRtinoff Coefficient Calculation ;= Project Title: Catchment Illustration Subaua 3 SjooeBi Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C• CA Input Input input output ,, :. 00 t C S ($ x! �'.. sum F 0 3WAS Sum ' 24.30 Flow Direction i Ca2chme1& Boundary O Area -Weighted Runoff Coefficient (sum CA/sum A)= Rgmm ( 0 "See sheet "Design Info" for inperviousness-based runoff coefficient values. D52%IMP, Weighted C 4/10/2013, 3:44 PM Runoff Coefficient'Ca cu a ion Project Title: Catchment ID: Illustration EGEND: law Direction 4 CaItChM C111 BMUMLIry Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0 25 EO�1 X O�5 s. iE .... .... .. EL" Sum 02. Sum: 0;`6,1j!., -:11 : A Area -Weighted Runoff Coefficient (sum CA/sum A) tee sheet "Design Info" for inperviousness-based runoff coefficient values. D53-10YR, Weighted C 5/23/2013, 8:19 AM Area-Weightingfor Runoff Coefficient CAlculation Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output "048 .5 :OL 4 -1 '0 0� 00 jq*' J:54 00 4 . . . . . . .. . . . . . a-, Sum; sum: Area -Weighted Runoff Coefficient (sum CAlsum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. D53-%IMP, Weighted C 4/15/2013, 2:53 PM I .1 I 1 I I -I -1 .1 .1 CALCULATION. OF.I.APEAKRUNOFFUSING RATION—ALMETH , OD 11. Rainfall Information I (inch/hr) = Ci P1 I(C2 + Td)A C3 Design Storm Return Period, Tr = .. uJ6 years (input return period for design storm) Cl = -28.50, (input the value of Cl) C2 10,00 (input the value of C2) C3 0.786 (input the value of C3) P1 1.40 inches (input one -hr precipitation —see Sheet "Design Info') Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C 6.52:. Overide Runoff Coefficient, C ....... an overide C value if desired, or leave blank to accept calculated C) 5-yr. Runoff Coefficient, C-5 Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 00 Z44 q Is LEGM D Beoimiug Flow Dimtiom catchment 2=i!m- NRCS Land Heavy I Tillage/ Short I Nearly Paved Areas & Type L7 n Meadow Field Pa U ej] Pasture/ Shallow Paved Swales Lawns Ground Watelwa Sheet Flow Con nce1 2.5 F 7 10 15 -20 Calculations: Reach Slope Length ID S L I Wit It IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I A inch/hr Rainfall Intensity at Regional Tc, I inch/hr ! 44 : Rainfall Intensity at User -Defined Tc, I =.4:18f inch/hr 5-yr NRCS Ftow Flow Runoff Convey. Velocity Time Coeff ance V Tf C-5 fps minutes UOMPUTW [C1.04 Regional Tc -.12.52--j User -Entered Tc =F77 95.s 4-- Peak Flowrate, Op=,,,,,,,., --Mil-eh Peak Flowrate, Qp Peak Flowrate, Qp --;4-22.ft q62 , (41es)1� Z& 010 -�2 1 — — D53-0/6IMP, Tc and PeakQ 75/1;Z< I 6V 5/23/2013,8:21 AM -1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: :.. I. Catchment Hydrologic Data Catchment ID = 1354.— Area = 0.82 Acres Percent Imperviousness = =025 °h NRCS Soil Type = D A, B, C, or D LDS c 11. Rainfall Information I (Inchlhr) = C1 • P1 /(C2 + Td)AC3 ' Design Storm Return Period, Tr = 10 years (input return period for design storm) Ct = <;;:->' a28c50 (input the value of Cl) C2= 70`00 (input the value of C2) C3= O:Z86 (input the value of C3) ' P1=., ::: ._.t 40 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C CNeride Runoff Coefficient, C (enter an oven e C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 015: ' Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration ° e1land LEGEND Beach I flay Reach 2 Re&miy'S Flaw Duectia] E Catchment Reach 3 at 1.� NRCS Land F H—ea-v-y—1 Tillage/ Short Nearly I Grassed Paved Area 8 Type Meadow Field Pasture/ Bare I Swales/ Shallow Paved Swales Lawns Ground Walenwa Sheet Flow Conve nce 2.5 0-7-- 10E 15 .zn 11 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes RegionalTc 11 33 4L— User-Entered Tc =1. 1113; Peak Flowrate Qp :`0 AsPeak Flowrate Qpi� Peak Flowrate Qp ' LID -Rational v1.02a,Tcand PeakQ / )lam �,Z5�Z5�733/^g�1=/8� 10126n012,2:42PM "PaIdUNn Area Weighting forRiihoff Coefficient Project Title: Catchment ID:">r. Illustration EGEND: low Direction 4 :!archlneot 3oundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0'61A 2 2Z z N r�t Sum I .N'flitiit,s,l Sum :14"U4,w r Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. D55-%IMP, Weighted C 4/11/2013, 10:28 AM Area -Weighting for' Run off !Coefficient lCiaic"Wation Project Title::: Catchment ID Illustration Smbazea 3 BS S11)O Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff I Product ID acres Coeff. A C* CA input input input output ;:: 083 - os, 95--A -079:piN; 0 61: xwj . . . . . . . . . . Ni Sum Um 44� Sum: -94-' Flow Direction 4 carchment Boundary Area -Weighted Runoff Coefficient (sum CAIsurn A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. D55-10YR, Weighted C 5/23/2013,8:41 AM it I CALCULATION OF A'PEAK"RUNOFF'USING•RATIONAL•METHOD If. Rainfall Information I (inchlhr) = C1 • P1 1(C2 + Td)^C3 ' Design Storm Return Period, Tr = ...__...? d0 years (input return period for design storm) Ct = iz <2850' (input the value of C1) C2=;:i:?>?;_t000 (input the value of C2) 1 C3= 0.786! (input the value of C3) PI= 1:40 inches (input one-hr precipitation -see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C = v 0 54' Overide Runoff Coefficient, C=,;;;;;;;,,;,,,;,,;, (enter an oven de C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = ' Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration ' overland LEGEI`I Reach 1 flow O Beghming C.� 045 Reach2 ✓ now Dimtin To; ykb 1 -' catchment 3 NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Neady Bare Ground Grassed Swalesl Watenva Paved Areas & Shallow Paved Swales Sheet Flow Conv nce 2.5 �� 10 15 10 Calculations: Reach I Slope I Length I 5-yr I NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf Wit It C-5 fps minutes Sum .� 88i pb5 2oc I 4H Z ( ) ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = f 442' inch/hr Rainfall Intensely at Regional Tc I 3#20 inciUhr Rainfall Intensity at User -Defined To, I , _ inch/hr Computer I c = Regional Tc = User -Entered Tc = Peak Flowrate, Qp=-2^lsfs Peak Flowrate, Qp =p:Z.48=eis Peak Ftowrate, Qp = cis D55-%IMP, Tc and PeakQ 1 /,Zs (9r ) 015 5/23/2013, 8:43 AM 1 1 1 1 1 1 1 `I 1 1 1 1 1 1 1 1 1 1: Area=Weighting -for Runoff Coefficient Calculation Project Title Catchment ID Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea I Area I Runoff I Product ID I acres I Coeff. CA , 1.1: Sum EGEND: low Direction 4 — Caachm ent Boundary Area -Weighted Runoff Coefficient (sum CA/sum A) ua0;68 ti 'See sheet "Design Info" for in perviousness -based runoff coefficient values. D54-10YR, Weighted C 10/26/2012, 2:45 PM CALCULAT)ON OF A'PEAK RUNOFF USING RATIONAL METHOD :r ' II. Rainfall Information I (Inchfhr) = C1 <:10': • P1 1(C2 + Td)"C3 (input return for design stone) Design Stone Return Period, Tr years period C1`52850: (input the value of Cl) C2 1000: (input the value of C2) C3 0.786' (input the value of C3) ' P1 1:40', inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = ' 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = t (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration O1E1� ! LEGEND Reach t flan J Beeman catdo ell Bo—a—y NRTyypee Tillage/ Nearly ra aved Areas Meaavy d Field Pa turet Lawns Ground Swalesl Wate Shallllow Paved Swales Sheet Flow Conv nce 2.5 � t0 75 20 :, • Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ' ftM It C-5 fps minutes inout input output input output ou ut 1 Sum 1., 438 Computed Tc 85 Regional Tc 12 43 f y97 �Do �995 _ User -Entered Tc 786 ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 5 58 inchthr Peak Flowrate Qp Rainfall Intensity at Regional Tc, 1 3 46i inch/hr Peak Flowrate Qp cfs Rainfall Intensity at User -Defined Tc, I 414' inchlhr Peak Flowrate Qp =,&��c��=(3b�S Qz=.68(Zgs,W1079(qg)_ ' D54-10YR, Tc and PeakQ 10/26/2012, 2:45 PM alto bOl I l I Area -Weighting for'Runoff 'Coefficient Calculation Project Title: Catchment ID:,:.. Illustration Subazea 3 stwev� Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output O�Oal 4 0: 83 . . . . .... . M 0;50 M2 N,� U T77 "55" Sum:17 O11MIn.1 sum: Flow Direction 4 C21CUM e0l Boundary Area -Weighted Runoff Coefficient (sum CA/sum A) = il 72— gH *See sheet "Design Info" for inperviousness-based runoff coefficient values. D56-10YR, Weighted C 10/26/2012,2:55 PM . I � I I .1 I I I CALCULATION,OFA;PEAK RUNOFF USINGRATIONALMETHOD 11. Rainfall Information I (inch/hr) = C1 * P1 I(C2 + Td)4C3 Design Storm Return Period, Tr = 10 years (input return period for design storm) 2&50 CI (input the value of CI) (input the value of C2) C3��% ... .��.-:-�0.786 (input the value of C3) Pll= 140 inches (input one-hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =FqM,5,V3t Overide Runoff Coefficient, C nd 'C value if desired, or leave blank to accept calculated C.) .(enter an ovee 5-yr. Runoff Coefficient, C-5 =._.___.._-0.30 Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Meadow Field I Pasture/ Bare Shallow Paved Swales 6z; Lawns Ground (Sheet Flow) 2.5 00E 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Raw Flow ID S L Runoff Convey- Velocity Time Coeff ante I V Tf ft/ft It C-5 fps minutes Sum uomputea is F-F.- =Zulu- - I Regional Tc 0, User -Entered Tc �1 ZS r, 3 41 -�-7 IV. Peak Runoff,Prediction Rainfall Intensity at Computed Tc, I E2=Z5 inchthr Peak Flowrate, Qp rt Rainfall Intensity at Regional Tc, I = Q: M'.2.3715Winch/hr Peak Flowrate, Op Rainfall Intensity at User -Defined Tc, I 5W inch/hr Peak Flowrate, Qp r�� =-0,Z3( 010 314q),gA' 37 c 01 D56-10YR, Tc and PeakQ z zz- 10126/2012, 2:55 PM Area -w6 - ighbfigfor Runoff Coefficie'nt:CA du ation Project Title:::--.e�* Catchment ID:.. Illustration EGEND: low Direction 4 C2MCIMent Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CT input input input output 05 O .... 0 .... .. "K -0 A Z mq- -0 Sum: Sum:314 Area -Weighted Runoff Coefficient (sum CAlsum A) , *See sheet "Design Info" for inperviousness-based runoff coefficient values. H4-2YR, Weighted C 10126/2012,4:11 PM I I HI -CALCVATIONiO,F,A,PEAK.iRUNOFF USING RATIONAL -METHOD Project Title: LDS Catchment ID: D58 I. Catchment Hydrologic Data Catchment ID =1M Area = 12.09: Acres Percent Imperviousness ... —6.00 % NRCS Soil Type A, B, C, or D II. Rainfall Information I (inch/hr) = C1 • P1 I(C2 + Td)4C3 Design Storm Return Period, Tr years (input return period for design storm) Cl 2&501 (input the value of Cl) C2=`'> .A 0.00: (input the value of C2) C3-- 786' (input the value of C3) Pl= 1i4Q inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = L Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = ..,0.29- Overide 5-yr. Runoff Coefficient, C = (enter an overide C accept -5 value if desired, or leave blank to acpt calculated C-5.) Illustration NRCS Land Short Nea Grassed PavedAreas & Type Meadow Field Pasture/ [ Bare iles/ I Shallow Paved Swales I Lawns round roue .=aerways (Sheet Flow) 00 1n 15I20 __ Calculations: Reach Slope Length I 5-yr NRCS I Flow I Row ID S L Runoff Convey- Velocity Time Goeff ance V Tf Wit ft C-5 fps minutes Sum N Computed Regional Tc = RN 97 User Entered Tc = o7 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = inch/hr Peak Flowrate, Cp = Rainfall Intensity at Regional Tc, I 2:98. inch/hr Peak Flowrate, Qp = R=,2A Rainfall Intensity at User -Defined Tc, I .2. = �Q :98:1 inch/hr Peak Flowrate, Qp = 7 H4-2YR, Tc and PeakQ Ioo 10126/2012,4:11 PM I , i I I I I 11 I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD X Project Title: LDS:: Catchment ID: :.::7 D59 I. Catchment Hydrologic Data Catchment ID =:D59 Area = 636 Acres Percent Imperviousness _,.2500 % NRCS; Soil Type = D A, B, C, or D 11. Rainfall Information I (inch/hr) = C1 * P1 1(C2 + Td)A C3 Design Storm Return Period, Tr = 10 years C1 28.50 C2= 10.00 C3= ... 0.786 .40 inches (input return period for design storm) (input the value of C11) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info') Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0:36' Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Lz — 10 3Zs6 overland LEGEND Reach I flow Reach 2 0 Ring Flow Dirnflom I( Cahhment Reach e3 Boundary NRCS Land Type F Heavy Meadow Short Lawns = J Be Grassed Paved Areas & Shallow Paved Swales (Sheet Flow) 20 31 Calculations: Reach Slol I ID I S Wft Length L ft 3 CAS IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I M2T&inch/hr Rainfall Intensity at Regional Tc, I = f inchMr Rainfall IntensityatUser-Defined Tc, I 91291inch/hr 5 #7 ()75(3?1 0, 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance I V I Tf C-5 fps minutes Regional Tc User -Entered Tc Peak Flowrate, Qp =I& cs Peak Flowrate, Qp = Peak Flowrate, Qp = D59-10YR.YJs, Tc and PeakQ0100 (67/o � / _3 612012013, 6:10 PM I I .1 I I 11 I 'I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS: Catchment ID: D60- I. Catchment Hydrologic Data Catchment ID =;b60:. Area = 2.41 Acres Percent Imperviousness = 25.00 % NRCS Soil Type D A, B, C, or D II. Rainfall Information I (Inch/hr) = C1 * P1 1(C2 + Td)A C3 Design Storm Return Period, Tr 10 years C1 2&50 C2=.".:: 10:00, C3 0786 P1 I AO inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation -see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C Overide Runoff Coefficient, C (enter an overide C value if.desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C_5 0.28. Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 1� werlarid Reach I n2mLEGEND (a 1-315 Reach 2 0 Beowibig Flan Directiom Catchment Reach 3 Bounamy NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field P Bar7 I Swales/ Shallow Paved Swales I WatenAqfs (Sheet Flow) 5 20 Calculations: I Reach I Slope I Length D S L Wit I ft Overland G2� v = oZ�(� 15) Z, 19 CfS IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I 1.9T- iinch/hr Rainfall Intensity at Regional Tc, 1 4 inch/hr Rainfall Intensity at User -Defined Tc, I 3A4, inch/hr C>2-5 )643 Q00 D60-1 0YR.YJs, Tc and PeakQ 5-Yr NRCS Flow Flaw Runoff Convey- Velocity Time Coeff ance I V Tf G-5 fps minutes RegionalTc 1540 A-z— User-Entered Tc 1-.15.40 - I Peak Flowrate, Op �rt?2-efs- - Peak Flowrate, Qp =his Peak Flowrate, Op = 6120/2013,6:11 PM I 1 1 1 1. 1 .CALCULATION OF A PEAK RUNOFF USING RATIONAL:METHOID Project Title: DS Catchment ID: D61'. I. Catchment Hydrologic Data Catchment ID = D61 Area = 0:97: Acres Percent Imperviousness =: > 95 00 % NRCS Soil Type =D; A, B, C, or D It. Rainfall Information I (inch/hr) = C1 ' P1 I(C2 + Td)"C3 Design Storm Return Period, Tr t6 years C3= 0.766? P7= 140 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment 1 Runoff Coefficient, C = iT 0 &41 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 1 .„,.,.,, >„< (enter an overide C-5 value if desired, or leave blank to accept calculated C Overide 5-yr. Runoff Coefficient, C = ,° . Illustration 1 1 1 i O1B1 LEGEND Reach t ttmy Reach 2 O Begfiming Flaw Direction Catchment 3 Bouida NRCS Land Type Heavy Meadow Tillage/ Feld Short Pasture) Lawns Nearly Bare Ground Grassed Swalesl Waterwa Paved Areas & Shallow Paved Swales Sheet Flow Conv nce 2.5 0 20 11 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance I V Tf Will: ft C-5 fps minutes ,1 Sum 40 Ito =0 IV. Peak Runoff Prediction 1 Rainfall Intensity at Computed Tc, I 6.37, inch/hr Rainfall Intensity at Regional Tc, I 3.76. inch/hr Rainfall Intensity at User -Defined Tc, I 4 1W. inch/hr Old Computed Tc = "� co Regional Tc 10 22 1'G 5 User -Entered Tc 7:57 Peak Flowrate, Qp s Peak Flowrate, Qp Peak Flowrate, Qp rb=efs. D52-tOYR,Tcand PeakQ � r�������Q(01�) _�g3 9 (�'�s 10n5rz012,7:35PM Area -Weighting for'Runoff,CoefficientCililculation Project Title::.�... Catchment ID: Illustration EGEND: law Direction 4 Calc!llim ent 130=4=7 Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C- CA input input input output M 8 '95 50- 0. Wi 0 IM A M yi� IN 5� SumIt �—' Sum: : -� LO o 84 -A Area -Weighted Runoff Coefficient (sum CA/sum A) =!_ :06" *See sheet "Design Info" for inperviousness-based runoff coefficient values. H02-2YR, Weighted C 10/26/2012, 2:59 PM I I I I I I I I .I .1 ,CALCULATION OF k PEAK RUNOFF USING RATIONAL METHOD Project Title: LID Catchment ID: I. Catchment Hydrologic Data Catchment ID Area —..:.:.0.84 Acres Percent Imperviousness .67,00 % NRCS Soil Type B, C, or 11. Rainfall Information I (inchl = C1 * PI /(C2 + Td)A C3 Design Storm Return Period, Tr = A6 years C2=140.00 C3= ... 0' 7 86 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info'? Ill. Analysis of Flow Time (rime of Concentration) for a Catchment Runoff Coefficient, C = W Overide Runoff Coefficient, C = ,# (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0 51 Overide 5-yr. Runoff Coefficient, C = (enter an ovenWa C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach --,---O*l - �--r-ll Reach I now LEGEM 0 Be&ming FlwDirectioi Catchment Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swalest Shallow Paved Swale ]:] Lawns Ground Waterways (Sheet Flow) F-7 JE:j�::::j=:�j=�2_77 Calculations: I I Reach Slope I Lope Length ID ft/ft I ft Overland 0,67 -Rio - = , 5 `�?-- 6979 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = inch/hr Rainfall Intensity at Regional Tc, I = 4 Q'I inclVhr Rainfall Intensity at User -Defined Tc, I = irl 5-yr I Flaw Flow Runoff Convey- Velocity Time Coeff ance I V I Tf C-5 fps minutes Computed Tc = Regional Tc = User -Entered Tc = F 1 Peak Flowrate, Op cis Peak Flowrate, Op ifs Peak Flowrate, QP R2 tea: Cis Qjo Hil Tc and PeakCi ' 160 Z5 vg) (OW (.gy) f q �-3 10/26/2012,2:59 PM I I .: I I I I I I I I CALCULATION OF'A PEAK RUNOFF USING RATIONAL METHOD - Project Title: LDS Catchment ID: :! x.:- 1. Catchment Hydrologic Data Catchment ID = b62A..1.- Area =-, Acres Percent Imperviousness % NRGSSoil Type =,. �_ D: A, B, C, or D Il. Rainfall Information I (Inch/hr) = Ci • P1 /(C2 + Td)A C3 Design Storm Return Period, Tr years (input return period for design storm) C1 8: , (input the value of CI) ' C2= -,10'00 (input the value of C2) C3= 0;786. (input the value of C3) Pl=0.82: inches (input one-hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0,1361 Overide Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =M0,82 Overide 5-yr. Runoff Coefficient, C = 4-,+4J(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland Reach I flow 3 Catchment 2=tm— NRCS �Ianl Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ 11 Bare Shallow Paved Swales Lawns Ground Waterwa Sheet FI2yJ_11 5 71t0 t5 20 Calculations: each Slope Length ID S L I ftf it I it I Z 7(a 27 - Id 2�00 1 '? (10-1. IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 11 s —,2-1-14 inch1hr Rainfall Intensity at Regional Tc, I !J Z-,.:J,92] inch/hr Rainfall Intensity at User -Defined Tc, 1 rrt. indft Qz=,95(Z�) DN9 '�28�5 Syr I NRGS Flow Flow Runoff Convey- Velocity Time Goeff an6e V Tf C-5 fps minutes Computed I c Regional Tc User -Entered Tc Peak Flowrate, Op Peak Flowrate, Op = Peak Flowrate, Op = ds 1=4-2YR, Tc and PeakQ of 'V 11/M012, 3:10 PM L :r r r r r i r� r r r r CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Titre: LDS Catchment ID. D62B 1. Catchment Hydrologic Data Catchment ID =.D62B Area = ' ' . 035 Acres Percent Imperviousness =: 'Z "2&00 % NRCS Soil Type = ': s :.,' :: D. A, B. C, or D 11. Rainfall Information I (inch/hr) = C1 • P1 /(C2+Td)AC3 Design Storm Return Period, Tr = 2years (input return period for design stone) CI - _ , 2850' (input the value of Ct) C2='' :: A0 00 (input the value of C2) C3= ,_.' _ 0786 (input the value of C3) P1= t. ':':OM inches (input one-hr precipitation —see Sheet "Design Info') III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C Ot20' Overide Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 028' Overide 5-yr. Runoff Coefficient, C _;; _ '.' (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland Remh 1 now -) Bunning Flaw Dimtioy Catchment Boundary NRCS Land Type ��� Hea Meadow Tillage/ e/ Field Short Pasture/ Lawns I NearlyGrassed Bare Ground Swales/ Watenva Paved Areas & Shallow Paved Swales Sheet Flow Conve nce 2.5 0�7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Cceff ance V Tf tuft It C-5 fps minutes � Regional Tc = d. i S L2 Z �% _ 106 .�T ��l User -Entered Tc = IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I 2 64 incit/hr Peak Flowrate, Op = Rainfall Intensity at Regional Tc, I = 7777TU inclVhr Peak Flowrate, Op = Rainfall Intensity at User -Defined Tc, I inch/hr Peak Flowrate, Op = cis cfs cis ' D62B-2YR, Tc and PeakO tr� 111212012, 3:11 PM No Text Area -Weighting forRunoff Coefficient Calculation Project Title: Catchment ID:.. Illustration S I&W ej,-L Flow Direction C21chment Subazea 3 Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output &74&r U5 0. 4 T-K IM g Sum :IMF!Wulk2.ail Sum I >U;57-1kVk Area -Weighted Runoff Coefficient (sum CA/sum A) ,iRa�0 .- *See sheet "Design Info" for inperviousness-based runoff coefficient values. D63-100YR, Weighted C 12/2712012, 10:59 AM .1 I. I I I I t.. CALCULATION OF A PEAK RUNOFF USING RA.TIONALIMETHOD 11. Rainfall Information I (inch/hr) = C1 • P1 1(C2 + Td)A C3 Design Storm Return Period, Tr = 160 years (input return period for design storm) C1 2850 (input the value of Cl) C2= 10.00. (input the value of C2) C3= �::�-'.��0:786 (input the value of C3) P1= :2:86 inches (input one-hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment : Runoff Coefficient, C = DW Ovedde Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland_ Remit I flay Reach -) Be&ming FIw Dimtioi Catchment NRCS LandFH_esvy Till—age/ Short Nearly Grassed Paved Areas a Type Meadow Field Pasture/ Bare Swalest Shallow Paved Swales 1 Lawns I Waterways (Sheet Flow) -Ground 20 Calculations: Reach Slope I ID I S Wit inp q37 Overland -10 e4.02( jq5 3 '2 0.10( ngth 5-yr NRCS Flow Flow L Runoff Convey- Velocity Time Coeff I ance V I Tf it C-5 fps minutes F_ Sum j776'I Computed Tc Regional Tc Z.:7 15i)1 User -Entered Tc 60 �CF5 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =1.11: 10 92rinchthr Peak Flowrate, Qp =' -4.636 cls Rainfall Intensity at Regional Tc, 1 '6:64: inchthr Peak Flowrate, Qp 4.11s cis Rainfall Intensity at User -Defined Tc, I inch/hr Peak Flowrate, Qp CIS 75p p 500 TC_ _;; , D63-1 OOYR, Tc and PeakQ 12/27/2012, 11:00 AM Area Weighting for RundffCoefficientiCalculation Project Title: Catchment IM-q— Illustration ECMqD: low Direction 4 Catchment 50=1=7 Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0 49. a 0 954 7 0- TO Q3'. "TT IF �0 OR, -N g" Sum - I-, Sum: Area -Weighted Runoff Coefficient (sum CA/sum A) = i *See sheet "Design Info" for inperviousness-based runoff coefficient values. D64-10YR, Weighted C 10/26/2012, 3:05 PM I I I I I I I 11 j U I 11 I 'CALCULATION OF A, PEAK RUNOFF USING RATIONAL METHOD 11. Rainfall Information I (inch/hr) = Ci P1 1(C2 + Td)A C3 Design Storm Return Period, �16,,Years (input return period for design storm) C1 (input the value of Cl) C2= 0 7 00, (input the value of C2) C3. .... "1*10386: = I (input the value of C3) pl=AA0 "`.��inches (input one-hr precipitation -see Sheet "Design Info') Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0:6T overide Runoff Coefficient, C = s (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5=t Overide 5-yr. Runoff Coefficient, (enter an overide C-5value if desired, or leave blank to accept calculated C-5.) Illustration 2 34 overland LEG ?((�3I4Reach I �=, ) Remh,2 B Fbw becta Catchment Boundary F —NRFCE�S Lan7dFH -7Wv—yI Tillage/ Short Nearly Grassed Pavedas T Meadow Field s ure/ T7] Bare Swales/ I Shallow Paved Swales kuzA Lawns Lawns Ground Waterways (Sheet Flow) F 5—� 15 20 Calculations: Reach I Slo D S fttft Length L ft oo 0 -n -q IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc Rainfall Intensity at Regional Tc: I = tw 3Zinch/hr Rainfall Intensity at User -Defined Tc, I = V§ inchthr Q0 5-yr NRCS Flow Flow Runoff Convey- Velocity I Time Coeff ance I V Tf C-5 fps minutes Regional Tc User -Entered Tc Peak Flowrate, QP cis Peak Flowrate Qp = T-7-71.751.39 cis Peak Flowrate: Qp = RRR-07CNMR cis 7 5'q DrA-1 OYR, Tc and PeakQ 17( 6 ( ) :9�1 /1 r::� 10/26/2012,3:05 PM1-4 -i.> Area -Weighting for Runoff Coefficient Calculation Project Title:..1: Catchment ID::'_'<':; Illustration EGEND: low Direction CatcLmetrt Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C' CA input input input output .<.:0:95I; _ 0.01 F I f. J. x i sum. 010 sum A,:03 Area -Weighted Runoff Coefficient (sum CAfsum A) 0;32 'See sheet "Design Info" for inperviousness-based runoff coefficient values. ' D65-10YR, Weighted C 5/3/2013, 12:00 PM t I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D65 1. Catchment Hydrologic Data Catchment ID = D65 Area = 010Acres Percent Imperviousness = 32`00' % NRCS Soil Type = D' A, B, C, or D it. Rainfall Information I (inch/hr) = C1 . P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 110' years C1 = 2&50' C2= 10:00 C3= 0.786' P7= _ ... 1.40.inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info') III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 039' Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.31 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Reach 1 flay b o. 32 Be&ming Flaw Directive catchment Reach 3 NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Lawns Bare Ground Swales/ WaterwaysSheet Shallow Paved Swales Flow) Conve nce 2.5 �0 10 15 20 Calculations: Reach Slope I Length ID S L Nft R mput input 0.0330., 45;1 Overland '' _ 32 Z6 ► �ro ; ao8 CFS 1 az_a c ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 4.42' inch/hr Rainfall Intensity at Regional Tc, I 3.75 inch/hr ' Rainfall Intensity at User -Defined Tc, I = 4.42, inchihr 56 D65-10YR, Tc and PeakQ 5-yr I NRCS Runoff Convey- Coeff ance C-5 Flow Flow Velocity Time V Tf fps minutes Regional Tc User -Entered Tc Peak Flowrate, Qp - 9 tT r1s Peak Flowrate, Qp5FQfs Peak Flowrate, Op — efc 5/3/2013, 12:01 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration Subazea 3 Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output -1V03 0.05. ... 0.25F. Sum: sum: Flow Direction 4 carchment Boundary Area -Weighted Runoff Coefficient (sum CA/sum A) = F!'-tIFOA� - •See sheet "Design Info" for inperviousness-based runoff coefficient values. D66-10YR, Weighted C 5/3/2013, 11:58 AM I I I I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 7 Catchment ID: iD66 I. Catchment Hydrologic Data Catchment ID = 1566�.:' Area= Acres Percent Imperviousness 43.00 % NRCS Soil Type = .D: A, B, C, or D 11. Rainfall Information I (inch/hr) = C1 * Pi 1(C2 + Td)A C3 Design Storm Return Period, Tr = years C1 = 2850 .0 C3=,. inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one-hr precipitation -see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C Overicle Runoff Coefficient, C ' (enter an ovend C value if desired, or leave blank to accept calculated C.) e 5-yr. Runoff Coefficient, C-5 = -0.36 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration I ° rinnd LEGEND I ]k Reua'h flow I �+JOJ Reuh 2 Catchment 3 F —NRRFC-S �Iand HeavyTillage/ Short,,- Nea G Paved Areas & T Meadow Field Pasture) 11 B Bare 11 S=es/ I= 1v Shallow Paved Swales Lawns Ground Waterways (Sheet Flaw) =043 6 IL lCalculations: - 0 '3,CP5 ?ach Slope Length ID S L I tuft III Id IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I 4.21 , incIVhr Rainfall Intensity at Regional Tc, 1 -:1.4 3.73. inch/hr Rainfall Intensity at User -Defined Tc, I -4,21:tinch/hr 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance I V I I Tf C-5 fps minutes Regional Tc 10.38 User -Entered Tc = Ji : 7.46A— Peak Flowrate, Qp Peak Flowrate, Qp = --6 t5 tifS Peak Flowrate, Qp = F:;s D66-10YR, Tc and PeakQ 5/3/201 3, 11:59 AM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration EGEND: low Direction 4 Catchment Boundary Instructions: For each catchment subarea, enter values for A and C. Area -Weighted Runoff Coefficient (sum CA/sum A) 'See sheet "Design Info" for inperviousness-based runoff coefficient values. UD-Rational v1.02a, Weighted C 10/29/2012, 9:51 AM I I 1- I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: ADS Catchment ID: 4N1 I. Catchment Hydrologic Data Catchment lD=INI. - . Area = ..0.13 Acres Percent Imperviousness = 52.00% NRCS Soil Type = D A, B, C, or D 11. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)A C3 Design Storm Return Period, Tr = , 10 years C1 = 28-50 C2= 10.00 C3-- :0.786 P1= 1:40inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation -see Sheet "Design Info') Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.47 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = --0.41 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) I Illustration I -1 -1 I I Reach 1 flay LEGEND n Catchment a.--d-7 NRCS Land F--H-e-a-v-y-] Tillage/ Short Nearly Grassed Pav as & Type Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns i Waterwa)- Reet Flow _Ground 15 20 :q: Calculations: Reach Slope Length ID S L tuft ft ae052(Zq)013- 17 0— input input Lr-5 Overland .-00200 55 Sum I - lot 5z TI 0 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance 1 I V Tf C-5 fps minutes Computed Tc 7.37ffl 1.71 l— Regional Tc 0.31 User -Entered Tc=P7.37 IV. Peak Runoff Prediction cl Rainfall Intensity at Computed Tc, I = 4,23 inch/hr Peak Flowrate, Qp s Rainfall Intensity at Regional Tc, I = 3 4 inch/hr Peak Flowrate, Qp Rainfall Intensity at User -Defined Tc, I inch/hr Peak Flowrate. Qp (qZ-3 ) 29 0 L3 zq 3 /NLL72�) LID -Rational v1.02a, Tc and PeakQ (5(3):- o-73r r7,:� 10/29/2012, 9:51 AM 5 . II � �-J :1 I CALCULATION OF KP'EAWRUNOFF;UMNG RATIONAL METHOD It. Rainfall Information I (inchthr) = C1 • P1 I(C2 + Td)A C3 Design Storm Return Period, Tr = -.a.,,. years (input return period for design storm) C1 = 2&50! (input the value of C1) 1040 (input the value of C2) C3-- 0:786 (input the value of C3) P1= inches (input one-hr precipitation -see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = r 0'84 Runoff Coefficient, C Overide ... .. . . ... (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 ;8 2: Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) 30 Illustration DZ4 + Dj 2 z 0, s?_ cr--,S overland LEGEND 1�11 4�4-JJ r, Reach 2 Reach I flow 0 ilieonning Fbw Di:rectlom Catchment Reach 3 Bowulary Hadow eavy Short N13eaa: G Paved Areas & Pasturel I es/ S= Shallow Paved Swales g IIM— Lawns (Sheet Flow) 10 = Calculations: Reach Slope Length ID S L 11M ft oq input input 45 95 Overland 0:020040- I97Z IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I v7pr., inch/hr Rainfall Intensity at Regional Tc, I 176,inch/hr Rainfall Intensity at User -Defined Tc, 1 =tEW 954. inch/hr A r 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V I Tf C-5 fps minutes Regional Tc User -Entered Tc Peak Flowrate, Op Peak Flowrate, Op Peak Flowrate, Op �-L_ 11&ds— IN2A-IOYR, Tc and PeakQQ, sl,Z5 -q ) �o q7.S 4/1512013,4:10 PM I I I I .1 .1 .1 IIN2A-10YR, Tc and PeakQ CALCULATION OF PEAK -RUNOFF USING RATIONAL METHOD Project Title:::. LDS Catchment ID:Z z, :IN2A I. Catchment Hydrologic Data Catchment ID Area = 0,03. Acres Percent Imperviousness % NRCS Soil Type = ''D: A, B, C, or D 11. Rainfall Information I (inch/hr) = C1 * P1 i(C2 + Td)4C3 Design Storm Return Period, Tr=..4�',�+5+.�.*,�,.:�.. 16years C1 =:::X:0:'2&50 C2=,.d__...10001 C3-- P1= 4.40 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info") .111. Analysis of Flow Time (Time of Concentration) for a Catchment .17NP PAI Runoff Coefficient, C = x Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.821 . . ... (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Over de 5-yr. Runoff Coefficient, C Illustration NRCS Land Heavy Grassed Paved Areas & Type I Meadow Swales/ Shallow Paved Swale Lawns Ground Waterways (Sheet Flow) Calculations: Reach Slol I ID I S fttft o3 69 1;:0— L ft q37 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I Rainfall Intensity at Regional Tc, I 17TF:: 7 -3.76 inch/hr Rainfall Intensity at User -Defined Tc, I *75inch/hr (�07 Q00=/o2j�y 95��95 (� 3� =a3SC�=S 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance I V Tf C-5 fps minutes Regional Tc = [:;!:!:;: 10.22. User -Entered Tc=l...5.00. .,I — Peak Flowrate, Qp Peak Flowrate, Qp sfs Peak Flowrate, Qp 4/15/2013, 4:11 PM I I .1 I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD' Project Title:-._,., x: LDS Catchment ID: IN3:,*': I. Catchment Hydrologic Data Catchment ID =41'd Area Acres Percent Imperviousness % NRCS Soil Type D,A, B, C, or D It. Rainfall Information I (inchthr) = C1 * P1 I(C2 + Td)A C3 Design Storm Return Period, Tr = >16years C1 2850 C2= .1 0.'00 C3= 0786 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info') Ill. -Analysis of Flow -Time -(Time.of -Concentration) for a Catchment Runoff Coefficient, C = Mv -.-F- Oigl Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) . ..... 5-yr. Runoff Coefficient, C-5 = UZ Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration qY16 44 Reach I Reach 2 J�E G— Reach 3 CaichmeTt Bowdary NRCS Land —Heavy Fi�fflage/IF Grassed Areas Type Mead ][:'or 1Nea Pasture/ B= S,aI�sjJShallow Paved Swa lesS'ate,Sheet I Ground )& Flow Conveyance J 7 —Paved 20 D]] Calculations: I ID ReaI Sch Slope I L Length Wit I ft 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes Regional Tc; =1 User -Entered Tc = I 1,tlo Xli74 I Peak Flowrate, Qp 405; ds Peak Flowrate, Qp -0.03: cis Peak Flowrate, Qp 0.04 ds IN3-10YR. Tc and PeakQ 95 'Oita[ (Z5 1 Z / 411512013,4:12 PM co HISTORIC BASIN CALCULATIONS Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration LDS. EGINID: low Direction 4 Catchm eat Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 031 25.00 7.00 7 i I i SUM:[ SUM: I Area -Weighted Runoff Coefficient (sum CA/sum A) 62:87K!; ::::i: *See sheet "Design Info" for inperviousness-based runoff coefficient values. H0I-2YR, Weighted C 10/20/2012, 4:22 PM I I .1 -1 I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: H01 1. Catchment Hydrologic Data Catchment ID = HOI.:. — I Area= ',:0:61 Acres Percent Imperviousness = .::.6187.% NRCS Soil Type = D A, B. C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)A C3 - Design Storm Return Period, Tr =: :.1-:. :: 2 years (input return period for design storm) C1 = : .:.:28.55: (input the value of Cl) C2= 10.00 (input the value of C2) C3= (input the value of C3) Pl=. inches (input one-hr precipitation -see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0-.-4 3 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.48 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C Illustration -----Ol- - overland ReachI flay Reach 3 -) Begimdng Flow Dimflai Catchment Boundary NRCS Land Hea7TiI�a'el Short FNea"� Grassed Paved Areas & Type Meadow Fed Pasture) Bare wae Shallow Paved Swales Lawns I Ground IWaterwa Sheet Flow) Conveyance 2.5 5 _71 17757 20 Calculations: Reach Slop ID S ft/ft L ft IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= �--,2 35: inch/hr Rainfall Intensity at Regional Tc, 1 inch/hr Rainfall Intensity at User -Defined Tc, 1 2.78; inch/hr C----(p3 17-- 2,3q H01-2YR, Tc and PeakQ 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf I C-5 fps minutes L;omputea i c = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Nz Peak Flowrate, Qp Peak Flowrate, Qp 61 0 to 10120/2012,4:23 PM .1 I I I - I I .1 CALCULATION OF A PEAKRUNOFF USING RATIONAL METHOD 11. Rainfall Information I (inch/hr) = C1 • P1 J(C2 + Td)A C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 (input the value of Cl) C2= 10' '00t (input the value of C2) C3-- ..::.,.-'0;786 (input the value of C3) P1= 286; inches (input one-hr precipitation --see Sheet "Design Info') 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C Overide Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5 Overide 5-yr. Runoff Coefficient, C (enter an overkle C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beghming FlwDimflom if Catchment &—a—d—Y NRCS Land av' 'ieavy F—T—illa—ge/7] hort Nearly Grassed Paved Areas & Type e d]ow a Field P: ture s a/ Bare 1 Swales/ 11 Shallow Paved Swales Ln Ground Waterways (Sheet Flow) 7_j t0 t5 F_ 20 Calculations: Reach Slope Length I ID I S I L Rift I ft Overland 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes Regional Tc User -Entered Tc IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 8 19, inch/hr Peak Flowrate, Qp fiefs Rainfall Intensity at Regional Tc, 1 6 781 inch/hr Peak Flowrate, Qp Rainfall Intensity at User -Defined Tc, I _-_0', inch/hr Peak Flowrate, Qp C=0,69.0, — 1. 7-5 ( v.3) 8,17 (a 1�, I CF5 H01-100YR, Tc and PeakQ 160 10/20/2012, 4:23 PM 1: 1 1 1 1 1 1. Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: H02 Illustration she® a Subarea 3 eot- s Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C' CA input input input output 0.38 95.00 36.10 0.46 :' 25M 11.50 Sum: _ 0.84 Sum• 4Z80 Flaw Direction .---- Ca2cbmeot Boundary Area -Weighted Runoff Coefficient (sum CA/sum A) 56:67 • 1 'See sheet "Design Info" for inperviousness-based runoff coefficient values. H02-2YR, Weighted C 10/20/2012, 4:29 PM t 1 t 1 .1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: H02 I. Catchment Hydrologic Data Catchment ID = H02 Area = 0.84 Acres Percent Imperviousness = 56.67 % NRCS Soil Type = D A, B, C, or D If. Rainfall Information I (inch/hr) = C1 A P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 2 years (input return period for design storm) Ct = 28:50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 10.82 inches (input one-hr precipitation --see Sheet "Design Info') III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0`38 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0:44 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland Reach I flmv 3 Beg) n Catchment Boundary NRCS Land Heavy Tillage) I Short Neady Grassed Paved Areas & Type Meadow field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways Sheet Flow) Conve ance 2.5 ��� 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.44 N/A 000 0!00 1" ,' 0.0100 53:.: - 20i00 2i00 0644 2 : 001:74 680: '. -MO 0'i92 42.27:=_ 3 4 5., .E-- Computed Tc= 12.72 . Sum 733 Regional Tc = i14.07 User -Entered Tc IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I 201 inch/hr Peak Flowrate, Qp Rainfall Intensity at Regional Tc, I = 1.92 inch/hr Peak Flowrate, Qp =O 7�efs— Rainfall Intensity at User -Defined Tc, I inch/hr Peak Flowrate, Qp cfs 067 3 07 CPS ' — H02-2YR, Tc and PeakQ 10120/2012, 4:29 PM f' .1 I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: H02 1. Catchment Hydrologic Data Catchment ID= H02 _:-. Area = 0.84 Acres Percent Imperviousness = 56.67 % NRCS Soil Type = `<D A, B, C, or D It. Rainfall Information I (inch/hr) = C1 • P1 /(C2 + Td)AC3 . Design Storm Return Period, Tr = .:100 years (input return period for design storm) C1 = > 28..50. (input the value of Cl) C2= 1000 (input the value of C2) C3= 0.786 (input the value of C3) P1= .2.86 inches (input one-hr precipitation --see Sheet "Design Info') III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 4V Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.44 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage! Field Short Pasture/ Lawns 11 Nearly Bare Ground Grassed Swales/ Waterwa Paved Areas & Shallow Paved Swales Sheet Flow) Conve nce 2.5 0�7 10 15 20 Calculations: Reach ID Overland Slope S ft/ft Input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ante input Flow Velocity V fps output Flow Time Tf minutes output `0.44 .: N/A 0i00 0 00 1 2 S 3 5 0.0100 0.6174 Sum 53;' 680' s _733 - 20I00 200 7i00 0892 Computed Tc = Regional Tc = User -Entered Tc = 0..4. 12.27: _12.72- .' 1407_ IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I 7.00 inch/hr Rainfall Intensity at Regional Tc, I 6:69' inch/hr Rainfall Intensity at User -Defined Tc, I w inch/hr C= 0.57 r=10?> H02-100YR, Tc and PeakQ Peak Flowrate, Qp=1 Peak Flowrate, Qp .�r18-efs Peak Flowrate, Qp cfs (,1- D' 7 (1 Z5) t t / $ C 8 "1 > -10/20/2/2, 4:2 ,Area-Weigh;ting,ft i"Runoff ,Coefficient Calculition F Project Title: Catchment ID:.':'::, Illustration EGEND: law Direcdon 4 Carchinent Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output :UW:: -30 0.68 , O � :3 ;25 0.17 --IK N T V7. A: Sum* -`00 �!d Sum: 0.47 Area -Weighted Runoff Coefficient (sum CAJsurn A) 0.47 *See sheet "Design Info" for inperviousness-based runoff coefficient values. H03-2YR, Weighted C 12/27/2012,11:44 AM t CALCULATION OF A PEAK RUNOFF USING RATIONAL;METHOD. Project Title LDS Catchment ID H03 - HISTORIC I. Catchment Hydrologic Data Catchment ID H03 Area 100 Acres ' Percent Imperviousness NRCS Soil Type OA7 % O A, B, C, or D II. Rainfall Information I (Inch/hr) = C1 • P1 /(C2 + Td)AC3 Design Storm Return Period, Tr 2 years (input return period for design storm) Cl = (input the value of Cl) C2 7000 (input the value of C2) C3 0786 (input the value of C3) Pt 0:8Z inches (input one-hr precipitation —see Sheet "Design Info' III. Analysis of Flow Time (Time of Concentration) for a Catchment t Runoff Coefficient, C 004 overide Runoff Coefficient, C (enter an overide C value ff desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 Or15' Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C ' Illustration LEGEND 0 Be&ming Flow Dizatio E Catchment Bom�dary NRCS Land Type Meadow Field Pasture) Bare wa� Fw ShaPknvPavedSwales Lawns Ground tervra Sheet Flow Conveyance 2.5 00 t0 _ 151 20 C, Calculations: I Reach I Slope I Length e � ID S L �7Z_ .ln.Wg7 Overland CFS .' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = Qto= .g7(ys7)1 fVft I It inch/hr inch/hr inch/hr Runoff I Convey- I Velocity I Time Coeff ance V Tf C-5 fps minutes wmputea i c = Regional Tc = User -Entered Tc = Peak Flowrate Qp 014! cis Peak Flowrate, Qp =_.: Z., —.0.08cfs Peak Flowrate Qp = cis Q,� IrzS(,4�7)�95 (i) = 5g5 CAS ' H03-2YR, Tc and PeakQ 12/27/2012, 11:45 AM 11 Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration EGEND: low Direc[ian 4 Caichm ew goundaty Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output > 0:64 I. , 95.00 60.80 0.10= . 195.00 9.50 0.11 : 50.00 550 6.12". 153.00 Sum. I_= 6.97 __' Sum :228.80 Area -Weighted Runoff Coefficient (sum CA1sum A) "32.83 *See sheet "Design Info' for inperviousness-based runoff coefficient values. H1-2YR, Weighted C 10/20/2012.4:40 PM I I .1 [l 1 Ul 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: HI -HISTORIC 1. Catchment Hydrologic Data Catchment ID = H1. Area = 6.97 Acres Percent Imperviousness = 32:83 % NRCS Soil Type = D A, B, C, or D It. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr 2 years (input return period for design storm) C7=:"r 28:50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= .: t::0;786 (input the value of C3) P1=.; 4..":0.82 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.24 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0`32 Overide 5-yr. Runoff Coefficient, C •',,'; (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Hea Meadow Tilla el Fie d Short Pasturel Lawns NearlyGrassed Bare Ground 11 Swales/ Waterways Paved Areas 8 Shallow Paved Swales Sheet Flow Conve nce 2.5 0�7 10 15 20 Calculations: I Reach Slope LengthI I I NRCS VItRunoff Convey- eodty Time n`loTf minutes Regional Tc User -Entered Tc IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I 4.27. inchlhr Peak Flowrate Qp • 2't3 ci Rainfall Intensity at Regional Tc, I ] 73 inch/hr Peak Flowrate Qp ifs Rainfall Intensity at User -Defined Tc, I 1.73 inch/hr Peak Flowrate Op C=d•33 Z-1.73 H1-2YR, Tc and PeakQ ; D 3 3 ! • 7Z 5 / S 37 3.97 CF10/250/2012, 4:40 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: HII-HISTORIC I. Catchment Hydrologic Data Catchment lD=Hl:.. Area = 6.97 Acres Percent Imperviousness = 32-83 % NRCS Soil Type = D A. B, C, or D 11. Rainfall Information I (inch/hr) = C1 * P11 1(C2 + Td)A C3 Design Storm Return Period, Tr = .. 160 years Cl = 28'50. C2= M00 C3= ::,.0.786r P1= :...-286 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C ;'O57 Overide Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 -0.32 Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration F-iNTRCS �Iand Type F__Hea`v_y_� Meadow Tillage/ Field Sho Pasturel Lawnsei Bare NBare Ground walest Waterwa Paved Areas Shallow Paved Swales (Sheet Flow) 20 Calculations: I Reach I Slope I Length I 5-yr I NRCS I Flow I Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf fvft It C-5 fps minutes Regional Tc User -Entered Tc IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 4.441, inchithr Peak Flowrate, Qp Rainfall Intensity at Regional Tc, 1 -6.021 inch/hr Peak Flowrate, Op Rainfall Intensity at User -Defined Tc, I =:T:,:: .-.,:,:6.02. inch/hr Peak Flowrate, Qp C7:01 25 (,,33) 6.ol (�,9 7 17. Z-7 CAS H1-100YR, Tc and PeakQ 10/20/2012,4:41 PM 1 1 1 t 1 1. Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: H2-HISTORIC Illustration EGEIVD: tow Direction 1— Ca2cbm mt Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff. Product ID acres Coeff. A C' CA input input input output 0.05 95.00 4.75 0.04 50.00 :: 1.75 0.01 95.00 095 1.22 25.00 3038 Sum: - 131 sum . '37.83 Area -Weighted Runoff Coefficient (sum CA/sum A) 28e87 'See sheet "Design Info" for inperviousness-based runoff coefficient values. H2-2YR, Weighted C 10/20/2012, 4:42 PM I 1 1 .1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: 112-HISTORIC I. Catchment Hydrologic Data Catchment ID = H2 Area = 1.31 Acres Percent Imperviousness = 28.87 % NRCS Soil Type = . D A. B, C, or D II. Rainfall Information I (inch/hr) = C1 • P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = _ 2 years (input return period for design storm) C1 = .. `28.50 (input the value of CI) C2= 10.00 (input the value of C2) C3= , 0.786 (input the value of C3) P1= 0.82 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0:22 Overide Runoff Coefficient, C = r (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.30' Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5J Illustration ' 0101d LEGEND Reach F ttoy Reach2 O R eorating Flow Directio E Catchment Reach 3 Boundary 1 I 1 1 1 -1 1 NRCS Land Hea Tilla el Near Grassed Paved Areas & Type Meadow Fie d [EPartel Bare Swalesl Shallow Paved Swales Ground Waterways (Sheet Flow) Conve ance 2.5 �07 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf fl/ft ft C-5 fps minutes Overland IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 1f54: inch/hr Rainfall Intensity at Regional Tc, I = 2.02, inch/hr Rainfall Intensity at User -Defined Tc, I =".. 1302 inch/hr U-0- ?-I� 2. 0 � ' H2-2YR, Tc and PeakQ Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = c s Peak Flowrate, Qp = -0:b& cf9— Peak Flowrate, Qp = 0.58-efs-- ( )1,51 (5 CFS 10/20/2012, 4:42 PM 1. 1 1 .1 t 1 11 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: 112-HISTORIC I. Catchment Hydrologic Data Catchment ID = H2 Area = 1.31 Acres Percent Imperviousness = 28.87 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = , 100 years (input return period for design storm) C1 = 28.50 (input the value of CI) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 057 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.30 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/ I Nearly Grassed Paved Areas & Type Meadow Field Pasture! Bare Swalesl Shallow Paved Swales Lawns Ground Waterwa s Sheet Flow) Conve ante 2.5 0�7 10 15 20 Calculations: ID I S L Poft ft IV. Peak Runoff Prediction Tc, I =„ 5.36 inch/h Tc, I 7:05 inch/h Rainfall Intensity at Computed r Rainfall Intensity at Regional =` r Rainfall Intensity at User -Defined Tc, I = ? 7:05 inch/hr H2-100YR, Tc and PeakO. ' Syr Runoff Coeff C-5 output NRCS Convey- ante input Flow Velocity V fps output Flow Time Tf minutes output 0:30 .." N/A 0:29 a 7:42 . Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Op = Peak Flowrate, Op = Peak Flowrate, Op = 21.93 12:52 12:52 c s . °_533 k si 23 efr (�=IIZ53.3q CAS 10I20/2012, 4:43 PM 11 1 1 1 1. 1' 1 11 Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: 1-13-HISTORIC Illustration EGEND: low Direction 2atchm ent 3oundary Instructions: For each catchment subarea, enter values for A and C. ��Mlllml TOM • r� �s II Sum I lb."L9 I sum: 4uI:zs. l Area -Weighted Runoff Coefficient (sum CA/sum A) = . 25.00 "See sheet "Design Info" for inperviousness-based runoff coefficient values. H3-2YR, Weighted C. 10/21/2012, 10:02 PM I i _1 1 1 .r I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: H3-HISTORIC I. Catchment Hydrologic Data Catchment ID = H3 Area = 16.29 Acres Percent Imperviousness = 25.00 % NRCS Soil Type = D A, E, C, or D 11. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 2 years (input return period for design storm) Ct = 28.50 (input the value of CI) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.82 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.20 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.28 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Reuh 3 t Illustration overland LEGIIVD Reach 1 flay Herb Flay Dirertio� Catchment Boundary NRCYS Land Heavy Tillage/ Short Nearly Grassed Paved Areas 8 T Meadow Field Pasture/ I Bare Swales/ Shallow Paved Sales Lawns Ground Waterways] (Sheet Flow) Conveyance 2.5 0�7 10 15 20 Calculations: Reach Sloi ID I S ft/ft L Runoff Convey- Velocity I Time Coeff ance V Tf ft C-5 fps minutes Regional Tc User -Entered Tc IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 1:041inch/hr Peak Flowrate, Qp = - cfs Rainfall Intensity at Regional Tc, I = 1.73' inch/hr Peak Flowrate, Qp = " . cfs Rainfall Intensity at User -Defined Tc, I =-;:':::' 1.73` inch/hr Peak Flowrate, Qp = s Z5 7°N -� �'�3 d,a5 (1,73)1�, 29 = CAS ' H3-2YR, Tc and PeakQ 10/21/2012, 10:02 PM I .1 1 [1 I 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: 113-HISTORIC I. Catchment Hydrologic Data Catchment ID = H3 Area = 16.29 Acres Percent Imperviousness = 25.00 % NRCS Soil Type = D A, B, C, or D 11. Rainfall Information I (inch/hr) = C1 . P1 1(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) Ct = 28.50 (input the value of Ct) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.56 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.28 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 3 B Ftav Directia Catchment Boundary NRCS Land Type Hea Meadow Tillage/ Fie d Short Pasture/ Lawns Near Bare Ground Grassed Swales/ Waterwa s Paved Areas 8 Shallow Paved Swales (Sheet Flow) Conve nce 2.5 0�7 10 i5 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity rime - Coeff ance V Tf ft/fi ft C-5 fps minutes 7.00 . 1 0.97 I 9.13 Regional Tc =1 77.43 User-EnteredTc=F 17.43 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3:62 inch/hr Peak Flowrate, Qp = 33.07 cfs Rainfall Intensity at Regional Tc, I = 6.04 inch/hr Peak Flowrate, Qp = 55.09 cfs Rainfall Intensity at User -Defined Tc, I = 604 inch/hr Peak Flowrate, Op = 55.09 cfs �,oz z�) =3or�W c�S 113-100YR, Tc and PeakQ 10/2112012, 10:02 PM Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: 114-HISTORIC Illustration EGEND: low Direcdon catchm em Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C' CA input input input output .0:09 50,00 4.50 0:05 9500 4.75 0.08 95:00 7:60 13.83 ' 25.00 345.75 sum: ": 14.05 .:' Sum 362.60 Area -Weighted Runoff Coefficient (sum CA/sum A) 2531 `See sheet "Design Info" for inperviousness-based runoff coefficient values. H4-2YR, Weighted C 10/20/2012, 4:53 PM .1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: HMHISTORIC 1. Catchment Hydrologic Data Catchment ID = H4 Area = 14.05 Acres Percent Imperviousness = 25.81 % NRCS Soil Type = D A, B, C, or D It. Rainfall Information I (inch/hr) = C1 ' P1 /(C2+ Td)"C3 ' Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = : 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= _ 0.786 (input the value of C3) ' P1= 0.82 inches (input one-hr precipitation --see Sheet "Design Info') 111. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C = '.. 0.20 Overide Runoff Coefficient, C = :.. (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = ,. 0.29 Overide 5-yr. Runoff Coefficient, C =:' (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) ' Illustration 1 1 t Overland LEGEND Reach 1 flow Reach2 O Be&uune Flaw Directiar Catchment 3 Boundary Land e/ Grassed Paved Areas & �9YNRCS Type rliLeavyTilla adow Field EhorrteNeal Bare Swales/ I Shallow Paved Swales Ground Waterways (Sheet Flow) Conveyance 2.5 0�7 10 15 20 Calculations: Reach ID Overland Slope S fvft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0180 500 0.29 N/A 0.31 2706 1 0.0155 387 7.00 087 ,. 7!40,: 2 9.0072 554 15.00 127 7i251" 4. 5 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 1.05 inch/hr Rainfall Intensity at Regional Tc, I = 1.70 inch/hr Rainfall Intensity at User -Defined Tc, I = 1.70 inch/hr C=o•a-,, r:;:4.7 computed I C=1 41./T, Regional Tc = 18.01 ^� User -Entered Tc = 18.01 Peak Flowrate, Qp - �9'Lis Peak Flowrate, Qp = � ;�4��8�*�V�s Peak Flowrate, Qp =_��`'" t .H4-2YR, Tc and PeakQ 10/20/2012, 4:53 PM .1 1 1 .1 1, .1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: H4-HISTORIC I. Catchment Hydrologic Data Catchment ID = H4 Area = 14.05 Acres Percent Imperviousness = 25.81 % NRCS Soil Type = D A. B, C, or D It. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) Ct = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.86 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.56 Overide Runoff Coefficient, C = _ (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.29 Overide 5-yr. Runoff Coefficient, C = . (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 $aiming Flay Dim i.o Catchment Bounaary NRCS Land Hea `M Tilla e/ 9 Short Nead Y Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow 11 Conveyance 2.5 0�7 t0 75 20 Calculations: Reach Slope Length ID S L ft/R 1 ft IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3(67 inch/hr Rainfall Intensity at Regional Tc, I = 5.94 inch/hr Rainfall Intensity at User -Defined Tc, I = 5.94 inch/hr 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes computed I c = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = e . 3 cfs Peak Flowrate, Qp = _A6-B4 cis Peak Flowrate, Qp 'Cfs C-or6J_-> J,_ 5941- p3 H4-100YR, Tc and PeakQ 10/20/2012, 4:54 PM Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: H04 - HISTORIC Illustration EGEND: low Direcfian Catchment Boundary Instructions: For each catchment subarea, enter values for A and C. �Mgm -rim Sum:I U.S7 I Sum: Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. H03-2YR, Weighted C 10131/2012, 6:55 PM I 1 .1 .1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: H04 - HISTORIC I. Catchment Hydrologic Data Catchment ID = H04 Area = 0.81 Acres Percent Imperviousness = ,82W % NRCS Soil Type = :, «D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 * Td)AC3 Design Storm Return Period, Tr= 2 years C1 = . 28.50' C2=" ::: 10.00 P1= "" :...'0 82 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 6..62' Overide Runoff Coefficient, C = . <'.: (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 0.65 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 3 overland Reach t tiay Beim ing Catchment Boundary . NRCS LandF-Heavy Type Meadow Tilla e/ Field Short Pasture/ Lawns Near Is Bare Ground Paved Areas & Shallow Paved Swales Sheet Flow) Conveyance 2.5 007 10 15 20 .. Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/m It C 5 fps minutes ' input In ut output input output output Overland Oi0200 5::'i 065 8MA 0:06 7t45 „010095 955< 20 00 ,.: 1 95- 8 17 2 'QQ r D, 9.62 Computed Tc Sum 960 ' Z7 Z Z D g / l Regional Tc User -Entered Tc 15.33 9.62 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 225. inch/hr Peak Flowrate, Qpfs ' Rainfall Intensity at Regional Tc, I 1?84 inch/hr Peak Flowrate, Qp s s Rainfall Intensity at User -Defined Tc, Ip .2 25 inch/hr Peak Flowrate, Op H03-2YR, Tc and PeakQ ` /+ r� 10/31/2012, 6:55 PM .1 1 1 1 r [_1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D29 I. Catchment Hydrologic Data Catchment ID = D29 Area = 0.36 Acres Percent Imperviousness = 95.00 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.84 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.82 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) uJop r o 3 Illustration /e/ / �/ overland LEGI7VD / Reach 1 n,,,,. NRCS Land Type Hea Meadow Tilla el Fie d Short Pasture/ Lawns Nea Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Pavetl Swales (Sheet Flow) Conveyance 2.5 0� 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time q 95 ft/fl ft Coeff C-5 ance V fps Tf minutes input input output input output output Overland 0.82 N/A 0.00 0.00 1 0.0100 190 20.00 2.00 1.58 4 5 d, o 0,9 5(q87 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 = 5.82 inch/hr Rainfall Intensity at Regional Tc, 1 3.64 inch/hr Rainfall Intensity at User -Defined Tc, 1 = 4.75 inch/hr t,omputea tc= Lots Regional Tc =1 11.06 User -Entered Tc =1 5.00 1 lC— Peak Flowrate, Qp = I Peak Flowrate, Qp = Peak Flowrate, Op = _-1.A4-efs co (�g5)gqs (off)= W n �S D29-PIPE, Tc and PeakQ �Z. D95(ZS� )d36 = 09B �S 518/2013, 3:17 PM 11 Area -Weighting for Runoff Coefficient Calculation I Project Title: LDS Catchment ID: D30 Illustration Subazea 3 Seat Instructions: For each catchment subarea, enter values for A and C. Flow Diren ion 41 carchmem Botum1my Sum U 71 Sum: VA T!... Area -Weighted Runoff Coefficient (sum CA/sum A) = 1 .1 *See sheet "Design Info" for inperviousness-based runoff coefficient values. D30-1 OYR, Weighted C 5/15/2013, 8:33 AM I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = D30 Area = 0:12 Acres Percent Imperviousness = 89.00 % NRCS Soil Type = D A, B, C, or D LDS II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 ' Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of Ct) C2= 10.00 (input the value of C2) ' C3= 0.786 (input the value of C3) P1= 1.40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.76 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.73 ' Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 35 ----- C,ra� E = Jay r 1IaS ( '� flowoverland LEGEND Reazh 1 flow Reach 2 0 Beewdng F1av Directio Z 3b 4 Q Co 3 catchment v� v —• / Reuh3 Boundary ' Z'IF I I NRCS Land Heavy Tilla el Short Nearly Grassed Paved Areas & T e YP Meadow �� Field Pasture) Bare Swalesl Shallow Paved Swales lawns Ground Waterways (Sheet Flaw Conve once 2.5 0�7 10 15 20 Calculations: J_e z - C = 0, S9 110; fig? 00 Reach ID Slope S Wit input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output Overland 0.73 N/A 0.00 ` • 0.00 1 0.0100 190 20.00 2.00 >.1.58 2 4' 5 =�89 ((��7 )blZ , d 5z 74 LA ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 5.82 inch/hr Rainfall Intensity at Regional Tc, I = 3.64 inch/hr Rainfall Intensity at User -Defined Tc, I = 4.75 inch/hr (�Q9� 995('0 �Z� 33 CFS ' D30-10YR, Tc and PeakQ Uomputed Ic=I s.1.58 Regional Tc =1 1106 User -Entered Tc = 5.00-- Peak Flowrate, Op = c9 53 Peak Flowrate, Op = D-33-efs— Peak Flowrate, Op = _443-efs- .5/15/2013, 8:33 AM IF777ea -Weighting for Runoff Coefficient Calculation I Project Title: Catchment ID:,'. Illustration EGEND: tcyw Direclion 4 c2lcttmear Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output :D.95-:;;:� 0 :23 sum: k 0 24 Sum: 0.23:::�� Area -Weighted Runoff Coefficient (sum CA/sum A) 0.95:.- *See sheet "Design Info" for inperviousness-based runoff coefficient values. D30A-10YR, Weighted C 4/30/2013, 10:53 AM I I 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D30A I. Catchment Hydrologic Data Catchment ID = D30A Area = 0.24 Acres Percent Imperviousness = 95.00 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 A P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = :::i. : :10 years Ct = .-::28.50 C2= ;; :>. 10.00 P1= ::` 1:40 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info') 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = -. - - 0.84 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =082 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration MOT ,1 n�e% l-/ lO Q = Z% Overland- LEGEND Rearh2 Rearht ttmv 0Beerftin, d S Izxn � Flaw Dimtioi Oral �at<h>,e„t Reach3 Boundary NRCS Land e/ Short Nearl GrassedPaved Areas & IEIIeavyTilla Type eadow Fie d Pasture) Bare Swalesl Shallow Paved Swates Lawns Ground Waterways Sheet Flow) Conveyance 2.5 0�7 10 15 _ 20 ,JCalculations: %o65C Reach ID Slope S fift input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output verland 0 82 N/A :0.00 0 00 1 2 4 , 5.: .0.0100 Suml 190 ii 190 . 20i00 2100 -77 Computed Tc = Regional Tc = User -Entered Tc = 1.58 15zZ — 1.58 . _ 11?06£-. 5.60 - ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 5.82 inch/hr Peak Flowrate, Qp = 1.17 cfs Rainfall Intensity at Regional Tc, I = 3.64 inch/hr Peak Flowrate, Qp = 0.73 cfs Rainfall Intensity at User -Defined Tc, I = 4.75 inch/hr Peak Flowrate, Qp = 0.96 cfs Q10= o9s(wV !I C-,C,-- oy/ ' D30A-10YR, Tc and PeakQ 4/30/2013, 10:53 AM �� 1 lV 000 Area -Weighting for Runoff Coefficient Calculation Project Title: _ Catchment ID: Illustration EGEND: low Direction 4 C21CIMMI Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.08: 0:25: 0.02', 0:95 O.N.:E :p. Suml .;;io 1 �2 0.06 Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. D28-10YR, Weighted C 10/23/2012,12:12 PM I I 1: I I I . I I I I I Iw D28-1 OYR, Tc and PeakQ CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D31 1. Catchment Hydrologic Data Catchment ID = D31 Area = 0.12 Acres Percent Imperviousness .48:00,% NRCS Soil Type D A, B, C, or D It. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr .-+:10 years (input return period for design storm) C1 = 28*50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) F`1= - 1:40 inches (input one-hr precipitation -see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C Over de Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5=.:0:39 Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy F Tillage/ Short Nearly Grassed Pavedre s T Meadow a Field Pasture/ i Bare Swales/ Shallow Paved Lawns Ground Waterways] (Sheet Flow) L15_JE_20 11 Calculations: I I S Reach Slope I L Length ID felt ft input input :0.0200.- 110 7 5q IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 168. inch/hr Rainfall Intensity at Regional Tc, I :3_70t inch/hr Rainfall Intensity at User -Defined Tc, 1 3:70 inch/hr P, q?(399) 1 too Z!5 (7 5Y), 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes Computed Tczl: ,1034 Regional Tc - User -Entered Tc =1 ' 10.61 1 :. ..2 cfs Peak Flowrate, Qp = ()_W� Peak Flowrate, Clp = _�fs -_ jj�cfs Peak Flowrate, Op r 10123/2012, 12:12 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment IM'.... Illustration Subarea 3 Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.04 :0 95 :0`04-11 . 0 49, 40.2&:.: 0:12-:� F . . . . . .. ... ...... v:. Sum: 0.53_-n Sum 0.16 Flow Direction 4 Catcbm cut Boundary Area -Weighted Runoff Coefficient (sum CA/sum A)= *See sheet "Design Info" for in perviousness -based runoff coefficient values. D55-10YR, Weighted C 10/26/2012, 4:03 PM CI 1 1 .1 1 i L I 1 i CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID:. D32, — I. Catchment Hydrologic Data Catchment ID = D32 Area = .0:53 Acres Percent Imperviousness = 30.00', % NRCS Soil Type = DA, B, C, or D It. Rainfall Information I (inch/hr) = C1 • P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design stone) C1 = `28.50 (input the value of C7) C2= : : 10:00 (input the value of C2) C3= " •. 0.786 (input the value of C3) P1= r1.40 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.38' Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0:30. Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland Reach 1 flay 3 -) Ree mdng Flmv Dimtio: Catchment NRCSLand llaget TF Short Nearly rasse 2d aved Areas & Meadow Field Pasture/ wal�t Shallll Paved ales awns GBound W Sheet Flow Conveyance 2.5 0�7 10 15 20 11 Calculations: Reach Slope Length ID S I L 5-yr NRCS Flo Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes Regional Tc 7Ill" User Entered Tc L1 22 Peak Flowrate, Qp �a83 cis Peak Flowrate, Qp I Peak Flowrate, Qp D55-110YR, Tc and PeakQ /, 7 c /020 7 3o (. ?) _ / Ib CF5 10/26/2012. 4:03 PM I Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D33 Illustration LELRi ND: Flow Direction Catchment Subarea Bound=7 Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0:02.:::: :..:.,095 6.02- 0.03: :0 25 10€0- 4 7 c Sum: 0.05 Sum: 0.03 Area -Weighted Runoff Coefficient (sum CA/sum A) 053 1 *See sheet "Design Info" for inperviousness-based runoff coefficient values. D24-D25-10YR, Weighted C 10/23/2012, 4:20 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D33 I. Catchment Hydrologic Data Catchment ID = D33 Area = 0.05 Acres Percent Imperviousness =.:. 53.00. % NRCS Soil Type =:;:;:: D A, B, C, or D ' If. Rainfall Information I (inch/hr) = C1 • P1 /(C2 + Td)AC3 ' Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = ' 28.50 (input the value of Ct) C2= _ 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.40 inches (input one-hr precipitation --see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment '. Runoff Coefficient, C = 0.47 Overide Runoff Coefficient, C = - (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.41'. 1 Overide 5-yr. Runoff Coefficient, C = :.<: ' (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration [l I Overland LEGEND Reach 1 llay Reach2 O Be&mring Flaw DiMtiO3 Ca/whment Bounaary NRCS Land e/ Short Nearl yType Grassed PavedAreas�� EHeavyTilla eadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Watervra Sheet Flow Conve nce t5 20 Calculations: Reach Slope Length ID S L ' I I input I inpL 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes Regional Tc User -Entered Tc Peak Flowrate, Qp 0.11 cis Peak Flowrate, Qp 0091 cis Peak Flowrate, Qp v 0.11i cfs 1 D24 D25 10YR, Tc and PeakQ +� ; �' C (,5 9 �9 6 Q 5 ) rO 30 �S 10/232012, 4:20 PM I .1 1 1 IFArea -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D34 Illustration s°voeo I Subarea 3 Seol Instructions: For each catchment subarea, enter values for A and C. �YI.L•Lt,�� 1 e 1 • 0 / ee 1 ee Flow Direction 4 catchment Boundary Sum:l• UU4 ,,;i Sum I 'U:UL i Area -Weighted Runoff Coefficient (sum CA/sum A) 043._.._.. 'See sheet "Design Info" for inperviousness-based runoff coefficient values. D33-10YR, Weighted C 10/23/2012, 4:22 PM 1 1.: L I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: L Catchment ID: 0 I. Catchment Hydrologic Data Catchment ID = D34 Area=.o 0.04 Acres Percent Imperviousness = z43.00 % NRCS Soil Type = D: A, B, C, or D It. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = :. 10 years (input return period for design storm) C1 = :. -28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0786 (input the value of C3) P1= ;:1.40 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.43' Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.36 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration °1tr LEGEND Reach I f]qy Reach 2 Rib' 11 1 catchment Reach 3 1 Bounaary NRCS Land lea Tilla e/ Short Nearly Grassed Paved Areas 8 Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterwa s Sheet Flow Conveyance Calculations: 2.5 00 10 t5 20 Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf flift It C-5 fps minutes input input output input out ut output ' �Z Ot131 Overland 010200 40 0 36 N/A 0.10 6 70 s 4 > 5 .: l5 Sum[:;;`;_40 ' J:2' 2 6b IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I 436i inch/hr Rainfall Intensity at Regional Tc, I = 3:76 inch/hr Rainfall Intensity at User -Defined Tc, I 4536' inch/hr Regional Tc User -Entered Tc Peak Flowrate, Qp cis Peak Flowrate, Qp s Peak Flowrate, Qp cfs ' C �v=o43(q;g, oq-(fagcfs D33-10YR, Tc and PeakQ %ril�D Ir��/rl►? jg�5/ �(I 1 ���I rs 10123/2012, 4:22 PM 1�. 1 J .1 t CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D35 -D36 I. Catchment Hydrologic Data Catchment ID = D35 - D36 Area = 0.02 Acres Percent Imperviousness = 25.00 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information 1(inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Stone Return Period, Tr = 10 years C1 = 28:50 C2= 10.00 C3= 0.786 P1= . 1.40 inches (input return period for design stone) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = , 0.36 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.28 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 3 Reach 1 }}layer / O Be�mine Reach 2 Catchment Boundary NRCS Land Tillage/ e/ Short Nearly Grassed Paved Areas & Type [Ileeav, adow Field Pasture/ Bare Swales/ IShallow Paved Swales Lawns Ground WaterwaySheet Flaw) Conveyance 2.5 0�7 10 15 20 11 Calculations: I Reach I Slope I Length ft/ft I It 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes t;omputea I c = Regional Tc = User -Entered Tc = Peak Flowrate, Qp O.pcfs Peak Flowrate, Qp `, 3•,;fs Peak Flowrate, Qp ;$93 Cis ' D34-10YR, Tc and PeakQ , ; (r Z is /� Z 5 C�� I 0 z 1 ..005 Crs 10/23/2012, 4:23 PM Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D37 Illustration LEGEND: Flow Direction catchment Subarea 3 Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.28 0.25 0;07 0.18 .:0.95 0:17 SUM: 0.46 I Sum :Jjr:�:� �tr'0.24r!'T' Area -Weighted Runoff Coefficient (sum CA/sum A) 052 *See sheet "Design Info" for inperviousness-based runoff coefficient values. UID-Rational v1.02a, Weighted C 10/25/2012, 7:21 PM :' .1 L 1 1 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LM Catchment ID: D37: I. Catchment Hydrologic Data Catchment ID = D37 . Area = OA6 Acres Percent Imperviousness 52.00% NRCS Soil Type = D' A, B, C, or D IL Rainfall Information 1(inch/hr) = C1 ' P1 /(C2+ Td)AC3 Design Storm Return Period, Tr = . s 10. years C1 = 2&50' C2= 10:00 C3= 0.7,86 P1= ' 1.40 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.47 Overide Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = rO.41' Overide 5-yr. Runoff Coefficient, C = . (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland Reach 1 t]av Beembig Catchment Boundary NRCSeand leaMeadow TField Grassed aved Areas & PLaw r' awa ShaFNearty lPlow Paved wales Ground d Wat s ieet Flow) Conveyance 2.5 0O7 10 151 20 Calculations: Q�,oSZ Cz53� ���' CFS Z 53 Reach I Slope I Length ID S L ft/ft I It C�OrSzD,W3Z z ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I ;4 31i inch/hr Rainfall Intensity at Regional Tc, I 3,59r inch/hr I Rainfall Intensity at User -Defined Tc, I :4`31i inch/hr jv�•5Z(3z��N�=-I 3 tFs 5-yr I NRCS Runoff Convey- Coeff ance C-5 Flow Flow Velocity Time V Tf fps minutes Computed Tc = 6.96 Regional Tc = 11.44 User -Entered Tc = 6.96 Peak Flowrate, Qp - g2 CV Peak Flowrate, Qp = 9- 7 tfs Peak Flowrate, Qp cfs 1Q z q \) 76 CPS UD-Rational v1.02a, Tc and PeakQ �/00 I JZ6(•�� /p 4 (� t�/ 0 4 `^ 10/25/2012, 7:21 PM 1 `1 1 1 1 1 1 1 1 1 1 1 1 1 .1 1 1 1 Area -Weighting for Runoff Coefficient Calculation Project Title LDS Catchment ID D38 Illustration EGEND: low Direction 4 Calchm eat 3ouadary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C' CA input input input output 0.16':: 0.25 0.04 .; sum. 0 49 Sum 0.35 Area -Weighted Runoff Coefficient (sum CA/sum A) 072 'See sheet "Design Info" for inperviousness-based runoff coefficient values. D37-10YR, Weighted C 10/25/2012, 7:25 PM 1 1 _1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D38 I. Catchment Hydrologic Data Catchment ID = D38 Area = 0.49 Acres Percent Imperviousness = 72.00 % NRCS Soil Type =. D A, B, C, or D It. Rainfall Information 1(inch/hr) = C1 • P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28:50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= _ 0+786. (input the value of C3) P1= '1.40 inches (input one-hr precipitation --see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C 0'59 Overide Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration v overland Reach 1 now Reach 3 tit j Beemmi Flow Dirmtio: Catchment Boundary NRCS Land Type FHeavy Meadow Tilla er Field Short Pasture/ s NearlyGrassed Ground yy� es/ Paved Areas & Shallow Paved(SheeSwales Conveyance 2.5 0�7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes (t,67),, 7 D37-10YR, Tc and PeakQ �(� 1,25 (.,7?ly 39 c�5 10/25/2012, 7:25 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID:::..: Illustration EGEND: law Direction 4 Catchment Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output . : 1002 0.25.�::::: :%,0:01 - IZ77-0 .10 %-p Sum: sum: 0.11 k, Area -Weighted Runoff Coefficient (sum CA/sum A) .0.84M, *See sheet "Design Info" for in perviousness -based runoff coefficient values. D41-10YR, Weighted C 10/25/2012, 7:56 PM I I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D39/40 I. Catchment Hydrologic Data Catchment ID = D39140 Area= 0.13Acres Percent Imperviousness = ..84.00% NRCS Soil Type = :,, D A, B, C, or D If. Rainfall Information I (inch/hr) = C1 * PI I(C2 + Td)A C3 Design Storm Return Period, Tr = 10 years CI =. 28.50 C2=. 10.00 C3=; 0.786 P1 = . - 1:40 inches (input return period for design storm) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 030 Civeride Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = ,O67 Overide 5-yr. Runoff Coefficient, C .... .. (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy vy ad]ow FTillage/ Short rt , Pas ret Lawns Nearly Bare Ground GrassedPaved Swalest Waterway s �as 8' Shall,Paved Swales (Sheet Flow) 2-0 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf (full ft C-5 fps minutes inputinput output inRut output output 0:00 Overland r IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I -.6.14- inchthr _Z� Rainfall Intensity at Regional Tc, I= 1.:::;�169inch/hr Rainfall Intensity at User -Defined Tc, I =7 4'18 inch/hr 53 D41 -1 OYR, Tc and PeakQ (6113 25 �Z' ' Zu I I gi�ona I � �c : i . �6 :� e,— 0!�' User -Entered Tc=1 10 _7 7.62 Peak Flowrate, Qp s =1 Peak Flowrate, Qp 19�cfs Peak Flowrate, Qp =7t75cfs 10/25/2012, 7:56 PM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration Subarea 3 Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output OA 4 -::0.25` 004 0.33 T. r. IE SUM: 0 AT - SUM: Flow Direction i Catchment Boundary Area -Weighted Runoff Coefficient (sum CA/sum A) 0J4 *See sheet "Design Info" for inperviousness-based runoff coefficient values. D46-10YR, Weighted C 10/25/2012, 7:54 PM .1 L i CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: I. Catchment Hydrologic Data Catchment ID = D41 Area = 0.47 Acres Percent Imperviousness = 74.00 % NRCS Soil Type = ° D: A. B, C, or D 11. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = _ _ 10 years (input return period for design storm) Ct = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= . 0.786 (input the value of C3) P1= 1 A0 inches (input one-hr precipitation -see Sheet "Design Info) III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0:61+ Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =' " .0:57, Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 3 1 °ter LEGEND Reach 1 Slav Reach2 Beguaung Catchment Boundary NRCS Land Heavy]FTillage/ Short Neady Grassed Areas 8 Type Meadow Field Pasture! Bare Swales/ 1iPaved Shallow Paved Swales 11 Lawns Ground Waterwa Sheet Flow) Conve nce 2.5 0�7 _ _ 10 15l 20 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance I V I I Tf C-5 fps minutes Computed Tc = 9.35 E� Regional Tc - 11.14 User -Entered Tc = - - ` 9 35:>i Peak Flowrate, Op 1�Li ciS Peak Flowrate, Op 70 —T fs Peak Flowrate, Op �1-tt'ds ' D46 tOYR, Tc and PeakO �rM ` �' �� ��� p 7 /0 \ _ 1 1 n �� t 0/2512012, 7:54 PM 11 Area -Weighting for Runoff Coefficient Calculation I Project Title: Catchment ID:, Illustration. EGEND: low Direction 4 Catchment Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output -0:22:,-O" OM 0:24- Z.... .. sum: 0.46 sum: ...,0.281:::," Area -Weighted Runoff Coefficient (sum CA/sum A) 062 *See sheet "Design Info" for inperviousness-based runoff coefficient values. ID42-10YR, Weighted C 4/15/2013, 3:58 PM I I I I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LIDS Catchment ID: .,D42 I. Catchment Hydrologic Data Catchment ID = D42. Area = O.T6 Acres Percent Imperviousness = :162 00 % NRCS Soil Type = ZI..-D A, B, C, or D 11. Rainfall Information I (Inch/hr) = C1 * P1 /(C2 + Td)A C3 Design Storm Return Period, Tr -J 6 years (input return period for design storm) C1 28.50r (input the value of Ci) C2= .10.00 (input the value of C2) C3= 0.786 (input the value of C3) :.IAO.inches (input one-hr precipitation --see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C 0.52 Overide Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 'r.-O 47, Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration I overland LEGEND Reach 2 Reach I f1my 0 Beeming Fhnv Direction catchment 3 H.Undary Nearly Grassed 2a aved sgPastul ��� Bare wales/ ZWS21 Shallow Paved Swales 1 S_ awn Ground Waterways (Sheet Flow) Calculations: Reach Slope Length I ID I S I L ft inpu Ovedand 00170 26( 4. Z � Q 7 10 1bO,=- 9 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I ::: - . 5:79.inch/hr Rainfall Intensity at Regional Tc, I = 3.59: inch/hr Rainfall Intensity at User -Defined Tc, I = ___..._.*75Jnch1hr 1-:7 D, 1,3_7 ) 0 5-yr NRCS zzly Flow Runoff Y_ Convey- Time Coeff ance V Tf C-5 fps minutes Computed Tc RegionaITc=!. 1"4 5.� User -Entered Tc =I 0 Peak Flowrate, Qp= —4-39-Lfs Peak Flowrate, Qp = --D.46-efs Peak Flowrate, Qp = _4-_+4-ds D42-1 OYR, Tc and PeakQ I. 25 4115/2013, 3:58 PM II Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration EGEND: Low Direction 4 1:21tctkmem boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 09.:. :.0.25:i '002 ; :0,95 22, SUM: 0. Sum. R�O. �0.24A Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. LID -Rational v1.02a, Weighted C 10/29/2012, 9:25 AM I 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D43 I. Catchment Hydrologic Data Catchment ID = D43 Area = 0.32 Acres Percent Imperviousness = 75.00 % NRCS Soil Type = ':D A. S. C, or D If. Rainfall Information I (inch/hr) = C1 . P1 /(C2 + Td)AC3 1 Design Storm Return Period, Tr = _ 10, years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= . . 0.786 (input the value of C3) 1 P1= 1.40 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment 1 Runoff Coefficient, C = 0i62 Overide Runoff Coefficient, C = . (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0:58 1 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 1 1 1 1 1 overland Reuh 1 f[MY .) ReOnnlne Flme Dimfio: Catchment Reuh 3 B--- NRCS Land Hea Tilla e/ Short NearlyGrassed Paved Areas & ype ��� Meadow Field Pasture/ Bare Swales Shallow Paved Swales Lawns Ground WaterwaysSheet Flow) Conveyance 2.5 07 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ff/ft ft C-5 fps minutes Computed Tc C5 d. / S �✓? a0 -- 9Z0 UseR IT r-Entered Tc= .:6.06 �t IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I `4 50- inch/hr Regional Tc, I inch/hr Peak Flowrate, Qp cfs Peak Flowrate, Qp A.61-fs Rainfall Intensity at 3 52 Rainfall Intensity at User -Defined Tc, 1 4.50 inch/hr Peak Flowrate, Qp = 69 cfs 7-175 ' UD Rational v1.02a, Tc and PeakO v `,,, : f ZC) l e 7S� -1 zO C�3ZJ 2 "8 tom+ 10129I2012, 9:25 AM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration EGEND: low Direction Catchinent Boumidary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output .0.08... 0:25 0 027.. 0.21 0:95:. 0.20 q Sum: Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. D43-10YR, Weighted C 10/29/2012, 9:28 AM [1 .1 I 1 I 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D44 I. Catchment Hydrologic Data Catchment ID = D44 Area = . 0.29 Acres Percent Imperviousness = :: 76 00 % NRCS Soil Type... D A, B, C, or D IL Rainfall Information I (inch/hr) = C1 ' P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = 10, years (input return period for design storm) Cl = 2 8. 50(input the value of CI) C2= 10:00 (input the value of C2) C3= . Oi786 (input the value of C3) P1= 1.40 inches (input one-hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0:62 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = `__ „=058 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) 3 Illustration Reach 1 } peach 2 LEGEND 0 R F7av Diratiw Catchment Boundary NRCS Land Hea vY Tilla e/ 9 Short Nearly Grassed Paved Areas 8 Type Meadow Field Pastoral Bare �� Swales/ Shallow Paved Swales Lawns Ground Watenera s (Sheet Flow) Conve nce 2.5 0�7 10 t5 20 1 Calculations: Reach Slope Length 5-yr ID S L Runoff Coeff fl!ft It C-5 input input output Overland ' 0.0200 9 . 0 : 1 ' 0 0053 37t 2 S Sum 38i q IV. Peak Runoff Prediction _ 5 / Rainfall Intensity at Computed Tc, I 4..40: inch/hr Rainfall Intensity at Regional Tc, I =3i50' inch/hr Rainfall Intensity at User -Defined Tc, I 4740 inch/hr 010=s7G(�'�z)oZ�= D97c�5 NRCS Flowry Flow Convey- Veloci Time ance V I Tf I fps minutes Regional Tc ;12.15 User -Entered Tc = 6.55 E— Peak Flowrate, Op 0.80 cfs Peak Flowrate, Op 0.63 cfs Peak Flowrate, Op ;0'.80:cfs i D4310YR,Tcand PeakO o(1,25(�� 10/29/2012, 9:28 AM Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D45 Illustration EGEND: low Direction 4 C21chm eca Boundary Instructions: For each catchment subarea, enter values for A and C. Sum:1 u.40 I Sum :1-n-W Z-I Area -Weighted Runoff Coefficient (sum CA/sum A) �. 0 84 *See sheet "Design Info" for inperviousness-based runoff coefficient values. D38-10YR, Weighted C 10/25/2012, 7:26 PM r 1 _r r r .r r r r r r r r r r CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: 045 I. Catchment Hydrologic Data Catchment ID = D45 - Area = 0:38 Acres Percent Imperviousness = _: i..84.00 % NRCS Soil Type = i" ="< . D A, B. C, or D 11. Rainfall Information I (inch/hr) = C1 • P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = <_ . 't:::' 10 years (input return period for design storm) C1 = <: 2850(input the value of C1) C2= : .10.00 (input the value of C2) C3= :::.-0.786 (input the value of C3) Pl= •. 1.40 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.70: Overide Runoff Coefficient, C = ; (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = -- 0:67' Overide 5-yr. Runoff Coefficient, C = , _ . __ (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Reach 3 L Illustration Reach 1ewerland ttmy J O B Reach 2 Catchment Boundary NRCS Land Type ��� Heavy Meadow Tillage/ e/ Field Short Pasture/ Lawns Near N Bare Ground Grassed Swales/ Waterv✓a s Paved Areas & Shallow Paved Swales (Sheet Flow Conve ante 2.5 0�7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes �Q5 Rainfall Intensity at Computed Tc, I 5.67 inchlhr Peak Flowrate, QpYcfs Rainfall Intensity at Regional Tc, I = 3:60:. inch/hr Peak Flowrate, Op �1 g6 cfs Z Rainfall Intensity at User -Defined Tc, I -.._.:_::.: 4755.inch/hr Peak Flowrate, Qp fir5 397 y D38-1 OYR, Tc and PeakQ %�t 2 / Q > y 7� �� P� 1025/2012, 7:26 PM 1 1 1 1 1 1 1 Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID:.::: Illustration Subarea 3 S�e®1• Instructions: For each catchment subarea, enter values for A and C. Subarea I Area I Runoff I Product ID I acres I Coeff. Flow Direction • catchm eat Boundary ............................ Area -Weighted Runoff Coefficient (sum CA/sum A) = 0282 'See sheet "Design Info" for inperviousness-based runoff coefficient values. D48-10YR, Weighted C 10/25/2012, 7:47 PM I I .1 I I I I I 11 I I ID48-110YR, Tc and PeakQ CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D46 I. Catchment Hydrologic Data Catchment ID = D46: : Area= , 0.38 Acres Percent Imperviousness = :82.00 %. NRCS Soil Type = .: D, A, B, C, or D 11. Rainfall Information I (inch/hr) = C1 PI I(C2 + Td)A C3 Design Storm Return Period, Tr = 16 years (input return period for design storm) C1 = (input the value of Cl) C2=:;,r.+;+%00 (input the value of C2) C3= :;:?:`10.786 (input the value of C3) P1=_;:._*::..1.40 inches (input one-hr precipitation --see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.68 Overide Runoff Coefficient, C = .(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.65 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land ieavy F _TWage/_� Short Nea G Paved Areas & Type F'5] Field Pasture/ I es/ S= ShallowPaved Swales Lawns Ground Waterwa s (Sheet Flow) F_Conveyance 20 :11 Calculations: Reach Slol I ID I S ft/ft cr Lengthi L ft o - 07 . = 0, g e, 1-1 - � IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1= 5.16 inch/hr Rainfall Intensity at Regional Tc, I = 3.60.inch/hr Rainfall Intensity at User -Defined Tc, 1 = 4 75 inclift 97 , ) , 39 tf 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ante V Tf C-5 fps minutes 396 Computed f—C = T Regional Tc = 1 Tc .11 . 35. VOO User -Entered Tc =1 r 5. v-- Peak Flowrate, Qp = :1.34 cfs Peak Flowrate, Qp = 0.93 cfs Peak Flowrate, Qp 1:23 cfs 10/2512012,7:47 PM 1 1 1 1. 1 1 11 Area -Weighting for Runoff Coefficient Calculation Project Title: ' :"' LDS Catchment ID:: D47 Illustration EGEND: low Direcdon 4 c2achm eut Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.06' 0.25. 002 0.34; 0;95 032 -7777-771 Sum 0 40 Sum 0.34 o .............. .......... Area -Weighted Runoff Coefficient (sum CA/sum A) - 0.86 *See sheet "Design Info" for inperviousness-based runoff coefficient values. D45-10YR, Weighted C 10/25/2012, 7:28 PM 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D47 I. Catchment Hydrologic Data Catchment ID =:D47 Area = 0.40 Acres Percent Imperviousness = 85:00 % NRCS Soil Type = ' D A, B, C, or D 11. Rainfall Information I (inchlhr) = C1 • P1 /(C2 + Td)AC3 ' Design Storm Return Period, Tr = >< , _. 10 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= ::. 0.786 (input the value of C3) ' P1=::... . 1.40 inches (input one-hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C =.`,=. ` 0.71 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = "' 0.68 Overide 5-yr. Runoff Coefficient, C = _ (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) ' Illustration .1 - overland LEGEND Reach 1 fy Reach2 0 Be&°u'b Rmv Direction Cairhm ni Reach3 Boundary 9 el Short Nea dYMeadow Grassed Paved Areas & Field Pasture/ Bare Swalesl Shallow Paved Swales =F-HeavyTilla Lawns Ground Waterwa Sheet Flow) 2.5 �� 10 15 20 Calculations: ID I S I L ' [:77;T+1:.. I ft input Overland 0.0100:237'. _ �2 2 0Z4. ��g��Z�� 5 Sum 237;; . 225 IV. Peak Runoff Prediction Rai nfall Intensity at Computed Tc, 1 '5.67i inch/hr rZ Rainfall Intensity at Regional Tc, I 3.60:inch/hr Rainfall Intensity at User -Defined Tc, I . 4.55 inch/hr DID fqn Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes output input output output 0:68 N/A . -:0.00 0.00 . I. 20.00 2.00 1.98 Computed Tc Regional Tc 1.98 11.32 User -Entered Tc = 5:86 Peak Flowrate Qp 1`fi2-cf Peak Flowrate Qp >,BS'cfs Peak Flowmte Qp y30 cfs D45-10YR, Tc and PeakQ f i / i ! , AL� t ► G^� � 10/25/2012, 7:28 PM x)40 `. ( / 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IFArea -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: ,.. .. D48 Illustration EGEND: low Direction 4 Ca¢chm ent gounduy Instructions: For each catchment subarea, enter values for A and C. Subarea I Area I Runoff I Product ID I acres I Coeff. Area -Weighted Runoff Coefficient (sum CA/sum A) = 6 73 'See sheet "Design Info' for inperviousness-based runoff coefficient values. D48-10YR, Weighted C 4/15/2013, 3:53 PM I I I I I I I I I I I d I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title:. LIDS Catchment ID: D48 1. Catchment Hydrologic Data Catchment ID = D48 ... * Area = :O.T2 Acres Percent Imperviousness = 73.00 % NRCS Soil Type = D A. B, C, or D 11. Rainfall Information I (inch/hr) = C1 * PI 1(C2 + Td)A C3 Design Storm Return Period, Tr = ib years C1 = �28,50 C2= ....:.'..10.00 C3=:x._::'.:D;786 Pll 1.40 inches (input return period for design storm) (input the value of C11) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C Overide Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land lea 7iI_1ag_e/ I Short Nearty Grassed Paved Areas Type Meadow Field Pasture/ 11 Bare swalest Shallow Shallow Paved Swales] Lawns Ground Waterwa Flow) 1 20 Calculations: Reach I Slope I Length 5-yr ID S L Runoff Coeff fuft It C-5 ineut input output Overland u` uo I u I u QZ=07(zg5)D32 - S 4 5 SumP,248 1713 >7 -z�:7 J-1c) q 00 z 0-,5 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 4.89. inch/hr Rainfall Intensity at Regional Tc, I = 3;59 inch/hr Rainfall Intensity at User -Defined Tc, I = *75 inch/hr 0 ?7 q NRCS Flow Flow Convey- Velocity Time ance V I Tf I fps minutes Uomputecl I c 4.44 Regional Tc =F-1J-138 --I el User -Entered Tc =F-5.00 --- Peak Flowrate, Qp = Peak Flowrate, Qp = lai!5977cs Peak Flowrate, Qp = D48-10YR, Tc and PeakQ 4/15/2013, 3:53 PM ?0 11 Area -Weighting for Runoff Coefficient Calculation Project Title Catchment ID: Illustration Subarea 3 S°b°xeD 1. LDS S nw�je®1 Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C' CA input input input output 0.14 .,' : 0:25 0 04 0.49 ; ;, 0.95: 0.47 Sum: Flow Direction Catchment Boundary Area -Weighted Runoff Coefficient (sum CA/sum A) 'See sheet "Design Info" for inperviousness-based runoff coefficient values. D47-10YR, Weighted C 10125/2012, 7:30 PM I 1 1 11 1 1 .1 1 .1 1 i CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title LDS Catchment ID:. D49: I. Catchment Hydrologic Data Catchment ID ='D49 - : `. Area =: O 3 Acres Percent Imperviousness = ` :::.79`00 % NRCS Soil Type = `: r . D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = >.; 10 years (input return period for design storm) C1 = 2850 (input the value of Cl) C2= 10:00 (input the value of C2) C3= 0.786 (input the value of C3) P1= -1.40 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C 065 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 D61: Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Rewh 3 Illustration 0181� LEGEND Reazh 1 flat BeMmune Reazh 2 Catchment Boundary NRCS Land lea Short Nea dY Grassed Paved Areas & T e YP ]TKllage/ Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways Sheet Flow Conveyance 2.5 0�7 10 15 20 Calculations: 07qS5-_1;Iyz GF� Reach Slope Length ID S L. ft/ft I ft (17Q�o = cog? 1-10 = q95 8� IV. Peak Runoff Prediction I Rainfall Intensity at Computed Tc, 1 5:67' inch/hr r Z Rainfall Intensity at Regional Tc, 1 _ _ , 3.60: inch/hr Rainfall Intensity at User -Defined Tc, I 4.551 inch/hr Olin 'g79(4g7)*0 5-yr NRCS Flow Flow Runoff convey- Velocity Time Coeff ance V Tf C-5 fps minutes Computed Tc = - 1.96 1 _r Regional Tc = User -Entered Tc = 5.86 Peak Flowrate, Qp = .223' cfs Peak Flowrate, Op = .�,4B -cfs Peak Flowrate, Op = " . c s D47-10YR, Tc and PeakQ ! 7 5 (� 77 1 / . / , /_ l9 C,FS J l SSSS���� 10/25/2012, 7:30 PM Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D50 Illustration EGEND: 1crw Direcdon 4 Carcbment Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0. OT: 0:25 0.02 0.24 .. .. . . ..... M 4:11- Sum: Sum:1,-., 26M Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. D53-10YR, Weighted C 10/25/2012, 7:39 PM I I I I 1J I I 11 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D50 1. Catchment Hydrologic Data Catchment ID = D50.:.... Area= c,.::,: 0.3.2. Acres Percent Imperviousness = 80.00 % NRCS Soil Type = D A. B, C, or D 11. Rainfall Information I (inch/hr) = C1 * P1 I(C2 + Td)AC3 Design Storm Return Period, Tr 10. years (input return period for design storm) Cl = 28 50 (input the value of Cl) C2= (input the value of C2) C3= (input the value of C3) Pl= 0 inches (input one-hr precipitation --see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C -0.66 Overide Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 Overide 5-yr. Runoff Coefficient, C (enter an overicle C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND :) Beemking Filmy Dhwfiom Catchment Boundary NRCS Land Type Hea Tillage/I Fie Snot Pasral Lawns Nea Bare Ground FG_r_assed ]pavedavreas Swales/ Waterwa Paved Shallow PedSwales )" Flow 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time ft/ft It Coeff C-5 ance V fps Tf minutes input input output input output output Overland "0.0200 9 :.::N/A .;0107 2.04 3z 0.0057, 415::: :20.00,: 1.5V 7:4.M /11 0,0 (Z 4. 5 .:lX SUM 424:: Computed Tc = 0 Regional Tc = User -Entered Tc = 12.36 6.63 V. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 4t38: inch/hr Peak Flowrate, Op = Rainfall Intensity at Regional Tc, I = �:..3:47' inch/hr Peak Flowrate, Qp = s Rainfall Intensity at User -Defined Tc, I 14 381 inch/hr Peak Flowrate, Qp c s 1 D53-1 OYR, Tc and PeakQ 1, ? . (02A)2�9('32) .- z 10/25/2012, 7:39 PM ofoo— —S SO t 1 1 1 1 11 Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D51 Illustration EGEND: low Direction i 2a2CbmeD1 3ouind=7 Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.25 0 08 0.95' 020 Sum: :.,,0.53 Sum 0.28. Area -Weighted Runoff Coefficient (sum CA/sum A) Os53' *See sheet "Design Info" for inperviousness-based runoff coefficient values. D50-10YR, Weighted C 10/25/2012, 7:41 PM I I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = D51 - - Area =_... _0.53Acres Percent Imperviousness =: ._53.00% NRCS Soil Type = ' .. : D A, B, C, or D LIDS D51 11. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)A C3 Design Storm Return Period, Tr = �J 0 years (input return period for design storm) Cl => .28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) Pl=> % 1:40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.47 Overide Runoff Coefficient, C = (enter an overicle C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.411 Over de 5-yr. Runoff Coefficient, C (enter an overicle C-5 value if desired, or leave blank to accept calculated C-5.) Illustration I I NRCS Land Heavy F-T-illag-e/ -1 'O't IF— TNe_a_q Grassed =esd/ Paved Paved Areas & Type a e:d]l Field P:StuW are Shallow Paved Swales GBround Waterwa s �Sheet Flow) Calculations: Reach Slope Length ID S L ft/ft ft input input Overland 0.0400 :!:.::,84 �2 p53(Zrcf�U 3 Ont 000803906._'. 4 :5 Sum- i 76747477 2� /o 7q7 -z� -3 I q IV. Peak Runoff Prediction , Rainfall Intensity at Computed Tc, I 3.67., inch/hr Rainfall Intensity at Regional Tc, I = 3.44inch/hr Rainfall Intensity at User -Defined Tc, I =::: j'3.67: inch/hr ~ e 53 (3 6110). 53 -:- / 3 C F-S 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes output input output output 0.41 :.N/A-:::., 0.19 TW 20:00L.:i..:A;79 3.61: Computed Tc 10.82 Regional Tc 1-263 User -Entered Tc 1-082 Peak Flowrate, Op �Efs Peak Flowrate, Qp A8 cfs Peak Flowrate, Qp cfs D50-1 OYR, Tc and PeakQ 1, Z.5 10/25/2012, 7:41 PM I r r ■ r r r r r r r r 902 627 =09' 0 toe> Z- gear 1 ner-eat = OIL crs due o *(SIC,/ -�l rood I ee - Y6.r r nc. = O' `y CAS I8 e-A%i $D' 0100' 50` 39Z Z- Y R 1 nc �ee�Se = a Z= CFS )?una�s 4 CA/1f/Atka �oW,nGq y�3 a l3� tJ63- �fo3 �zro C Ali ZYr incrc aSe F`� vo `ir 1 ncJ-eaSE _ ,1 1 � CFS ��1-E 10 CXXJ 1�on ujes� Due �d QI iDl10.( i�pJ wt�_nlrc� Gov-4 6tar (1 D(- Hoq bo� Q2= /49 CFS Qtcb= % 51 CFS p I QZ = 14 CFS Z i K i ncrert ~ (�' FS l7u e o ro� na o� nor e5 f i C Tr. ((�y V r ' TJe_velo Ttn D(3 E pp,- STA: 110 +ob ± ' TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION December 28, 2011 -------------- - PROGRAM INPUT DATA DESCRIPTION VALUE -------------------------------------------------------------------------------- Flow Rate (cfs)............................................. 6.63 Channel Bottom Slope(ft/ft)................................ 0.0204 Manning's Roughness Coefficient (n-value)................... 0.027 Channel Left Side Slope (horizontal/vertical)............... 4.0 ' Channel Right Side Slope (horizontal/vertical)............. 4.0 Channel Bottom Width(ft)................................... 0.1 COMPUTATION RESULTS DESCRIPTION VALUE -------------------------------------------------------------------------------- 3. Normal Depth(ft).......................................... 66 Flow Velocity (fps) ......................................... .7171 Froude Number--*-**,,*,*******''**'****'* ... 1.133 Velocity Head(ft).......................................... 0.21 Energy Head(ft)............................................ 0.87 Cross -Sectional Area of Flow (sq ft)........................ 1.78 Top Width of Flow (ft)................. ... 5.34 ' HYDROCALC Hydraulics for Windows, Version 2.0.1, Copyright(c) 1996-2010 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 319, Houston, TX 77069 Email:software@dodson-hydro.com, All Rights Reserved. 1✓tO '4 o Ckannf �T I e01�7/! rC`U,ire ,��T �ro�aSE'c7 ' Swale o� Tessin D�3. � IX 1 I iJ�Jelo Mtn D(0 Vz waY ' ¢ 5-(A : f 13 t W t ' TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION December 28, 2012 PROGRAM INPUT DATA DESCRIPTION VALUE ------------------------------------------------------------------- Flow Rate(cfs)............................................. 10.38 Channel Bottom Slope(ft/ft)................................ 0.0556 Manning's Roughness Coefficient (n-value)................... 0.027 ' Channel Left Side Slope (horizontal/vertical)............... 4.0 Channel Right Side Slope (horizontal/vertical)........... 4.0 Channel Bottom Width(ft)................................... 0.1 COMPUTATION RESULTS DESCRIPTION VALUE -------------------------------------------------------------------------------- Normal Depth (ft).............. ••••• •• 0.64 ' Flow Velocity (fps) ................ 6.05 Froude Number ............................................... 1.865 Velocity Head (ft)..................•••••• 0.57 Energy Head(ft)............................................ 1.21 '. Cross -Sectional Area of Flow (sq ft)........................ 1.72 Top Width of Flow(ft)...................................... 5.24 ' HYDROCALC Hydraulics for Windows, Version 2.0.1, Copyright(c) 1996-2010 Dodson & Associates, Inc., 5629 FM 1960 west, Suite 314, Houston, TX 77069 Email:software@dodson-hydro.com, All Rights Reserved. 1 .1 1 1 .1 Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration Subama 3 515)0 Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0 25, 006 A 81 0. ;95::,077 V. Sum: .06 S UM: AM1 LEGEND: Flow Direction 41 C2tChM e131t Boundary Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. D39-40-10YR, Weighted C 10/25/2012, 8:54 PM 1 .1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: - ' - LDS Catchment ID: D1 I. Catchment Hydrologic Data Catchment ID = D1 ..: _ Area = M Acres Percent Imperviousness z78.00 % NRCS Soil Type = D A, B, C, or D IL Rainfall Information I (inch/hr) = C1 . P1 /(C2 + Td)AC3 1 Design Storm Return Period, Tr = .10years (input return period for design storm) Ct = .._ . 28.50, (input the value of Cl) C2= f;'`;:10:00 (input the value of C2) 1 C3= P1= 0186: 1.40 inches (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0 641 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.60 Overide 5-yr. Runoff Coefficient, C = ° (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) 1 Illustration LL'� Z� 1 overland LEGEND G2Z = r7$(2 :Rcuh Bm) y Reath 2 Q $ eeimine 1 flew DR'eetiO Catchment Reach Boundary _ NRCS Land Type Heavy Meadow Tilla e/ Field Short Pasture/ Lawns Near Bare I Ground Grassed Swales Watelwa Paved Areas & Shallow Paved Swales Sheet Flow Conve nce 2.5 00 10 __15 20 . Calculations: Reach Slope Length 5-yr NRCS Flow Flow t0 S L Runoff Convey- Velocity Time Coeff ance V Tf R/ft ft C-5 fps minutes 1 input input output in ut output output 1 1 Sum 950:: Computed Tc ] 2 64 - f Regional Tc 15.28 v—Or7 y�t7 2 y3 dl User-EnteredTc 12 64�1 IV. Peak Runoff Prediction /oa o 7`/ 1 Rainfall Intensity at Computed Tc, I 3i441 inch/hr Peak Flowrate, Qp cfs Rainfall Intensity at Regional Tc, 1 3 15 inch/hr Peak Flowrate, Qp - c S Rainfall Intensity at User -Defined Tc, I�j 3 44 inch/hr Peak Flowrate, Qp fS 010 D39 440 10YR, Tc and PeakQ �'� ; I a Zr) �@ 78 1 71 // rX6 } 7 Z 4 CF, 10/25/2012, 8:54 PM 1. 1 1 1 l 1 1 Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration LDS EGEND: low Direction 1— Catcbment goumdxy Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.20 . 0.25 0.05 Sum 0.20 Sum:. 005 Area -Weighted Runoff Coefficient (sum CA/sum A) U5 _ *See sheet "Design Info" for inperviousness-based runoff coefficient values. UD-Rational v1.02a, Weighted C 10/23/20.12, 10:45 AM I 1. 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D2 I. Catchment Hydrologic Data Catchment ID = D2 Area = 0.20 Acres Percent Imperviousness = 25.00 % NRCS Soil Type = D A, B, C, or D It. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)"C3 ' Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) ' P1= 1.40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C = 0.36 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = _ 0.28 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) ' Illustration 1 1 1 Reach 3 L- Overland LEGEND Reach I flay O Bye Flay Directioi Catchment Boundary NRCS Land Heavy I Tillage/ Short NearlyGrassed Paved Areas & Type Meadow Field Pasture/ Bare Swalesl Shallow Paved Swales Lawns Ground Waterwa s Sheet Flow) Conve ante 2.5 �� 10 t5 20 Calculations: Q �1 each Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf tuft ff C-5 fps minutes in ut in ut output input output output !Hand 0.0473 95 0:28 N/A 0!18 8.61 Sum 1 95 1 Computed Tc = 8.61 C_ O o 7,5 _ TD U C27 ' •OO ^ 217 1IV.. Regional Tc = 10.53 User -Entered Tc = 8.61 Peak Runoff Predictio—nH Rainfall Intensity at Computed Tc, I 4.01 inch/hr Peak Flowrate, Qp = cfs Rainfall Intensity at Regional Tc, I 3.71. inch/hr Rainfall Intensity at User -Defined Tc, I = 4:01 inch/hr Peak Flowrate, Op = ifs Peak Flowrate, Qp =�0 29 ciS� Qido� 817(Zb) =0r51 CPS .' UD-Rational v1.02a, Tc and PeakQ 10/23/2012, 10:47 AM IArea -Weighting for Runoff Coefficient Calculation, I Project Title: — Catchment ID: Illustration EGEND: low Direction 4 catchm eur Boundary Instructions: For each catchment subarea, enter values for A and C. Sum:I Sum:I -,-U;U Area -Weighted Runoff Coefficient (sum CA/sum A) 10.26 *See sheet "Design Info" for inperviousness-based runoff coefficient values. 1)3-10YR, Weighted C 12/27/2012, 2:06 PM I I I I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D3 I. Catchment Hydrologic Data Catchment ID = iD3 , Area = .0:11 Acres Percent Imperviousness = J, _25M % NRCS Soil Type = D A, 13, C, or D It. Rainfall Information I (inch/hr) = C1 • P1 1(C2 + Td)A C3 Design Storm Return Period, Tr= 10 years (input return period for design storm) C1 = 2850. (input the value of Cl) C2=. WOO (input the value of C2) C3= - 0.786 (input the value of C3) P1= ,11.40 inches (input one-hr precipitation --see Sheet "Design Info') Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.36 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.28 Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration I I I 11 I C, 7- z4z NRCS Land ' ieavy F—Tilla—geIT-1 Short Neady d s �d Is r' Paved: Area Type Meadow d!ow] a Field Pasture/ I i Bare Swallsees.1 Shall aved swales Lav—s � Grou-d Waterway 51 (Sheet Fla 7 10 151 20 Calculations: ID S L Runoff I Convey- Coeff ance ftift ft C-5 Flow I Flow velocity Time v Tf fps minutes Sum HH Computed Regional Tc _Db7 CF5 User-Entered Tc IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 4.14 inch/hr Peak Flowrate, Qp 17 CIS Rainfall Intensity at Regional Tc, I = .3.74 inch/hr Peak Flowrate, Qp 0.15:cfs Rainfall Intensity at User -Defined Tc, I = 4.14 inch/hr Peak Flowrate, Qp 0.1177. cfs -4 , 0107::.Z5(LJ13), 11 01� /I p a,06::� I. Z 5 75 (,1() M 0 crs 1 D3:1 OYR, Tc and PeakQ 12/27/2012, 2:06 PM 1� Area -Weighting for Runoff Coefficient Calculation i Project Title: LDS Catchment ID: D4* Illustration Flcvw Direction c2rchmml Subaica 3 Boundary Instructions: For each catchment subarea, enter values for A and C. � ET, sum:.. U-AW!.� Sum Area -Weighted Runoff Coefficient (sum CA/sum A) 046 *See sheet "Design Info" for inperviousness-based runoff coefficient values. D4-10YR, Weighted C 5/3/2013, 12:02 PM I . I I I .1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D4 I. Catchment Hydrologic Data Catchment ID = D4 - , Area = 010 Acres Percent Imperviousness = 46.00 % NRCS Soil Type ='.. _'D A. B. C, or D 11. Rainfall Information I (inch/hr) = C1 * PI J(C2 + Td)A C3 Design Storm Return Period, Tr=.�. ::-:10+years (input return period for design storm) Cl =. 28050 (input the value of CI) C2= 10.00 (input the value of C2) C3= .0:786 (input the value of C3) Pl= :1.40 inches (input one-hr precipitation —see Sheet "Design Info') Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.44 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = O .38 Overide 5-yr. Runoff Coefficient, C (ente r an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach I f tow )n10 - Reach 0 Beg mag Flmy Dimflom Catchment 3 Boundary NRCS Land Heavy Tillage) S'o Nearly Grassed Paved Areas & Type Field Pasture/ are Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 00 10 15 20 Calculations: Reach I Slope I Length D S L j— t 0 �0too ft/ft I It IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I :t,4.41: inch/hr Rainfall Intensity at Regional Tc, 1 .3.74. inch/hr Rainfall Intensity at User -Defined Tc, I A41 inch/hr 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes output input output output 0.38 ::B.14::::: v 6.47 6:47 Computed Tc = Regional Tc 10129..] User Entered Tc 6.47. 1 I a, CF5 D4-1 OYR, Tc and PeakQ Peak Flowrate, Cip = Peak Flowrate, Op = _�c. �__046-Gfa Peak Flowrate, Qp -.; �_ 5/3/2013,12:02 PM . I � .1 I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LIDS Catchment ID: D7 I. Catchment Hydrologic Data Catchment ID = D7 ' Area = : 0:61 Acres Percent Imperviousness = :.:25W % NRCS Soil Type D: A, B, C, or D It. Rainfall Information I (inch/hr) = C1 * P1 I(C2 + Td)A C3 Design Storm Return Period, Tr = i 10. years (input return period for design storm) C1 = "28.50 (input the value of C1) C2= _10.00 (input the value of C2) C3= ..::0.786 (input the value of C3) PJ= .....:1.40 inches (input one-hr precipitation —see Sheet "Design Info') 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C= _036. Overide Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 0.281 Overide5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration I �rhnd LEGEND Reach 2 lteuh I fluw 0 Begirming Flmv DiMtiG3 Catchment NRCS Land F—Heavy JFT TTlIage7/ Short Nea Grassed Paved Areas& Type Meadow Field 5tur 1 Pasture/ Bare Swalest Shallow Paved Swales Lawns Ground Waterways (Sheet Flaw) 20 11 • Calculations: Reach Slope Length ID S L 53 Rift ft input input Overland 0:0370177�1 Xi . . ....... . . 3 ... I —7 IJ IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 3:42. inch/hr Rainfall Intensity at Regional Tc, I 3 65:indVhr Rainfall Intensity at User -Defined Tc, I 116S inch1hr Syr NRCS Flow Flow Runoff Convey- Velocity I Time Coeff ance V Tf C-5 fps rn minutes Loomputea I C = 1 :12.75 . :.I Regional Tc = 0A8 User -Entered Tc = 01S: Peak Flowrate, Qp 10.76 cfs Peak Flowrate, Qp 0.81 cis Peak Flowrate, Qp cis D8-10YR, Tc and PeakQ ) 7 viz In r::.e 10/23/2012, 5:18 PM I I I IFArea -Weighting for Runoff Coefficient Calculation Project Title Catchment ID: Illustration LDS EGEND: low Direction 4 "-21chment 30undary Instructions: For each catchment subarea, enter values for A and C. out nO= Sum: j,..*--,.j:*rjO.3z Sum: Area -Weighted Runoff Coefficient (sum CA/sum A) 027 *See sheet "Design Info" for inperviousness-based runoff coefficient values. D14-10YR, Weighted C 10/23/2012, 5:17 PM 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: Dll I. Catchment Hydrologic Data Catchment ID = D8 Area = 0.32 Acres Percent Imperviousness=:.: 2T00 % NRCS Soil Type = ;.;i:'; `:;';D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 • P1 /(C2 +.Td)AC3 Design Stone Return Period, Tr = :.-10 years C1 ='. 28.50 C2= . _ 10.00 C3= 0:786 P1= 1.40 inches (input return period for design stone) (input the value of CI) (input the value of C2) (input the value of C3) (input one-hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = `_ 0:37: Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = -0.29' Overide 5-yr. Runoff Coefficient, C = . (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration --1--101- overland Reach I flay Reach 3 J Bed ing Flay DiMdM Catchment NRCS Land ieavy F Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swale s Lawns Ground Watenva Sheet Flow) Conve nce 2.5 00 10 15 20 Calculations: 2l/ I� �D3Z,�Ig QZ��' lZ` GFS Reach Slope Length ID I S I L fult I It L40�3 -�� 7�/� IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 = 3r37., inch/hr Rainfall Intensity at Regional Tc, 1= 3.67: inch/hr Rainfall Intensity at User -Defined Tc, I = 3'!67 inch/hr �?ia =BZ7(3 �.3Z=63Z� 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes t,ompuzea I c 7 iJi t € Regional Tc W81 C:f-- User -Entered Tc 10.81 Peak Flowrate, Qp — . Oi cf Peak Flowrate, Op , ...- : cfs Peak Flowrate, Op k c s �If25(-2�)7`�g�3Z)-bg� Li S 10/23/2012, 5:17 PM 1 D14-10YR, Tc and PeakQ 0�� Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D9 Illustration Shea � Subarea 3 s jjwes1. Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.01 0.95 0.01 0>06 0.25 0.02 sum. ._ A.07.' Sum: 0.02 Flow Direction i Catchment Boundary Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for in perviousness -based runoff coefficient values. D9-10YR, Weighted C 12/27/2012, 2:25 PM I 1 1 1 1 1 .. 1 .11 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D9 I. Catchment Hydrologic Data Catchment ID = D9 Area = 0.07 Acres Percent Imperviousness = 35.00 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) Cl = 28.50 (input the value of CI) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.40 inches (input one-hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.40 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.33 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 0 rlwd LEGEND Reach 1 }tox. g Reach 2 Rem / ICatchment Reach 3 Hov,.dary NRCS Land e/ Short Nead y Paved Areas & Type ElleavyTilla eadow Fie d Pasture/ Bare aras�d Shallow Paved Swales Ground Sheet Flow Conve ance 2.5 00 _ 10 15 20 Calculations: C=o.35 Z, Z�z moo, y 7� !ach Slope ILength 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf tuft It C-5 fps minutes input input output input output output gland 0.0200:' 40 0.33 N/A 0.09 .7.03 U Suml, 40 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 4.30 inch/hr Rainfall Intensity at Regional Tc, I = 3:76 inch/hr Rainfall Intensity at User -Defined Tc, I = 4.30 inch/hr E-- Regional Tc User -Entered Tc Peak Flowrate, Qp = 0.12 cfs Peak Flowrate, Op = 0.10 cfs Peak Flowrate, Qp = 0.12 cfs 1007 10 0 C F5 C�1�= I17-5 (035� g79 (0- O Z% C,FS ' D9-10YR, Tc and PeakQ 12/27/2012, 2:25 PM I 1 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D11 I. Catchment Hydrologic Data Catchment ID = DI Area = 0.07 Acres Percent Imperviousness = 350 % NRCS Soil Type = D A, B, C, or D If. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)4C3 ' Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 4786 (input the value of C3) ' P1= 1:40 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C = ; _ _ 0.40 Overide Runoff Coefficient, C = .: _ ::.. ;' " (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = : r-_... :0:33 ' Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 1 1 [1 .1 1 :1 1 RCSvy Land 11agel Short Nearly Grassed Meadow Pasture/ ShallllowPev:aSales Lawn GBoundSwaWaterways (She Conveyance 2.5 =E 10 i5 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time O� ft/ft input Overland 00200 ft input 60 Coeff C-5 output 033 ance V Tf fps minutes input output output N/A 0.12 8-61 3 ' 3� 4 5.. Sum . 60 Computed Tc = 8.61 E_ gI � Regional Tc = 10.33 User -Entered Tc = 8.61.61 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 7 -4:01; inch/hr Peak Flowrate, Op -, cfs Rainfall Intensity at Regional Tc, I=;-':3:74 Rainfall Intensity at User -Defined Tc, I = 4501: inch/hr inch/hr Peak Flowrate, Op = ¢tO cfs Peak Flowrate, Qp Qi6 c 35(y ),07 = O ►o CF-S D10-10YR, Tc and PeakQ 1 p-� f �o ' I , Z� / 3 5 \ g I % (� 7 \ ' 0 z? ^ F� 10/23/2012, 5:06 PM 11 Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D12 Illustration EC7 T D: low Direction Catchment Boundary Instructions: For each catchment subarea, enter values for A and C. ® ee a ee Sum:[ 0.I l Sum Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. D12-10YR, Weighted C 10/29/2012.4:41 PM I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD ' Project Title: LDS Catchment ID: D12 1. Catchment Hydrologic Data ' Catchment ID = D12 Area = 0.11 Acres Percent Imperviousness = 50.00 % NRCS Soil Type = D A, B, C, or D If. Rainfall Information I (inch/hr) = C1 . P1 I(C2 + Td)AC3 ' Design Storm Return Period, Tr =: _ 10 years (input return period for design storm) _ Ct = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3=.: ': 0.786 (input the value of C3) ' Pt=: 1.40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C =: - .0.46 Overide Runoff Coefficient, C = `> (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0:40 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) ' Illustration t overland LEGEND Reach 1 IIav O B enni g Reach 2 ' Flaw D mdo E Catchment Reach 3 Boundary F I 1 NRCS Land Hea Tilla e/ 9 Short Nearly Y Grassed Paved Areas 8 YP Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterway s (Sheet Flow Conve nce 2.5 0�7 10 15 20 11 Calculations: Reach Slope Length ID S L fuft I ft 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ante V Tf C-5 fps minutes L Computed Tc .;1.34 Regional Tc = 10 61 -. C /1 50 TO -TOO � (� �5 User -Entered Tc = t/ r J IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 5:92 inch/hr Peak Flowrate, Qp cfs Rainfall Intensity at Regional Tc, I = 3.70 inch/hr Peak Flowrate, Qp = fs Rainfall Intensity at User -Defined Tc, I = 4.12 inch/hr Peak Flowrate, Qp = . , . ifs D12-10YR, Tc and PeakQ /, �l q� /b 10/29/2012, 4:41 PM 9 (Ob ( I Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: Illustration EGEND: low Direction 11 Catchment Boundary Instructions: For each catchment subarea, enter values for A and C. ENT M-. ��KMMJ-Mwjn= �Mlllflf Mellllllll�� Sum:i 0 Z7 I Sum: 1-*- U.10.r Area -Weighted Runoff Coefficient (sum CA/sum A)=. -:Jwz*- *See sheet "Design Info" for inperviousness-based runoff coefficient values. D35-D36-10YR, Weighted C 10/23/2012, 4:25 PM [1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD ' Project Title: LDS Catchment ID:' D13 1. I. Catchment Hydrologic Data Catchment ID =:D13. Area = 0.27 Acres ' Percent Imperviousness NRCS Soil Type 3800 % D A. B, C, or D It. Rainfall Information I (inchlhr) = C1 ' P1 /(C2 + Td)"C3 Design Storm Return Period, Tr 110 years (input return period for design storm) C1=::.;;;:;;:28.50 (input the value of Cl) C2= (input the value of C2) C3 0 786 (input the value of C3) 1 P1 1r40. inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C 00AT Overide Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 0i34' r Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 1 overland Reach 1 flow Bed Catchment 3 Boundary NRCS Land Hea Tillage/ e/ Short Nea Grassed Paved Areas & Type ��� Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow Conve once 2.5 0�7 10 15 20 1 1 1: 1 1 1 1 1 1 1 1 1 1 1 1 Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D14 Illustration EUND: low Direcdon i caichm em Boundary Instructions: For each catchment subarea, enter values for A and C. 11 1• 11 Sum:[ 0 11.::I Sum I Oz03 l Area -Weighted Runoff Coefficient (sum CA/sum A) 'See sheet "Design Info" for inperviousness-based runoff coefficient values. D14-10YR, Weighted C 12/27/2012, 2:26 PM I 1 1 1 11 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D14 I. Catchment Hydrologic Data Catchment ID = D14 Area = 0.11 Acres Percent Imperviousness = 31.00 % NRCS Soil Type = D A, B, C, or D IL Rainfall Information I (inch/hr) = C1 ' P1 1(C2 + Td)^C3 Design Storm Return Period, Tr = 10 years (input return period for design stone) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.38 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = '0.31 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach I �y Pmwh2 O Beemdng Flay Direction E Catchment Reach 3 NRCS Land Hea vY Tilla e/ 9 Short Nearly Y Grassed Paved Areas & Type LMeadow Field Pasture/ Bare I Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow Conveyance 2.5 0�7 10 15 20 Calculations: D Reach ID Slope S tuft Length L It 5-yr Runoff Coeff C-5 NRCS Convey- ance Flow Velocity V fps Flow Time Tf minutes Sum/, i :68 z-,31(ZZ��O�� ���� CF IV. Peak Runoff Prediction Computed Tc = . 9.37 Regional Tc = 10.38 User -Entered Tc = g.37 C� ' Rainfall Intensity at Computed Tc, I = 3.88 inch/hr Peak Flowrate, Qp = 0.16 cfs Rainfall Intensity at Regional Tc, 1= 3.73 inch/hr Peak Flowrate, Qp = 0.16 cfs Rainfall Intensity at User -Defined Tc, I = 3.88 inch/hr Peak Flowrate, Qp = 0.16 cfs �o : �31 (391�)0'' 1 N 25 (o 31 - � _9Z (It a 0-3 — CFI D14-10YR, Tc and PeakQ 12/27/2012, 2:26 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = DI D20 Area = 0.13 Acres Percent Imperviousness = 36.00 % NRCS Soil Type = D A, B, C, or D LDS D151 D If. Rainfall Information I (inchlhr) = C1 . P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.40 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.33 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) -1��j5 Illustration A�SL,t#)F I I 1 'Yy'D��GSI I Z�/ STGLn�JC�rd Gro�� -- 0101 LEGEND Reach 2 2 l Reach 3 Reach t flay 0 Be�uiirb Flay Diraiio f Catchment Boundary ' NRCS Land Type Hea Meadow Tilla e/ FieldPasture/ Short Lawns Nead Bare Ground Grassed Swales/J WaterwaysSheet Paved Areas & Shall(wPavedS)ales Flow Conveyance 2.5 007 10 15 20 &: Calculations: Reach Slope Length 5-yr NRCSLVelodaty Flow _ ID S L Runoff Convey- Time �Z Coeff ance Tf tuft ff C-5 minutes in ut in ut output in ut output Overland .0.0210 92 0.33 N/A 10.43 7 5`1 1 �I0Q — 2 ' 3 4 5 ., Sum 92 : Computed Tc = 10.43 Regional Tc = 10.51 (31Y 13 /7 n ,�� User -Entered Tc = 10.43 �- IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.72 inchlhr Peak Flowrate, Qp = Rainfall Intensity at Regional Tc, I = 3.71 inchlhr Peak Flowrate, Qp = _ Rainfall Intensity at User -Defined Tc, I = 3.72 inchlhr Peak Flowrate, Qp = "c —rr4-efs— �Io��0'3) DI D20, Tc and PeakQ 5/13/2013, 2:34 PM 11 Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D15 / D20 Illustration EGEND: low Direction --atchmeot 1oimdary Instructions: For each catchment subarea, enter values for A and C. ® 11 1• 11 Sum:l 'U.73 iI sum:) U:u0_ 'I Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.36 'See sheet "Design Info" for in perviousness -based runoff coefficient values. D15 D20, Weighted C 5/13/2013, 2:34 PM Area -Weighting for Runoff Coefficient Calculation Project Title:. Catchment ID:: Illustration Subarea 3 20A:-1 Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 025 0.01 0;5 1 0:95-:" 0.14 -1 sum: sum:l- 0.15 Flow Direcdon i C2dtCtMellt Boundary Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. ID20A-I0YR, Weighted C 4/30/2013, 8:22 AM I] .! [1 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title LDS Catchment ID. - -. D15A I D20A I. Catchment Hydrologic Data Catchment ID = iD15AD20A Area = :`0119 Acres Percent Imperviousness = 80.00 OX NRCS Soil Type = D A, B, C, or D It. Rainfall Information Design Storm Return Period, Tr = I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 10' years (input return period for design stone) Ct = 2850(input the value of Cl) C2= 10 00 (input the value of C2) C3= 0.786 (input the value of C3) Pt= t.40 inches (input one-hr precipitation -see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C = 0.66 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.63, ' Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Hea vY Tilla e/ 9 Short Nearly Y Grassed Paved Areas 8 Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 00 to 15 20 Calculations: 'QZ Og(ZgS�U�� =��3 Reach Slope Length ID S L f ift ft input input Overland _0 0256 .......... ................ 195 : ... 1 2 3 77 4 5 ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 3.98 inch/hr Rainfall Intensity at Regional Tc, I = 3.63 inch/hr Rainfall Intensity at User -Defined Tc, I = 3.98 inch/hr 0I50 = 1,25 (,80) 99s v!9 _ 89 CF tD20A-10YR, Tc and PeakQ 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes compuiea I c - RegionalTc= a108— �=51 User -Entered Tc = 8 77.. Peak Flowrate, Op B30 T fs Peak Flowrate, Qp =44@ aFs Peak Flowrate, Qp669 cfs 4/3012013, 8:22 AM 11 1 1 1 1 1 1 11 Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D16 Illustration S 4„<eD Subarea 3 Se@1 Instructions: For each catchment subarea, enter values for A and C. wr �� ' •. Sul ® 11 1• // Flow Direction 4 Catchment Botmdary Sum:l 0.08 t: Sum 1. =0.03 .: _ l Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. D16-10YR, Weighted C 10123/2012, 10:57 AM I 1 11 i CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = D16 Area = 0.08 Acres Percent Imperviousness = 43.00 % NRCS Soil Type = D A, B, C, or D LDS D16 II. Rainfall Information I (inch/hr) = C1 • P1 I(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) Cl = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.43 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.36 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Hea Tillage/ Short Nearly Y Grassed Paved Areas 8 YP Type Meadow [M Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 0O7 10 15 20 Calculations: Reach ID Overland (�> 1 2 3. 4 5 Slope Length 5-yr NRCS Flow Flow S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft It C-5 fps minutes M Computed Tc = 8.13 E� ional Tc =1 33 User -Entered 1 ir ed Tc = 8.13 IV. Peak (Runoff Prediction Rainfall Intensity at Computed Tc, I = 4.09 inch/hr Peak Flowrate, Qp = .. cfs Rainfall Intensity at Regional Tc, I = 3.74 inch/hr Peak Flowrate, Qp =�fs Rainfall Intensity at User -Defined Tc, I = 4.09 inch/hr Peak Flowrate, Qp = cfs D16-100YR, Tc and PeakQ QI 1 'Z5 6 43) g33 (' o�) t/• (LS 10/23/2012, 10:57 AM Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D17 Illustration 6� evl Subarea 3 Instructions: For each catchment subarea, enter values for A and C. Flow Direction 4 catchmem Boundary Sum:J Sum:l u.u4!,::J::i Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. D21-100YR, Weighted C 10/23/2012, 11:04 AM I I 1 1 1 I 1 n ,, 1 1 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D17 I. Catchment Hydrologic Data Catchment ID = DI Area = 0.07 Acres Percent Imperviousness = 33.00 % NRCS Soil Type = ... D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years C1 = 2&50. C2= 10.00 C3= 0.786 P1= AA0 inches (input return period for design storm) (input the value of CI) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C ='' 0.39' Overide Runoff Coefficient, C =-;.::;?: (enter an overide C value if desired, or leave blank to accept calculated C.) Syr. Runoff Coefficient, C-5 0.32• Overide 5-yr. Runoff Coefficient, C = >_ (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Hea vY Tillage/ e/ 9 Short Nearly Y Grassed Paved Areas & Type Meadow Field Pasture) Bare Swales/ Shallow Paved Swales Lawns Ground Watenrra s (Sheet Flow Conv nce 2.5 0�7 10 15 20 1]] Calculations: Reach I Slope I Length ID S L ft/ft I It IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 4u15' inch/hr Rainfall Intensity at Regional Tc, I 3.76' inch/hr Rainfall Intensity at User -Defined Tc, 1 4.15i inch/hr 10 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes t,ompuiea i c = Regional Tc = User -Entered Tc = Peak Flowrate, Qp fs Peak Flowrate, Qp Ifs Peak Flowrate, Qp � D17-100YR, Tc and PeakQ ' 0, I + Z � (. 3 3) $ ub � 07) � b. Z � �s 10/23/2012, 11:05 AM 11 Area -Weighting for Runoff Coefficient Calculation I Project Title: LDS Catchment ID: D18 Illustration EGEND: low Direction 4 catc2m eat 3oundary Instructions: For each catchment subarea, enter values for A and C. Sum:I -0.25sum: ,-- Area -Weighted Runoff Coefficient (sum CA/sum A) .036 al *See sheet "Design Info" for inperviousness-based runoff coefficient values. D13-10YR, Weighted C 10/23/2012. 4:27 PM I I I I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LIDS Catchment ID: D18 I. Catchment Hydrologic Data Catchment ID = D1 8 Area = .0.2.5. Acres Percent Imperviousness :.36:00 % NRCS Soil Type = D. A, B, C, or D It. Rainfall Information I (inch/hr) = C1 • PI /(C2 + Td)A C3 Design Storm Return Period, Tr = :.10 years (input return period for design storm) Cl = ii:2&50 (input the value of Cl) C2= (input the value of C2) C3=.. (input the value of C3) Pl= T:40 inches (input one-hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = :.0.40, Overide Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 033 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration I I I I I Ill . I I T�7 Overland LEGEND Rewh 2 Reuh I 11MY 0 BegiTourb Flmy Dimtioi Rewh 3 CatchmentBoundary NRCS Land av' Tillage/ Short Nearty Grassed Paved P d re; s Type a e do:w] P Field Pasture/ Bare Swalle! J low Shallow 1 Lawns Ground Waterways (St Sheet (Sheet Flow) 20 Calculations: N S L Wit ft T, 7W IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I .Fl-:3.50 inchthr Rainfall Intensity at Regional Tc, I = ::.._.,::3.68; inchthr Rainfall Intensity at User -Defined Tc, I = 3.68: inchthr -3 r CFS Runoff Convey- Velocity Time Coeff ance V Tf C-5 I fps minutes Computed Tc Regional Tc User -Entered Tc Peak Flowrate, Op �cfs Peak Flowrate, Qpcfa— Peak Flowrate, Qp cfs D1 3-1 OYR, Tc and PeakQ 10/23/2012,4:27 PM Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D19 Illustration Subarea 3 Instructions: For each catchment subarea, enter values for A and C. Flow Direodon 4 Catchment Boundary Sum:J Sum: M16.8 1 7 1 Area -Weighted Runoff Coefficient (sum CA/sum A) = *See sheet "Design Info" for in perviousness -based runoff coefficient values. D29-10YR, Weighted C 10/23/2012, 12:04 PM t 1 1 .1 1 11 1 .1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: _ LDS Catchment ID: D19 I. Catchment Hydrologic Data Catchment ID ='D19 Area = 0.09 Acres Percent Imperviousness = 87.00 % NRCS Soil Type = D A. B, C, or D It. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr =' az; 10 years (input return period for design storm) C1 = 28:50 (input the value of Cl) C2= 10.00, (input the value of C2) C3= 0.786 (input the value of C3) P1= ' 1:40 inches (input one-hr precipitation --see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C 0.74 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.71 Overide 5-yr. Runoff Coefficient, C =,.; -. - __ (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Reach 3 Illustration °v01 LEGEhID lteazh 1 flaw Reazh2 O BLS Catchment Boundary NRCS LandF Heavy Tilla e/ Short Nearl Grassed Paved Areas & Type Meadow Field Pasture) Bare Swales/ Shallow Paved Swales Lawns Ground Waterwa s (Sheet Flow) Conveyance 2.5 0� 10 15 20 Calculations: aach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf Rift ft C-5 fps minutes i 5 i i � Sum 68 o�L197 -r- 1D�=jRS r Zs5 IV. Peak Runoff Prediction k Rainfall Intensity at Computed Tc, I r5.00 inch/hr Rainfall Intensity at Regional Tc, 1 3.73 inch/hr Rainfall Intensity at User -Defined Tc, 1 `4.75 mch/hr �►o=,g�(�s7),p� -U3� CAS Computed Tc 4.03 Regional Tc User -Entered Tc = 5.00 >� Peak Flowrate Op cfs Peak Flowrate, Qp cfs Peak Flowrate, Qp 0,A-tTs 1 D29-10YR, Tc and PeakQ �'�2�C rr C%� Q f h9 J p �s 10/2312012, 12:04 PM 1 v I 1 1 1 1 1 1 11 Area -Weighting for Runoff Coefficient Calculation 11 Project Title: LDS Catchment ID: D21 Illustration S�ee1 Subarea 3 Instructions: For each catchment subarea, enter values for A and C. ® 1 1• � 1 1 ® 11 1• 11 Flow Direction 4 Catchment Boundary Sum:l 0.08.._ : i Sum:i . O.W3 Area -Weighted Runoff Coefficient (sum CA/sum A) = _ 0.43 'See sheet "Design Info" for inperviousness-based runoff coefficient values. ' D21-100YR, Weighted C 10/23/2012, 11:01 AM 11 1. I 1 n 1 1 1 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 1. Catchment Hydrologic Data Catchment ID = D21 Area = 0.08 Acres Percent Imperviousness = 43.00 % NRCS Soil Type = D A, B. C, or D LDS D21 II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.43 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.36 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Hea Tilla e/ 9 Short Nearl Y Grassed Paved Areas 8 Type �� Meadow Field Pasturel Bare Swalesl Shallow Paved Swales Lawns Ground Waterway s (Sheet Flow) Conveyance 2.5 0�7 10 15 20 Calculations: Reach Slope Length ID I S I L Wit itI input inpi Overland 0.0180 1 5( 3 4 "%N3 5 ' Z. I Sum 5C 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes Regional Tc - rv.co ti� User -Entered Tc= 7.75 ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 4.16 inch/hr Peak Flowrate, Qp = 1_181 cfs Rainfall Intensity at Regional Tc, I = 3.75 inch/hr Peak Flowrate, Qp = Rainfall Intensity at User -Defined Tc, I = 4.16 inch/hr Peak Flowrate, Qp = ' D16-10YR, Tc and PeakQ a�DO r Z�(• �) p _ J(�Cj 10/23/2012, 10:59 AM 11 Area -Weighting for Runoff Coefficient Calculation I Project Title: Catchment ID: Illustration EGEND: low Direction 4 Catclim eat Boundary Instructions: For each catchment subarea, enter values for A and C. sum: Sum: :1�.... Area -Weighted Runoff Coefficient (sum CAlsum A) = 0'25 *See sheet "Design Info" for inperviousness-based runoff coefficient values. D1 7-1 OYR, Weighted C 10/23/2012,11:06 AM I 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D22 I. Catchment Hydrologic Data Catchment ID = D22 Area = 0.08 Acres Percent Imperviousness = 25.00 % NRCS Soil Type = D A, B, C, or D 11. Rainfall Information I (inch/hr) = C1 • P1 /(C2 + Td)"C3 Design Stone Return Period, Tr =' _ ..10 years C1 =, 28.50 C2= 10.00 C3= :0.786 P1= ;:::. 1.40 inches (input return period for design stone) (input the value of Cl) (input the value of C2) (input the value of C3) (input one-hr precipitation --see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.36 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = :0.28 ' Overide 5-yr. Runoff Coefficient, C ;' (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 1 1 1 I 1 1 .1 D10Tland LEGEND Reach 1 flaw Reach 2 O Beguuung Ftav D mtioi / E Catehmeni Reath 3 How�dary NRCS Land Hea vY Tilla e/ g Short Nearl Y Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Watervaa Sheet Flow Conve nce 2.5 0�7 10 15 20 Calculations: Qz�ozS(z- 0ce, o5; Reach Slope Length ID S L tuft I ft 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes ZD D17-10YR, Tc and PeakQ QICO Z5/ ro/ 0r 10/23/2012, 11:07 AM t IFArea -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D23 Illustration sowax,v,� Subarea 3 Instructions: For each catchment subarea, enter values for A and C. Subarea I Area I Runoff I Product ID I acres I Coeff. I in Sum: Flow Direction 4 Catclitmeat Boundary Area -Weighted Runoff Coefficient (sum CA/sum A) 031 *See sheet "Design Info" for inperviousness-based runoff coefficient values. D18-10YR, Weighted C 10/23/2012, 4:29 PM r r tJ CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D23 I. Catchment Hydrologic Data Catchment ID = D23 Area = 0.37 Acres Percent Imperviousness = ' 31.00 % NRCS Soil Type = : "D. A, B, C, or D II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 ♦ Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= . 10:00 (input the value of C2) C3= 0.786 (input the value of C3) r P1= 1.40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = ..` 0.38 Overide Runoff Coefficient, C = . (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = .'. 0:31 ' Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5J Illustration r .r r r overland LEGEND Reach I Bay Reach 2 Beemi ng now Direction Catchment Reach 3 Boundary NRCS Land Hea Tillage/ Short Paved Areas & Fied ]7Nearly,,Grassed Pastur Bare Shallow Paved Lawn(She Wateal eFlow) Conve ance 2.5 0�7 10 is 20 Calculations: Reach Slope I Length ID I S L ft/ t I ft 5 . ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I -3 28" inch/hr Rainfall Intensity at Regional Tc, 1 .3:67 inch/hr Rainfall Intensity at User -Defined Tc, 1 3.67+inch/hr 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes Regional Tc = 10.85 �' User -Entered Tc = 10.85 Peak Flowrate, Qp cfs Peak Flowrate, Qp - c s Peak Flowrate, Qp cfs D18-10YR, Tc and PeakQ o ! r Z5 (,30 7 �6 I • 3 7) (O� C�� 10/23/2012, 4:29 PM r ��— r r r .r r r Area -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D24 s zS Illustration E(E1D: low Direction 2atc2 meat 3ouindary Instructions: For each catchment subarea, enter values for A and C. 1 / / • 1 1 le a 11 Sum:l u.ub I Sum (. 'uiul .......... . ........ Area -Weighted Runoff Coefficient (sum CAlsum A) 0136 "See sheet "Design Info" for inperviousness-based runoff coefficient values. UD-Rational v1.02a, Weighted C 10/23/2012, 4:14 PM I I I .1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D24 I. Catchment Hydrologic Data Catchment ID =2HILLS Area = 0.06 Acres Percent Imperviousness = 36.00 % NRCS Soil Type = D A. B. C, or D II. Rainfall Information I (inch/hr) = C1 ' P1 I(C2 + Td)"C3 ' Design Storm Return Period, Tr = .10 years (input return period for design storm) Ct = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= ... 0.786 (input the value of C3) ' P1= 1.40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.40 Overide Runoff Coefficient, C = , (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.33' ' Overide 5-yr. Runoff Coefficient, C = , (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration I . UD-Rational v1.02a, Tc and PeakQ NRCS Land Hea Tilla e/ Short NearlyGrassed Paved Areas & Type Meadow Fie d Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways Sheet Flo) Conveyance 2.5 0L__7 10 15 20 Calculations: I Reach I Slope I Length tuft I ft Al 3:. /� / 5 .. C� 0, _ Sum ' ; . 40 ' T(o _y3i Tom^ $s IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I 4:31 inch/hr Rainfall Intensity at Regional Tc, 1 3.76 inch/hr Rainfall Intensity at User -Defined Tc, 1 4.31" inch/hr �Oqzq CAS 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes output input output output 0:33 ' N/A0:10 6.99 `. : 6.99 Computed Tc = Regional Tc =1 10.22 User -Entered Tc =F 6.99 Peak Flowrate Qp = ' :-0.10: cfs Peak Flowrate, Qp = 0:09 cfs Peak Flowrate, Qp = 0.10 cfs 10/23/2012, 4:14 PM IFArea -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D26 Illustration EGEND: low Direm ion A calchmem Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.01:.. 4 Sum: 0.03,_ sum:0.01 Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. D19-10YR, Weighted C 10123/2012,12:06 PM i .1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D26 1. Catchment Hydrologic Data Catchment ID = D26 Area = 0.03 Acres Percent Imperviousness = 25.00 % NRCS Soil Type = D A, B. C, or D ' II. Rainfall Information Design Storm Return Period, Tr = I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 10 years (input return period for design stone) Ct = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1A0 inches (input one-hr precipitation -see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C = 0.36 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = . 0.28 ' Overide 5-yr. Runoff Coefficient, C = :. (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration I _1 NRCS Land Hea Tillage/ Short NearlyGrassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways Sheet Flow Conveyance 2.5 0� 10 15 20 Calculations: Reach ID Slope S Poft input Length 5-yr NRCS Flow Flow L Runoff Convey- Velocity Time Coeff ance V Tf It C-5 fps minutes 5 � Z5 ' Sum : >::60 ���Gggq/ -AID ov ` bO ZIV. Peak Runoff Prediction z� Rainfall Intensity at Computed Tc, I 393 inch/hr Rainfall Intensity at Regional Tc, I 3.74 inch/hr Rainfall Intensity at User -Defined Tc, I - 3.93' inch/hr Computed Tc = <-- Regional Tc =10.33 User Entered Tc =9.09 Peak Flowrate, Qp : , cfs Peak Flowrate, Qp A4 efs Peak Flowrate, Qp fs D19-10YR, Tc and PeakQ 10/23/2012.12:06 PM l 1 1 1 1 1 1 11 Area -Weighting for Runoff Coefficient Calculation Project Title: ILDS Catchment ID: D27'TOTAL Illustration EGEND: tow Direction Catchment Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.24 . 0.95 ' 0.23 0.04 0.25 0.01 sum: 0.28 Sum: 0.24 Area -Weighted Runoff Coefficient (sum CA/sum A) *See sheet "Design Info" for inperviousness-based runoff coefficient values. D27-TOTAL, Weighted C 5/8/2013, 10:43 AM 1.1 I 1 I I I CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D27 TOTAL - 1. Catchment Hydrologic Data Catchment ID = D27 Area = 0.28 Acres Percent Imperviousness = 85.00 % NRCS Soil Type = ID A, B, C, or D IL Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = ' 10 years (input return period for design storm) Ct = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= `0i786 (input the value of C3) P1= <1.40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.71 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.68 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) 7 Illustration Gf�LI' /V �f �gp��ST iL/ overland LEGEND Reach 1 tlav Reach2 O B Flay Dirutio catchment Rewh 3 Boundary NRCS Land Type F-Heavy I Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas R Shallow Paved Swales Sheet Flow Conveyance 2.5 0 7� 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow 0 S L Runoff Convey- Velocity Time Coeff ante V Tf fvft ft C-5 fps minutes Q I Overland input input output input output output 0.0200 54= 10.68 N/A 0.20 4.41 -5.. . Sum 54 QIa= �-✓� (�tg�) d - I d TcCompute441 Regiona10.30 -oCFS User-EntereTc— 14!�- D IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 490 inch/hr Peak Flowrate, Qp&98 cf� Rainfall Intensity at Regional Tc, I = :3.74 inch/hr Peak Flowrate, Op .8 cfs Rainfall Intensity at User -Defined Tc, I = 4.75 inch/hr Peak Flowrate, Qp = 0-9 -efs- 0, = 1.25 DSS �95 �z8` = Z9l PS D27-TOTAL, Tc and PeakQ gs g5 O Z o ' D /09 518/2013, 10:44 AM I IFArea -Weighting for Runoff Coefficient Calculation Project Title: LDS Catchment ID: D27 ROOF Illustration EGEND: low Direction Catchment Boundary Instructions: For each catchment subarea, enter values for A and C. Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.95 'See sheet "Design Info" for inperviousness-based runoff coefficient values. D27-ROOF, Weighted C 5/8/2013, 10:41 AM 1 1 1 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D27 ROOF I. Catchment Hydrologic Data Catchment ID = D27 Area = 0.24 Acres Percent Imperviousness = 95.00 % NRCS Soil Type = " D A. B, C, or D II. Rainfall Information I (inch/hr) = C1 • P1 /(C2 + Td)AC3 t, Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= :. 10.00 (input the value of C2) C3= ;: .%0.786 (input the value of C3) P1=:"- 1.40 inches (input one-hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C = _ - 0.84 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = ' 0.82 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration .1 1 NRCS Land Tillage/ Short Nearl Y Grassed Paved Areas & JHeavy Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterwa s Sheet Flow Conveyance 20 —� Calculations: C-�q5 1)D I _. 5 � 1-,oa =9 Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland " 0.0200 54 0:82 N/A . 0i30 2 99 IJ '1 Sum 154 Q)a= Q95 (H'57 ) )zq ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 5.32 inch/hr Rainfall Intensity at Regional Tc, I = 3.74 inch/hr Rainfall Intensity at User -Defined Tc, I = 4.75 inch/hr 1 �it7o= Z5 (095)%95(OZ��' ZgNC�s D27-R00F, Tc and PeakQ Regional Tc User -Entered Tc Peak Flowrate, Qp '� 99 cfs Peak Flowrate, Qp sfs Peak Flowrate, Qp 5/8/2013, 10:41 AM Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration EGEND: [cvw Direction 4 Carchm eat 3oundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.02� .2 0' 5 0,01 . ..... ..... ..... Sum. 0 Area -Weighted Runoff Coefficient (sum CA/sum A) j..-0-125 *See sheet "Design Info" for inperviousness-based runoff coefficient values. D27-10YR, Weighted C 10/23/2012, 12:10 PM I 1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: LDS Catchment ID: D28 I. Catchment Hydrologic Data Catchment ID = 028 Area = 0.02 Acres Percent Imperviousness = 25.00 % NRCS Soil Type = D A, B, C, or D 11. Rainfall Information I(inch/hr)=C1•P1/(C2+Td)"C3 ' Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of Ct) C2= 10.00 (input the value of C2) -' C3= 0.786 (input the value of C3) P1= .'.. 1.40 inches (input one-hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment 1 Runoff Coefficient, C = ._ ;7 `,: 036' Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.). 5-yr. Runoff Coefficient, C-5 = 0.28 ' Overide 5-yr. Runoff Coefficient, C = . ; . (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration I NRCS Land]r--Heavy--IlTillage/ Short Nearly Grassed Paved Areas 8 Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterwa s .(Sheet Flow Conveyance 2.5 00 10 15 20 11 Calculations: Reach Slope Length 5-yr I NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes 4 I 5 Sum 33 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 436 inch/hr Rainfall Intensity at Regional Tc,1 3.76 inch/hr Rainfall Intensity at User -Defined Tc, I 4.36' inch/hr Computed Tc 6 74 Regional Tc 10.18 User -Entered Tc = 6.74 Peak Flowrate, Op cis Peak Flowrate, Op cfs Peak Flowrate, Qp �D2 Lfs ' D27-10YR, Tc and PeakQ >� Q_ Or7) (?r66S 10/23/2012, 12:10 PM �Ob Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration 0 Subarea 3 LDS D29 She®i. Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A I C* I CA Flow Direction 4 catchment Boundary Area -Weighted Runoff Coefficient (sum CA/sum A) 0.95 *See sheet "Design Info" for inperviousness-based runoff coefficient values. D29-PIPE, Weighted C n 5/8/2013, 3:17 PM No Text 1 1 1 1 :1 1 1 1 1 1 1 1 1 1 1 1 Project Description Worksheet SILLWAY- 1 Flow Element Irregular Chani Method Manning's Fort Solve For Channel Depth Section Data Mannings Coefficiei 0.035 Slope 0.027800 ft/ft Water Surface Elev 99.71 It Elevation Range .90 to 100.90 Discharge 155.16 cfs 101.00 98.50 = 0+00 Cross Section Cross Section for Irregular Channel 0+05 0+10 0+15 0+20 0+25 0+30 0+35 0+40 V:1 _ HA NTS f:\projectsMds-temple\drainagelspillwayfm2.fm2 LANDMARK ENGINEERING LTD. 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OD Z O N n 0) + rn 3 00 10 I� V m o A H 0 D C r_- 0 u/ D /,- 1-20 m Sta: 0+00 ft r j' Inv Out: 4,912.62 ft Z i Rim: 4,917.65 ft m I Sump: 4,912.62 ft i 1-15 Sta: 0+43 ft Inv In: 4,912.24 ft Inv Out: 4,912.24 ft Rim: 4,91 7.65 ft Sump: 4,912.24 ft m \ ;o \� 1 u/ `- O .A 1-16 Sta: 0+68 ft (D D (D Inv In: 4,912.03 ft m o Inv In: 4,912.03 ft Inv In: 4:912.03 ft o o r o Inv Out: 4,912.03 ft Z Rim: 4,917.65 ft m Sump: 4,912.03 ft V 0 N 0 3 v 0 m J m �CD o fD 3 � c> D 'n O n d in O 2 m N D C f o M m z A O 0 0 m co O7 A A O O N N O � 0 0 0 0 1-10 Sta: 0+00 ft Inv Out: 4,917.82 ft Rim: 4,920.75 ft Sump: 4,917.82 ft 1-4 Sta: 0+46 ft Inv In: 4,912.31 ft Inv In: 4,912.31 ft Inv Out 4,912.31 ft Rim: 4,918150 ft Sump: 4,912.31 ft O m \V� 1-5 Sta: 1 +07 ft 0 Inv In: 4,911 .97 ft Inv In: 4,911 .97 ft Inv Out 4,911.97 ftUl Rim: 4,918.50 ft Sump: 4,911.97 ft 0 � -i C, N0 CD �mr w O N (n O a , m N 6 m m (A D� 3 n O m. A m 2 0 m 5 0 v v' m N N 3 PTI a a T 0 m' m m in o m 3m n Dm O m m 0 m v 2 mCAAD C oom m z 1-14 Sta: 0+00 ft Inv Out: 4,919.00 ft @ /; Rim:4,921.35 ft Sump: 4,919.00 It Iq O O p i D C I r n z G) m D 0 O < m r p m o A r A f° Z co N N o, m m 0 v o m o 0 p 0 0 0 - I-9 Sta: 0+69 ft Inv In: 4,917.50 ft Inv Out: 4,917.50 ft Rim: 4,920.80 ft Sump: 4,917.50 ft loJ O h 1-3 Sta: 1 +16 It Inv In: 4,913.04 It Inv In: 4,913.04 It t Inv Out: 4,913.04 ft Rim: 4,919.95 ft Sump: 4,913.04 ft 3 v 0 2 m m dl o m '3 o� Dm 0 T 0 coax m inD c °om z 0 O O w 0 O A O O O 0 m I .2 0+00 ft Out: 4,918.40 ft m: 4,920.90 ft imp: 4,918.40 ft A A co O N N. O O O O O -6 ita: 0+46 ft nv In: 4,911.70 ft nv In: 4,911.70 ft nv Out: 4,911.70 ft tim: 4,918.00 ft iump: 4,911.70 ft V O '^ =• O N W `D I y fD 1-7 Sta: 2+30 ft Inv In: 4,910.69 ft Inv In: 4,910.69 ft Inv Out: 4,910.69 ft Rim: 4,916.25 ft Sump: 4,910.69 ft 0 0 0 0 i N O 0 u + 0 0 4 A O O O CD st m m o � n� Dm O 'n T � ^ r m fn c C O Ul W m z 0 I i I � I I7 A c r I > D � � W 1 m W u m I I o o 0 W (l� a � N N i 1m I I N V 41 W 0 O N 17 O V W = N p O tv V � 0 = i O m I � i I I � 1-21 Sta: 0+00 ft Inv Out: 4 915.15 ft Rim: 4,91 t.65 It Sump: 4.915.15 ft m m N rn o c. o O o 1.16 Sta: 0+43 ft Inv In: 4,912.03 ft Inv In: 4,912.03 ft Inv In: 4,912.03 ft Inv Out: 4,912.03 ft Rim: 4,917.65 ft Sump: 4,912.03 ft 1-7 Sta: 2+00 It Inv In: 4,910.69 It Inv In: 4.910.69 ft Inv Out: 4 910.69 ft Rim: 4,91 1!1.25 ft Sump: 4,910.69 It O � T V ' 0 O �h N W N t O `D -0-1 Sta: 4+72 0 Inv In: 4.909.20 ft Rim: 4.912.26 ft Sump: 4.909.20 It 1 1 1 1 1. 1 1 1 1 1 i 1 1 1 1 1 1 1 uvo'£ts'>:dwnS U S6'6t6'11 :Una I tO £L6'0:1n0 AUI 1) YO'£t 6'9 :UI AUI 11>0'£L6'6:U1 AUI Il 4£+6: N £-I 8 L8'£l6'9:dwnS N 99'8L6'6:U921 11 l9'£l6'4:In0 AUI U L9'£t6'Y:UI AUI U 6£+£ : M Z-1 — 0) U) BO>'VL6'V:dwnS y m 1)006Wt,:w16 11 OV'>L6'Y :1n0 AUI y= O 11 OY'Yl6'9:U1 AUI O 'L (Yi 11 49+Z %e1S d fd 9-1 — M u N N O L a U 4Z' SL6'4 :dwnS 1100'6L6'V :UqU 11 4Z'SL6'6:In0 AUI N 4Z'SL 6'V :UI AUl 11 69+L : MS £ L-1 11 69'Sl6'9:dwnS U 00*6L6'4:U46 11 69'Sl6'6:In0 AUI 1169'Sl6'1,:UI AUI 8 ZO+L : e1S 8 L-I --� B lS'9L6'6:dwnS u S9'9L61,:w!a 11 t 9'9 L 6'b:1 n0 AUI I1 00+0 : e1S £Z-1 c 0 m 0 o m 0 o W C N 0 m i i f � I I w a w u o m c m d m o i � o c u N N P N i m i I w a 0c 2 0 v c m P U n C p a o o _ n P _Z J w a z w 0 0 c � � m r m o U _ _ R N O 11 Q C 0 0@ � 2 N 0 w a O� rc P t W U m d o0 o of m y O w Z J n w 0 w a_ < o� ¢ rc c� m } u o U C'! a' m a � O w 00 Z O w u N _P N p 0 a 0 n 0 0 0 Z„- w oo `o aN,m J b 0j d LL LL m o C U) .W C W m 0 a Q to to 0 H aV m -e e: C a w W A 0 E m Cq D J 0 O 0 m n M E u m m m a n L 0 O i m cO] m Z < CL ~En J Yto N Z_ m 00 O m m N m 'o' 30 F � o ' pipe13OAtoI66 PIPE CULVERT ANALYSIS ' COMPUTATION OF CULVERT PERFORMANCE CURVE May 15, 2013 PROGRAM INPUT DATA DESCRIPTION VALUE -culvert -------------------- ------------------------------------------------------------ Diameter ....... . ............ HWA Chart Number.. ........................................... 0.83 1 HWA Scale Number (Type of Culvert Entrance)................ 1 Manning'S Roughness coefficient (n-value)................... 0.012 ' Entrance LOSS Coefficient of Culvert opening ................ Culvert Length (ft). 0.5 70.24 Invert Elevation at Downstream end of culvert (ft). 4,917.26 Invert Elevation at upstream end of Culvert (ft)............ 4,918.67 Culvert Slope (ft/ft)....................................... 0.0201 Starting Flow Rate (cfs)................................ 2.84 Incremental Flow Rate (cfs)................................. 0.0 2.84 Ending Flow Rate (cfs)...................................... 1.07 Starting Tailwater Depth (ft) ............................... 0.0 Incremental Tailwater Depth(ft)............................ Ending Tailwater Depth(ft)................................. 1.07 COMPUTATION RESULTS ' Flow Tailwater Headwater (ft) Normal critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) 2.84 1.07 1.64 1.33 0.59 0.74 0.59 6.91 HYDROCALC Hydraulics for windows, version 2.0.1, Copyright(c) 1996-2010 Dodson & Associates, Inc., 5629 FM 1960 west, Suite 314, Houston, Tx 77069 Email:software@dodson-hydro.Com, All Rights Reserved. 1 1 Page 1 0 1 Ns m L-3 ,z WHO 3 R,nz=�f9Z2� m v M 1` N '3a0 d = m _ CD o � 7 V a T N N N 3 � Sta: 0+00 ft Inv Out: 4,917.26 ft W �. Rim: 4,920.75 ft a o j XN�, i Sump: 4,917.26 ft W V W � �; _ m o � 6 o m o' F d am 1 2 Sta: 0+46 ft ' i m Inv In: 4,912.67 ft d j o j Z Inv In: 4,912.67 ft $ . Inv Out: 4,912.67 ft �m O ! Rim: 4,919.40 ft CP ? a r Sump: 4,912.67 ft 0 O V is y p — 04 D —=---- A D --� m A A D m r N N + o r cn Z m o cn 0 0 o m o m < o w L v OI to '� O W v O m m m ms O N co �M m o 'n yN0 m rn= maD O oC (n r W Z Z M - w O O y N Q N_01 J N a U. LL U -wi E m o dl cC w m C 0 0 m 0. N 0 0 LU o 0 0 0 0 0 Lri . o ui o m 0 W m 7 LLl o m m 4 OL" L L6't, :dwnS 4 00'8 L6'17 :wQ:J 11 OL' L L07 :1n0 ^UI 4 OLI Wt, :ul nul 4 OL' L L6'b :ul nul 14 89+L :e1S 9-1 - 11 L6'LL6'b :dwnS R j 11 09'8 L6'b MU m m 11 L6' L L617 :1n0 ^ul p 11 L6 L L6'b :ul nul 11 L6' L L6'b :ul nul d c — 1; 6L+1 :e1S V/ 4- 01J 00'9L6'b :dwnS a 11 091Z6'b :wlb 11 00'9 L617 :1n0 ^UI 11 00'9 L6'17 :ul nul 4 ZL+O :81S L L-I 111-9'8L6'b :dwnS 11 99'ZZ6'b :w'U 11 L9'8 L6'b :1nO ^U1 1j 00+0 :81S OE-1 Z _ w ° Q ° Of a --� O L o M C J Q LLI Z I d N ° LU I i N rn v V 00 r tk CO I III i I Q i r0 O O w � i O w N m a 0 a 0 C + O 0 5 m x W r 0 .o z < FN- n o w E o J N W Z N N _ a W O (n N 0 � � p N mgN o 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 l C O O O m N O p Ui WCV O O W O ! ! I IM i w i i Z J I w 11 £0'ZL6'b :dwng I l3 99-LL6`b :wlb ' ; i 4 £0'ZL6'b :in0 ^UI } l4 £o'ZL6'17:UI ^UI i Lu 4 £0'ZL6'b :UI ^UI a 4 £0'ZL6`17:UI ^UI ; z ; i 11 bO+Z :elg i w ! 9 L-I o 0 CD N, a cv 0 N m I 0 m 11 (D I 13b6'ZL6'b:dwng i CO o N 33 OZ'LL6`b :wib `n a 13 b6'ZL6'b :in0 ^UI I _ l3 b6 ZL6':UI ^UI U bb 13 b+L :elg I � w a � � I U M c:) I 11LL'£L6'b:dwng i o :w 110Z'LL6'b!ZI p 0 0 ll L L'£L6`b :in0 ^UI 1 ! o 0 �+ 11 LL'£L6'b :UI ^UI 11 LO+L :elg I N � ZZ-II w cN w � I W a o I = do0 11 ZL'£L6'b :dwng n �� 4L'SL6'b :wig I v o+ 11 ZL'£L6 b :ln0 ^UI 11 00+0 :elg 00 O Z £-1 r- C O co U) Wa = 0 Q�n,m a O� U. o W U E (D o m c N a c W E fo m A tn Ilz cq 0 N U c ' PIPEtO115 PIPE CULVERT ANALYSIS ' COMPUTATION OF CULVERT PERFORMANCE CURVE May 15, 2013 ' DESCRIPTION PROGRAM INPUT DATA VALUE t ' tstarting Culvert Diameter (ft)... .............•.. FHwA chart Number.. FHWA scale Number (Type of Culvert Entrance) ................ Manning's Roughness coefficient (n-value)................... Entrance Loss coefficient of Culvert opening ................ Culvert Length (ft).............. ... .. ..... Invert Elevation at Downstream end of culvert (ft) .......... invert Elevation at upstream end of culvert (ft)............ Culvert slope(ft/ft).......:::::::::::::::::::::::::::::::: starting Flow Rate (cfs). Incremental Flow Rate (cfs)................................. Ending Flow Rate (cfs)...................................... Tailwater Depth (ft)............................... incremental Tailwater Depth(ft)............................ Ending Tailwater Depth(ft)................................. 0.67 1 1 0.012 0.5 59.79 4,912.24 4,913.44 0.0201 1.89 0.0 1.89 3.64 0.0 3.64 COMPUTATION RESULTS tFlow Tailwater Headwater (ft) Normal critical Rate Depth Inlet Outlet Depth Depth (cfs) (ft) control control (ft) (ft) Depth at Outlet (ft) outlet velocity (fps) 1.89 3.64 1.59 4.32 0.55 0.62 0.67 5.36 t HYDROCALC Hydraulics for windows, version 2.0.1, Copyright(c) 1996-2010 Dodson & Associates, Inc., 5629 FM 1960 West, suite 314, Houston, TX 77069 Email:software@dodson-hydro.com, All Rights Reserved. t I Page 1 ' PIPEto120 PIPE CULVERT ANALYSIS ' COMPUTATION OF CULVERT PERFORMANCE CURVE May 15, 2013 PROGRAM INPUT DATA DESCRIPTION VALUE ' 1 ' -------------------------------------------------------------------------------- culvert Diameter(ft)....................................... FHWA Chart Number.. FHWA Scale Number (Type of Culvert Entrance). Manning's Roughness Coefficient (n-value)................... Entrance LOSS Coefficient of Culvert opening ................ Culvert Length(ft)......................................... invert Elevation at Downstream end of culvert (ft)......... Invert Elevation at upstream end of Culvert (ft)............ culvert Slope (ft/ft)...................... Starting Flow Rate (cfs).... incremental Flow Rate(cfs)................................. Ending Flow Rate(cfs)...................................... Starting Tailwater Depth(ft) ............................... incremental Tailwater Depth(ft)............................ 0.67 1 1 0.012 0.5 59.79 4,912.62 4,913.82 0.0201 1.89 0.0 1.89 4.1 0.0 Ending Tailwater Depth(ft)................................. 4.1 COMPUTATION RESULTS tFlow Tailwater Headwater (ft) Normal Critical Rate Depth Inlet Outlet Depth Depth (cfs) (ft) Control control (ft) (ft) Depth at Outlet (ft) Outlet Velocity (fps) -------------------------------------------------------------------------------- 1.89 4.1 1.59 4.78 0.55 0.62 0.67 5.36 t HYDROCALC Hydraulics for windows, version 2.0.1, Copyright(c) 1996-2010 Dodson & Associates, Inc., 5629 FM 1960 west, Suite 314, Houston, Tx 77069 Email:software@dodson-hydro.COm, All Rights Reserved. t Page 1 No Text :1 1 1 1 1 1 '1 1 1 1 1 1 1 1 `1 1 1 1 Scenario: Base P,1 ^J-56 N 1-56 p-5 J-O B c co J-5 '0 0 A �Q cM J-4 04 J-57 1-5.7 1-54 P-7 -- I-61 L� O-O B Title: ROCK CASTLE LANE PIPES Project Engineer: JEFF OLHAUSEN fA... ldrainageVock castle lane pipes.stm Landmark Engineering Ltd StonnCAD v5.5 [5.5003] 08/17/13 03:40:38 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I .1 .1 1 1. .1 1N 1 C 1 1 E E to o� m o r r o m N m N O m O to m d of ri v ri d r� v vi m^ > 'off ;U 0 Mm m r CO n m CO m r� D+D O o O) m m co 6 6 d .-. d `� 0 0 o m m m o o m m m m m cD m m m m co wC�J vvd vvvv v v M N m m m r M C^ ao u� m r r d r co ao a0 m m m m c0 O) 0) O 0) m m O p m m O O 0 c m m m m m m m m m w0� v v d d v v v d d _ 0 @DO 0 0 O co `� m m O O m m v m m m m m m m m m j.(� C d d d v v d d d v = J U m d m M to m M M o C r N r m d M r m r �O m m m m m m d m m y o O m m m O O m m m m m m R O� m m m =C 0� vvvvddvvv c m m m o d o o m m o o o d N m 0 0 co r 2 3 m� of o ri n co yo> o 0 0 0 o m Of W aO N m m m m m m m w v d v v d v v v v p D N M N O d 0 N 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 `av O 0 U E i� � n io v o O d Y 0 0 apo nmi apo M m r m m r m N N `O OF O m m m m O O m m m m CO m m m m m m c c> d d d d v v d d d O W 0 E c o w m w n 0 v m N N> O N 0 gip^ m m 1. n 0 w r m N O O m m m 0 o m m N C> m m CO m m m m CO m a— N d d d v d' d d d d W A U m m N r N O m m > v O O m m N N d O O m m 0 N m N LL a° M d .- IT N U M M m M M O O m y 3 y m m M m m m m N N m O O M Cl) m O y C C C C C C C C C U N N mro Ovi M Cl) UCl mM 7 hd 0Ni LO m mFE ca m°O O ui O Lo v)o Ed N0 O (Q o.Z udi m N Lo ;o m `{ O m d a o J N M g N r cD W d a. d- a. a. d. u A E N y N W a a .a a d W c z 0 w� J �- U) Q O o U S a Y o 0 C M C m m F : o 1 I3 I.£•968'17 AwnS 11 L8' L06'b :wib 3J L£'968'b :In0 AUI 13 L£'968'17 :U1 nUi IJ L£'968'17 :U1 nU1 11 Z9+0 :elS - e o-r 11 6L'968'b Awn! 11 t79L06'b :wig 43 6L'968'b :;n0 AU 11 6L'968'17 :U1 AU 31 8b+0 : e;! 9 9- IJ 99'L68'17 AwnS 11 09'C06'17 :wlZl 31 99'L6817 :In0 ^UI IJ 98'L68'b :UI ^UI 14 80+0 • els Ls-r IJ £6'L68'b AwnS 11 8b'006'b :wN 31 £6'L68'b :In0 ^UI 11 00+0 : els L S-1 w Z_ O J O w Lo p O Q rn �o <q) U C �O Y C O cm M O > O O O O' O o w 4) � p ui rn 2� 00 v �� vo + c 0 Woo N�0 Qom a. ; 0Lfj LL W U m c co c w d 0 a 0 N X O O 0 0 o Ln N O m V O 11 80'906'7 :dwn<< 11 9 L' L L 6' 4 : w!2 1) 80'906'Y :1n0 ^U 3) 80'906'7 :UI AU N 9Z+£ :el<, bS, 1) £4'LO6'4 :dwnS 1) 00'9L6'7 :w!a 11 £4'LO6'7 :1n0 ^UI 8 £4'L06't, :UI ^UI 8 gg+0 :elS o-r 1) £6'806'4 :dwnS U 00 LL6'17:w!a 1) £6'806'V :1n0 ^UI 1) 00+0 •elS L 9-I c 0 w C <6 to 0 0 + N O O + 0 0 0 Z F W O `O 70 Q � m 0 J�a O LL W U E O O c in cc W N O a` m <o Lh to r, 0 0 N 4 Q Ln co O N co O H v U J Z' OI � c n ro m 01 3 Wa A 0 E 'O 9 N Y J O O m In Cl) .r u E m w m w m a n am w Z 9 w�a J y w U Q O W Y 00 U Os � m m H'0 O 0 0 0 > o 0 0 0 0 00 Ui o vi w o LO 0 o rn rn rn rn rn o 11 LE'969't, :dwnS 11 L9'L06'17:w1N 8 L£'969't+:1n0AUI 11 L£'969'Y :U1 AUI 11 L£'96914 :UI AUI 8 99+£ :elS ao-r 11 09'£06't, :dwnS 11 90'606'4 :w!N 11 09'£O6'1+:ln0 AUI 11 09'E06't+ :UI AUI 11 9L+L :elS 99-r 11 90'906't+ :dwnS 119 L' L L6't+ :w121 11 90' 906' t+ :1 n O AUI 11 90'906't? :UI AUI 11 00+0 :e1S t+S-1 b m ZF- W o C U)00 J N a LL LL Wi U d o c N c W fo 0 ro L6 N 0 N N i E N (O N w n a •a a m we z 0 N w3a M u1�o Qoo O � a Y CD 0 m o 0 co m�- on ui F- Z o O O O O U) O O O rn rn 11 08' L68'b :dwnS 11 00'968't? :WRi 11 08" L68'b :UI nUI l; 98+L :elS ; m a O-O O O N Of0 ' � m o O L 'L N T O 13 9Z'Z68'V :dwnS 41 9L'L68'17:w'Z: 11 9Z'Z68't7 :inp nUI; 13 9Z"Z68'j7:UI nUJI : elS; l3 96+0 j 11 L£'968't7 :dwnS l3 L8' L06'ti :wRi lJ L£'96817 :in0 ^UI lJ L£'968'17 :UI nUI lJ L£'968't :UI nUI 11 00+0 :elS aOT 1 1 Y M- C O m N W O O LO rn 00 O O O rn O O O ' N - m I a� U C O U w w L U) O U O G O a� O N II U N co I O m O 4W U c Vo ti +V O ryb' O 0 0 Ch Woo �Oo Qom J � � O>a LL LL -Wi U E d o w c /j m c w �1 d O a` m m (D m 0 N f U C �E u E m w m a a a „ w� z 10 w� J a F Y m Q 00 U m a Y m o p c c� m m F o 1 .1 � 1-62B 1 :1 1 '1 1 1 1 .1 1 Scenario: Base 1-62A 13 0-62 Title: D64 Project Engineer: JEFF OLHAUSEN f:lprojects\lds-templetdrainagek162 pipes.stm Landmark Engineering Ltd StorrnCAD v5.5 [5.50031 08/26/13 10:17:41 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA .+1.203-755-1666 Page 1 of 1 z FT 00 00 p N J ' 3 L) g a O> o LL 0 LL mr tD co U >, y ADO... N E .� mmmx rnrn 0 0 d d w V7 v N c W rn IT t; N N c m 0 0)a v v WSJ v O � NDO N CD TC� C v v = J m m U O m ' O C U) O D N N C O) C1 r _�� o v o C O r� o N O i N O N y > _ _ Q nU _N O> O) W v v ] ' O O M O mw 0 0 G. 2 Cla i? o F � o0 o o D U m U W? n m m0 o m Z m o r c �' O d y m m a rn rn w cW v v a y m c a o A0 (D 13 a O) E a co 0 m V N c y N O N J _ O O O O C N C> a- 0o o m C O W M co O v N C Q > N O > N N M (O L LL CL 0 � N U m N r m y 0 0 OR CO N 0 U N co m v = C c U U t N O) (n N N E E ro N h (O N v ' O Q E N m N V O 3z m m O N N m 0 6 v E m¢ my n< E N O D O Q m04 N r Z (O (O 0 C O N N O m m J N a a.n m N m H L 0 11 00-L06'9 :dwnS 4 SZ'606'0 =w21 11 00'LO6'0 :UI ^UI 11 LS+£ :e1S Z9-O 1 d U) Q R m C 0 — L a M c N d V 4- N O LL 11 9L-806'4 .dwnS 4 00'£L6'4 :w 21 11 9L'806'4 =1n0 ^UI 1) 9LC806'Y :Ul nUI 11 Z L+O :81S GZ9-1 11 86'OL6't4 :dwnS 11 £Z'SL6'4:wRi 11 06'0 LWO:1n0 nUI 11 00+0 :e1S VZ9-1 0 0 O O O O N � rn m v 6 z 0 'm w ,`5 \1`OCN VLAk 12 35 t-L 01�9g2 9 0 0 c + O N 0 O + 0 0 0 m N Wo= 0 �ul- <n JU)a 06 LL LL 0 w U m 0 m c y c w m 0 a 1�•�1 �1 + u E m m n n N t0 V O/ m m CL 'O mQ E` 0 mn m 'OO p N C') O y ro N F go _I Scenario: Base t .1 t ' 1-55 _' .t 1-37 J-54B 0-54 ITitle: SOUTH PIPES Project Engineer: JEFF OLHAUSEN f:Xprojects\lds-templeXdrainage\,south pipes.stm Landmark Engineering Ltd StormCAD v5.5 [5.50031 `' Oa/17/13 02:17:43 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I O a N m N m 1 `0 a m O Z O N •� a ' ca c a d a � cCC G O .1 L E m u) 0 N m m m N m a) m N N m 0 Cl) ^ C 0O 3V 0 O O m n 0 0 m Ty j O m O O V N �D0 N O N d ON� 0 W�000)W O Lj J V V V V V CO VO 04 OD Ty C N. n V Cr 0 N O m - m C O) W O) CO CO W W(DJ V V V V V V U m V V m n =v0 O o N m w N CD O) W O) CA O S J U N V N O N — N C O m c0 W N e- W m m N C W W O) W O) (3) c c0 V m O n 0 m m n m m IT n mom v vc66c,)vco v' V`r N n W N) O CA W Of to v v v v a V71 CO to D n Un ODR V m °'000cr°CD `(D nx 0 0 0 0 0 0 0 o 0 0 0 0 0 0 E M N N a) c 0 m V O of of Oi 00 co 0 D;m 0 0 0 0 0 0) rnrnrnrnrnrn C C >" V V O V V V — w O E C M CO V N C D d0m^ M COON V O O) C) 0) m N 0 00 0 u) > r O) CA W O) O) O) C � w C T m m N m n m N U N O n V N m Cl O m m m CO CO m Q%v n n O O m O m CO O m T N w LL n U n O N m m N M CD O CD o V V V v m aa)) 3 y O m m v v (D y V f- TLL V O) e- O O N N N h 0 0 U U U U U U N C C C C C C 0 OD LO ) N — N N L V m m o m W m^ CO CO m rn m a) N n co n N a) m m N m m N N E m m a, h 0 3Z oaa� O > > i O E Co m mD O Q m nZ in Lo0� d m (D n CD 0) m ZF— W O 0 � Lq •- Q 0 J N a O LL W V E � O C (n O C W CD CD m b n O N N ro n 0 U a J t• � O mm 03 m c W VO x0 E m 9 D J Y 0 m n M E N m 71 O. n L 0 0 m CD c m vg CO ma W a V IL E 0 CD '0 _ w a ��0 0 -6m v) m ui o P 90 L N U) m lt c o L. a LO O C d 1 IJ LO Yam/\ W O ^^L CL c 0 ca N O O 0 0 LU O O O W V .0 11 80-80617 :dwnS 11 89"OL617 :w'H 11 90*906'tr :ul AUI u 8Z+Z :e1S V9-0 11 Ltr'806'17 :dwnS u L17*0Wtr:w12i 11 117'806'17 :1n0 AUI 11 LV"906'tr :UI AUI 11 00+Z :e1S atr9-r 11 17Z'606'tr :dwnS 11 0£'£L6'17 :w121 u trZ'606'tr :1n0 AUI 11 trZ'606'tr :UI AUI 11 t7Z'606't? :ul AUI 1; 5£+0 •e1S vtrs-r — 11 09*606'17 :dwnS u 0S'£L6'17:wlU 1; 09'606'tr :1n6 AUI 8 00+0 :e1S 99-1 _0 N L U c � U O U CO r c N p w M CO W Z_ N J W p Q cD } 0 oc N W w Z Z ID w J w U o O w p Uo Q w L tt U O U rn c LO a N o _U J O O Cl) p 4 Ud } v _co m L U c , O U t OD Co U co '- w O CO 11 M /(n M V O 0 N 0 O w c 0 z F- Woo JL'a 0; LL LL -Wi U E y o c � W c W E 0 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 c O N 1 N O O w O O O O o ui o N �- O W O li 'i w V 33 bZ'606'b :dwnS :4 0£'£L6'b :wlb 4 bZ"606'17:3n0 ^UI :4 bZ'606'17 :UI nUl :4 bZ'606'17 :UI ^UI £ L+Z :e3S `db5-r G7 m :dwnc: m m 4t 31 bL'£L6'b :w2 u 8E'606'17:3n0 AU O IJ 8£'606'b :Ul AU p. 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T(D C m9- 7 M 7 M M m O O m O O m m O O m m m m n m m CO m 0 CO (O (D V 7 C N N N N N N N N m m m m m m m m m m C m W m m m m mC� m m m m m m m m m m m m m m w 0 J O O V 7 v 7 V v V 7 7 v V v a V V 7 v v v V V O Q v v v v 7 7 v N m m M M N r m m m m O N O O m M M N m N O n m r r n M (O M m U m (O 0 m m m m m 0 to M O M M r r r r O n m M O m m m m m m 0 _ = D O M M M N O b N m m N m m m N m m r m m Y1 m (O m m m v v 7 (O M N N .-. `co m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m 0 T Ci` C v v v v 7 v v v V 7 7 v 7 v 7 v V 7 7 7 7 v V 7 7 v V 7 v 7 7 7 = J p m m m m (O (O m N m m O m O m N O V N V m 0 O m r r v m n V v M M M (O N N m N N 66 N m N m r m m n �O m m m �[i m V (O M M N N m m m m m m m m m m m m- C m m m rn m m m m m m m m m m m m m m m m O J v 7 v v 7 v v 7 V O v V 7 7 7 7 7 7 7 v O 7 v 7 v 7 v 7 v 7 V v = C nOmO OO OO 7 OO mn � (O MM MM n(O mN Mm mO r(O m(O Nm M vM r(O 7(O mmOMN 00 0 mm N 0 0 M 0 N- (O 6 O m LO m N 7 N N O O m m r r m m m m � m m N y0> �. N N N N N N N N N N N N N N N n N m m m m m m m CD m m m m m m m m m m m m m m m m m m m m m m m m w 14 v 7 7 7 7 v 7 0 7 v v v o v v v 7 7 7 7 v a v v e v v v o v o CO 0 m 7 N n n O r N m M m N m m O M - 0 V M m m m m m m N O m 0 D N O r N n M 0 0 0 r m m n m m m r r M m m N N �O m �O M N m M N O O n N O m 0 0 r v 0 m m m m 1� M m M M V V m 7 m m 0 0 0 m O n (O CO 0 0 0- m M Cl) Cl) CO M m CO CO CO CO CO CO 0 0 m (O m n N M tO O CO) N N CO V CO iO O O O O O n 0 N 7 0 0 p - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0 6 0 a 0 0 6 6 6 0 6 0 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 0 U E M �O (O m 0 m m m m m N m m m 7 7 V r N V m m m N m m D p M 0 7 m 0 m M N M M O (O O O O O O O m r r m r r 0 0 7 V M N N N N N N O 6 6 M 6 O.. m y 0 7 m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m 3 C v 7 7 v v o? 7 7 7 V V V 7 7 7 7 7 O v O 7 V v V v 7 7 v 7 v 7 7 w oo E C N M M (O N m O m � m O N iO m m (O O V N r N 7 0 0 0 m m 0 m CO M 0 LO r O r M m O M 7 m (O CD m N N M in W C M M m- 0-, (O N N N O O O m M m m r m m m r V m V M r N m N P') N N V M O m N > O O m m m m m m m m m m m m m m m m m m m m m m N C m m m m m m m m m m V 0 V O K V 7 a n- � w O v v V V 7 7 7 v V V 7 v v v 7 7 7 v v v v 7 V N> m n m O m m m N m N r r v m m N m n m M n N m N m N N N U N M 7 M r N f- r N m m (O 0 n a V N 0 m N N iO m m Cl) 0 M n m N v Q � m 7 (O m n N m O m O m N m r m m M r m N V 7 0 m (O m 7 m N r '- m (D w LL n U V iO N (O n O N N O M 6 Mv r (V N (O N m m m N m M N r n N M V N N Cl) r .- e- V N ` M m U 00 N m m 7 7 m r n 7 t0 ^y Ta m M O m .m co m ci O 6 O V V V O m m 0 V m m 0 V 6 m m 7 a Nv N F C L L L L L t L L L L L L L L L L L L L L L L L L L L U U U U p U U U U U U U L U U L U L U U U L U U L U U U U U U U U U U C C C C C C C C C C C C N _ C C C C C C U C C U C U C C C C C U C ._ . C - C - C . C C y (O (O LO CO 0 0 0 a m N N U) m m N 0 N N N M O CO N Cl 0 0 N NCO L O O O M m 0 O N V M M M M m m V m 0 0 0 n r m n m m m 0 0 0 m m r O V O m M V m m 0 n r r 0 O O N r m N m M m M m m m N m N m O V O m m O M 0 O O m N m O O r V m O m m m N J N E l0 N N V o 3z ° ¢ m _ nO N N N MMM N N - _ _- -- E 0 0 N O W (` Q m Q M m N N N Z cj N co 7 v m m v m m n to M m m v m m O m m r 0 � m n 'q '' N q - N N N N M M N N M M M M g M' 4 Y v' q' m n CO m 0 M O N M V m r m m 0 7 (O N M V M N N N N 0 M N, N M v (O m (r T T N N N M I? l7 M J addadddddaaCdn.an.dddddddddddaLd.dada ZM- jWoUo: o Q N m J tO a Ouj LL O LL W U E (D O C (q C W m O a` N i i Al E m N N n n N V DF_ (D 41 m m C cc m Q w nLO J E m � m J (D N N N F- 9 0 g-6= N fD `CDCL O C N 0 Wa m 3� 'm d ro 3 a o. N i 7 x m N m a 3 s o p + iv 0 W o V � w I O r q� v an am x am 0 o �0 ,2 r ^OZ'a 0n is D �o 0 ov � + J 0 o 4 W 4N `�° V N O p O w 0� 0 T 'o m o � 3 o� D m O T T .pm0 0 N r ain D C ° o m 2z ca @ v c u _N n N S 00 W J Nn ZZ `D cc N @ co G0 co o o ca � w S co 0 0 1-48 Sta: 0+00 ft Inv Out: 4,913.50 ft Rim: 4,917.00 ft Sump: 4,913.50 ft I-46 MU Sta: 0+19 ft Inv In: 4,913.12 ft Ml 0 Inv Out: 4,913.12 ft Rim: 4,916.62 ft —h Sump: 4,913.12 ft J-42A Sta: 0+55 ft Inv In: 4,911.80 ft Inv Out: 4,911.80 ft Rim: 4,916.32 ft 1 Sump: 4,911.80 ft L -P J-42 N A Sta: 0+85 ft 0 Inv In: 4,910.26 ft ro Inv In: 4,910.26 ft O Inv In: 4,910.26 ft O Inv Out: 4,910.26 ft 0 Rim: 4,916.55 ft Sump: 4,910.26 ft 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 9tb'906'17 :dwnS 4 00'636'b WU 11 917'8007 :U1 nUJ U OS+ L :81S L-O T— o 1 LO d N N � m 0 11 LO-606'b :dwnS o 'C 119L'SL6'17:wRi d c 11 LO'60617 :1n0 ^UI m i 11 LO.606'17:Ul nUJ o 11 LO'606'b :Ul nUJ L 11 017+0 XIS n L S-r — 11 9L•OL6'b :dwnS 11 9L•SL6'b :wRi 4 9 VO L6't,:1n0 ^UI 11 9L'OL6'b :Uj nUJ 11 9L'OL6'17:U1 nUJ 11 9 L+0 :elS 11 E8'OL6'17:dwnS 11 EE'9L617 :11121 11 E8'0 L6'17:ln0 ^UI 11 00+0 : e1S OS/try-I O O L6 W W w Z w Y w O J O W W �E y co co r @ Z W o o U) N J N ON IL LL w U E m o c !A W O W O 16 aD L o O a O 7 O 10 N O--�-I m N m �mr W w N c 0. p o m p 'v m m o 3fi + d 0 o w m a a v v' m w w 3 N 0 w V N 0) a M 2 M �m 3 m 0 >m a �<`n0 dam= CD > c ooU) � 0 z N O O n \C/ it N 0 3..0 o o O V N n O O M o CD CD V ^ O lV j O (j) o n � I O N I O 0 4 o co I co i I. 0 .. :3 CD (D i n V ' in N 0 o NJ m o rn o mm 0 S = T � O N oc o 0 c Q o m 0 O m N D io C r M n o 17 D 0 m r_ z m V) 0 m r z m 1-49 Sta: 0+00 ft Inv Out: 4,913.42 ft Rim: 4,917.17 ft Sump: 4,913.42 ft 1-47 Sta: 0+70 ft Inv In: 4,912.97 ft Inv Out: 4,912.97 ft Rim: 4,917.75 ft Sump: 4,912.97 ft 1-45 Sta: 1 +40 ft Inv In: 4,912.52 ft Inv Out: 4,912.52 ft Rim: 4,918.45 ft Sump: 4,912.52 ft VJ CD 0 ohi-L J-45 Sta: 1+67 ft Inv In: 4,912.34 ft Inv In: 4,912.34 ft Inv Out: 4,912.34 ft Rim: 4,919.43 ft m Sump: 4,912.34 ft N 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 w C 0 00 O w ca O LO Z O N N — rn rn -j am W w � LO'606'b :dwnS 41 9L'SL6't7 :wla LO'606't7 :1nO ^UI 31 LO'606't7 :UI nUI r 33 LO'606'17:UI nUI 11 9£+ L :84S LS r � y :9 9E'606't, :dwnS m .. 31 V0'9L617 :w'U y m 4 9E'606't? :3nO AUl 11 9E'606 b :UI nUl o 4- 33 L9+0 : elS a c ezt7-r - u U CO) L1 9Z'OL6't7 :dwnS 11 99'9L6'b :wlzl t9 9Z"OL6'b :}nO nuI 3j 9Z'0L6't7 :Ul nuI 4 9Z'O WV: Ul nuI 31 9Z'O L6'V :Ul nuI 31 6b+0 : e3S zt,-r t4 OL't46't, :dwnS 3J O L'L L 6'b :wlZl 4 OL't46't, :1nO nUl 31 00+0 :81S L t7l Z; w 0 0 Q N m uj a 0 N L LLtL O RU m o o M 0 SN c tO w O t; O m 00 0 a N I � U N L) U J O C:f Q U co � rn 0 = a Mo M O ' � u 0 i (D@a I06 ,q / c C? / C!) c oryo � o C�> Cq 4- O �4--O 0 0 Lq 00 $CN� O1-NO O }; O -q + .. O Q O• N—E :3 1U)CO�w Profile Scenario: Base Profile: 127A-127 4- COCOC w-O NN0OON 00�LO0 CN M q N M N};OIq + : O E COS a N �» >— � I0CCCWO ENERGY GRADE LINE HYDRAULIC GRADE LIN P-3 5 22•38 ft 10 inch PVC @ S = 0.009830 ft/ft ,= 1 Station (ft) 4,925.00 4,920.00 Elevation (ft) 4,915.00 1+00 Title: LDS -MIDDLE Project Engineer. JEFF OLHAUSEN flprojects\lds-templeklrainageVniddle pipes.stm landmark Engineering Ltd StormCAD v5.5 [5.5003] 08/25/13 11:15:15 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Nu v 0 m m s; 3 0� D m v " 9rn0 y o,r x m a c C 0 o CO M z 0 0 0 0)rn u gh �v1 D C r_ n G) X D v m r_ z m I-19 Sta: 0+00 ft Inv Out: 4,919.18 ft Rim: 4,921.35 ft Sump: 4,919.18 ft 0 0 8 �• 0 0 -' O� V 2 Tv -m @ 0 O (n O 0 It o " 0 � Q 3. rMU 1 O 7 C) l7 I �m N nP a (q N II O O _O 1] 1 O W O 7 V Iry I m ' z m m 1-24 1-24 Sta: 0+67 ft Inv In: 4,918.51 ft Inv Out: 4,918.51 ft Rim: 4,921.10 ft Sump: 4,918.51 ft 0 --h mm \V CD 1-25 Sta: 1+27 ft Inv In: 4,917.91 ft Inv Out: 4,917.91 ft (� Rim: 4,921.80 ft W Sump: 4,917.91 ft I-33 Sta: 1+81 ft Inv In: 4,917.36 ft A Inv In: 4,917.36 ft Inv In: 4,917.36 ft m Inv Out: 4,917.36 ft 0 Rim: 4,921.65 ft o Sump: 4,917.36 ft 0 os� N lcA 0 N m r " w 1-26 60 o o Sta: 0+00 ft 3 o Inv Out: 4,919.80 ft D `" o+ Rim: 4,921.80 ft 3 d o o Sump: 4,919.80 ft m CD O •a N 3 � ' N w I I 1-27 c) I Sta: 0+70 ft o Inv In: 4,918.28 ft co Inv Out: 4,918.28 ft Rim: 4,922.50 ft cn O Sump: 4,918.28 ft V v In: 4,918.28 ft xr O +Ch Ai C)Inv =a O O O I V q CA co a m C < ! Z m 0 i m- I-33 a= D G Sta: 1 + 0 6 ft c ! Inv In: 4,917.36 ft a G) Inv In: 4,917.36 ft o Inv In: 4,917.36 ft g I O ; D Inv Out: 4,917.36 ft I 4,921.65 ft D D mRim: Sump: 4,917.36 ft p r N ! m Z w r_ m v Z fP I m M O (O (O (O U1 m o m o 0 m O O O mM o M SU n� O oT O vO CD m N C C o m ,2z IVJ O h 1 Profile Scenario: Base i 1 Profile: 129-134 1 $ �4-w( 0 4 N +� 1 0V-0 (0(0(Dp p«-(o NU 0 ? N OOO"t� �� Lr) pV� ����(�� � � � � IX) Iq � e- (3) -N0 �pN� �000'qN0. ' OWN - Oa?ITN� p:3�Q +..3�.. 0C_CCO..Q- _�� N� C C C ClL'fA CRw 4,925.00 1 ENERGY GRADE LINE 4,920.00 I HYDRAULIC GRADE LINE 1 Elevation (ft) 1 4,915.00 40.4 3 ft P 8 12 12 Inch i @ S = 0.01 8 72 ft/ C 33.61 P-9 ft @ S _ ft Inch PVC 1 0.013686 ft/ft 1 L41910.00 1 0+00 1+00 Station (ft) Title: LDS -MIDDLE Project Engineer: JEFF OLHAUSEN f:\projects\lds-temple\drainage\middle pipes.stm Landmark Engineering Ltd StormCAD v5.515.50031 ' 08/25/13 11:01:44 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 3J L9'ZL6'17 :dwnS 33 9£ OZ6'b •WlZl 11 L9'Z WV :1n0 AUI 4 L9'ZL6'7 :Ul nul 33 L9 ZL6't7 :Ul AUI 31 b9+L :elS 0 b-I „ CD 1 o `-M) w lJ 9L £L07 :dwnS p. c .. 33 9Z'LZ6 b :w!LJ 4 11 9L'£ L617 :in0 AUI te7 — 33 9L'£ L617 :Ul nul 31 £L+0 :e3S 0 9£-1 L 13 9014617 :dwnS U 99JZ6'17 :wlZl 4 90"V L6'b :in0 AUI ld 90'17L6'17 :Ul nul 33 90'17LO7 :Ul nul 11 90'bL6'b :Ul AUI 31 L9+0 :elS b£-1 3J 9L'6L6'17 :dwnS 33 9L, L Z6'b : W la 33 9L'6 L6'17 :In0 AUI 13 00+0 :elS L £-1 W Z F+ W w c O O Z 0 O O O O Q O J 0 Q c Q U v W v v W = I W Q ci N NN �O9 C7 LU 2� r^ NUn, e- ,c M ado 0 11 O 0 V LU 0 r0 U a "' v� r- �o . o "� 11 Cl) N Z F Woo ;00 Qom JU'a O� LL LL Wi U E N o v c � c W N m N N n 0 0 N y 7 co 0 co 0 U D J C � m d m3 w w v O+ O Ir w v m (6 c a W 0 J � O m n ri U ai 0 0 r m a N m m x E U! 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L 9-r - ld 9L'OL6'b:dwnc 33 9L•9L617 :w11, u 9 L•0 L6'b anp nu li 9L OL6'b :Ul AU 33 9L•OL6'b :ul nu 4 9L+0 :elc tb b-f :4 £8,0L6'ti :dwns 11 ££'9 L 6'b :Wl2l 4 £8,0 L6'17:1n0 AUI 4 00+0 :els OS/7b-1 O O 6 N W V Y v c 0 w @ Z N p J w O w 16 p O � Nr () 0 w W Q W Z w Q } (D / I 0 U N L N .- U O Cl) •C ON a ( o M O w II W L m O U 0� `CU''^^^ ^vJ �Y y Co Z ;7 W O 0 coo aim 0u' Oa � LLLL 0 n U N 0 N C_ (n W W r) ro a a ro m LO U1 0 N a to co 0 n m 0 F D U J Z' O C � O O c c x o U) E D 0 Y J 0 0 0 C i + E O m N v a 3 tj D D W N a mm ago LU v N n 0 E D Cj m � N F L 0 ;1 ' STREET CAPACITY, UD - INLET & NYOPLAST INLET CALCULATIONS r 1 1 Ty Pe R D F L Cab= 0 �o f-Ire�= 5 � OS — Z� S PT N=03� Q = 794 CrS CC?=IC -CFS ,ry9 =6L9 cFs '�7 =y23 Cis r45= 397c H = 0.15 Q B(Z 3 / ToVGiGe From -r Fall br; Ce Pow LT � �' =pla rrom �oi = Pall Fi � 0 Zs 5' G n I 1 1 l] I 1 1 I �%r� o� cu-r b open ►n� = 3 � D � _ /a Z �T Z =� =CA 3, S9 CFS CIu off► C9= .G7 0 1 q Coq = 6'Z IFS Clo�- --;;� rZ * 5o % = 3 eF5 �al Ca i7�r GfJ/¢h Clo(j�lpf� O'( C=•67 it=o' -S < 5 13 fn /6 � G/oac; Flow dms no+ overioF Crovzn e si- G+ree-+- I)e�p+� s Curb � D ` 0 Feei- 046 1 gyp, 1 I r 1 .' 1 DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD LDS 1-42 Design Flow = Gutter Flow + Carry-over Flow SIDE I OVERLAND yOVERLAND LOWy --] f STREET I ,Y y II ® FGUTTER FLOW PLUS CARRY-`OVEP. FLU\,' e ® — GUTTER FLOW INLET INLET I/2 OF STREET (local peak flow for 112 of street, plus flow bypassing upstream subcatchments): H you entered a value here. skin the rest of this sheet and proceed to she Site: (Check One Box Only) Site is Urban: X Site Is Non -Urban: .Q SntImp Imperviousness Area =Acres Percent Imperviousness = NRCS Soil Type = A, B, C, or D Slope (IUft) Length (ft) Overland Flow = Gutter Flow = Design Storm Return Period, T, Return Period One -Hour Precipitation, P, C, C2 C3 User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), CS Bypass (Carry -Over) Flow from upstream Subcatchments, Qp Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to= Gutter Flow Time, to = Calculated Time of Concentration. T. _ Time of Concentration by Regional Formula, T. _ Recommended T° _ Time of Concentration Selected by User, T° _ Design Rainfall Intensity, I = Calculated Local Peak Flow, Q, = Total Design Peak Flow, Q = N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A NIA N/A N/A N/A N/A N/A N/A NIA NIA NIA N/A N/A 1.39 3.55 fps minutes minutes minutes minutes minutes minutes inchlhr cfs cfs 1 142 INLET, Q-Peak 5/7/2013, 4:13 PM I fl .1 INLET IN A SUMP OR SAG LOCATION Project = LDS Inlet ID = 1-42 .�-Lo (C)K H-Curb H-Vert W W WP Lo lGl in Information gnout) MINOR MAJOR of third Type =1 CDOT Type R Curb 3perlfn9 Depression (additional to conlan us gutter depression'a' from'Q-AIIOW) a„=, =1 1.001 inches ter of Unit Inlets (Grate a Curb Opening) No =1 1 1 r Information MINOR MAJOR h of a Unit Grote L. (G) = WA WA feet n of a lint Grate W. = WA WA feet Opening Ratio fora Grate (typical values 0.15-0.90) Ay, = WA WA ft Factor for a Single Grate (typical value 0.50 - 0.70) Cn (G) = WA WA t Weir Coefficient (typical value 3.00) C. (G) = WA WA Orifice Coefficient (typical value 0.67) re (G) = WA WA Opening liformation MINOR MAJOR th of a Unit Curb Opening L. (C) = 5.00 5.00 feet it of Vertical Curb Opening in Inches H. = 4.00 4.00 inches d of Curb Orifice Throat in Inches H, = 3.95 3.95 inches h of Throat (see USDCM Figure ST-5) Theta = 63.4 63.4 degree Width for Depression Pan (typically the gutter width of 1 feet) W, = 1.00 1.00 feet on Factor for a Single Curb Opening (typical value 0.10) Cr (C) = 0.10 0.10 Opening Weir Coefficient (typical value 2.30-3.00) C„ (C) = 2.30 2.30 ging Coefficient for Multiple Units ging Factor for Multiple Units e as a Weir Depth at Local Depression without Clogging (0 cis grate, 1.39 cfs curb) Row Used for Combination Inlets Only Depth at Local Depression with Clogging (0 cis grate. 1.39 cis curb) Roa Used for Combination Inlets Orly e as an Orifice Depth at Local Depression without Clogging (0 cis grate, 1.39 cis curb) Depth at Local Depression with Clogging (0 cis grate, 1.39 Cis curb) rmna Gutter Flow Death Outside of Local Dearesslon ling Coeffrdem for Multiple Units ;hg Factor for Multiple Units as a Weir. Grate as an Orifice Depth at Local Depression without Clogging (0 ifs grate, 1.39 cis curb) Depth at Local Depression with Clogging (0 cis grate, 1.39 ds curb) as an Orifice, Grate as an Orifice Depth at Local Depression without Clogging (0 cis grate, 1.39 cis curb) Depth at Local Depression with Clogging (0 ifs grate, 1.39 cis curb) Nine Gutter Flow Depth Outside of Local Depression nion Capacity (Design Discharge from Q-Peak) Flow Depth (based on sheet Q-Allow geometry) Flow Spread (based on sheet "low geometry) lepth at Street Crown MINOR MAJOR Coef = WA WA Clog = WA WA dw = d-_ d u.e= inches Inches Inches Ickes MINOR MAJOR da= _...._...._ N/Al inches d„N/Al Inches N/APE INIA WA WA MINOR MAJOR Coef = 1.00 1.00 clog = 0.10 0.10 MINOR MAJOR d.,=1 2.39 4.47 inches cl , = 2.51 4.70 inchas MINOR MAJOR 4. 142 INLET, Inlet In Sump 5l7/2013, 4:13 PM 1 .1 C DESIGN PEAK=FLOW FOR ONE-HALF OF STREET BY THE 'RATIONAL METHOD LDS 1-48 Design Flow = Gutter Flow + Carry-over Flow OVERLAND SIDE (OVERLAND 'Y 1 1Y STREET I `Y ® F GUTTER FLOW PLUS CARRY-OVER FLOW ® F GUTTER FLOW INLET INLET 112 OF STREET (local peak flow for 1 /2 of street, plus flow bypassing upstream subcatchments): If you entered a value here, skip the rest of this sheet and proceed to she Site: (Check One Box Only) Site is Urban: X Site Is Non -Urban: .Q Sub catchment Area=®Akxes Percent Imperviousness = °h NRCS Soil Type = A, B. C, or D Slope (fVft) Length (ft) Overland Flow = Gutter Flow = Design Storm Return Period, Return Period One -Hour Precipitation, User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value), Bypass (Carry -Over) Flow from upstream Subcatchments, I Calculated Design Storm Runoff Coefficient, C = Calculated Syr. Runoff Coefficient, C5 = Overland Flow Velocity, VG = Gutter Flow Velocity, Vc = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, T. = Recommended T. = Time of Concentration Selected by User, T° = Design Rainfall Intensity, I = Calculated Local Peak Flow, Q. = Total Design Peak Flow, Q = N/A N/A N/A WA WA WA WA WA WA N/A WA WA N/A NIA WA WA N/A NIA WA WA N/A WA WA NIA 1.14 2.90 fps fps minutes minutes minutes minutes minutes minutes inctdhr CIS cis 1 148 INLET, Q-Peak 5/7/2013, 4:31 PM 5 ' INLET IN A,SUMP OR SAG LOCATION Project = LDS Inlet ID = 1.48 .�-Lo (C)-d H-Curb H-Vert W W Wp 1 1 1 1 1 .1 1 1 on Information fmcutl MINOR MAJOR of Wet Type = CDOT Type R Curb Opening I Depression(additional to continuous gutter depression's'from'O-AIIOW) a,.=,= 1,00 1.00 inches oar of unit Inlets (Grate or Curb opening) No = 1 1 s bdormartion - MINOR MAJOR th of a Unit Grate Le (G) = WA WA feet l of a Unit Grate W.= WA WA feet Opening Ratio for a Grate (typical values 0.15-0.90) A,,.. = WA WA Bing Fedor for a Single Grate (typical value 0.50 - 0.70) C, (G) = WA WA ) Weir Coefficient (typical value 3.00) C. (G) = WA WA h Orifice Coefficient (typical value 0.67) C. (G) = WA WA Opening Information MINOR MAJOR th of a Unit Curb Opening "(C) = 5.00 5.00 feet it of Vertical Curb Opening in Inches H. = 4.00 4.00 inches it of Curb Orifice Throat in Inches H.,.., = 3.95 3.95 Inches s of Throat (see USDCM Figure ST5) Theta = 63A 63.4 degree Width for Depression Pan (typically the gutter width of 1 feet) W. = 1.00 1.00 feet yng Factor for a Single Curb Opening (typical value 0.10) C, (C) = 0.10 0.10 Opening Weir Coefficient (typical value 2.30-3,00) C. (C) = 2.30 2.30 ging Coefficient for Multiple Units girg Factor for Multiple Units e as a Weir Depth at Local Depression without Clogging (0 cis grate, 1.14 cis curb) Row Used for Combination Wets Only Depth at Local Depression with Clogging (0 cis grate, 1.14 cis wrb) Row Used for Combination Inlets Only e as an Orifice Depth at Local Depression without Clogging (0 cis grate, 1.14 cis curb) Depth at Local Depression with Clogging (0 cis grate, 1.14 cis curb) 11tna Gutter Flow Death Outside of Local Depression MINOR MAJOR Coen= WA WA Clog = N/A WA d.= d,,..,,. = d.= d= = d,l = da = N/A WA WA N/A N/A WA WA WA nche5 nciles nches nches Resulthiat Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump MINOR MAJOR Gagging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Fedor for Multiple Units Clog = 0.10 0.10 Curb as a Weir. Grate as an Orifice MINOR MAJOR Flow Depth at Local Depression without Clogging (0 cis grate, 1.14 cis curb) dM = 2.09 3.90 inches Flow Depth at Local Depression with Clogging (0 ds grate. 1.14 cis wrb) d,. = 2.201 4.11 inches Curb as an Orifice, Grate as an Orifice MINOR MAJOR Flow Depth at Local Depression without Clogging (0 cis grate. 1.14 cis curb) da = 1.97 la inches Flow Depth at Local Depression with Clogging (0 cis grate, 1.14 cis wrb) d.. = 2.01 3.36 inches R.lHnn Gutter Flow Depth Outside of Local Depression rl .. = 1.T0 3.11 IOthes Inlet Length Wet Interception Capacity (Design Discharge from Q-PL ) Itant Gutter Flow Depth (based on sheet ¢Allow geometry) iItard Street Flow Spread (based on sheet O-Allow geometry) L= 5. Q. 1. d = 1.2 T= 1. 010, des /k4- o✓e on 1 148 INLET, Inlet In Sump 5f72013, 4:32 PM ' d E� CorAc-r a� MA1 c.!erH r= anti I- Iyvbcr a 1 1 1 1 1 1 11 1 1 .1 1 'DESIGWPEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD LDS 1-52 Design Flow = Gutter Flow + Carry-over Flow �OVFLOWND SIDE STREET f 'Y OVERLAND FLOW ® *—GUTTER FLOW PLUS CARRY-OVER FLOW 0 ® F GUTTER FLOW INLET INLET 112 OF STREET uesign mow, UNLY if already determinedthrough other m Minor Storm Major Storm Qocal peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): 'Q =1 0.701 3.06 cfs ' If you entered a value here, skip the rest of this sheet and proceed to sheet CI -Allow) Geographic Information: (Enter data in the blue s: SubcetchmeMAroa=Acres Percent Imperviousness = % NRCS Soil Type = B. C, or D Site: (Check One Box Only) Slope (ft/ft) Length (ft) Site is Urban: Overland Flow = Site Is Non -Urban: Gutter Flow = Rainfall n orma on: intensity I (ineh/hr)= + a Minor Storm Major Storm Design Storm Return Period, T, = years Return Period One -Hour Precipitation, Pi = inches C,= C2= C3- User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value), CS = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb =1 0.001 0.00 cfs Analysis of Flow Time (Time of Concentration) for a Catchment Minor Storm Major Storm Calculated Design Storm Runoff Coefficient, C = Calculated Syr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tc = Calculated Time of Concentration, T, = Time of Concentration by Regional Formula, Tc = Recommended Tc = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Q. = Total Design Peak Flow, Q = N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA NIA NIA N/A N/A NIA N/A 0.70 3.06 fps fps minutes minutes minutes minutes minutes minutes inch/hr cis cis 152 INLET, Q-Peak 5232013. 8:12 AM I 1 I 1 -1 I AIE Comer air �es�c A� 6er'�(�e ALLOWABLE -CAPACITY FOR ONE-HALF OF STREET (Minor &Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: LDS Inlet ID- 1-52 KTRACK TLROWN SeACK T. TuAx W ;' T. Street Crown QY�_ EH S 54 mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ft's Roughness Behind Curb of Curb at Gutter Flow Lim s from Curb Face to Street Crown Transverse Slope Longitudinal Slope - Ender 0 for wmp condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression vable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) barge outside the Gutter Section W, carded in Section TX barge within the Gutter Section W (QT - QX) harge Behind the Curb (e.g.. sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowine Depth xetical Water Spread xetical Spread for Discharge outside the Gutter Section W IT - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) xetical Discharge outside ttre Cutter Section W, carried in Section TX n, al Discharge outside the Gutter Section W, (limited by distance TcRavv) harge within the Gutter Section W (06 - Qx) barge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flow Velocity Tunes Gutter Flowline Depth abased Depth Safety Reduction Factor for Major & Minor (d > 6') Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowfine (Safety Factor Applied) infant Flow Depth at Street Crown (Safety Factor Applied) Te = 0.0 n Se4CK = ft. van. / ft. horh neACK = 0.0130 Hcuas = 6.00 inches TcRowr+ = 26.5 ft a = 1.00 inches W-1 1.00 ft SX = 0.0125 ft. vent. / n. horiz So =1 0.0061 Ift. vert. / n. hertz nSTREU = T� _ Sw = y= d= TX = E. = QX = QM" QT = V= V'd = TN = TXm= Eo = Qxrn = QX = Qa K = Q= V= V'd = R= Qd = d= dcR = Misr Stomt Major Storm 26.51 28.5 4.001 5.50 0.0958 0.0958 3.98 3.98 4.98 4.98 25.5 25.5 0.117 0.117 11.1 11.1 1.5 1.5 0.0 0.0 12.5 12:5 1.0 1.0 0.4 0.4 Mirror Storm Major Storm 20.0 30.0 19.0 29.0 0.161 0.102 5.0 15.6 5.0 15.5 1.0 1.8 0.0 0.0 6.0 17.3 0.8 1.1 0.3 0.5 1.00 1.00 6.0 17.3 4.00 5.50 0.00 0.R inches X = yes Wit inches inches ft cis cis cis cis fps cis cis CIS cis cis fps cis inches itches Mirror Storm Major Storm towable Gutterlowable Gutter Capacity on Minimum of�or�on Minimum of�orr 0. = 6.01 12.5 cfs STORM max. allowable capacity OK - greater than now given on sheet'O-Peak' STORM max. allowable capacity OK - greater than now given on sheet'Q-Peak' 1 152 INLET, O-Allow 5/23/2013, 8:13 AM 4 made4fc- -t- INLET ON A CONTINUOUS GRADE r Project: LDS Inlet ID: Is2 r �Lo (C)� H-Curb H-Vert Wo WP W r .Ir �r r r r r r Design information OnoutlMINOR MAJOR Type of Inlet Type = CDOT Type R Curb Opening Local Depression (additional to camimetn gtesr dawassbn W I1001'0-All") at = 0.5 0.5 ufCres Dial Number of Urals in the treat (Grate or Curb Opening) No = 2 2 Length of a Single Unit trtlet (Grate or Curb Opening) L.= 5.00 5.70 it Width of a Unit Grate (cannot be greater than W from O-Nlow) W.= WA WA it Clogging Factor for a Single Unit Grate (typical min value = 0.5) CrG = WA WA Cbggirg Factor for a Single Unit Curb Opening (typical min. value = 0.1) CrC = 0.10 0.10 Street ulies:0 - Q < maximum anowable from sheet llwve MINOR MAJOR 0.70 3.06 Design Discharge for Half of Street (from Shell ¢Peak) O, = ds 8.4 15.4fr Water Spread Width T= 2.3 3.3 Water Depth at FlowOne (outside of local depression) d = inches �� 0.0 0.0 Water Depth at Street Crown (or at Tsar) dcnown = inches 0.427 0.217 Ratio of Gutter Flow to Design Flow Ib = 0.40 2.40 Discharge outside the Gutter Section W. carried in Section T. Q, = Us DisCtalge within the Gutter Section W 0..= 0.30 0.66 ds 0.00 0.00 Discharge Behind One Curb Face Oss = ds 0.48 1.52 rea Street Flow A A.= sgft 1.47 2.02 Street Flow Velocity V. = fps 2.8 3.8 Ater Depth for Design Condition cl o = inches Grate Analysis Calculated MINOR MAJOR _ - Total Length of Inlet Grate Opening L=1 I_ 0 Ratio of Grate Flow to Design Flow E.ea n = Under No -Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Spash-Over Begins V. = fps Interception Rate of Frontal Flay R, = Interception Rate of Side Flow R. _ Interception Capacity Q = cis Under Clogging Condition MINOR MAJOR Clogging Coeffident for Mullipleimd Grate Inlet GrateCoef = Clogging Factor for Mu10ple- u it Grate Inlet GrateClog = Effective (undogged) Length of Multiple-urtit Grate Inlet L. = ft Minimum Velocity Where Grate SpastWver Begins V. = fps Interception Rate of Frontal Flow W = Intertepdaf Rate of Side Flea R, = dual Interception Capacity O.= WA WA cis Carry -Over Flow O.-%(to be applied to dab opening or next d/s inlet) D. = WA WA cfs Curb or Slotted Inlet Ooening Analysis lCalculatecn MINOR MAJOR Equivalent Slope S. (based on grata carryover) S. =1 0.0&%l Mt Required Length LT to Have 100% Interception LT =1 7.111 it Under No -Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Wet (minimum of L. LT) L=1 7.10 10.00 it Interception Capacity 0.= 0.70 2.36 cfs Under Clogging Condition MINOR MAJOR Clogging Coefident CurbCoef= 1.25 1.25 Cbgging Factor for Multiple -unit Curb Opening or Slotted Inlet CurhClog = 0.06 6.06 Effective (Undogged) Length L. = 7.10 9.38 ft Actual We. eption Capacity O, a 0.70 225 cis Carry -Over Flow ,,,,% Oe= 0.00 0.81 cis Summary MINOR MAJOR Total Inlet Interception Capacity 0 = 0.70 cis Total Inlet Carry -Over Flow (flow bypassing Inlet) On = 0.00 cis q737 Capture Percentage =OJO.= C%= 100.0 % Ib ' 152 INLET, Inlet On Grade Sr2=13. 8:13 AM �G l�f'11�J Ot' #v� 4 -V /in�l�y—rlli1`)� `DESIGN PEAK FLOW FOR ONE HALF OF STREET BY THE RATIONAL METHOD LDS 1-53 I' I Design Flow = Gutter Flow + Carty -over Flow OVERLAND I Yy STREET 'YUV FLOW FLOW ND E ' ® <—GUTTER FLOW PLUS CARRY-OVER FLOW a ® F GUTTER FLOW INLET INLET . 112 OF STREET 1 I 1 Qoal peak flow for M of street, plus flow bypassing upstream subcatchments): . If you entered a value here. sklD the rest of this sheet and proceed to she Site: (Check One Box Only) Site is Urban: X Site Is Non -Urban: .Q Subcatchment Imperviousness Area = % Acre Percent Imperv'ausness = % NRCS Sal Type = A. B, C, or D Slope (fl/fl) Length (ff) Overland Flow = Gutter Flow = Design Storm Return Period, Return Period One -Hour Precipitation, User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value), Bypass (Carry -Over) Flow from upstream Subcatchments, i a catcnment: Calculated Design Storm Runoff Coefficient, C Calculated Syr. Runoff Coefficient, C5 Overland Flow Velocity, Vo Gutter Flow Velocity, VG Overland Flow Time, to Gutter Flow Time, to Calculated Time of Concentration, T, Time of Concentration by Regional Formula, T, Recommended T, Time of Concentration Selected by User, T.: Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp Total Design Peak Flow, Q N/A WA WA N/A WA N/A N/A N/A WA N/A WA N/A WA N/A WA WA WA N/A WA WA WA N/A N/A N/A 1.54 6.75 ps ps ninutes ninutes ninutes ninutes ninutes ninutes nch/hr ,is ,is 153 INLET, Q-Peak 5/23/2013, 8:29 AM L1 t I I 11 t SE Corner o4 /YIa� fes4rc, d iem�erl«el u . ALLOWABLE CAPACITY FOR ONE -HALF -OF STREETz(Manor & Major Storm) - u (Based on Kegulatea t mena LOr maximum AnowaDie rtow U@pm ano Apreao) Project: LDS Inlet ID: 153 TBACx TCROWN T. TYAx SBACK W-T. $trBet _ Crown y Qw t ae d S a y: num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no Conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Transverse Slope Longitudinal Slope - Enter 0 for sump condition g's Roughness for Street Section Allowable Water Spread for Mbar & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2), er Depth with a Gutter Depression vable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) harge outside the Gutter Section W, carried in Section Tx barge within the Gutter Section W (Or - Qx) barge Behind the Curb (e.g.. sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth xetical Water Spread xetical Spread for Discharge outside the Gutter Section W (T- W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) xetkai Discharge outside the Gutter Section W, carried in Section Tx rR al Discharge outside the Gutter Section W. (limited by distance Tc ) barge within the Gutter Section W (Oa - Qx) barge Behind the Curb (e.g.. sidewalk, driveways, & lavms) it Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flaw Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d > 6') Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) uttant Flow Depth at Street Crown (Safety Factor Applied) T. = 0.0 ft SBAcx= 0.0200 it nycx = 0.0130 I1cum = 6.00 inch T. = 27.0 ft a = 2.00 inlctre W = 2.00 ft Sx = 0.0110 ft So = 0.0086 ft namEU = 0.0150 ft.. verL / has es s . van. / ft. horiz . vert. / ft. horiz Tex dY4x Sw = y= d= Tx = Eo = Ox = OW = 0B,CK= Or = V= V'd = Tra = Tx ra = E. = Ox rR = Qx= Ow = Oer<K = Q= V= V'd = R= Da = d= dcRawR = Minor Storm Major Storm 28.5 26.5 4.00 5., 0.0943 0.0948 3.50 3.50 5.50 5.50 24.5 24.5 0.267 0.267 9.5 9.5 3.5 3.5 0.0 0.0 13.0 13.0 4.8 4.3 2.2 2.2 MinorStorm Majorstorm 152 26.5 13.2 24.5 0.491 0.266 1.8 9.6 1.8 9.6 1.7 3.5 0.0 0.0 3.6 13.0 3.7 4.8 1.2 2.2 1.00 1.00 3.6 13.0 4.00 5.50 0.00 0.00 ft inches X = yes 0/ft inches inches ft cis cts cis cis fps ft . ft cis cis cis Cis cfs fps cis inches inches Mina Storm Major Storrs lowable Gutter Capacity Based on Minimum o1 O. or Q. Qaro. =1 3.61 13.0 cls STORM m= allowable capacity OK - greater than flow given on sheet'Q-Peak' STORM max. allowable capacity OK - oreater than Bow blven on sheet'O-Peak' .' 153 INLET, Q=Allow 5/23I2013, 8:29 AM S� GGvner o� /jia�sf is � /%m>�.rl ice. 1 INLET ON A CONTINUOUS GRADE •,' project LDS Inlet ID: Ida 4' Lo (C)-� ' HCurb H-Vert We WP W .1 1 .1 1 .1 1 I Desidn annagah (input MINOR MAJOR Type of Wet Type = CDOT Type R Curb Operwng Local Depression (ad nional to mdirwus 9mMr depression han't}Mro.O a`oc" = 1.0 1.0 inches Toted Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length Of a Single,Unit Wet (Grate or Curb Opening) L. = 5.00 5.00 it Width of a Unit Grate (cannot be greater than W from Q-Aeow) `the = NIA WA R ' Factor for a Single Unit Grate (typical min value = 0.5) CrG = WA WA ' Factor for a Single Unit Curb Opening (typical min. value = 0A) CC = 0.10 0.10 HvclrauRcs: OK • 0 < maximum allowable from she 'OA1IOW MINOR MAJOR 1.64 6.76 Design Discharge for Half of Street (ham Sheet ¢Peak) Q.= ds 9.7 20.2 Water Spread Width T = 0 3.3 4.7 Water Depth at Ra A ne (outside of local depression) d = inches,` 0.0 0.0 »ter Depth at Street Crown (a at %W cl o = Inches 0.717 0.383 Retb f Guter Flax to Design Flow Eo = 0.44 4.30 Discharge outside one Gutter Section W. carried m Section T. Q. = cis 1.10 2.45 ClcJWge within the Gutter Section W 06= ds 0.00 0.00 DigUharge Behind the Curb Face Qercx = ds 0.68 2.41 Street Flow Area A. sgit 2.25 2.81 treat Flow Velocity V. = fps 4.3 5 .7 aDepth for Design Condition dL r = ter inches Grate Analvals (Calculatedl MINOR MAJOR dal Length of Wet Grate Opening L=I C Ratio of Grate Flox to Design Flow E.oarre = Under No -Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Spash-Over Begins V. = fps Interception Rate of Fronted Flow Ri = Interception Rate of Side Flow R. = Interception Capacity Q, = cis Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multlple4jmt Grata Iniet GmteCoef = Clogging Factor for Murdple-urht Grate Irdet GmteClog = Effective (unclogged) Length of MulOge-unit Grate Inlet L. = it Minimum Velocity Where Grate Spash-Oww Begins V. = fps Interception Rate of Frontal Flow Rr = Interception Rate of Side Flaw R. = Actual Interception Capacity O. ` WA WA ofs Carry -Over Flow = Qo'Q. (lobe applied to curb opening o next as inlet) C6 = WA WA cis Curb or Slotted Inlet Opening Analysis Calmlated MINOR MAJOR Ecpavalent Slope S. (based on grate Csm)r er) S.=I 0.1007 0.0563 Itm Required Length LT to Have 100% Interception Lr = 8.51 22.42 8 Under No -Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L-I 8.50 10.00 It Capacity Q = 1.54 4.42 cis Under Clogging Condition MINOR MAJOR Clogging Coeffriem CurbCoef = 1.25 1.25 CloggingFacia for Multiple-hnd Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Untlogged) Length L. = 8.50 9.38 0 Actual Interception Capacity Q.= 1.54 4.21 cis Carry -Over Flow= -% Q.= 0.00 2.64 cis summary MINOR MAJOR 1Ji4 4.21 Total Inlet Interception Capacity Q = cis 0.0o 2.64 Dial Inlet Camy-0ver Flow (flow bypassing Wet) O.' cis 100.0 62.3 Capture percentage = O.Q. = C%= % ivo Dols Nd� 0vcr-�� cur-L 1 153 INLET, Inlet On Grade 5232013, 8:30 AM :DESIGWPEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD LDS 1-55 Design Flow = Gutter Flow t Carry-over Flow I �OVERLAND SIDE OVERLAND I STREET FLOW FLOW ® FGUTTER FLOW PLUS CARRY -`MOVER FLOW F— ® E—GUTTER FLOW INLET INLET 1/2 OF STREET Qocal peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): If you entered a value here, skip the rest of this sheet and proceed to she Site: (Check One Box Only) Site is Urban: X Site Is Non -Urban: .Q SubcatchmentArea= 17%B, Percent ImperviousnessNRCS Soil Type = C, or D Slope (ft/ft) Length (ft) Overland Fbw = Gutter Flaw = Design Storm Return Period, T, Return Period One -Hour Precipitation, P, Cr Cz User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value), Cs Bypass (Carry -Over) Flow from upstream Subcatchments, Qb a catcnment: Calculated Design Storm Runoff Coefficient, C Calculated Syr. Runoff Coefficient, C5: Overland Flow Velocity, Vo: Gutter Flow Velocity, VG : Overland Flow Time, to Gutter Flow Time, to : Calculated Time of Concentration, T, : Time of Concentration by Regional Formula, T,: Recommended T,: Time of Concentration Selected by User, T,: Design Rainfall Intensity, I : Calculated Local Peak Flow, Qp: Total Design Peak Flow, Q: N/A N/A NIA N/A NIA N/A NIA N/A NIA N/A NIA N/A N/A N/A N/A N/A N/A N/A NIA NIA N/A N/A N/A N/A 2.44 14.00 ps ps ninutes ninutes ninutes ninutes ninutes ninutes nchthr ft :is 155 INLET, Q-Peak 5/2312013, 9:13 AM Sc orAer- D; /jlYe54c- 1 c 1 I I F I 1 (Based on Regulated criteria for Maximum Allowable Flow Depth and Jpreaaj Project: LDS Inlet ID: 1-56 TBXCx TCROWN S8 T. TY�X W- Tx $treat _ roWn H y Q.xN cuRBd 1a 9i mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for ra conveyance credit behind curb) ting's Roughness Behind Curb of Curb at Gutter Flow I = * from Curb Face to Street Crown Depression Transverse Slope Longitudinal Slope - Ender 0 for sump condition hg's Roughness for Street Section Allowable Water Spread for Misr & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression vable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) barge outside the Gutter Section W, carried in Section Tx charge within the Gutter Section W (Qr - DO barge Behind the Curb (e.g., sidewalk, driveways, & lawns) :imum Flow Based On Allowable Water Spread i Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread orefical Spread for Discharge outside the Gutter Section W (i - W) er Flow to Design Flow Ratio by FHWA HEG-22 method (Eq. ST-7) oretical Discharge outside the Gutter Section W. carried in Section Tx n, cal Discharge outside the Gutter Section W. (limited by distance T.R ) barge within the Gutter Section W (Qa - Qx) charge Behind the Curb (e.g.. sidewalk, driveways, & tavms) it Discharge for Major & Minor Storm r Vebdty Within the Gutter Section Product: Flow.Vebcity Times Gutter Fkhvline Depth ie-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm : Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultam Flow Depth at Gutter FlaMine (Safety Factor Applied) ultant Flow Depth at Street Cronin (Safety Factor Applied) T. = 0.0 ft S. = 0.0200 R. vert. / ft. horiz ni w = 0.0130 HcuRe = 6.00 Inches TcR = 28.0 ft a = 700 Itches W = 2.00 ft SX = 0.0200 ft. vert. / ft. hor¢ So = 0.0205 ft. vert. / ft. hor¢ nMEr= TY ; dux Sw = y= d= TX = E. Q. = Qw Q= Or V= V"d = TTM = Tx rN = Eo = Qx hN = Ox = Ow =. QWK = Q= V= V'd = R= Od = d= dcR = Minor Storm Major Storm 12.0 24.0 4.00 5.50 0.1033 0.1033 2.88 5.76 4.88 7.76 10.0 22.0 0.522 0.258 3.7 29.9 4.0 10.4 0.0 0.0 7.8 40.3 6.61 9.6 2.71 6.2 Minor Storm Major Storm 8.3 14.6 6.3 12.6 0.702 0.433 1.1 6.7 1.1 6.7 2.6 5.2 0.0. 0.0 3.6 11.9 5.6 7.3 1.9 3.3 1.00 1.00 3.6 11.9 4.00 5.50 0.00 0.00 ft inches X = yes tuft inches inches ft CIS cis ds cis fps cis cis cis ds cfs fps efs inches inches Minor Storm Major Storm towable Gutter Capacity Based on Minimum of Q. or Q, Q, = 3.61 11.9 cis STORM max- allowable capacity OK - greater than flow given on sheet'Q-Peak' 4G: MAJOR STORM max. allowable capacity Is less than flow given on sheet'Q-Peak' '' 155INLET, Q-Allow - 5/23/2013, 9:13 AM INLET ON A CONTINUOUS GRADE project LDS Inlet ID: l-% t H-Curb H-Ven Wo WP W Design Infgrnatlpt In Type of Irdet Type = MINOR MAJOR CDOT/Denver 13 Combination Loral Depression (additional to coral mous gutter deprewon'd from'GAlloh aWrx = 1.0 1.0 irhrgres ' otal Number of Units in the Inlet (Grate or Curb Opening) No = 4 4 Length of a Single Unit Inlet (Grate or Curb Operting) L.= 3.00 3.00 it of a Unit Grate (cannot be greater Man W from O-Allow) W.= 1.73 1.73 it 'Width Cloglift Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 0.50 Clogging Factor for a Single Unit Curb Open g (typical min, value = 0.1) CrC = 0.10 0.10 Warning Street Hydraulics: WARNING: Q > ALLOWABLE Q FOR MAJOR STORM MINOR MAJOR 244 14.00 Design Discharge for Hat of Street (from Sheet (}Peak) Q.. cfs 6.6 15.6 Water Spread Width Water Depth at Rawlins (outside of local depression) T= d = it inches 3.6 5.8 0.0 0.0 -Water Depth at Street Croon (or at TmAx) hsDwn = haws 0.809 0.404 Ratio of Gutter Flow to Design Flow E. = 0.47 8.35 ' Discharge whade the Guitar Section W. canned in Section T. Q. = cis 1.98 5.66 Discttarge within the Gutter Section W Q.= cis 0.00 0.00 Discharge Behind the Curb Face Qsrx= cis 0.60 2.61 Street Flaw Area A. = sq t 4.04 5.37 Street Flow Velocity V. = fps otal Length of Inlet Grate Opening L' Ratio of Grate Flow to Design Flow E.o n Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins V. Interception Rate of Frontal Flow Rr' ' Interception Rate of Side Flow R. Interception Capacity Q, Under Clogging Condition logging Coefficient for Multiple -unit Grate Intel Clogging Factor for Multiple -unit Grate Inlet Effective (undogged) Length or Multiple-unt Grate Inlet Minimum Velocity Where Grate SpashOver Begins ".' Interception Rate of Frontal Flow Interception Rate of Side Flow dual Interception Capacity Carry -Over Flow - 0.44 (to be applied to curb opening or next tits lent Slope S. (based on grate carry-over) sd Length Lr to Have 100% Interception No -Clogging Condition ,a Length of Curb Opening a Slotted Inlet (minimum of L, LT) Clogging Condition g Coefficient hg Facia for Multiple -nit Curb Opening or Slotted Inlet Interception Capacity Wv Flow = 0--.--( otal Inlet Interception Capacity otal Inlet Carty -Over Flow (now bypassing Inlet) Capture Percentage = Q,IQ. _ MINOR MAJOR 25.70 25.70 fps 1.00 1.00 0.77 0.66 2.30 11.00 cis MINOR MAJOR S.=I 0.1212 0.0705 ff/t LT= 4.31 21.06 it MINOR MAJOR L=I _••4.301 12.00ff Q= 0.11 1.68 cis MINOR MAJOR CurbCoef= 1.33 1.33 CurbCbg= 0.03 0.03 L. = 4.301 11.60 It Q. mill 1.64 ds Q Oe Lrngy:l jl-D�� ��f {,V� 1551NLET, Inlet On Grade �r�. 5=013, 9:13 AM I 1 1 .1 /115� �orAer of %lrt e-r4f)s -45T7� tuase0 On Keglliale0 l rrvena Tw maximum ourowaom rrvw u Vul aOY opivau/ Project: LDS - NE CORNER OF ROCK CASTLE & TIMBERLINE Inlet ID: 156 TBACx - TCROWN T. TYAx SBAC W ter-- Tr Street _ Crown ffTQw QHCUR9f ,rum AtImable Width for Spread Behvrd Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) drro's Rouahness Behind Curb of Curb at Gutter Flow Line m from Curb Face to Street Crown Depression Transverse Slope Longitudinal Slope - Enter 0 for sump condition g's Roughness for Street Section Allowable Water Spread for Mirror & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression vable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) harge outside the Gutter Section W, Caried in Section Tx barge within the Gutter Section W (Or - Qx) barge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread i Velocity Within the Gutter Section Product: Flow Velocity Tunes Gutter Flowline Depth oretical Water Spread oretical Spread for Discharge outside the Gutter Section W IT - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) oretfral Discharge outside the Gutter Section W. Carried in Section Tx TN W Discharge outside the Gutter Section W. (limited by distance TcRaw„) twge within the Gutter section W I%- Ox) barge Behind the Curb (e.g.. sidewalk, driveways, & lawns) if Discharge for Major & Minor Storm r Velocity Within the Cutter Section Product: Flow Velocity Times Gutter Flowline Depth i -Based Depth Safety Reduction Factor for Major & Mirror (d > 6) Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) uttant Flaw Depth at Gutter Fla line (Safety Factor Applied) uttaut Flow Depth at Street Crown (Safety Factor Applied) T.x Se = 0.0200 ft. van. / ft. hertz ri c = 0.0130 HCURB = 8.00 krohes TcRavN = 28.0 ft a = 2.00 inches W = 2.00 ft Sx = 0.0200 ft. van. I ft. hor¢ So =1 0.0370111. vent. I ft. hor¢ nSTREET Minor Storm Major Storm Tux:=l 12.01 24.0 ft d. = 4.00 5.50 inches X=yes Minor Storm Major Storm Sw = y= d= Tx = E. = Qx Qw QB K= OT = V= V'd = 0.10331 0.1033 2.881 5.76 4.88 7.76 10.0 22.0 0.522 0.29 4.9 40.2 5.4 13.9 0.0 0.0 10.3 64:2 8.8 12.8 3.6 8.3 TTM = Tx TN = Ea = Qx TN = Qx = Qw= QB = O= V= V'd = R= Qe d= dcRowN = Minor Storm Major Storm 8.3 14.6 6.3 12.6 0.702 0.433 1.5 9.1 15 9.1 3.4 6.9 0.0 0.0 4.9 16.0 7.5 9.8 2.5 4.5 1.00 0.70 4.9 11.2 4.00 5.00 0.00 0.00 Raft inches inches ft cis ds CIS cfs fps cis cis cis cis cfs fps cfs inches inches Minor Storm Major Stomn Gutter Capacity Based on Minimum of %or a Q. =1 4.91 11.2 cis max. allowable Capacity OK - greater than flow given on sheet'Q-Peak' max. allowable Capacity OK - greater than flow given on sheet'O-Peak' 156INLET, Q-Allow 5/23/2013, 9:48 AM INLET ON A CONTINUOUS GRADE proles L OS - NE CORNER OF ROCK CASTLE & TIMBERLINE Inlet ID: I-w .f--Lo (C) PI ' H-Curb I H-Vert Wo Wp ' Lo (G) 1 t 1 Type of Inlet Type = GDOTIDenver 13 Combination Local Depression (additional to owdimmus guns, depreasbn'a'rmm V-Arlo,/) arcru = 1.0 1.0 inches Total Number of Units in the Inlet (Grate a Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) L. = 3.00 3.00 it Width of a Unit Grate (cannot be greater Man W from O-Allow) W. = 1.73 1.73 it Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) CC = 0.10 0A0 Street H draullcs: OK- 0 < maximum allowable from, sheet' Atl MINOR MAJOR Design Discharge for Halt of Street (from Sheet Q-Peak) Q.. 0.90 6.13 cis Water Spread Width T= 1.9 9.4It Water Depth at Fbwfine (outside of local depression) d = 2.4 4.3 inches 4= Water Depth at Sheet Crown (a at Taus) dcsowv = 0.0 0.0 inches Rabo of Gutter Flaw to Design Flow Eo = 1.000 0.643 Discharge outside Me Gutter Section W. carded in Section T. Q. = 0.00 2.19 ds Discharge within the Gutter Section W 4. = 0.91 3.95 cis Discharge Behind the Curb Face O. = 0.00 0.00 cis treet Flow Area A.= 0.19 1.05 sgft Street Flow Velocity V. = 4.80 5.86 fps cater Depth for Design Condition dim = 3.4 5.3 inches Grate Ana is Calculated MINOR MAJOR Total Length of Inlet Grate Opening L=I 6.00 6.00 it Ratio of Grate Flow M Design Flow - E. ,, = 0.990 0.593 Under No -Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Spash-Over Begins V. 9.98 9.98 fps Interception Rate of Frontal Flow Rc = 1.00 1.00 Interception Rate of Side Flax R, = 0.33 0.25 Interception Capacity 4= 0.89 4.27 cis Under Clogging Condition MINOR MAJOR Clogging Coefficient for MultipleunitGrate Inlet GreteCoef = 1.50 1.50 Clogging Fads for Muripleunit Grate Inlet GrateClog= 0.38 0.38 Effective (undogged) Length of Multiple -unit Grate Inlet L. = 3.75 3.75 ft Minimum Velocity Where Grate Spash-Over Begins V.= 7.15 7.15 fps Interception Rate of Frontal Flow Rh= 1.00 1.00 Interception Rate of Side Flow R. = 0.14 0.10 Actual Interception Capacity Q.. 0.89 - 3.90 cfs Carry -Over Flow = 06-% (to be applied to curb opening or next dis inlet) tie = 0.01 2.23 cis Curb or Slotted Inlet bin Ana Is Calculated MINOR MAJOR Equivalent Slope S. (based on grate cany-over) S. = 0.1450 0.1004 Nit Required Length LT to Have 100% Interception Lr = 1.16 15.44 it Under No -Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, Lr) L = 1.151 6.00 it Interception Capacity 4=1 0.00 0.66 cis Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.25 1.25 Clogging Fads for Multiple -unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length L. = 1.15 5.63 it Interception Capacity O.= 0.00 0.62 cis rI M-Over Flow = 0..:....,-% Qe = 0.00 _ 7.61 cis Inlet Interception Capacity Inlet Carry -Over Flow (flow bypassing Inlet) ne percentage = Q.Q. _ �gleli 1.61 1 156INLET, Inlet On Grade _ &23P2013, 9:46 AM ,1 DESIGN`PEAK FLOW FOR ONE-HALF OF STREET BY THE<RATIONALiMETHOD ' LDS - NE CORNER OF ROCK CASTLE & TIMBERLINE I-56 .1 _' 1 Design Flow = Gutter Flow + Carry-over Flow �OVERLAELA `OWND y STREET I ISIEOVFROWND ® t— GUTTER FLOW PLUS CARRY-OVER FLOW e ® F GUTTER FLOW INLET INLET 1/2 OF STREET (local peak flow for 1/2 of street plus flow bypassing upstream subcatchments): ' If you entered a value here. skiD the rest of this sheet and proceed to she Site: (Check One Box Only) Site is Urban: Site Is Non -Urban: .Q Subcatchmenl Area = 0.00 Acres Percent Imperviousness = % NRCS Soil Type = B, C, or D Slope (fl/ft) Length (ft) Ovedand Flow = Gutter Flow = Design Storm Return Period, T, Return Period One -Hour Precipitation, P, C, C2 C3 User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value), Cs Bypass (Carry -Over) Flow from upstream Subcatchments, Ob a t atcnmenr. Calculated Design Storm Runoff Coefficient C: Calculated Syr. Runoff Coefficient G5 Overland Flow Velocity, Vo Gutter Flow Velocity, VG; Overland Flow Time, to: Gutter Flow Time, tG : Calculated Time of Concentration, T, Time of Concentration by Regional Formula, T, Recommended T. : Time of Concentration Selected by User, T, : Design Rainfall Intensity, 1: Calculated Local Peak Flow, Op: Total Design Peak Flow, O: N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.90 6.13 ps ps ninutes ninutes ninutes ninutes ninutes ninutes nch/hr 15 :fs ' 156INLET, Q-Peak 5rMO13, 9:45 AM F� 5-5 ,5 Y /xt,SS = o °-g CFS - 2 Yr z 5� CFS - /ob 'ir t CFS -iao Y� �as�n -D 57 = Z zz CAS /OD KrSFr CDcr rule:- y�e C- Area Dpen = (" q f Fr 4 ohs ZD�PS or or 5wrr� de�h = O 5Z ffi� Ue�- For Areo- D3oA o D 3D S�►,� = 017 � H i FT z 6`( `� (o 12) 13 7$ C.FFS spa Cara 415 5ab= s9 CFS 1 DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONALMETHOD LDS 1-62A II Design Flow = Gutter Flow + Carryover Flow yOVFLOWND I STTFEEET yovF aw"D ® F--GUTTER FLOW PLUS CARRY-OVER FLOW E ® � GUTTER FLOW INLET INLET 112 OF STREET (local peak flow for 1/2 of street, plus Sow bypassing upstream subcatchments): • If You entered a value here, skip the rest of this sheet and proceed to sheet Site: (Check One Box Only) Site is Urban: X Site Is Non -Urban: .Q Sutxxtchment Area = 0.00 Acres Percent Imperviousness = °k NRCS Soil Type = B, C, or D Slope (ItIft) Length (it) Overland Flow= Gutter Flow = Design Storm Return Period, T, Return Period One -Hour Precipitation, P, C, Cz C3 User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), CS Bypass (Carry -Over) Flow from upstream Subcatchments, QD a catcnment: Calculated Design Storm Runoff Coefficient, C Calculated 5-yr. Runoff Coefficient, C5 - Overland Flow Velocity, Vo Gutter Flow Velocity, VG Overland Flow Time, to - Gutter Flow Time, tG Calculated Time of Concentration, T° _ Time of Concentration by Regional Formula, T° _ Recommended T° _ Time of Concentration Selected by User, T° Design Rainfall Intensity, Calculated Local Peak Flow, Op Total Design Peak Flow, 0 N/A- N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA NIA NIA N/A N/A N/A 1.28 5.61 Ps Ps ninutes ninutes ninutes ninutes ninutes ninutes nch/hr ;fs 164A INLET, Q-Peak 12/2013, 10:34 AM G t W CorAer /M6CrI/r�c t II ALLOWABLE'CAPACITY FOR ONE-HALF OF STREET (Minor &'Major Storm) II (Based on Regulated Criteria Tor maximum Anowaule mow ueptn ana bpreaa) Project: LDS Inlet to: 1-62A TBACR TCROWN T T. TAX Se�cK W -�`-- TX Street Qw QX/..� Crown y Hcuae d 5. a 94 Allowable Width for Spread Behind Curb B Behind Curb (leave blank for no conveyance credit behind curb) Roughness Behind Curb of Curb at Gutter Flow Line oe from Curb Fare to Street Crown Depression Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flaw Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for mo) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression wable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flaw Ratio by FHWA HEC-22 method (Eq. ST-7) barge outside the Gutter Section W, Carried in Secton Tx barge within the Gutter Section W (Qr - Qx) barge Behind the Curb (e.g., sidewalk, driveways, & lawns) .imum Flow Based On Allowable Water Spread i Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread oretical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ore0cai Discharge outside the Gutter Section W. tarred in Section Tx m ial Discharge outside the Gutter Section W. (limited by distance Tc,,,,,,) barge within the Gutter Section W (Q4 - QX) barge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm t Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth i Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) TWK =1 0.0 R SMK =1 0.0200 R. van. / R. hertz n,A,, = 0.0130 H'-s inches TcKi wN = 26.0 R a = 2.00 fiches W = 2.00 R SX = 0.0200 R. vent. / R. hertz So =1 0.0132 R. vert. / R. hortz riS Eu = Tuyr d� Sw = y= it TX = Eo = Q. Ow= QBACN = Qr = V= V'd = Te,= TXm= E. OxT = QX= Qw = QaK.R = Q= V= V•d = R= Qe = d A= "CRMN - Misr Storm Major Storm 12.0 24.0 4.00 5.50 0.1033 0.1033 2.88 5.76 4.88 7.76 10.0 22.0 0.522 0.258 2.9 24.0 3.2 8.3 0.0 0.0 6.1 32.4 5.31 7.7 2.11 5.0 Minor Storm Mayor Storm 8.3 14.6 6.3 12.6 0.702 0.433 0.9 57 0.9 5.4 2.0 4.1 0.0 0.0 2.9 9.6 4.5 5.8 1.5 2.7 1.00 1.00 2.9 9.6 4.00 5.50 0.00 0.00 R inches X = yes RRt inches inches R cis cts Cis CIS fps cts cts cts Cis cfs fps cfs inches inches Minor Storm Major Storm owable Gutter Capacity Based on Minimum of Q, or % Q,B,,,, =1 2.91 9.6 cis 'TORM max. allowable capacity OK - greater than now given on sheet'Q-Peak' STORM max. allowable capacity OK - greater than Row given on sheet'Q-Peak' ' 164A INLET, Q-Allow 1/2/2013, 10:34 AM Project LDS Inlet ID: 1-62A ,r--Lo (C) H-Curb H-Vert Wo WP W Lo (G) Type of Inlet Local Depression (additional to caalmws guitar deprefsbn'a' fronn'GMo47 Total Number of Units In the Inlet (Grata or Curb Opening) Length of a Single Unit Wet (Grate or Cub Opening) of a Unit Grate (cannot be greater than W from O-ABow) 'WM Clogging Fads for a Single Unit Grate (typical min. value = 0.5) Cloonira Fade for a Single Unit Curb ODw*m (Iwical min. value = 0.11 Design Discharge for Half of Street (from Sheet o-Yeak) Water Spread Width Water Depth at Fiowline (outside of brat depression) Water Depth at street Crown (or at TuW Ratio of Gutter Flow to Design Flow Discharge outside the Gutter Section W. carded in Section T. '.' Discharge within the Gutter Section W Discharge Behind the Curb Face .'Street Flow Area Street Flaw Velocity Water Depth for Design Condition Grate Anahtsls (Calculated) -'Total Length of Inlet Grate Opening Ratio of Grote Flaw to Design Flow Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flaw Interception Rate of Side Flow ' Interception Capacity Under Clogging Condition Clogging Coefficient for Multiple -unit Grate Inlet Clogging Fades o for Multiplenit Grate Inlet Effective (ahtlogged) Length of Multiple -unit Grate INet im Minum Velocity Where Grate Spash-Over Begins Interception Rate of Frontal Flow Interception Rate of Side Flow .' dual Intenceptloo Capacity rry-Over Flow - O.-O. (to be applied to sub opening a next d/s urb or Slotted Inlet nth Analysis (Calculated) Equivalent Slope S. (based on grate carryover) ' Required Length Lr to Have 100% Interception Under No -Clogging Condition Effective Length of Curb Opening or Soiled Inlet (minimum of L. LT) Interception Capacity Under Clogging Condition Clogging Coefficient CloggingFads for Multiple -wit Curb Opening or Slotted Inlet Effective Nnclogged) Length ' Actual Interception Capacity Carty -Over Flow= Isurnmary Intercepton Capacity Fotal.l.fflMet Carry -Over Flow (flow bypassing Inlet) -, ercentsoe - OJO- Qioo Type No L. W. CrG C. 61:arnie7;1 %= 12e T= 4.£ d= 3.2 dcxo'rv= OX E. = 0.917 0, = 0.11 0 = 1.1E Oeacs= 0.0c A.] 0.41 v.=1 3.1E -=1 12.D0 _ 12.00 It E> .TE= a869 0.496 MINOR MAJOR V.= roe Rh = R, _ Q = cis MINOR MAJOR GrateCoef= 1.88 1.88 GrsteClog= 024 0.24 L.= 9.18 9.18 t V.= 15.86 15.86 fps Rr= 1.00 1.00 R. = 0.73 0.67 O.= 124 4.67 ere zs7o zs.7o 1.00 0.841.25 A S.= 0.1346 0.0677 ftel Lr = 1.84 8.54 ft MINOR MAJOR L= 1.83 8.53 ft a. = 0.02 0.47 cis MINOR MAJOR CurbCcef= 1.33 1.33 CurbClog= 003 0.I L.= 1.B3 e.53 ft 0. = 0.02 0.47 cis ' 164A INLET, Inlet On Grade 11YL2013, 10:34 AM 1 0- _1 E_ rr Ll 1 _, 41r-a o� % y� /f o/!:Ze//y _ /o Z jT z gr 4 Gray o�-.�i/ = Ago �T z T� o�Cni�9 Q = •S (/-Z) 6-qZ (O zo 3 59 CAS Grafe 0 (L srn DW3 78 CAS � 93 CFS I A t U .0 A d A c.i N C N A L 'd R r_ C co co N A d O T Z '1 It 0 0 0 at 0 0 cq 0 0 N O 0 o q o � Z a O N 0 N 0 v O v 0 M Ci O N O O N O O O O O O O O O C CY? m rl� (sp)f4pedeo 1 1 1 1 1 1. 1 1 i 1 1 1 1 1_ 1 1 1 1: N N (s!:))A4i0edeo O r- O O O O N O p Cf M (s}o) 4.3edeo 0 0 0 0 0 0 0 0 0 0 uQ (s��)l�iaede� V- (sla) f4pedeo A L U w U i6 a f0 U m C d N L co a C {O rn C Cl) N N C. O T (sp) )�pedeo m_ m m e m m e CZ a s U a U a o o O ) o U o U o U rn� as 3� O O O O O O O O O O O CO [p O N O O O (sp) 4.3edeo No Text Cr M ! l: --GREEN Erosion Control Materials Design Software Version 5.0 Project Name: LDS Project Number: 14714 Project Location: FORT COLLINS, Colorado Channel Name: BASIN D63 f -Ouz -le{- O - 6Z. Discharge 14 Peak Flow Period 2 Channel Slope 0.1 Channel Bottom Width 0.1 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardance Class D Vegtation Type Bunch Type Vegetation Density Poor < 50% Soil Type Clay P300 -.Class D - Bunch TVne - Poor < 50% Tensar International Corporation 5401 St. Wendel-CynthianaRoad Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Phase Reach Discharge Velocity Normal Mannings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern P300 Unvegetated Straight 14 cfs 7.11 0.69 ft 0.032 3 lbs/ft2 4.3 Ibs/ft2 0.7 UNSTABLE E ft/s P300 Reinforced Straight 14 cfs 5.37 0.8 ft 0.047 8 Ibs/ft2 4.96 lbs/ft2 1.61 STABLE E Vegetation I I I ft/s Underlying Straigh I I 14 cfs 5.37 I 0.8 ft I - 2 Ibs/ft2 1.655 Ibs/ft2 1.21 I 1 STABLE -- i Substrate ft/s ShoreMax - Class D - Bunch Type - Poor < 50% 4- Phase Reach Discharge Velocity Normal Mannings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern ShoreMax w/ SC250. Straight 14 cfs 6.57 0.72 ft 0.036 7.5 lbs/ft2 4.48 lbs/ft2 1.68 STABLE F Unve etated ft/s ShoreMax w/ SC250 Straight 14 cfs 5.37 0.8 ft 0.047 8 lbs/112 4.96 Ibs/ft2 1.61 STABLE F Reinforced Vegetation ft/s Underlying Substrate Straigh 14 cfs 5.37 1 0.8 ft -- 3.251bs/ft2 2.136 I 1.52 STABL -- ft/s Ibs/ft2 SC250 - Class D - Bunch Type - Poor < 50% Phase Reach ischarge elocit Normal Depth Manningsl N Permissible I Shear Stress I Calculated Shear Stress I Safety Factor Remarks I Staple Pattern SC250 Unvegetated Straigh 14 cfs 6.57 1 0.72 ft 0.036 1 3 lbs/ft2 4.48 lbs/ft2 0.67 rNSTABLEE ft/s SC250 Reinforced Straight 14 cfs 5.37 0.8 ft 0.047 10 lbs/ft2 4.961bs/ft2 2.02 STABLE E Vegetation ft/s Underlying Straight 14 cfs 5.37 0.8 ft -- 0.8 Ibs/ft2 1.994 lbs/ft2 0.4 UNSTABLE -- Substrate ft/s C350 - Class D - Bunch Tvne - Poor < 50% Phase Reach Discharge Velocity Normal annings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern C350 Unvegetated Straight 14 cfs 6.45 0.72 ft 0.037 3.2 lbs/ft2 4.52 Ibs/ft2 0.71 UNSTABLE E ft/s C350 Reinforced Straight 14 cfs 5.37 0.8 ft 0.047 11 Ibs/ft2 4.96 Ibs/ft2 2.22 STABLE E Vegetation I I ft/s Underlying Straigh 14 cfs 5.37 0.8 ft -- 1.2 Ibs/ft2 2.1121bs/ft2 0.57 STAB -- Substrate ft/s P550 - Class D - Bunch Tvve - Poor < 50% Phase Reach Discharge Velocity Normal Mannings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern P550 Unvegetated Straight 14 cfs 6.44 0.73 ft 0.037 4 lbs/ft2 4.521bs/ft2 0.88 LJNSTABLE E ft/s P550 Reinforced Straight 14 cfs 5.37 0.8 ft 0.047 14 Ibs/ft2 4.96 Ibs/ft2 2.82 STABLE E Vegetation I I I ft/s Underlying Straigh I I 14 cfs 5.37 I 1 0.8 ft 3.25 lbs/ft2 1 2.136 Ibs/112 1.52 1 STABLE -- Substrate ft/s 1 1 .1 1 1 r 1 1 -1. 1 1 1 1- 1 NORTH Te 11 ! i C'M r, AMERICA rt Frosion Control Materials Design Software Version 5.0 Channel Computations &1�71 0 D 6�13 Project Parameters Specify Mannin 's n: 0.05 Discharge: 14 Peak Flow Period: Channel Slope: 0.1 ottom W idth: 0.1 Left Side Slo e: Right Side Slope: asting Channel Bend: Bend Coefficient (Kb): 1.00 etardance Class A - Vegetation Type: nch Tvve Vegetation Densit oor < 50% Soil Type: Iclay Channel Lining Options Protection Type ermanent Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Material Type Matting Type P300 Mannin 's N value for selected Product 0.03 Cross -Sectional Area (A) A=AL+AB+AR= 1.97 AL= 1/2 * De th2 * ZL= 0.95 AB = BottomWidth * Depth 0.07 AR= 1/2 * De th2 * ZR= 0.95 Wetted Perimeter (P) P=PL+PB+PR= 5.78 PL = Depth * ZL2 + 1)0.5 = 2.84 PB= Channel Bottom Width = 0.1 PR = De th * ZR2 + 1)0.5 2.84 Hydraulic Radius (R) R=A/P= 0.34 Flow (Q) = 1.486 / n * A * R2/3 * S 1/2 = 14 Velocity (V) V= /A= 7.11 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 4.3 [l t 1 t L 1 1 t Channel Safety Factor= T / Td 0.7 Effective Stress on Blanket(Tdb) Te=Td * I- * ns/n 2= 4.3 CF = 0 ns = 0.03 Soil Safety Factor Allowable Soil Shear Ta = 0 Soil Safety Factor = Ta / Te = 0 Conclusion: Stability of Mat STABLE Conclusion: Stability ofUnderlying soil STABLE Material Type Matting Type P300 Mannin 's N value for selected Product 0.05 Cross -Sectional Area (A) A=AL+AB+AR= 2.61 AL= 1/2 * De th2 * ZL= 1.26 AB = Bottom Width * Depth = 0.08 AR= 1/2 * De th2 * ZR= 1.26 Wetted Perimeter (P) P=PL+PB+PR= 6.66 PL=Depth * ZL2+1 0.5= 3.28 PB = Channel Bottom Width = 0.1 PR = De th * ZR2 + 1)0.5 3.28 Hydraulic Radius (R) R=A/P= 0.39 Flow (Q) = 1.486 / n * A * R2/3 * S 1/2 = 14.01 Velocity (V) V= /A= 5.37 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 4.96 Channel Safety Factor = T / Td 1.61 Effective Stress on Blanket(Tdb) Te = Td * 1-CF * ns/n 2 = 1.66 CF = 0.25 ns = 0.03 Soil Safety Factor Allowable Soil Shear Ta = 2 Soil Safety Factor = Ta / Te = 1.21 Conclusion: Stability of Mat STABW Conclusion: Stability ofUnderlying soil STABLE Material Type Matting Type horeMax Mannin 's N value for selected Product 0.04 Cross -Sectional Area (A) A=AL+AB+AR= 2.13 AL= 1/2 * De th2 * ZL= 1.03 _I .1 1 AB = Bottom Width * Depth = 0.07 AR= 1/2 * De th2 * ZR= 1.03 Wetted Perimeter (P) P=PL+PB+PR= 6.02 PL = Depth * ZL2 + 1)0.5 = 2.96 PB = Channel Bottom Width = 0.1 PR = De th * ZR2 + 00.5 2.96 Hydraulic Radius (R) R=A /P= 0.35 Flow (Q) =1.486 / n * A * R2/3 * Sl/2 = 14 Velocity (V) V= /A= 6.57 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 1 4.48 Channel Safety Factor = T / Td 1.68 Effective Stress on Blanket(Tdb) Te = Td * 0- * ns/n 2 = 3.58 tom' = 0.25 ns = 0.04 Soil Safety Factor Allowable Soil Shear (Ta)= 0 Soil Safety Factor = Ta / Te = 0 Conclusion: Stability of Mat STABLE Conclusion: Stability ofUnderlying soil STABLE Material Type Matting Type IShoreMax Mannin 's N value for selected Product 0.05 Cross -Sectional Area (A) A=AL+AB+AR= 2.61 AL= 1/2 * De th2 * ZL= 1.26 AB = Bottom W idth * Depth = 0.08 AR= 1/2 * De th2 * ZR= 1.26 Wetted Perimeter (P) P=PL+PB+PR= 6.66 PL = Depth * ZL2 + 1)0.5 = 3.28 PB = Channel Bottom Width = 0.1 PR = Depth * ZR2 + 1)0.5 3.28 Hydraulic Radius (R) R=A/P= 0.39 Flow (Q) =1.486 / n * A * R2/3 * S 1/2 = 14.01 Velocity (V) V= /A= 5.37 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 4.96 Channel SafetV Factor = T / Td 1.61 11 l i- Effective Stress on Blanket(Tdb) Te = Td * 1-CF * ns/n 2 = 2.14 CT = 0.25 ns = 0.04 Soil Safety Factor Allowable Soil Shear a = 3.25 Soil Safety Factor = Ta / Te = 1.52 Conclusion: Stability of Mat STABLE Conclusion: Stability ofUnderlying soil STABLE Material Type Matting Type SC250 Mannin 's N value for selected Product 0.04 Cross -Sectional Area (A) A=AL+AB+AR= 2.13 AL= 1/2 * De th2 * ZL= 1.03 AB = Bottom Width * Depth = 0.07 AR= 1/2 * De th2 * ZR= 1.03 Wetted Perimeter (P) P=PL+PB+PR= 6.02 PL=Depth * ZL2+10.5= 2.96 PB = Channel Bottom Width = 0.1 PR=Depth * ZR2+1 0.5 2.96 Hydraulic Radius (R) R=A/P= 0.35 Flow (Q) =1.486/n*A*R2/3*S1/2= 14 Velocity (V) V= /A= 6.57 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 4.48 Channel Safety Factor = / Td 0.67 Effective Stress on Blanket(Tdb) Te = Td * I-CF * ns/n 2 = 3.36 CF = 0.25 ns = 0.04 Soil Safety Factor Allowable Soil Shear a = 0 Soil Safety Factor = Ta / Te = 0 Conclusion: Stability of Mat JUNSTABIE Conclusion: Stability of Underlying soil STABLE Material Type Matting Type SC250 Mannin 's N value for selected Product 0.05 Cross -Sectional Area (A) A=AL+AB+AR= 2.61 AL= 1/2 * De th2 * ZL= 1.26 AB = Bottom Width * De th = 0.08 AR= 1/2 * De th2 * ZR= 1.26 Wetted Perimeter (P) P=PL+PB+PR= 6.66 PL = Depth * (ZI-2 + 10.5 = 3.28 PB= Channel Bottom Width = 0.1 PR = De th * ZR2 + 00.5 3.28 Hydraulic Radius (R) R=A/P= 0.39 Flow (Q) =1.486/n*A*R2/3*Sl/2= 14.01 Velocity (V) V= /A= 5.37 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 4.96 Channel Safety Factor = T / Td 2.02 Effective Stress on Blanket(Tdb) Te = Td * 1-CF * ns/n 2 CF = 0.25 ns = 0.03 Soil Safety Factor Allowable Soil Shear (Ta)= 0.8 Soil Safety Factor = Ta / Te = 0.4 Conclusion: Stabibty of Mat STABLE Conclusion: Stabdity of Underlying soil UNSTABLE Material Type Matting Type C350 Mannin 's N value for selected Product 0.04 Cross -Sectional Area (A) A=AL+AB+AR= 2.17 AL= 1/2 * De th2 * ZL= 1.05 AB = Bottom Width * Depth = 0.07 AR= 1/2 * De th2 * ZR= 1.05 Wetted Perimeter (P) P=PL+PB+PR= 6.07 PL = Depth * ZL2 + 1)0.5 = 2.99 PB = Channel Bottom Width = 0.1 PR = Depth * ZR2 + 1)0.5 2.99 Hydraulic Radius (R) R=A/P= 0.36 Flow (Q) =1.486 / n * A * R2/3 * S1/2 = 14 Velocity (V) V= /A= 6.45 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 4.52 Channel Safety Factor = T / Td 0.71 I 1 C 1 1 1 t 1 11 .1 Effective Stress on Blanket(Tdb) Te = Td * 1-CF * ns/n 2 = 3.39 CT = 0.25 ns = 0.04 Soil Safety Factor Allowable Soil Shear a = 0 Soil Safety Factor= Ta / Te = 0 Conclusion: Stability of Mat STABLE Conclusion: Stability ofUnderlying soil STABLE Material Type Matting Type C350 Mannin 's N value for selected Product 0.05 Cross -Sectional Area (A) A=AL+AB+AR= 2.61 AL= 1/2 * De th2 * ZL= 1.26 AB = Bottom Width * Depth = 0.08 AR= 1/2 * De th2 * ZR= 1.26 Wetted Perimeter (P) P=PL+PB+PR= 6.66 PL = Depth * ZL2 + 1)0.5 = 3.28 PB = Channel Bottom Width = 0.1 PR = De th * ZR2 + 1)0.5 3.28 Hydraulic Radius (R) R=A/P= 0.39 Flow (Q) =1.486/n*A*R2/3*S1/2= 14.01 Velocity (V) V= /A= 5.37 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 4.96 Channel Safety Factor= T / Td 2.22 Effective Stress on Blanket(Tdb) Te=Td * 1-CF * ns/n 2= 2.11 CF = 0.25 ns = 0.04 Soil Safety Factor Allowable Soil Shear Ta = 1.2 Soil Safety Factor = Ta / Te = 0.57 Conclusion: Stability of Mat STABLE Conclusion: Stability ofUnderlying soil UNSTABLEI Material Type Matting Type P550 Mannin 's N value for selected Product 0.04 Cross -Sectional Area (A) A=AL+AB+AR= 2.18 AL= 1/2 * De th2 * ZL= 1.05 AB = Bottom W idth * Depth 1 0.07 I 1 1 1 1 1 1 11 I AR= 1/2 * De th2 * ZR= 1.05 Wetted Perimeter (P) P=PL+PB+PR= 6.08 PL = Depth * ZL2 + 1)0.5 = 2.99 PB = Channel Bottom Width = 0.1 PR = De th * ZR2 + 1 0.5 2.99 Hydraulic Radius (R) R=A /P= 0.36 Flow (Q) =1.486/n*A*R2/3*SI/2= 14 Velocity (V) V= /A= 6.44 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 4.52 Channel Safety Factor = T / Td 0.88 Effective Stress on Blanket(Tdb) Te = Td * 1-CF * ns/n 2 = 3.39 CF = 0.25 ns = 0.04 Soil Safety Factor Allowable Soil Shear (Ta) 1 0 Soil Safety Factor = Ta / Te = 0 Conclusion: Stability of Mat STABLE Conclusion: Stability ofUnderlying soil STABLE Material Type Matting Type P550 Mannin 's N value for selected Product 0.05 Cross -Sectional Area (A) A=AL+AB+AR= 2.61 AL= 1/2 * De th2 * ZL= 1.26 AB = Bottom Width * Depth = 0.08 AR= 1/2 * De th2 * ZR= 1.26 Wetted Perimeter (P) P=PL+PB+PR= 6.66 PL = Depth * ZL2 + 1)0.5 = 3.28 PB = Channel Bottom Width = 0.1 PR = Depth * ZR2 + 1)0.5 3.28 Hydraulic Radius (R) R=A/P= 0.39 Flow (Q) =1.486/n*A*R2/3*S1/2= 14.01 Velocity (V) V= /A= 5.37 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 4.96 Channel Safety Factor= T / Td 2.82 I 1 Effective Stress on Blanket(Tdb) Te = Td * 1-CF * ns/n 2 = 2.14 CIF = 0.25 ns = 0.04 Soil Safety Factor Allowable Soil Shear (Ta)= 3.25 Soil Safety Factor = Ta / Te = 1.52 Conclusion: Stabibty of Mat ISTABLE Conclusion: Stability ofUnderlying soil ISTABLE ISide Slope Liner Results 1 1 .1 I NORTH Telmsar,,,, Ri j 4 Erosion Control Materials Design Software Version 5.0 Project Name: LDS Project Number: 14714 Project Location: FORT COLLINS, Colorado Outlet Name: MIDDLE PIPES OUTLET Tensar International Corporation 5401 St. Wendel-Cvnthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Analysis Parameters Type of Pipe: Concrete or Asbestos-Cemet Pipe Pipe Diameter: 39 Discharge Rate: 58.4 cfs Pipe Slope Grade: 0.01 ft/ft Hydraulic Estimations anning's N Utilized 0.013 Est. Initial Flow Depth 3.1 ft Flow Area 7.57 ft2 Est. Initial Velocity 7.72 ft/s System Recommendations Design Shear Stress 2.48 lbs/ft2 System Recommendation ShoreMax & SC250 Underlayment Permissible Shear Stress 7.5 lbs/ft2 System Safety Factor 3.02 Suggested Anchor Pattern F ShoreMax Transition Area Minimum Dimensions Minimum Transverse Dimension 13 ft Minimum Longitudinal Dimensions 16.25 ft 7 1 1 t L .1 [1 ll) �sAll � ate: Erosion Control Materials Design Software Version 5.0 iin41n4 ('nm nn 4n 4innc Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Project Parameters Type of Pipe- Concrete or Asbestos-Cemet Pipe ype of Design Flow- ull Flow Condition Pipe Diameter: 9 Flow Event: 58.4 cfs Slope of Pipe- .0064 ft/ft Hydraulic Estimations anning's N Utilized .013 t. Initial Flow Depth- .1 ft .low Area .5.7 ft2 t. Initial Velocity .72 ft/s System Recommendation Design Shear Stress = 2 *. flow depth *. manning's n *. 52.4 = .57 lbs/ft2 System Recommendation ShoreMax & SC250 Underlayment Permissible Shear of Syste 2.48lbs/ft2 System Safety Factor = Permissible Shear/Design Shear = .48 ShoreMax Protective Dimensions Minimum Transverse Dimension = 4 *. Pipe Diameter / 12 = U ft 16.25. ft Minimum Longitudinal Dimension = 5 *_ Pine Diameter /. 12 4 r..r NORTH ie ,no cz Ir"., AMERICAN Frosion Control Materials Design Software Version 5.0 Project Name: LDS Project Number: 14714 Project Location: FORT COLLINS, Colorado Outlet Name: 0-62 Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Analysis Parameters Type of Pipe: Concrete or Asbestos-Cemet Pipe Pipe Diameter: 15 Discharge Rate: 6.87 cfs Pipe Slope Grade: 0.01 ft/ft Hydraulic Estimations anning's N Utilized 0.013 t. Initial Flow Depth 1.3 ft Flow Area 1.32 ft2 t. Initial Velocity 5.2 ft/s System Recommendations Design Shear Stress 1.51 Ibs/ft2 System Recommendation ShoreMax & SC250 Underlayment Permissible Shear Stress 7.5 Ibs/ft2 System Safety Factor 4.98 Suggested Anchor Pattern F ShoreMax Transition Area Minimum Dimensions Minimum Transverse Dimension 5 ft [Minimum Longitudinal Dimensions 6.25 ft .1 1 11 '. 1 1 L Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Erosion Control Materials Design Software Version 5.0 Outlet Computations o-bZ, Project Parameters Type of Pipe: lConcrete or Asbestos-Cemet Pipe Type of Design Flow: Full Flow Condition Pipe Diameter: 15 Flow Event: 6.87 cfs Slop a of Pipe: .0093 ft/ft Hydraulic Estimations annin 's N Utilized: 10.013 t. Initial Flow Depth: 11.3 ft Flow Area: 11.32 ft2 t. Initial Velocity: 5.2 ft/s System Recommendation Design Shear Stress = 2 * flow depth * mannin 's n * 52.4=1.32lbs/ft2 System Recommendation ShoreMax&SC250Underla men enrissibleShear ofSystem 1.51lbs/ft2 SystemSafety Factor=Pemussible Shear/Design Shear= 1.51 ShoreMax Protective Dimensions inimum Transverse Dimension = 4 *Pipe Diameter / 12 = 15ft inimumLongitudinal Dimension = 5 *Pipe Diameter/ 12 6.25 ft 1.1 NORTHTensar International Corporation #�y 5401 St. Wendel-Cynthiana Road ERICAN Poseyville, Indiana 47633 Tel. GEEN Fax 800.867.0247 www.nagreen.com Erosion Control Materials Design Software Version 5.0 Project Name: LDS Project Number: 14714 Project Location: FORT COLLINS, Colorado Outlet Name: O-OB CaSNe- alysis Parameters Type of Pipe: Concrete or Asbestos-Cemet Pipe Pipe Diameter: 27 Discharge Rate: 27.84 cfs Pipe Slope Grade: 0.03 ft/ft Hydraulic Estimations anning's N Utilized 0.013 Est. Initial Flow Depth 1.77 ft Flow Area 2.46 ft2 Est. Initial Velocity 11.3 ft/s System Recommendations Design Shear Stress 6.41 Ibs/ft2 System Recommendation ShoreMax & SC250 Underlayment Permissible Shear Stress 7.5 lbs/ft2 System Safety Factor 1.17 Suggested Anchor Pattern F ShoreMax Transition Area Minimum Dimensions Minimum Transverse Dimension 9 ft Minimum Longitudinal Dimensions 11.25 ft 91 -� ! Z/ 1 .1 1 1 1 1 I .1 I Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Erosion Control Materials Design Software Version 5.0 Outlet Computations -C7 Project Parameters Type of Pipe --Concrete or Asbestos-Cemet Pipe Type of Design Flow- ull Flow Condition Diameter: 27 Pipe Flow Event: 27.84 cfs Slope of Pipe- 0.029 ft/ft Hydraulic Estimations anningN N Utilized 0.013 t. Initial Flow Depth- 1.77 ft FlowArea- 2.46 ft2 t. Initial Velocity • 11.3. ft/s System Recommendation Design Shear Stress = 2 *. flow depth *. manning's n *. 52.4 = 2.46lbs/ft2 System Recommendation ShoreMax & SC250 Underlayment Permissible Shear of System 6.41 lbs/ft2 System Safety Factor = Permissible Shear /. Des ign Shear = 6.4 ShoreMax Protective Dimensions N/Iinimurn Transverse Dimension = 4 *. Pipe Diameter /. 12 = ' imum Loneitudinal Dimension = 5. *. P.ioe Diameter /. 12 9 ft 11.25. ft Comm I NORTH iensar., 1 "s 1 , z GREEW Erosion Control Materials Design Software Version 5.0 Project Name: LDS Project Number: 14714 Project Location: FORT COLLINS, Colorado Outlet Name: NORTH PIPES Tensar International Corporation 5401 St. Wendel-Cvnthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Analysis Parameters Type of Pipe: Concrete or Asbestos-Cemet Pipe Pipe Diameter: 27 Discharge Rate: 21.25 cfs Pipe Slope Grade: 0.01 ft/ft Hydraulic Estimations anning's N Utilized 0.013 Est. Initial Flow Depth 2.19 ft Flow Area 3.76 ft2 t. Initial Velocity 5.65 ft/s System Recommendations Design Shear Stress 1.5 Ibs/ft2 System Recommendation ShoreMax & SC250 Underlayment Permissible Shear Stress 7.5 Ibs/ft2 System Safety Factor 5.01 Suggested Anchor Pattern F ShoreMax Transition Area Minimum Dimensions Minimum Transverse Dimension 9 ft Minimum Longitudinal Dimensions 11.25 It `/-�'t1Z' I 1 11 t Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Erosion Control Materials Design Software Version 5.0 Outlet Computations Project Parameters Type of PipeConcrete or Asbestos-.Cemet Pipe Type of Design Flow- Full Flow Condition Pipe Diameter: 7 low Event: 21.25 cfs Slope of Pipe- .00548 ft/ft Hydraulic Estimations nning's N Utilized .013 t. Initial Flow Depth -ft low Area- .76 ft2 Flow t. Initial Velocity• 5.65 ft/s System Recommendation Design Shear Stress = 2 *. flow depth *. manning's n *. 52.4 = 3.76 lbs/ft2 System Recommendation ShoreMax & SC250 Underlayment Permissible Shear of Syste 1.5lbs/ft2 System Safety Factor = Permissible Shear / Design Shear = 1.5 ShoreMax Protective Dimensions Minimum Transverse Dimension = 4 *. Pipe Diameter /. 12 = ft 11. 25. ft Minimum Longitudinal Dimension = 5 *_ P.ioe Diameter / 12 NORTHTensar International Corporation pq� 5401 St. Wendel-Cynthiana Road Ag� ERIC N Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Erosion Control Materials Design Software Version 5.0 Pro.iect Name: LDS Project Number: 14714 Project Location: FORT COLLINS, Colorado Outlet Name: SOUTH PIPES Analysis Parameters Type of Pipe: Concrete or Asbestos-Cemet Pipe Pipe Diameter: 27 Discharge Rate: 20.44 cfs Pipe Slope Grade: 0.01 ft/ft Hydraulic Estimations anning's N Utilized 0.013 t. Initial Flow Depth 1.97 ft Flow Area 3.04 ft2 Est. Initial Velocity 6.73 ft/s System Recommendations Design Shear Stress 2.2 lbs/ft2 System Recommendation ShoreMax & SC250 Underlavment Permissible Shear Stress 7.5 Ibs/ft2 System Safety Factor 3.41 Suggested Anchor Pattern F ShoreMax Transition Area Minimum Dimensions Minimum Transverse Dimension 9 ft inimum Longitudinal Dimensions 11.25 ft 1 1 1 1 z Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Erosion Control Materials Design Software Version 5.0 Outlet Computations FOr o-5 4 �n t l 4—h p � Project Parameters Type of Pipe Concrete or Asbestos-Cemet Pipe Type of Design Flow- ull Flow Condition Pipe Diameter: 27 Flow Event: 20.44 cfs Slope of Pipe- .00895. ft/ft Hydraulic Estimations anning's N Utilized 0.013 t. Initial Flow Depth- 1.97 ft 104 112 .low Area- t. Initial Velocity- 6.73. ft/s System Recommendation Design Shear Stress = 2 *. flow depth *. manning's n *. 52.4 = .04 lbs/ft2 System Recommendation ShoreMax & SC250 Underlayment Permissible Shear of System .2 lbs/!t2 System Safety Factor = Permissible Shear / Design Shear = 2.2 ShoreMax Protective Dimensions inimum Transverse Dimension = 4 *. Pipe Diameter /. 12 = ft 11.25. ft inimum Loneitudinal Dimension = 5 *- Pine Diameter / 12 .,, NORTH AMERICAN ensa Erosion Control Materials Design Software Version 5.0 Project Name: LDS Project Number: 14714 Project Location: FORT COLLINS, Colorado Channel Name: NORTHEAST POND Discharge 94 Peak Flow Period 2 Channel Slope .0365 Channel Bottom Width 28 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardance Class Vegtation Type Bunch Typ Vegetation Density Poor < 50% Soil Type Clay P550 - Class - Bunch TvDe - Poor < 50% own $P;1/way Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Phase Reach Discharge Velocity Normal Mannings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern P550 Unvegetated Straight 94 cfs 5.01 0.62 ft 0.039 4 Ibs/ft2 1.4 Ibs/ft2 2.85 STABLE E ft/s P550 Reinforced Straight 94 cfs 5.72 0.54 ft 0.032 14 lbs/ft2 1.24 Ibs/ft2 11.28 STABLE E Vegetation ft/s LJnderlying Straigh 94 cfs 5.72 0.54 ft -- 3.25 Ibs/ft2 1.511 Ibs/ft2 2.15 STABL -- Substrate ft/s •' 1115/12 Computations i Erosion Control Materials Design Software PRCUECTS I iU.'.UR-i.S I DOCUMENTS I PHOI 0S I ACCOUN- HELP t ANALYSIS COMPUTATIONS (iavascriPt:historv.ao(-1):) Home rn > View Proiects rroraecrs) > Proiect uoroiecu14714t > NORTH EAST POND ((ohameu14736)> View Computation parmt/corroutabon(14714n47361 ' Project Parameters Specify Manning's n: 0.03 Discharge: 94 Peak Flow Period: 2 Channel Slope: .0365 Bottom Width: 28 Left Side Slope: 4 Right Side Slope: 4 Existing Channel Bend: 0 Bend Coefficient (Kb): 1.00 Retardance Class (A - E): Vegetation Type: Bunch Type Vegetation Density: Poor < 50% Soil Type: Clay ' Channel Lining Options Protection Type Permanent ' Material Type Matting Type ' Manning's N value for selected Product Cross -Sectional Area (A) A=AL+AB+AR= AL = (1/2) * Depthz * ZL = AB = Bottom Width * Depth = AR = (1/2) * Depth2 * ZR = Wetted Perimeter (P) P=PL+PB+PR= PL = Depth * (Z, 2 + 1)0.s = ' PB = Channel Bottom Width = PR = Depth * (ZR2 + 1)0.5 Hydraulic Radius (R) R=A/P= 4 Flow (Q) ' Q=1.486/n*A*R2/3*Sii2= Velocity (V) V = Q / A = t Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = an m.ecmds.comlcomputabonstp roject/14714/14736 P550 0.04 18.77 0.76 17.25 0.76 33.08 2.54 28 2.54 0.57 94.01 5.01 1.4 1/3 11/5/12 Computations I Erosion Control Materials Design Software ' Channel Safety Factor = (To / Td) 2.85 Effective Stress on Blanket(Tdb) ' Te _ Tit * 'I-CF) .- (n,in)2 _ CF = ns = ' Soil Safety Factor Allowable Soil Shear (Ta) _ Soil Safety Factor = Ta / Te = Conclusion: Stability of Mat Conclusion: Stability of Underlying sail ' Material Type Matting Type Manning's N value for selected Product Cross -Sectional Area (A) ' A =A. +Ap+AR = - AL = 0/2) "* Depth2 ' Zl. _ AB = Bottom Width * Depth = AR = (1/2)-` Depth2 " ZR _ Wetted Perimeter (P) ' P=PL+PB+Pit = PL = Depth ` (ZL2 + 1)0.5 = PB = Channel Bottom Width = ' PR = Depth * RR + 1)0.5 Hydraulic Radius (R) R=A/P Flow (Q) Q = 1.486 / n - A - R2/3 * 51/2 = ' Velocity (V) V=Q/A= Channel Shear Stress (Te) To = 62.4 x Depth * Slope = Channel Safety Factor = (To / Td) -' Effective Stress on Blanket(Tdb) le =Td'' i1-CF) ` (ns/n)2 = CF = 1 n5 = Soil Safety Factor Allowable Soil Shear (Ta) _ ' Soil Safety Factor = Ta / Te = Conclusion: Stability of Mat Conclusion:: Stabaity of Underlying soil ' Side Slope Liner Results HOM CONTACT US TUTORIALS Tensar International Corporation ' DOCL U61TS ( 2500 Northwinds Parkway PHOTOS Suite 500 ACCOUNT Alpharetta, GA30009, U.S.A. m wv. ecmd s. com/computations/project/14714/14736 1.4 0 0.04 0 0 STABLE STABLE P550 0.03 16.44 0.59 15.25 0.59 32.49 2.25 28 2.25 0.51 94.03 5.72 1.24 11.28 1.51 0.25 0.04 3.25 2.15 STABLE STABLE ABOUT TSAR INTB;NATIONAL CORPORATION We proudly manufacture a complete line of exten,sNely tested products that control soil erosion, filter sediment, assist with :egetmion establishment, reinforce turf, and ensure proper installation on projects that include steep rM .1 1n 1: 1 P300 - Class - Bunch Type - Poor < 50% 1 .. Erosion Control Materials Design Software Version 5.0 Project Name: LDS Project Number: 14714 Project Location: FORT COLLINS, Colorado Channel Name: NORTH EAST POND Discharge 94 Peak Flow Period 2 Channel Slope .0365 Channel Bottom Width 28 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardance Class Vegtation Type Bunch Type Vegetation Density Poor < 50% Soil Type Clay SPl11►t&fI Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Phase Reach Discharge Velocity Normal annings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern P300 Unvegetated Straight 94 cfs 5.51 0.56 ft 0.033 3 lbs/ft2 1.28 Ibs/f12 2.34 STABLE E ft/s P300 Reinforced Straight 94 cfs 5.72 0.54 ft 0.032 8 Ibs/ft2 1.24 Ibs/ft2 6.45 STABLE E Vegetation ft/s Underlying Straigh I I 94 cfs 5.72 0.54 ft -- 2 Ibs/ft2 1.056 Ibs/ft2 1.89 STAB -- Substrate ft/s ' ShoreMax - Class - Bunch Type - Poor < 50% Phase Reach Discharge Velocity Normal Mannings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern ShoreMax w/ SC250 Straight 94 cfs 5.09 0.61 ft 0.038 7.5 Ibs/ft2 1.38 Ibs/ft2 5.42 STABLE F Unve etated ft/s ShoreMax w/ SC250 Straight 94 cfs 5.72 0.54 ft 0.032 8 lbs/ft2 1.24 lbs/ft2 6.45 STABLE F Reinforced Ve etation ft/s Underlying Substrate traigh 94 cfs 5.72 0.54 ft -- 3.25 lbs/ft2 1.511 2.15 STABL -- ft/s I 1 1 lbs/ft2 1 1 Project Parameters Specify Mannin 's n: 0.03 Discharge: 94 Peak Flow Period: Channel Slope: .0365 ttom Width: 28 Left Side Slope: Right Side Slope: E)dsting Channel Bend: Bend Coefficient (Kb): 1.00 etardance Class A - Vegetation Type: Bunch Type Vegetation Densit oor<50% Soil Type: 10ay Channel Lining Options Protection Type Penranent s x vr,- NORTH Erosion Control Materials Design Software Version 5.0 Channel Computations /4or Kews>+ Port Sal/wa.�► Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Material Type Matting Type P300 Mannin 's N value for selected Product 0.03 Cross -Sectional Area (A) A=AL+AB+AR= 17.05 AL= 1/2 * De th2 * ZL= 0.64 AB = Bottom Width * Depth = 15.78 AR= 1/2 * De th2 * ZR= 0.64 Wetted Perimeter (P) P=PL+PB+PR= 32.65 PL = Depth * ZL2 + 1)0.5 = 2.32 PB = Channel Bottom W idth = 28 PR = De th * ZR2 + 1)0.5 2.32 Hydraulic Radius (R) R=A/P= 0.52 Flow (Q) =1.486 / n * A * R2/3 * S 1 /2 Velocity (V) V = / A = 5.51 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 1.28 r� t I 1 C t r L I I Channel Safety Factor= / Td 2.34 Effective Stress on Blanket(Tdb) Te=Td* 1- * ns/n2= 1.28 CF = 0 ns = 0.03 Soil Safety Factor Allowable Soil Shear Ta = 0 Soil Safety Factor= Ta / Te = 0 Conclusion: Stabihty of Mat TABLE Conclusion: Stability of Underlying soil ISTABLE Material Type Matting Type P300 Mannin 's N value for selected Product 0.03 Cross -Sectional Area (A) A=AL+AB+AR= 16.44 AL= 1/2 * De th2 * ZL= 0.59 AB = Bottom Width * Depth = 15.25 AR= 1/2 * De th2 * ZR= 0.59 Wetted Perimeter (P) P=PL+PB+PR= 32.49 PL = Depth * ZL2 + 1)0.5 = 2.25 PB = Channel Bottom Width = 28 PR = De th * ZR2 + 1)0.5 225 Hydraulic Radius (R) R=A/P= 0.51 Flow (Q) = 1.486 / n * A * R2/3 * S 1/2 = 94.03 Velocity (V) V= /A= 5.72 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 1.24 Channel Safety Factor = T / Td 6.45 Effective Stress on Blanket(Tdb) Te=Td * 1- * ns/n 2= 1.06 CF = 1 0.25 ns = 0.03 Soil Safety Factor Allowable Soil Shear Ta = 2 Soil Safety Factor = Ta / Te = 1.89 Conclusion: Stabifity of Mat STABLE Conclusion. StabiRty ofUnderlying soil STARIF Material Type MattingType horeMax Mannin 's N value for selected Product 1 0.04 Cross -Sectional Area (A) A=AL+AB+AR= 18.49 AL= 1/2 * De th2 * ZL= 0.74 1 I t t 1 1 AB = Bottom Width * Depth = 17.01 AR= 1/2 * De th2 * ZR= 0.74 Wetted Perimeter (P) P=PL+PB+PR= 33.01 PL = Depth * (ZI-2 + 1)0.5 = 2.5 PB = Channel Bottom Width = 28 PR = Depth * ZR2 + 1)0.5 2.5 Hydraulic Radius (R) R=A/P= 0.56 Flow (Q) =1.486 / n * A * R2/3 * S 1/2 Velocity (V) V= /A= 5.09 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 1.38 Channel Safety Factor = T / Td 5.42 Effective Stress on Blanket(Tdb) Te = Td * 1- * ns/n 2 = 1.1 CT = 0.25 ns = 0.04 Soil Safety Factor Allowable Soil Shear (Ta)= 0 Soil Safety Factor = Ta / Te = 0 Conclusion: Stability of Mat I STABLE Conclusion: Stabilit fUnderlyingsofl I STABLE Material Type Matting Type ShoreMax Mannin 's N value for selected Product 0.03 Cross -Sectional Area (A) A=AL+AB+AR= 16.44 AL= 1/2 * De th2 * ZL= 0.59 AB = Bottom Width * Depth = 15.25 AR= 1/2 * De th2 * ZR= 0.59 Wetted Perimeter (P) P=PL+PB+PR= 32.49 PL=Depth * ZL2+10.5= 2.25 PB = Channel Bottom Width = 28 PR = De th * ZR2 + 1)0.5 2.25 Hydraulic Radius (R) R=A /P= 0.51 Flow (Q) =1.486 / n * A * R2/3 * S 1/2 Velocity (V) V= /A= 5.72 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = 1.24 Channel Safety Factor = Up / Td 6.45 I" I Effective Stress on Blanket(Tdb) Te=Td' 1-CF • ns/n 2= 1.51 CF = 0.25 ns = 0.04 Soil Safety Factor Allowable Soil Shear (Ta)= 3.25 Soil Safety Factor = Ta / Te = 2.15 Conclusion: Stability of Mat STABLE Conclusion: Stability of Underlying soil STABLE ' Side Slope Liner Results 1 1 u -�z Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Erosion Control Materials Design Software Version 5.0 Project Name: D59 W> ILAND WEIR Proiect Number: 26235 Spillway Name: D59 WETLAND WEIR - Dot,,�n S+rc4tn Discharge 21.25 Peak Flow Period 2 Channel Slope .0833 Channel Bottom Width 79.15 Left Side Slope Right Side Slope Low Flow Liner Retardance Class Vegtation Type Bunch Type Vegetation Density Poor < 50% Soil Type Clay Loam P300 - Class - Bunch Type - Poor < 50% Phase Reach DischargeVelocity Normal Mannings Permissible Calculated Safetv Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern P300 Unvegetated Straight 21.25 2.7 ft/s 0.1 ft 0.034 3 lbs/ft2 0.52 Ibs/ft2 5.81 STABLE E cfs P300 Reinforced Straight 21.25 1.76 0.15 ft 0.069 8 Ibs/ft2 0.79 Ibs/ft2 10.08 STABLE E Vegetation cfs t/s Straight 21.25 1.76 Underlying 0.15 ft -- 2 lbs/ft2 0.143 lbs/ft2 14.03 STABL -- S, b t t I cfs ft/s SC250 - Class - Bunch Tvne - Poor < 50% Phase Reach DischargeVelocity Normal Mannings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern SC250 Unvegetated Straight 21.25 2.45 0.11 ft 0.04 3 lbs/112 0.57 lbs/ft2 5.27 STABLE E cfs Straight 21.25 ft/s 1.76 SC250 Reinforced 0.15 ft 0.069 10 lbs/ft2 0.79 Ibs/ft2 12.6 STABLE E Vegetation cfs ft/s 0.15 ft -- 0.8 lbs/ft2 0.197 lbs/ft2 4.06 STABL -- Underlying Straight 21.25 1.76 Substrate I cfs s C350 - Class - Bunch Type - Poor < 50% Phase Reach DischargeVelocity Normal Mannings Permissible Depth I N Shear Stress Calculated Shear Stress Safety Factor Remarks Staple attern C350 Unvegetated Straight 21.25 cfs 2.41 ft/s 0.11 ft 0.041 3.2 Ibs/ft2 0.58 lbs/ft2 5.54 STABL E Tensar International Corporation 5401 St. Wendel-Cvnthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Erosion Control Materials Design Software Version 5.0 Project Name: LDS TEMPLE Project Number: 25541 Project Location: FORT COLLINS, Colorado , Spillway Name: POND D54 over t.) a %r down s�t>✓ar�. Discharge 20.44 Peak Flow Period 2 Channel Slope .25 Channel Bottom Width 44.3 Left Side Slope Right Side Slope Low Flow Liner Retardance Class Vegtation Type Bunch Type Vegetation Density Poor < 50% Soil Type Clay ChoreMax - Class - Bunch Tvne - Poor < 50% Phase Reach Discharge VelocityNormal Manning s Permissible Depth I N Shear Stress Calculated Safetv Shear Stress FactorPattern Remarks Staple ShoreMax w/ SC250 Straight 20.44 4.23 0.11 ft 0.04 7.5 lbs/ft2 1.7 Ibs/ft2 4.4 STABLE F Unvegetated cfs ft/s 8 Ibs/ft2 2.06 Ibs/ft2 3.89 STABLE F ShoreMax w/ SC250 Straight 20.44 3.5 ft/s 0.13 ft 0.055 einforced Vegetation cfs Straight 20.44 cfs 3.5 ft/s 0.13 ft -- 3.25 Ibs/ft2 0.866 Ibs/112 3.75 STABLE -- Underlying Substrate 0("75f) - (lace - Rnneh Tvne - Pnnr < 50% Phase Reach ischargeVelocity Normal Mannings Permissible Calculated Safetv Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern SC250 Unvegetated Straight 20.44 4.23 0.11 ft 0.04 3 Ibs/ft2 1.7 Ibs/ft2 1.76 STABLE E cfs ft/s 3.5 ft/s 0.13 ft 0.055 SC250 Reinforced Straight 20.44 101bs/ft2 2.06 lbs/ft2 4.86 STABLE E Vegetation cfs Underlying Straight 20.44 3.5 ft/s 0.13 ft -- 0.8 lbs/ft2 0.824 lbs/ft2 0.97 UNSTABLE -- Substrate I cfs ass „ Erosion Control Materials Design Software Version 5.0 Project Name: LDS TEMPLE Project Number: 25541 Project Location: FORT COLLINS, Colorado Outlet Name: OUILEI D54 RtPG roc F0/14 Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Analysis Parameters Type of Pipe: Concrete or Asbestos-Cemet Pipe Pipe Diameter: 27 Discharge Rate: 20.44 cfs Pipe Slope Grade: 0.01 ft/ft Hydraulic Estimations anning's N Utilized 0.013 t. Initial Flow Denth 1.96 ft Flow Area 3.03 ft2 t. Initial Velocity 6.74 ft/s System Recommendations Design Shear Stress 2.21 Ibs/ft2 System Recommendation ShoreMax & SC250 Underlayment Permissible Shear Stress 7.5 lbs/ft2 System Safety Factor 3.4 Suggested Anchor Pattern F ShoreMax Transition Area Minimum Dimensions Minimum Transverse Dimension 9 ft Minimum Loneitudinal Dimensions 11.25 ft F Project Description Worksheet Ids Flow Element Triangular Char Method Manning's Fom Solve For Channel Depth Input Data Mannings Coeffic 0.035 Slope 007500 ft/ft Left Side Slope 15.00 H : V Right Side Slope 15.00 H : V Discharge 58.40 cfs Results Depth 1.22 ft Flow Area 22.2 ft' Wetted Perimi 36.55 ft Top Width 36.47 ft Critical Depth 0.99 ft Critical Slope 0.022646 ft/ft Velocity 2.63 ft/s Velocity Head 0.11 ft Specific Enerc 1.32 ft Froude Numb 0.60 Flow Type 3ubcritical MIDDLE PIPES SWALE TO NE POND Worksheet for Triangular Channel 3a5cn T�S� S�� ClY7149 . �S'OS i017 COAL 7 40 / eA:-� c:\...\program files\haestad\fmw\Idssample.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [614o) 06/19/13 04:42:02 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 Discharge 58.04 Peak Flow Period 2 Channel Slope .0075 Channel Bottom Width .01 Left Side Slope 15 Right Side Slope 15 Low Flow Liner Retardance Class Vegtation Type Bunch Type Vegetation Density Poor < 50% Soil Type Clay Loam S75BN Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Erosion Control Materials Design Software Version 5.0 Project Name: LDS Project Number: 26387 Project Location: FORT COLLINS, CO Channel Name: MIDDLE PIPES TO NE POND 450at- f-6,r"h $CLsIn Phase Reach ischarge Velocity Normal annings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern S75BN Straight 58.04 2.63 1.21 ft 0.035 1.6 lbs/ft2 0.57lbs/ft2 2.82 STABL D Unveeetated cfs ft/s Unreinforced Vegetation - Class - Bunch Type - Poor < 50% Phase Reach DischargeVelocity Normal Mannings Permissible Calculated Safety Remarks Staple Depth N Shear Stress Shear Stress Factor Pattern Unreinforced Straight 58.04 1 2.63 1.21 ft 0.035 2.16 Ibs/ft2 0.57lbs/ft2 3.81 STABLE -- Vegetation cfs ft/s 1.21 ft -- 0.05 Ibs/ft2 0.085 Ibs/ft2 0.59 UNSTABLE- Underlying Straight 58.04 2.63 Substrate cfs ft/s ' ` Shi NORTH AMERICAN GREEN erial lax,FA The ShoreMax soft revetment scour protection mat shall be a resilient rubber mat with surface texture and multi -nib backing It shall have a large hole drainage system with aperture openings approximately 0.88 in (2.24 cm) in diameter. ShoreMax mat is a transition mat used as biotechnical replacement for hard armor. ShoreMax mat is mechanically '• anchored and is a flexible matting that can be linked together. ShoreMax mat can provide erosion control in highly erosive �f areas, including shorelines, and can be used in conjunction with rolled erosion control products. - a n Materlal,COrltent UV stabilized Natural 2.65 lbS/ft2 Matting 11' ColorDark Green or Tan ' `I IStandard RO11 Sizes ' c' . 1 1 Tensar International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.com Thickness ASTM D6525 0.75 in 19.0 mm Density ASTM D792 1.628 oz/in' 2.65 Ibs/ft2 Mass/Unit Area ASTM 6566 13.2S k m' UV Stability ASTM D4355 .^ 90-100% /1000 hr Ground Cover ASTM D6567 79.3% "? Light Penetration ASTM D6567 ' 20.7% T� Hardness ASTM D2240 68 i Specific Gravity ASTM D297 1.566 g/cm' i I Flexural Rigidity ASTM D6575 1.97 in-Ibs Tensile Strength -MD ASTM D6818 612 lbs I 907 kNft/m Elongation - MD ASTM D6818 102% Tensile Strength - TD ASTM D6818 560 Ibs/ft 8.30 kN m KS Elongation TD ASTM D6818 1 96% '�s.»?+�1k'.s v,�& #a. i e1 I ln,1Pr[nvrnPnr Tvnn nnri MaXlmUm Mavimnm '�'�ro' Tensar International Corporation warrants that at the time of delivery the product furnished hereunder shall conform to the specification stated herein. Any other warranty including merchantability and fitness for a particular purpose, are hereby executed. If the product does not meet specifications on this page and Tensar is notified prior to installation, Tensar will replace the product at no cost to the customer. This product specification supersedes all prior specifications for the product described above is and is not applicable to any products shipped prior to January 1, 2011. I r I] I J I _1 Porm,ance plecr Reinforcemelnt.,Ma The composite turf reinforcement mat (C-TRM) shall be a machine -produced mat of 70% straw and 30% coconut fiber matrix incorporated into permanent three-dimensional turf reinforcement matting. The matrix shall be evenly distributed across the entire width of the matting and stitch bonded between a heavy duty UV stabilized nettings with 0.50 x 0.50 inch (1.27 x 1.27 cm) openings, an ultra heavy UV stabilized, dramatically corrugated (crimped) intermediate netting with 0.5 x 0.5 inch (1.27 x 1.27 cm) openings, and covered by an heavy duty UV stabilized nettings with 0.50 x 0.50 inch (1.27 x 1.27 cm) openings. The middle corrugated netting shall form prominent closely spaced ridges across the entire width of the mat. The three nettings shall be stitched together on 1.50 inch (3.81cm) centers with UV stabilized polypropylene thread to form I." permanent three-dimensional turf reinforcement matting. All mats shall be manufactured with a colored thread stitched along both outer edges as an overlap guide for adjacent mats. The SC250 shall meet Type SA, B, and C specification requirements established by the Erosion Control Technology Council (ECTC) and Federal Highway Administration's (FHWA) FP-03 Section 713.18 70% Straw Fiber 0.35 Ibs/yd' (0.27 kg/m') Matrix 30% Coconut Fiber 0.15 Ibs d' 0.08 kql m' Top and Bottom, UV 5 Ib/1000 ft' stabilized Polypropylene (2.44 kg/100 m') Netting Middle, Corrugated UV 24 Ib/1000 ft' stabilized Polypropylene I (11.7 kg/100m2) Thread Polypropylene, UV stable Sta"indaird,,Roll 'Sizes Width 6.5 ft (2.0 m) ' Length 55.5 ft (16.9 m) Weight f 10% 34 Ibs (15.42 kg) Area 40 yd' (33.4 m') 50 mm (2 7in)/hr-30 ECTC 2 inSLR**18.25 100mm ( in SLR*2.9150 Rainfall mm min SLR = 22.74 ECTC 3 Shear at D.50 inch soil 7,7 Ibs/R' Shear Res. loss ECTC 4 Top Soil, Fescue, 21 day 523% improvement Germination incubation of biomass * Bench Scale tests should not be used for design purposes ** Sail Loss Ratio -Sod Loss Bare Soil/Soil Loss with RECP Tensor International Corporation 5401 St. Wendel-Cynthiana Road Poseyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 - www.nagreen.com • 018?3 I � I , Thickness• ASTM D6525 mm Resiliency 'ASTM 6524 95.2% Density I ASTM D792 0.53 oz/in' p Mass/Unit Area ;ASTM 6566 17.88oz/ Zd' +;). 606 m � � ASTM D4355 UV Stability I /1000 hr 100% Porosity � ECTC Guidelines 99% a� Stiffness ASTM D1388 222.65 oz-in " Light Penetration i ECTC Guidelines 8.9% Tensile Strength -MD I ASTM D6818 620 Ibs/R 9.05 kN m Elongation - MD I ASTM D6818 35% Tensile Strength - TD I ASTM D6818 7371bs/R 10.75 kN m --_- --_- Elongation - TD ASTM D6818 i 16% Short Duration � Lam, Duration 3.0Ibs/ft' S, Phase 1 Unvegeta[ed {144 Pa) 12.5Ibs/R' (120Pa) t � Phase 2 Partially Veg. .0 8Ibs 8IbsPa/ft 383 Paft' I 3083 Phase 3 Fully Veg. 10.0 Ibs/ft' 8.0 Ibs/ ft' (480 Pa) 383 Pa) Unve elated Velocity �9.5 ft/s 2.9 m/s Vegetated Velocity 15 ft/s (4.6 m/s) Slope Gradients S Slope Length (L) <_ 3:1 3:1 - 2:1 >_ 2:1 5 20 ft (6 m) 0.0010 0.0209 0.0507 j 20-50 ft 0.0081 0.0266 0.0574 --� • > 50 ft (5.2 m) D 0455 0.0555 0.081 Flow Depth Manning's n � 5 0.50 ft (0.15 m) 0.040 Kj � W� 0.50 - 2.0 ft 0.040-0.012 7 >20f47- t(060m) 0011 r� `� .ProudyParttciParitof IJt)It��������iiiy t t n i� � Tensor International Corporation warrants that at the time of delivery the product furnished hereunder shall conform to the specification stated herein. Any other warranty including merchantability and fitness for a particular purpose, are hereby executed. If the product does not meet specifications on this page and Tensor is notified prior to installation, Tensor will replace the product at no cost to the customer. This product specification i supersedes all prior specifications for the product described above is and is not applicable to any products shipped prior to January 1, 2011. 1 1 1 1 1 1 1 1 1 �I i ,I 1 1I 1 1 E"=rn.� anioco2 wo �mL�F.Mm mt O C m 0 m= m p m d m m F. m m a V x M o a m m a N E u c o c L` u c m '� E J0-E aJopm3 Nm0'"rao aYo' sG w L E m m J m v a C c OC u oc U m m Ul j o m u Q 0 A EpU aLmQ aL Lm 0mN N mnar nC NaN mv>O �mL m=EEm a U >Wv Om O`O C m a C a- m Z cN d Lm m 0 6 C �+ m J a m L C L N m U 0 Q O N N a C N > m U a m d N a •+ J C m O N f+> Z Z U IL/1 ` N C1 C C O O c U q a � c m p U_ u -• am+ it ym r N 4 N 4 i ,Ills W m L m Ou lop c C m D O) N Q c c rz �i L C IA o rn m C n �a L A Q N m y T� N m _ 4+ C 3 m m s o is _ L � 3 - Lg a C C m a 7 L .0 Ir d 9 m 0 m E 73 mi � c Uf U E c u a+ m N O r `o E6. p e CL a Q m u =_ c c J 4 E e Q o 3 w u e H d i 'c C Z r w E 8 j v Q � N • e � � � m IJx � QU��,, ar{yW 4 � aQu L E .Lm n A w K w E t It C U^ dr e �z 3_ o; vi n. N N d c C y u - O 3 i L a E N U N e 4 Q 7 / ® - / c - f § /e ® ± E ( ( \ \. - / ) I - f r w e I - - - $ y _= G| # @ f a § 2 / k a a e e S \ O 0 '( )/ _E Cb ■ E O § ! O @w3 * f -02 `O ® O - g B \ ;r\ \_ ��- �\o O Eo O O \ /OQ } \ &\� 0 O O o|i _ƒ P�l §UJ — — — — �E \ A. r ; olix / zq u { m � © � �\ .f $\ e 0 > k m � ;z _\ �/ !} �7 k! SEE SHT IC.15 FOR TIMBERLINE RD NORTH OF _� f II I DEELOT s �, J "S E - -L TRILBY IBD EROSION CONTROL INFORMATION _q1i nry`� T mPaOm�� CH FRE50 NcaR-DA) y!Q{ c N N..enr _ wuRa a.avr sTrc LATTER-DAr s4NTs NESTaAg lvuo �I\ \ ma:ama• �:anTRACT _ wC IT SIT MEs c sE Mom \ E1ENPON POND MATCH LANE STA: 112+50 SEE VIEW RIGHT _ J �, .as '� "-r„ as _ y.-nswwnoN �-, ��OJD '—,. At s �I ICI : I. <. 1 9 a... TR119Y ROAD \19 i TIMBERLINE STORM DRAIN OUTFALL gry,�.�p I TANG LOTIRSE O g51URBENI AREAS SEED MIX 3S0 YI% FM DAY SOLS (ZRTe/tae) (46%) BYHAFA ga (VwgAn) (IUD I ae groe a (HA (AA) BNue yvnP (HRCNIIR) 1011 goee (AniO) (,� 1 (7%) InINn6 witgrAm 1J HE TOP OF FMINOAnON EIDNIMONS 9NYN ARE THE — 1 < MMIY EIEVATMS REQUIRED FOR PROTECION ARM THE _ - " Olt -WAR STORY.--- I SDIS ERPOSED WMING LAND DISNRONG AVINTY STRIPPIIO GRAEII u11lUTY INSTALLATIONS, STOC%PIING. LNG, ER.) SHILL SE NFPi IN A ROUMMED CONOTM 4013- .. '' IY RIPPING M NNW ALONG LAW CONTOURS UNIX .4pT a D ., a ' ,N NICK. KMTATM, OR PERMANENT MO N . %%I1ROL BMP's ARE NST.LED. NO MILS SHAG RENNN ; ,IPOSEO BY LAW OSRJRBING ACTNTY FOR YORE THAN D 1 IHRTY (.10) DAYS WEEK REQUIRED 1EYPMMY M MIAMI EROSION CONTROL FEB. SFIDA1111I ANMCMINO ET) IS IMSTNllD UNLESS OTEIOTY 7FACT E IRPROVED BY THE ON OF FORT COLLINS — — — — -- IPOSED IDOLS MALL FE TEAM FOR FROM MIST )MURK), EITHER THRO/M WATER APPUCAnON OR I WINER OTY OF FORT CO RS/IAMM MILA TY UIPROVFD MST CONTRA MEANS. FUOIITE MST e DEA RED MNL BE ADYINSTERED THROIOINT THE s MSMEN TNN PROOff: UNTL DISTIIMD AREAS HAYS EOI MLEY RESEEDED /JR OTHERMSE STANUZED. JON DOE I SMITH T LEGEND 4905— PROPOSED MAJOR CONTENT _ —4901 PRCPUSm YINCR MT" 5 1 Y� —4905 — ENSTNG I CORI —4901— EXISTING MNM CMTOUR TOPSOIL SIOOUILE UYIT f MNNA FLOW DIECMN AIROHN ® PROPOSED STON MMI MAMACIE ' • PROPOSED AREA IME •� PROPOSED OIRB INIDT PROPOSED AREA MAN k — HOPE STORY PIPE S 6' CIA $ 6 PROPOSED BARED MD SECTOR PRCP04D SPORM ORMI (9ZE n &LATERAL VARIES. " SEE OLERAu UTYn PLAN) Ez IN \I °gym ciF L61LAR M.R.D. ,1� �. Cam. yL«=a. E��i:�, �� �Ir.T: ..11• TT q I Edd : 9 Pl ull -TT Tj ri MRII HAD IL , �AI • - �iiil'1 ��Fr��oil��� ty J YY� \�asT f"L— q9 ` m w.D f / ,✓ /a/� / -` ,�Tj �n9`� \ I '.. utscn'to:— APPR N1PI� OVED:_ E a I� MAJESTIC DRIVE .. /' L. D.,t aura OF .Esus alxsr 6 '.,,..•... M' uTTmLOT 35INW y n ` MJ.ID sE IEISIIKON KOw Y.RD i31-03 I Ik 4 4 A PL ''•. f I'..� Q Mammi KeaL I A(: U.N4 SOFT, 49 (RENDwnAL m(y J j p so Mt moo. _-... //' V �' O m MARTATR �. 0N _ w a DIP)a LATH. �wm�..H I � f ••R _.. N 19Iu M ¢R�rtRr Tr[ I �' <°. s 1 ,-.�L"T.. O �.. \e %44 -.4aso - wqE mAam+c �...D. a_s /4 7 U c w4 CONSFRUONON PHASES I' 0 MINN. PAD ♦ ° oP N N, ewo• m Awmuwx • w°w wnww ® /! I I (/) z NA.N Nrw,.wmlE •whin x III CONE EVE WAHmuT AREA ..... Z otl¢nucmwl ♦ — F c9 1 v wA•ro wmwN swucnlM wxn°clrox SOSO BA TIff IMiOROIflIF WT OB stim PATIEN E3. J .. 0 OSRIPBSD Al SEED III O p 4 wPROIAo- f Fort L) O su Rmm Ew4 v RMN �µ GREEN BIDp(yp% �Q Cityofor Collins COVAL410 U s O RflET ENT SMIR PROIECRM YAT ��♦ — UTILITY PLAN APPROVAL p Laz nh W4 z x . m pp MATDE VON SC950 uINDAARERJTOf , ANCHOR _ 49cb w 1y0 MOREL LATER DAA PATIENT f y, ^ tyo / City n Date D V C� i x . •� pQ QURB NET IMTIIE a. ... ® XORL AYOTCNI INEDI IEIPMARY \ YP'A 4 aECNm BY LI F pgpTECROI SERP ♦ \ / storm t Utility Oote JOB NO.: 1. i i ♦ FRT9M �ONTNR MAT SJSM YM \\Y• ® MRBSDE MEMN SETUP STATUE MATRRN D O �♦ _ 4 _.soT. a6crcm BY. PaM1e e Recreation DPte 31 ' z i ♦ ® RP -A MOP NET N,ATRE Fl1FA I RAP IEWEMmOIT YAT AWh � f � n /. 1LBA-01-. ®® STATE IPATTEN E—s}--s� O GRAPHIC SCALE aEam ev: I ■ x^ n ^ - R R F Yr.ee, Dale SHEET CH LINE $TA: 112+50 SEE VIEW TOP LEFT ^ 1 w I aECNF➢ R" — - Dot< C 4 I Wm - o 6 — Y LEGEND Y W W W SHORTGRASS PRAIRIE WEjW—jE7A1l— All TALLGRASS PRAIRIE ®I:. I� "tr'�-•—r �- .. ai-. tS >t... n., rya ..: rr' PON -n—�DAL W r n IT ' q(-' K _ / ✓ Kgg - ✓ 5 / / r - F ` TABLE 2 5 WETLAND PLANTING rc y ' A , L j f- j l / / ti W . / y . / / p SOUTHWEST AND NORTHEAST NATURAL HABITATS W 5- W Ws'-✓')1./'/ter / - -✓ <' IrW ^f, GRASSES, SEDGES Is RUSHES r - SCLITRC NAME LWMW NAME wETLAND STATUS 5w PMO NE PMO wamny "gownedSignalv 50 100Berardimpoestrb Carl s4auM CBL !N 300Neea Negarem sedge M. 100 00 0 . / Opxm grand's Amraa erman monnagrme OSL o 100 1 � wnlarep rato Torrey r,5n FAcw me 200 o -/ / / W A. Pm Dtlualre Foal bluegrass FACW 100 2W t Svpua dented Mardalem bWUM C& 1W 200 e •Y / %-.' / / / / / /, iI A I W Sipes numbers iNessyve buWA OD- 200 SET g n W Air or, Seal Feakdofis Allen bdman CEL IN ISO C g W •1+. / /j / /. %. 1 j g / / . / `, 1 iDUl CF/SSES YDC{5 h RUSHES 1050 11'A {{$y m W W W W ,., W W ' '/. ' W W W / / /. / / / / / / / / . / / ,p eTr •+ FORI S A ! P SCIENTIFIC NAME CYWYON NAPE MTRAND STATUS SIN KIND tE PpID 0O V bb5 Asdp,m loco la Swore Profaneness NI. M 5O Ill Hd anNm PuN I', Mane sunflower FAIL 25 M ; 4� Iris Spargma�' ceremonial &nxellountan its OD. 50 5a Phi 1'r r p K(`s' I g TOrAL FCRBS PA 250 1 \�wits: GRAND TOTAL 25 •� [ 2 mE gA I I rob \ I I`s •bllme States I2012 wt Pldns Li /L\ m yl \ I \ i I •• WL = OtA me %hand NE m c �j� FAcw FrcaOlve vYear � � � p:'' gg FAVCU- Facultative IAp and S W R FIGURE 4 - NORTHEAST NATURAL HABITAT UK - Cmipale Upland C'- N 8R NI = No Inte lee (makf lent mlwmatlm) ^ 3 g FIGURE 3 — SOUTHWEST NATURAL HABITAT In TABLE 3 TABLE 4 JIWIW BnC ..... TALLGRASS PRAIRIE SEED MIX SHORTGRASS PRAIRIE SEED MIX SOUTHWEST AND NORTHEAST NATURAL HABITATS SOUTHWEST AND NORTHEAST NATURAL HABITATS TALLGRASS PRAIRIE SEED MIX SHORTGRASS PRAIRIE SEED MIX GATE: NOV. 2013 GRASSES, SEDGES A RUSHES GRASSES SCALE: AS NOTED € !ADDING PATE SEEDING RATE SDMB NAYS C cam NAME PUS 0w/mre VACUUM NAME CWMOH NAME PLS Be/acre DRAWN: BRW 8 lin Mdmpogm gera6 BIT Nave n 2 allow r al Red threeawn 2 DESIGNED: JDo ` Caprostrache austeree Add m 1/4 BUM emtAddes Brffdogrms 6 APPROVED: J00 a OYu^a stri EPA mmnal 1/4 Chantr m Fats Facts Due TWO 3 ^� Palkun negatun SwilcAgms 3 Births SauirrNlail 2 =_ E Pmcapwun miNk Weslem raea19ra55 4 Paxop um aril Western wheva s 6 Poo Andp Scroll segment 1/2 (n Pu pal Furl a 1/4 H Stlpa c ago NeMIe mtl ft a 4 £ ORAP#Bo SCALE ai ll galarol Pocc'edfia airq@s Nulldl aktligra55 1/4 TOTAL ASSES 25-1/2 Z Sipes pool All bunrsh 1-1/2 Q It N 7 ( Prow) Sorsel nutare Indian Wow 3 FCA 2 1 1^`Ip sort no ill Polls cabrrome 4 SEECNG RAZE } is S 6 SperMoll aiaHn Alko i eoCaton 1/4 WENT IC NAME C M NAME PLS Iber/ens Q � - TOTAL. OtASSLS. $EDGE$ A RUSxES I6-3/4 Mini fill Fanged sage 1/16 al Eryam thermal Phi metal 1/8 FCRBS RAM Golly trialola Dorset power 1/4 w F 6 SEEING pee n Is aggregate Scmiet qua 1/4 Q UI a SUEN1iM NAME C cam NMIP /mre UalriS nctata Goebel 1/2 W J W 6 E Mail ecamla SellmiFeeed I/2 Rotbish Prase J a Z Helnmm w etummSnee le xaeM 1/4 ctlunailtta caneflowa 1/4 LL M O W3 W a - Rodbec - ._.a®n oplsy 1/I6 O W N "5 .. .. '� Sphoer Row cacnm Sawl larval 1/5 ~ '3 J PoliticalpmsY�ica Giant vMtme! 2 rota aFBs 1-s/9 �_ O w e Sam"cmadmsn Cmoh 9tldttwoe 1/6 EL.TOTAL acting 3-7/8 GRAM TOTAL 27-118 Q Id.i 3 GRAND TOTAL 22-518 'Bad art amaing ,ata xaim appinlian rend car east memm. U M 5 6 O e Do el l ao g rate. Holm application rate Iv aril method. Ln _J O Q 6e � WeUaM and Ttllgfata Prairie armfarmuch pad AM be oxer excawlee mpronnalHY 1-fool Maw gains Wade far fire irellotiph of a IntentiIntentiIntentionalSr' Iran c xAg with 12-Fchrs of tap w U — 'a and to be aacM on be 0 the fax at W-flax o1 stmeve Fri comedy Rely to Figure 3 - Southwest Ill Hal k FMAdre 4 _ Northeast III T dritat, M Imalin5 of ' Ln DO L s these Planner to Tables 2. ], and 4 1 spetlfic plantings within the Poland mail man. Z a_ si be Autgame Mare arm be A of fie III Habitats Mown on Figures 3 A4 shall open be ma earomled oppodina tly 1-llmt Was Fear grander for I a installation of C) 12-ini of hip me eonpmled to m-05X of standxd pMor density O J U a 45 u informal informafall hire tcpwl and Plantngs can ba port e Need the remtitkL City of Fort Collins, Colorado U ` oeZ Namur xabitm &fie( zones MilyStion A Mmitarpng Plan UTILITY PLAN APPROVAL sg ITS Prowl APPROVED. F 2 = "O Q £' forma Cmngth Ctlmoeo City Date u U fall Z E g .Mn Shelf F 2 prepared her, Church of Arms Clout of Lath COY Sank dEtal BY: Slormwator Utility Dale e Imdnak Enegineernl9 Ltd. W East III Tegie SVeel ION flw, Sait lake City, JGB NO.: ARCHNE 6 M21 W Lateral Idea. Imtlane, GAvoM1r M532 8( Utah U150 OEMED Bra — = 6 Panes A Recreation Dote 1L8A-Ot-JOt -� answered by we lxn Ecd cal Iweawutt, nc. a[am By Trap — Dote 5 E IT SHEET TII Wanut 5rtel ®pmtt. Cloaca DJ]O2 MY 2013 (Al BY. Enwronmenwl Planner Dale C. nrC.66 = No Text No Text i �D3 vo /, a + �/ Y Mmm lx 1CA EASTXG IS• CAP E(STNG 12• RCP w z N I U p I11 1 I I I E➢BIING iW IY n4m PARAGON ESTATES mmhh_IIII �I.II nl _ W TAT (ipe x.a2 x id , -1v`aA LOT t ; u(` LVI R Y LOT ] LOT 192I Net Ttj ACM 9 2a]S'NK'bsf 32.Y1C IO) RCLY=511.=AX` / 7 )31�1NC I{QW - °?SQ i lY9WlE ROI➢ Sv9t R0.VN NCASRE LSNF� j4 C N2 L — a� 1 N.05 ♦rj / /_ 01 ;i HIT u" 21M ♦i% // aCK tISTE LANE NE // tBYs 49 IL SUMMARY RUNOFF TABLE MAN APF• PES ) PYNCFf CCEfFlCIENI 2,YCARRXNOST ICi 1wYFAPMIN]FF '0", df�IVAOEPwIi S,A,LL xm atI pm aW ]9x NM WMKIWE6+ N°2 oN v+ an lm 1m Ir slml rrt Wm NJ] LW O42 1 1.54 1 56 I NO 9R/6RwsL1I1F51 ON I 0]I I a@ 1 Li 1 1 NN IWm OMAC11B1 •N w v+ Rn IN it OP 9m1 IQ IA aD a+1 IN q IY N➢'LIM M] Nb aL 2m MOW TO IS RE IOIIIFA4f FIT I fam I ON Isa nm m I mIY an sAw EMSTNG 15' LW I LAc,11 1. m LEGEND QS MSCXARM PONT RAIW1 Io BASN MARKER o.e� R.9N NNA (ARIE9) — — BASN BOUNDARY sac- EMISPNG MA.CP CCIRWR -- --491 EMISTNG MNOR NHTOUR �— ORANAC£ ROW ORECTOM ARROW GRAPHIC SCALE R (u rvx) L Inch - TOO V. 3 b a X `a� I U PEARI DIMb DROSSRACIER LEE TS MWnx LOT A m M �..II====momsr. W R_ _ II SAS I } i r - � r r• �a E 4 I >• �\mm Is RCBEAT NOEN.ER A 1/4.. i WT ♦ T� lS _ Nis 1/� 17 AP. Nei 170 0-012 ♦♦♦ i c l POND D54/ waW R¢EAff-w M6 A,-1 ����_OII •�-__-I WOCV•O.W WE FEET TOTAL POND 1101DIE•O.Sb AWE BEET . W1RRtl IH tl JET CNIUCTFF �eJ AIP W TE11 SDRU1 - I90Bt8 - NOC'/ �' J C BUT - AM% WW BOX I RE1fAff RAZE - 2.15 RS OUTLET BOX I GRATE ELEVATOR - w0528 \ CAI BOX 2IAFARE RATE - 21N CBS M,._I 1 ��♦ 0(i BOX 2 WAR DEVAIION-w11.15 IOX 1 IIETO BOX 11.15 Ell EzUE BOX 1 01 BOX 2 (jdWWA • - RUS SOUA12 11 }•, 6 1 OMISLOVI WAR CAPACFI'F • 21.98 WS 0 50% MARGIN\ 1 ° LUIEST 1W W ROII EYEYAnW . 1913W \ PWD fAfFHOAIA . t.q BEER Pnun nsDit I1 1\ I\ 1 MOCV-031 A02 REi.RBTK PoID 10CLL1E n R 6'lIN1L11NE 1 � I iW W YF11 SCREW . AId.23 Z [ glT•1BDI 90 Q I \ f* MR LENGTH 11RNF1REEVAIpN. IW4.t3 J ET BERR IENGiN - IOT.00 OEM RPM W P SE OMR DEW • QS BEET C O1X • 11251 CFS W POND F TOP W EERY FOOT - 4WSz3 POND WRHOMD - 1 FOOT 1.. V 1 Y I�� KLLD 1 i ¢ _ 1 µOLA N LOT 24 LUANKI SAUER LOT 23 Moto mom" SON .1� ._-.99's, sp--l- Us - MWs( 'I oszB 1 015 , Du - ♦ .,ram S 1 \ Lim I �I T DSO , D14 ♦ 19'� Imffl It 30 ' " 1 l =D25 1 ' D30A 1 r--NJ r I DP / ♦. 1 ✓�t1 r d U39 \ D 3]A I LIOA n NO{G� >-.0 r-Xb - --� 4'r-----;---- 0341� OM ; ON 1 GI plon q ._r_♦ ,'ems P -, NI,,A 012.r�: +L� 1 _ NS/ II DW 1- EM W I 1 J LEGEND 1 y NO BASIN RSIWAWW 1 ..... �.. BASIN BOUNDARY f. ,� i / ♦ r -4905 ---- FASTING NAAM WNTWR --- -4901 CASTING MINOR CONTOUR -491 PROPOSED MAJOR 0]N10LR -4901- - PROPOSES) MINOR CONTOUR I' �- DIRMAGE ROW tlRCWW ARROW � � \ \ •o. 1 . e GRIAB}IIC SCALE n II - -- - - u s , LMah-10 MEIs ♦ 6 - JAME _ • . _♦ Mom_ a .�fM .w ' � Rj : AD. S- 4s 91 / UP Ds V __ OOP DJ , �1ssmomp END r I FA mm_ / DMo.' MAIDE ROT T LEFLAR o. IT" ASSETS SUED TFMBERtINERiSbiF-- '{ ' SUMMARY RUNOFF TABLE yNv A (CF3) R1pYRILF3) , BASIN AREA ACRES UXOFF RUNOFF INLET I v OR 1ON 2Yfl 1N 724 CURS AND GUTTER - 'jjjl DI DT 020 02J 051 NYLOPLAST 12 STANDARD GRATE _ 1D 1A p D3 011 011 029 NYLOPLAST III STANDARD GRATE F a DI O10 ON 052 NYLOPLAST I2 STANDARD GRATE _ O -- ' D6 0.07 OD] 1 Ote NYLOPLAs 8' STANDARD GRATE r DB OW 013 032 NYLOPLAST TO- STANDARD GRATE 1+1 0) D] 0.61 055 142 NYLOPLAST 8- STANDARD GRATE Y J - ON Faz 09 0e1 NYLOPLAST Ir STANDARD GRATE 6 F- p9 OOT 010 021 NYLOPLAST B'sTANDARO GRATE t,, � ITS aw 009 023 NYLOPLAST 8- STANDARD GRATE ; L Dn 00/ a10 025 NYLOPLAST e-sTANOARO GRATE hD12 QY11 027 USE NYLOPLAST I2"STANDARD GRATE 1 D13 027 038 096 NYLOPLAST 15' STANDARD GRATE Old Fill 013 034 NYLOPLAST I2-STANDARD GRATE 1 ' D15 013 017 0. NYLOPLAST 12 STANDARD GRATE 1 1 D1SA 019 014 199 FOR STORM PIPE TD-15 0 18 CFB 011 036 NYLOPLAST I2'STANOARO GRATE y 1 D1X SEE 010 0.24 NYLOPLAST T STANDARD GRATE 1 ESS 025 033 0OR NYLOPLAST 12' STANOAROGRATE 5 1 1 ED am 038 097 NYLOPLAST IS' STANDARD GRATE X 2 1 I X iDOG C13 017 044 NYLOPLAST IT STANDARD GRATE / 1 O20A 0,19 0I4 189 FOR STORM PIPE TO bDO D21 08 014 0SO NYLOPLAST IT STANDARD GRATE S X 0..1{{ 1 1 1 O22 0.06 0.09 0.20 NYLOPLAST 10'STANDARD GRATE 1 I D23 E37 042 107 NYLOPLAST I2'$TPNDARO GRATE 1 ' " 024 ON 009 0.24 NYLOPLAST TY STANDARD GRATE 1 1 1 025 0.06 009 0.24 NYLOPLAST t0'STANDARD GRATE D26 0.03 003 Cos NYLOPLAST B' STANDARD GRATE l 1 , S D27 0;28 1.16 296 NYLOPLAST 30"STANDARD GRATE 11 a U28 002 002 D.06 NYLOPLAST 6' STANDARD CRATE I I 5 029 036 166 425 CDOT INLET TYPE O STANDARD III ET GRATE � DID 0.12 _ 052 133 NYLOPLAST IB'$TANOPRD GRATE I, 03DA L24 1.11 254 MOST INLET TYPE C STANDARD III ET GRATE vD31 012 021 0.54 NYLOPLAST I2"STANDARD GRATE ♦ 032 [9 057 146 NYLOPLAST15"STANDARD GRATE _ } I. ♦ D33 GOO 012 030 NYLOPLAST tO"STANDARD GRATE //`} � ♦ D34 I aW 000 0.19 NYLOPLAST B'STANDARD GMTE 1' ♦ ♦• p'$ 0.02 002 0.05 NYLOPLAST 8' STANDARD GRATE %1 ♦ ♦ ' w1 Dnz oaz 0.05 NYLOPLAST eIsTArvoARD cuarE _ ♦♦ ♦ 017 CAE 103 264 CDOT 5'TYPE R , „i �♦ ♦ `. D38 0_A9 172 4.39 CDOT STYPE R E A IF 'I 'L% `• ♦ D39 _0.13 D.53 1.36 NYLOPLASTIS STAFDARDGRATE _ 1 ♦,II Db 0_I3 053 136 NYLOPLAST 1 ED STRDARO GRATE D41 OA] 135 344 CDOT STYPER 1 ,I D42 9A8 1.39 3.55 CDOiS TYPE D43 032 109 278 043151 FORT COLLINS SINGLE CURB INLET _ ' D44 4H 0.97 249 D 150 FORT COLLINS SINGLE CUH6 INLET LMS ('in BAR 155 3W CLOT 5'TYPE R ( n r9; 39 152 3BS COOT 1 'Tiii EAT 1 0 1OF 423 COOT STYPE R RR D. PAN WB (32 114 290 CWT 5'TYPE R MM1AREL LOT 1 _-.. 19 BOB L83 2A2 619 CDOT STYPE R NO (32 1.13 2AS SEE 044 NO L53 103 263 SEE Et Sl O52 [39 CYR CT0 3P5 COOT 10 TYPE Y / 053 ID2 2VR 154 675 CDOT 10'TYPE R / DU 082 074 188 WATER QUALITY OUTLET STRUCTURE D55 lA4 2VR 2" 10N 4TYPE 13 COMBINATION INLETS D55 001 2YR 0.]9 347 2TYPE 13 COMBINATION INLETS p6T 6.89 SAM _ 2M CWT INLET TYPE EM SHEET FLOW P RES 1U8 1.W 11.51 SREST FLOW - -1 n am FOR IA 062 084 0.92 482 SEE PIPESTUB Ofi2B. «,oI tlNN 0 TOIL 062A 049 2YR 128 561 4-TWE 13 COMBINATION INLETS 0626 035 ..2VR 023 19 COST INLET TYPE _ D63 'DO 2.73 696 SWALE Ofid Ofi1 1.941 SCSI $WALE _J W5 0.10 0.14 036 NYLOPLAST t OF STANDARD GRATE Dfi6 0.10 013 034 NYLOPLAST 30"STANDARD GRA'E IN1 013 US 0T3 NYLOPIAST I5"STANDARD GRATE _ IN2 ON 018 047 NYLOPLAST I5"STANDARD GRATE IN29 003 014 On ROOF CALL. - .INS 001 OM 012 NYLOPLAST B"STANDARD GRATE Jl 4-11 LL 2'WXIS'h7'rXX STEEL ARISE WITH Ij- 6• 3•-11' 6' Dw.. V LORD HEATED STUD. xHDEI] STEEL CHANNEL FORMED) INTO 'O ANGLE WTI k' NLl£T. (TWL ALL CONCRETE WAIL fi MEE INTERIM SIDES OF BOX) CAST IN WAIL CLEAR OPENING LEDGE 515- SWAM BLOCI(OUT IN VREBAR AT 11 O G EA R WALL I WAY (TYP.) \ 11 �'. e M REBAR AT 12- O , EA. 6' THx. CWC. BOX. MAYBE WAY (TON.) CAST M PUCE CR PPE -GAB, CONTRACTOR'S MUCH (TYP.) �. � N f THACAL H REBAR X06R AT 12' O.C.. T1iCAL AT SLOB/WALL LL 'r. 3. TWP ' TYPICAL M REBAR TO BE AT INGOM OT BE PUETE NCO( AT IZ O.C.. TYPCAL AT SIAB/WAL CAST IN PUCE KEY WAY, a / AODmCNA1 04 REBAR TYPICAL J` /\YT/,\ INSTALL AT GROUNDS, Cr • SA-) SECTION A -A 2'N1$h('MK STEEL ANGLE WTH HEADED IV DA. x . _LNG ANCHOR STUD. WEILfO TO ANGLE WTH K- PLOT (TYP. ALL INTERIOR SIDES OF BOX) CAST IN WALL LEDGE 3/111 BOUTS 12' O C 1I HOLD HINGE IN PLACE, 2 1/4' FROM EDGE OP GRAZE (TM. V REBAR AT 12- D.C. EA WAY (M.) 6' THK CONO. BOX, MAYBE AST IN PLACE OR PRE -FM, ONTRACTOR'S OPTION (TIN.) ZY CIA RCP BURET PIPE PROD IN CORD LET Ei WALL WALL PER PIPE DIAMETER 6' CAST IN PLACE CONC. SLAB MNPKRCED WM N REBAR DOWELS O 12' O.C. EA. WAY, (MAY BE POURED INTEGRAL WITH INLET BOX RCM 04 REBAR DOWEL O 12' O.C. 16' AIR EMBEDMENT, TwICA_ AT ALL SLAB JOINTS CAST IN PUCE KEY WAY, ILK* • SE) TRABBI HACK 51N51' SPRING 1(3/B' ROUND M POSTED MOSS BARS AT Y O C., WECUE) TO 1.0/0- BEARING BARS AT 2 1/2- 01 3A- ROUND M TWISTED MOSS BAR 1', 3/0' SEMING BAN 3/5'K6' EXAM 12' 0C TO zz� IT" HINGE IN PLACE. 21/' rWW EDGE OF GRATE (TIN OPP. SIDE) 24' CIA. RM OUMEr PIPE T C 51A SQUARE BLOG(WT IN WALL CLR 5'n5' SQUARE v c%s* ix wnu iIi SECTION C-C 6' BLOT OPENING, ECDON DETAIL O-D J J D A C12• DIAL NCR INLET PRE D PLAN A I(' (MIN.) Tlla STEP ROW CONTROL PUTS WATER WAUTY HOLE.(TIN) Pg��STMLJESSSWEL HOLE OIA - OW, D) R06 TALL,. (I)-OWJMN (USTANCE BEFACEN HOES -ANCHOR BUL06. MAX (TIP) DOTTED UAW INOCATE6 or MKK KOHL FROST 1_l LJ WALL BELOW SLAB BEYOND ROW CAI2TROL PLATE SECTION B43 VA' PUTS, ME1DED TO GRATE, WISP 3/B-X6- THREADED BOLT TO FASTEN GRATE DONS (TIN. MP. WE) TRASH RACK, SEE NOTE / 5 OF GENERAL MOM 3/B'X!%%T� TO Ht/a' PUTE. WELDED TO KAMIRATE WITH 3/6'XB' ETM BREADED BOLT TO OAS' DPP. MATE DOM (TIN. CRP. WELL SOMEN NO BB (LLS FILTER STAINLESS STEEL M EQUAL) � � B' WIDE SLOT IN WNL L6 CART IN PUCE LWC PM RFMFMCED WTH N REBAR DOWELS 912' D.C. EA. WAY /A ROAR DOWELS 012- D.C. IB' MIN. EMBEDMENT LJ B E 11'-2}'4 i MERIFY a IX PLATE. NFl➢m TO MAR. WTX 3/11'M' THREADED BOLT TO FASTER MAR TOWN (TIN. Cw. VIE) FLOWN CONTROL PLATE WELL SMITH NO. B6 (U.S. FILTER STAINLESS STFLL M EQUAL) VERIFY SET I EYPIUL H FORM MGM( AT 12' O C. to' REBAR HOOK L MIN. THAS1 RAG( SIN51' GRATNG r. 3-TIx STEEL LONGED WITH A'' 6' S-1t- 6• I3/B' ROUND CA TwSmv A LONG HEADED ANCHOR `'WELDED CROSS BARS AT ]' O.C. 0. TO ARGUE WTH w BEARING (TYR ALL INTERIOR ACES BE BASS A 2 1/2-lx3 BONS AT 2 1/2 BOX) CAST IN WALL OCCUR oc.) TwuL CE (2) 6- TxK- caxc. Box. MAYBE- CASs N PLACE OR PPE -FAD, / CONTRACTORS OPTION (TYP) }. .� \ / 1/4' PLATE NELMO TO \\ CRATE MTH 3/B Xb' /A REBAR TOM WITH S MIN.- I THREADED BOLT TO FASTEN DIAL LARGER OA MAW S GRATE DOM(TYP OPP. SIDE) WTSM CE PIPE /0 CIRCUMFERENCE... N REBAR DIAGONAL /A REBAR AT tY D.C. EA- S <A% WAY Ow.) C'� TYPICAL H SEEM HOOK AT 12'OC. C 4 TYPICAL AT SLAB/WALL PROMD�CPENING IN CWO- /\ ET WALL PER PIK F' R [ R DIAMETER CAST IN PUCE KEY (Ir O H REBM AT 12' .0 EA. WAY (TIN.) OLI PIPE, SEE PLAN FOR - SECTION D-D SIZE 'PHOOK TYPICAL Ms REBAR O ry0 ATIV O.C. STEEL CHANNEL HMO __ PLAN ()0 I6' CONCRETE WALLALL B AT WIDE CLEAR oPExlxc +�6. REBAR HOOK �- 6 iL a' RAT BAR xCCZXNG — Gl' \� 3¢ O_ WELL SCREEN N0. WE FR.WE p, (US FILTER STAINLESS STEEL OR EQUAL) _ N REBAR AT TRO.0 EA. - . x p "L 6' THE, DOING , WALL. MOTE WAY (TYP 6 1 0 MOUND ITAQ I39 6' Mx. CONGO BOX. NAME-' - 0 CAST IN PLACE OR PRE -DAB 6' CAST IN RACE COME PAN INIHOOKS CONTRACTORS OPTIONS (Tw) RBNEOROD WITH! N REBAR PER DETAIL 012- OO EA. WALL/SLAB CONNECTION 'I 1 STAINLESS SMEL ANCHOR BOLTS OR INTMMRTENT WELDS ON TOP AND SIDES 6- MN. T WALL F-00T70 2'n6' SLAB LEDGE - BELOW MAIN LINE INDICATES 5' THICK RNFROST WnL19FLOw Su WELL SCREEN BELOW D 9WBE SECTION E-E tgCURED INVERT - A'Or ELEV.-.9M.yB SHLL 911,1'Ny DNBST TMB-NKO LOWEST TOM a BORN ELEv.. 4913aD VWX Il'TM STEEL MOE WTI15' CAR.. A- LONG HEALED STUD. NELMID TO MGM WM AT FILLET (T9. ALL j' INTEMM ACES BE BOX) CAST W WALL p\NEIDED BYA LMTEIED WELDER (CISSINILAR METALS). AS MRERAN, TYP ALTERNATE'. 'ROOM ANCHOR BOLR MAY BE MIMEO INTO CWC. AFSR / ICURINK T DAYS. USE l INCH LONG V l-ILD INN SRI II 30u MISTAIN316 LESS 5TEELJ. SING WEDGE ANCHORS OFFSET HOLES IN EMBEDDED ANGLE FRAME CONNECTOR RATES AND DOUG TG TINE. CW0. WALL. ABODE PISS ME ROAR. MINIMUM THREAD 2RWND (TIN.) PROFECTpi TO BE 3{ INCHES 6 CAST IA PLACE CONE. PM REINFORCED WTI N REBAR COMIS a Ir o.c. EA wnr GENERAL NOTE$ M DOM BELOW END OF SLAB 1. CONCRETE SHALL BE CLASS B. MAY BE OAST -IN -PLACE OR PRECAST, 2. REINFORCING BARS SHALL HAVE A RUNIP UM OF 3- CLEARANCE, 1 STEPS SHALL BE PROVIDED WHEN VEIL AL DIMENSION EXCEEDS T-6- AND SMALL BE IN I ACCORDANCE WITH A kSHTO M199 4, ALL TRASH RACKS AND METAL PLATES RHALL BE MOUNTED USING STAINLESS STEEL HARDWARE AND EPSON DED WITH HINGED AND LOCKABLE OR BOLTABLE AG@ESS PANELS. 5. METAL PLATE SHgyL BE STAINLESS STE L ALUMINUM, OR STEEL STEEL METAL PLATE SHALL BE HOT UP GALVI AIDED AND MAY BE HOT POWDER FROST WALLS BOTH SIDES PAINTED AFTER (SALVANIZING. ]_ RED DO iS o is j K 58 �a �6 U 9d �5 SSSjg ) J Q 7 b O a2 ) Q' CO) 3 r` ra $A J� F % E 5g ARCHNE 6 FOUNDATION PLAN SCALE: 1/4' = 1'—O" DRAINAGE STRUCTURE M' CIA. RCP, SEE FIRE WALL PENETRsnON DETAIL SO EROSION CONTROL MAT DRAINAGE STRUCTURE B SCALE: 1/8' - 1'-0' DRAINAGE STRUCTURE A SCALE: 1/8" = 1'-0' NAND RASEE DETAIL �IL ON SHEET SJ 3' CA %C 12- 1 S Q O' Y ~' pIDO 38' � 11 5 REBAR AT a' 0 C EA WAY (T -- AEPC a L IT F - 8' %\ > 3 3AY 13 THIN, CAST IN RACE / COYC WI '�' CAST IN PACE KEY WAY, (IS' . W) /5 MM AT SECTION B-B NO SCALE 'M TWICAL J5 RERAN POOR AT 12 0C. L �?,p REBAR HOOK O' 1' pD,� XR0SOF CMIROL MAT, STALL PER IRA SPECINCARONS (T P VIT - PREPARE SOL FOR CRASS 4VjSEED —1\ —/LIP5 REBAR HOCK AT 1 O.C. MICAL AT Lw AWALL IF MN. CAST IN PLACE COMO WALL ...� 8' CAST IN PEACE CONC. WAN REDIFORCED MEN /5 REGAIN ROCKS PER DETNL O 8' 0 C. EA. WALL/AM CONNECTION 12- I 36' 6' WALL 1 HI HMO RAIL, SEE DETNL ON SHEET SIT G IS' S�MDY �=s REBAR HOOK 3- CLR TYPICAL M A V SPEECH CONTROL MAT, �I INSTALL PER MM. BS REBAR Ai B' 0.0. EA pp 6 YOB yO SPECIFICATIONS (TYP) py PREPARE SON. fCR GRASS 4' THIN, CASE IN PUCE _.ma f y9^pAb $EEO CMc WALL 15 REGAR POOR AT 12- • OC. CAST IN PLACE KEY WAY. ( A- v -I ION •y \ / /\[ /- 8 MR, CAST IN PLACE 0 REBAR HW( AT J' • • v CW0. WALL 12' GO, TYPICAL AT SLAB/Wsu A5 REBAR AT 0.0. EA 111 B A (iYP,) _ 6' CAST IN PLACE CCNC.11901 SECTION GC (end)REINFORCEDW TH IS REBAR ROCKS PER DETAIL EL R' G.C. EA. NO SCALE WALL/SLAB CONNECTION I STEEL PIPE ROUND PER DETAIL SE SEE PLAN FOR own G WAY SECTION E-E NO SCALE R09M CONTROL MAT. to �;qm NSHALL PER MEN pA WE DETAWL FOR SLOCK OUT AT PIK CROSSING. SHUT 53 'STRUCTURE DETAILS DETAIL I AI -M1 WE WATER DUALITY OUTLET •' M1' •�' v�•M�.i OUT AT PIK NO - AREA MAP wo—T EXIST NO SCALE jrI .. SOUP WAIRM PIT n REHM POOR 20.1 AT 12- D.C. e M B REBAR HOOT( yl/d3 y1000 CONTROL MAT, J' C',R (1 1Op"+-N '\�p90ry STAPER PA ryLL PAR SPEUTICAIII (TN.) TYPICAL A PREPARE SOL FOR GRASS 4 y ROD /L/' bOO .' 05 ASEAN LOOK v AD AT 12' 0C. �CI3T \ NEW •�J° E' c45T PUCE CONE. PAN COME. WALL(TYP) UNFORCED NTH /6 REAM e \/\/\\/ INDOOR AR DOOR. O BE O.C. CA. CASs n PLACE KEY WAY / / /�,L` .� /, WALL/SLAS CONNECTION pA' . D 0REBgR AT 0 O.C. EA ER LAj WAY (TIP) LA 1.1 SECTION FT SAN --- I NI S A N - 0" NN_ CAST IN PLACE \ _0\C WALL. (TON•.) 4 I �O 0 RETAIN AT R' aC EA p WAY (M_) 36 CIA RCP CUTLET PIPE \ LINE OF EROSION CONTROL v MAT A' TOP FACE OF iV 11 (� h SWMWALL OF CHANNEL avIOL OPENING IN COI . •`• __ — — .— — — — _- _ _ _ _ 9 INLET WAL AT 36' RCP PIP_ 0 p0 DIAMETER 4L _ CAST IN PLACE KEY WAY ` • �' �— RUM NCOK AT I, O.C. Tmcu I - $IN/N'A LL M 6 LAR /5 HOOK AT IZ n¢ LOOKS PER DETAIL CONNECTION REBM HC FA.00 �ac REPAIR HOOK 1110 AT .i ' O.C.. TYPISLAI A 4PB/WILL 16' SECTION D-D NO SCALE W ARMARAL NOTTYP HME MENTRACIOR STALL 'XI ALL EMEN90NS PULP UP CONSMUCTM. ALL p9]IEPµO4 CHANGES OR°CAM V1 S ED MS FARM SIN LML AND To 0.-NSIRUCNCW. USE DIMENSIONS FORMED). PLAINS SMALL NOT BE STATESCONCRETE BONDS 1, RO MRCSH I VALL xAXt A MINIMUM CMPRESSH SR ARTER _HOq TYPE B m CCW�P OUR A WE CREEAHC PORDEPLE A MATERIAL ME MAXIMUM EATON TO CEMENT RAID IS AN (AND PSI R OF W�TEa� NAN.'CE)US CME MNCWEI SHALL BE THOROUGHLY NWXE) AROUND THE REINEO+CLYENi, AROUND EY®IXD NATIONS AO MN WE CORNER AE9HLY PLACED MCREI FROM PR WI SHAL°µNOT W jWMTE NOT WEATHER mHdEAN µ)/O+ ACI TOs CEO WEATHER ONCRETxG. CONCRETE W MT£�U mom %x- OMCPEE AND REPLACING MIT SHALL BE PLACED IN ACCORDANCE AN ALL CAARG COCE RECUMEWM3 EQ IN o F®gEDUREPORSHI COMPLY MM ANN A-615 SPECIRCALONS FOR DROPPED TYPE GRAN 60 STERG. NEINWDCEMMT SMALL BE UTON 3' MUM. AN9 gHCINC SMALL BE CMTWOUS ATCORXdS MTFXSECIIMWSTM M LL BE THE MINIMUM DECISION0. SION CCNTRMAT, ALL POIS HAVE A A' MINIMUM MCMH4S, UNLESS MOM mHREARI INSTALL PER MDR DEANTPOOxETE, GLORY -OURS. PAX} IEBAS, WMOW OPENINGS AND NEWLY IN ELEVATCH ALONG ME FOUNDATION WALL SPECIFICATIONS MAYNOT K FROM AND ARE TTHERE MUT'OF THE CONTRACTOR, YBAVI�y PLACEDFOUNDATIONWUNTHE AMOROM IS IN P, u TE SMOXO IS B. IX LL NNOT BE PLACED FOUNDATION WN1UNTILRWl PLATE INSETRABLESt SENDING OR DI SHALL NOT OF CARS TO _ °NEB eMGTFD UN PLAINS THAT ME FOUNDATION MsXlEWOR ED FCARTER Wi, uux TEI.PL OER UART1 W.wT T ROME RTSOUSWEET 9L P S L DIRECTLY SLL PLAT:) ,A S�. ,A BLUE CONCRETE SUDI SIV1L GEISOLATED RAM GRADE MEANS. CNOWS MER SUPPOPT STRUCTURES ANC ROES WTH ✓// /\/�// �r"REASON NINTERNAL \�\ 2 CONCRETE PUBASWOULD BE BORROWED AS SHOWN. INSTALL PER DACCIETCAMONS URN MAIN FACEOF NumCl£ .rk yMp]F,,�s6 Y CAST IN PLACE CONCRETE WALL AT r — ADO AWITONAL II N4 O ENEORAT NG At y AT APE PENETRATION �. T POE WAAL OR SOL GEAR MIN HiMIN CONC, CHANNEL — SAN N RERUN POOR Wiry J' MM. D0. OLDER 01A M.W BATTERED CE PIK CIRCUMFERENCE µ REBAR AT p' OC u WAY (Tre.) PRONDE OPENNO IN CONC, T WALL PER APE DIAMETER Z CAST IN PLACE NEY WAY,—� CURLED PIPE, SEE BIµ PMI TYPICAL BLOCK OUT AT WALL CROSSING NO SCALE SAN PIPE PENETRATION DETAIL NO SCALE T SECTION A -A NO SCALE alp mmmolmommunow SAN — PA RED0.P DIAGMAL TYPICAL H RELAY _BOWER OM AT I]'OL TYPICAL. AT AAD/YNI IN ASSET AT 12- GOD EE WAY (TON.) BY / I2'-0' CIA. UNITS. 7HICTA l BLAB WI RI R EACH MM M PUS CONC. C MEWAY iW AN BOiiCN EROSION CONTROL MAT. INSTALL PER MEN. SPECIFICATIONS (T1P.) ER09 NTAX %MT. INSTA`PER MAP) WE POSITIONS (TIP.) TURN o FACE OF N WHOUE RHODE ARM W TEA TOT AD 1 12' ON Std v<. ridded suet Pqe 6' Cncx) 11/2' Do. Std Vt. —T vtltled Steel RPe Ver`<kOtt at SET 1/2' AS MCNpr Bolt e/ AIII Hex Wad Wt 6 Vas r OR APpTOred Egg11 4H N Y X 1/P %a ). BUT III «I Is FRED u' HANDRAL DETAIL R�6'Hnn mTEv TOP RAILCORNER DETAIL z. ' lorwarte rt"ll Mar ete TRUE "T AT A' or m. DOOR AT MNxT MlYarYzea M EM-ows eroM 111 a MAf wt M Tal IIUUd41L DETAILS