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HomeMy WebLinkAboutRIVER DISTRICT BLOCK ONE MIXED-USE (ENCOMPASS) - PDP - PDP120020 - REPORTS - DRAINAGE REPORT (5)September 18, 2012 PRELIMINARY DRAINAGE AND EROSION CONTROL REPORT RIVER DISTRICT BLOCK ONE MIXED USE Fort Collins, Colorado Prepared for: Encompass Technologies 324 Jefferson Street Fort Collins, CO 80524 Prepared by: 200 South College Avenue, Suite 10 Fort Collins, Colorado 80524 Phone: 970.221.4158 Fax: 970.221.4159 www.northernengineering.com Project Number: 685-002  This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is absolutely necessary, we recommend double-sided printing. September 18, 2012 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Preliminary Drainage and Erosion Control Report for RIVER DISTRICT BLOCK ONE MIXED USE Dear Staff: Northern Engineering is pleased to submit this Preliminary Drainage and Erosion Control Report for your review. This report accompanies the Project Development Plan submittal for the proposed River District Block One Mixed Use development. This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM), and serves to document the stormwater impacts associated with the proposed project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Aaron Cvar, PE Kevin R. Brazleton, PE Project Engineer Project Engineer River District Block One Mixed Use Preliminary Drainage Report TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION .................................................................... 1 A. Location ............................................................................................................................................. 1 B. Description of Property ..................................................................................................................... 2 C. Floodplain ......................................................................................................................................... 3 II. DRAINAGE BASINS AND SUB-BASINS ........................................................................ 5 A. Major Basin Description .................................................................................................................... 5 III. DRAINAGE DESIGN CRITERIA .................................................................................... 5 A. Regulations ........................................................................................................................................ 5 B. Four Step Process .............................................................................................................................. 5 C. Development Criteria Reference and Constraints ............................................................................ 6 D. Hydrological Criteria ......................................................................................................................... 6 E. Hydraulic Criteria .............................................................................................................................. 6 F. Floodplain Regulations Compliance .................................................................................................. 7 G. Modifications of Criteria ................................................................................................................... 7 IV. DRAINAGE FACILITY DESIGN ..................................................................................... 7 A. General Concept ............................................................................................................................... 7 B. Specific Details .................................................................................................................................. 8 V. CONCLUSIONS .......................................................................................................... 9 A. Compliance with Standards .............................................................................................................. 9 B. Drainage Concept .............................................................................................................................. 9 References ......................................................................................................................... 10 APPENDICES: APPENDIX A – Hydrologic Computations APPENDIX B – Hydraulic Computations B.1 – Storm Sewers (reserved for future use) B.2 – Inlets (reserved for future use) APPENDIX C – Water Quality Design Computations APPENDIX D – Erosion Control Report APPENDIX E – FEMA FIRMette APPENDIX F – EPA SWMM Analysis River District Block One Mixed Use Preliminary Drainage Report LIST OF TABLES AND FIGURES: Figure 1 – Aerial Photograph .................................................................................................. 2 Figure 2– Proposed Site Plan .................................................................................................. 3 Figure 3 – Existing Floodplains ............................................................................................... 4 Table 1 – Water Quality Pond Summary .................................................................................. 9 MAP POCKET: Drainage Exhibits River District Block One Mixed Use Preliminary Drainage Report 1 I. GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map 2. The project site is located in the northwest quarter of Section 12, Township 7 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. 3. The project site is located on the east side of Linden Street, and just north of Willow Street. The Cache La Poudre River runs just to the north of the project site. 4. The project site lies within the Downtown River District study area (Ayres, 2012), and is located within Basin 115. This basin has a master planned outfall directly to the Cache La Poudre river, which runs just north of the project site. However, based on direction by the City, a new outfall to the river is not desired. The site will outfall to the existing Linden Street storm system. Due to the project site proximity to the river, no detention is required for onsite runoff. 5. Downtown development exists to the south and west of the site. River District Block One Mixed Use Preliminary Drainage Report 2 B. Description of Property 1. The subject property is approximately 1.03 net acres. Figure 1 – Aerial Photograph 2. The subject property currently consists of vacant ground. The ground cover generally consists of gravel and some native seeding. Existing ground slopes are steep (i.e., 10±%) along the boundaries of the property and relatively gentle (i.e., 2±%) through the interior of the property. General topography slopes from southwest to the northeast towards the Cache La Poudre River. 3. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey, the site consists of Paoli fine sandy loam, which falls into Hydrologic Soil Group B. More site-specific exploration found varying materials including sandy clay with occasional sand layers and sandy gravel. See the Geotechnical Engineering Report by Earth Engineering Consultants, Inc. for additional information. 4. The proposed project will develop the majority of the existing site, constructing a commercial building of several stories in height. Parking areas and associated utilities will be constructed. A water quality pond will be constructed at the northeast corner of the site. River District Block One Mixed Use Preliminary Drainage Report 3 Figure 2– Proposed Site Plan 5. There are no irrigation ditches or related facilities in the vicinity of the project site. 6. The proposed land use is commercial. C. Floodplain 1. A portion of the subject property is encroached by the FEMA 100-year floodplain (Cache La Poudre River). River District Block One Mixed Use Preliminary Drainage Report 4 Figure 3 – Existing Floodplains 2. Offsite areas proposed to be improved are in the Poudre River 100-year floodplain and floodway. 3. FEMA FIRM Panel Number 979 for Larimer County, Dated May 2, 2012 is referenced in this study. A FIRMette of the area is provided in the appendix. 4. The base (100-year) flood elevation in the vicinity of the proposed structures is 4953.6, which is referenced to the City of Fort Collins NGVD 29. 5. The proposed structures are located outside of the 100-year floodplain but are within the 500-year floodplain. 6. The Cache La Poudre half-foot floodway is located outside of the property boundary with the exception of very minor encroachment along the southeast boundary of the site. The maximum floodway encroachment into the property is 6-feet. No fill is proposed within the half-foot floodway. Proposed grading will tie-in with existing grades outside of the floodway boundary. 7. Stabilization measures are being taken along the south bank of the Cache La Poudre River. All stabilization design work is being conducted by Flywater Consultants. Please refer to Flywater Consultants’ design report for further discussion of bank stabilization and related floodplain issues. 8. It is noted that the vertical datum utilized for site survey work is the City of Fort Collins Benchmark #4-00 (Elevation=4960.55, Ft. Collins NGVD 29). River District Block One Mixed Use Preliminary Drainage Report 5 II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description 1. The project site is located within the Downtown River District study area (Ayres, 2012), and is located within Basin 115. B. Sub-Basin Description 2. The subject property historically drains overland towards the Cache La Poudre River, which runs northeast of the site. A more detailed description of the project drainage patterns follows in Section IV.A.4., below. 3. Developed areas to the southwest of the site historically drain through the project site. These off-site drainage flows and patterns will be maintained and accounted for with the proposed development. III. DRAINAGE DESIGN CRITERIA A. Regulations There are no optional provisions outside of the FCSCM proposed with the proposed project. B. Four Step Process The overall stormwater management strategy employed with the proposed project utilizes the “Four Step Process” to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has incorporated each step. Step 1 – Employ Runoff Reduction Practices Several techniques have been utilized with the proposed development to facilitate the reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the current use as athletic facilities by implementing multiple Low Impact Development (LID) strategies including: Conserving existing amenities in the site including the existing vegetated areas. Providing vegetated open areas throughout the site to reduce the overall impervious area and to minimize directly connected impervious areas (MDCIA). Routing flows, to the extent feasible, through vegetated swales to increase time of concentration, promote infiltration and provide initial water quality. Step 2 – Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release The efforts taken in Step 1 will facilitate the reduction of runoff; however, urban development of this intensity will still generate stormwater runoff that will require additional BMPs and water quality. All stormwater runoff from the site will ultimately be routed to the northeast corner of the site, where it is intercepted and treated in the main water quality pond prior to exiting the site. Step 3 – Stabilize Drainageways There are no major drainageways within the subject property. While this step may not seem applicable to proposed development, the project indirectly helps achieve stabilized drainageways nonetheless. By providing water quality where none previously existed, River District Block One Mixed Use Preliminary Drainage Report 6 sediment with erosion potential is removed from the downstream drainageway systems and Cache La Poudre River. Furthermore, this project will pay one-time stormwater development fees, as well as ongoing monthly stormwater utility fees, both of which help achieve City-wide drainageway stability. Step 4 – Implement Site Specific and Other Source Control BMPs. The proposed project will require the need for site specific source controls including: Several localized trash enclosures throughout the site for the disposal of waste products. C. Development Criteria Reference and Constraints The subject property is essentially an "in-fill" development project as the property is surrounded by currently developed properties. As such, several constraints have been identified during the course of this analysis that will impact the proposed drainage system including: Existing elevations along the west and south property lines will be maintained. As previously mentioned, overall drainage patterns of the existing site will be maintained. Elevations of existing downstream facilities that the subject property will release to will be maintained. D. Hydrological Criteria 1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations associated with the proposed development. Tabulated data contained in Table RA-7 has been utilized for Rational Method runoff calculations. 2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables RO-11 and RO-12 of the FCSCM. 3. Three separate design storms have been utilized to address distinct drainage scenarios. A fourth design storm has also been computed for comparison purposes. The first design storm considered is the 80th percentile rain event, which has been employed to design the project’s water quality features. The second event analyzed is the “Minor,” or “Initial” Storm, which has a 2-year recurrence interval. The third event considered is the “Major Storm,” which has a 100-year recurrence interval. The fourth storm computed, for comparison purposes only, is the 10-year event. 4. No other assumptions or calculation methods have been used with this development that are not referenced by current City of Fort Collins criteria. E. Hydraulic Criteria 1. As previously noted, the subject property maintains historic drainage patterns. 2. All drainage facilities proposed with the project are designed in accordance with criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual. 3. As stated above the subject property is located in a FEMA regulatory floodplain. 4. The proposed project does not propose to modify any natural drainageways. River District Block One Mixed Use Preliminary Drainage Report 7 F. Floodplain Regulations Compliance 1. As previously mentioned, all structures are located outside of the Cache La Poudre 100-year floodplain, and thus the structures are not subject to any floodplain regulations. However, extra care has been taken to ensure that neither existing nor proposed structures will suffer damage during the 100-year storm as a result of the proposed development. 2. Stabilization measures are being taken along the south bank of the Cache La Poudre River. All stabilization design work is being conducted by Flywater Consultants. Please refer to Flywater Consultants’ design report for further discussion of bank stabilization and related floodplain issues. 3. Critical facilities are prohibited within the 100-year and 500-year flood fringe. 4. A floodplain use permit must be obtained prior to any work to be done within the floodplain prior to construction. A no-rise certification must be completed for any work to be done within the floodway prior to construction. 5. No floatable items are proposed within the floodway. Any floatable items within the floodway must be anchored to prevent flotation. G. Modifications of Criteria 1. The proposed development is not requesting any modifications to criteria at this time. IV. DRAINAGE FACILITY DESIGN A. General Concept 1. The main objectives of the project drainage design are to maintain existing drainage patterns, ensure no adverse impacts to any adjacent properties, and to maintain the drainage concepts as outlined in the Downtown River District study (Ayres, 2012). 2. Developed areas to the southwest of the site historically drain through the project site. These off-site drainage flows and patterns will be maintained and accounted for with the proposed development. 3. A list of tables and figures used within this report can be found in the Table of Contents at the front of the document. The tables and figures are located within the sections to which the content best applies. 4. The drainage patterns anticipated for proposed drainage basins are described below. Basin 1 Basin 1 consists of landscaped and concrete areas to the north and west of the proposed building. The basin drains to the adjacent Linden Street. Basin 2 Basin 2 consists entirely of the rooftop of the proposed building. The basin drains into an existing “Bay Saver” water quality treatment unit, which outfalls to the existing Linden Street storm sewer. Basin 3 Basin 3 consists of landscaped and concrete areas to the north of the proposed building. The basin drains as sheet flow into the Poudre River. River District Block One Mixed Use Preliminary Drainage Report 8 Basin 4 Basin 4 consists mainly of the proposed parking area. The basin drains into the proposed water quality pond to be constructed with the development. Basin 5 Basin 5 consists of landscaped areas to the southeast of the proposed building. The basin drains as sheet flow into the Poudre River. Basin OS1 Basin OS1 consists of developed areas to the south of the project site. Runoff from this basin will follow existing drainage patterns, as stormwater from this basin will be directed via sheet flow to curb and gutter which will direct flows to Linden Street. Basin OS2 Basin OS2 consists of developed areas to the south of the project site. Runoff from this basin will follow existing drainage patterns, as stormwater from this basin will be directed via sheet flow through the site and into the Poudre River. Basin OS3 Basin OS3 consists of developed areas to the south of the project site. Runoff from this basin will follow existing drainage patterns, as stormwater from this basin will be directed via sheet flow through the site and into the Poudre River. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. B. Specific Details 1. Water quality treatment is being provided for the proposed development in the form of extended detention as previously described. Further documentation of treatment volumes and removal rates of stormwater BMPs will be documented with the Final Drainage Report prepared during the City FCP process. Final design details, construction documentation, and Standard Operating Procedures (SOP) Manual shall be provided to the City of Fort Collins for review prior to Final Development Plan approval. A final copy of the approved SOP manual shall be provided to City and must be maintained on-site by the entity responsible for the facility maintenance. Annual reports must also be prepared and submitted to the City discussing the results of the maintenance program (i.e. inspection dates, inspection frequency, volume loss due to sedimentation, corrective actions taken, etc.). 2. Table 1, below, summarizes the water quality information for the proposed water quality pond. River District Block One Mixed Use Preliminary Drainage Report 9 Table 1 – Water Quality Pond Summary Water Quality Water Quality Pond Spillway Top of Pond Capture Volume WSEL Elevation Elevation (AC‐FT) (FT) (FT) (FT) 0.010 4952.85 4953.50 4953.50 3. Proper maintenance of the drainage facilities designed with the proposed development is a critical component of their ongoing performance and effectiveness. The water quality pond may be easily accessed by maintenance staff via the gentle slope provided to the bottom of the pond from the south side. 4. The drainage features associated with the proposed project are all private facilities, located on private property, with the exception of the pond outfall. An easement will be dedicated for the portion of the pond outfall that lies within City property. 5. The proposed outfall pipe will outfall to the existing storm line in Linden Street, which drains north to the Cache La Poudre River. V. CONCLUSIONS A. Compliance with Standards 1. The drainage design proposed with the proposed project complies with the City of Fort Collins’ Stormwater Criteria Manual. 2. The drainage design proposed with this project complies with the Downtown River District Final Design Report (Ayres, 2012). 3. There are no regulatory floodplains within the proposed development. 4. The drainage plan and stormwater management measures proposed with the proposed development are compliant with all applicable State and Federal regulations governing stormwater discharge. 5. The proposed development is in compliance with Chapter 10 of City Code. B. Drainage Concept 1. The drainage design proposed with this project will effectively limit any potential damage associated with its stormwater runoff by providing an extended detention water quality pond. 2. The drainage concept for the proposed development is consistent with the Downtown River District Final Design Report (Ayres, 2012). River District Block One Mixed Use Preliminary Drainage Report 10 References 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 2. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. 3. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. 4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008. 6. Downtown River District Final Design Report, February 2012, Ayres Associates. 7. Subsurface Exploration Report, 418 Linden Street, October 25, 2011, Earth Engineering Consultants, Inc. APPENDIX A HYDROLOGIC COMPUTATIONS CHARACTER OF SURFACE: Runoff Coefficient Percentage Impervious Project: 685-002 Streets, Parking Lots, Roofs, Alleys, and Drives: Calculations By: ATC Asphalt ……....……………...……….....…...……………….……………………………… 0.95 100% Date: Concrete …….......……………….….……….………………..….…………………………… 0.95 90% Gravel ……….…………………….….…………………………..…………………………… 0.50 40% Roofs …….…….………………..……………….……………………………………………. 0.95 90% Pavers…………………………...………………..…………………………………………… 0.40 22% Lawns and Landscaping Sandy Soil ……..……………..……………….…………………………………………….. 0.15 0% Clayey Soil ….….………….…….…………..………………………………………………. 0.25 0% 2-year Cf = 1.00 100-year Cf = 1.25 Basin ID Basin Area (s.f.) Basin Area (ac) Area of Asphalt (ac) Area of Concrete (ac) Area of Roofs (ac) Area of Gravel (ac) Area of Lawns and Landscaping (ac) 2-year Composite Runoff Coefficient 10-year Composite Runoff Coefficient 100-year Composite Runoff Coefficient Composite % Imperv. 1 1826 0.04 0.042 0.000 0.000 0.000 0.000 0.95 0.95 1.00 100% 2 13413 0.31 0.000 0.000 0.308 0.000 0.000 0.95 0.95 1.00 90% 3 935 0.02 0.000 0.002 0.000 0.000 0.021 0.34 0.34 0.42 8% 4 25590 0.59 0.230 0.080 0.000 0.000 0.277 0.62 0.62 0.77 51% 5 3076 0.07 0.000 0.000 0.000 0.000 0.071 0.25 0.25 0.31 0% OS1 23041 0.53 0.113 0.000 0.236 0.092 0.087 0.76 0.76 0.94 69% OS2 21024 0.48 0.124 0.000 0.066 0.179 0.113 0.62 0.62 0.77 53% OS3 5238 0.12 0.038 0.000 0.000 0.038 0.045 0.55 0.55 0.68 44% DEVELOPED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS Runoff Coefficients are taken from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards, Table 3-3. % Impervious taken from UDFCD USDCM, Volume I. Overland Flow, Time of Concentration: Project: 685-002 Calculations By: Date: Gutter/Swale Flow, Time of Concentration: Tt = L / 60V Tc = Ti + Tt (Equation RO-2) Velocity (Gutter Flow), V = 20·S½ Velocity (Swale Flow), V = 15·S½ NOTE: C-value for overland flows over grassy surfaces; C = 0.25 Is Length >500' ? C*Cf (2-yr Cf=1.00) C*Cf (10-yr Cf=1.00) C*Cf (100-yr Cf=1.25) Length, L (ft) Slope, S (%) Ti 2-yr (min) Ti 10-yr (min) Ti 100-yr (min) Length, L (ft) Slope, S (%) Velocity, V (ft/s) Tt (min) Length, L (ft) Slope, S (%) Velocity, V (ft/s) Tt (min) 2-yr Tc Rational Method Equation: Project: 685-002 Calculations By: Date: From Section 3.2.1 of the CFCSDDC Rainfall Intensity: 1 1 0.04 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.1 0.2 0.4 2 2 0.31 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.8 1.4 3.1 3 3 0.02 5 5 5 0.34 0.34 0.42 2.85 4.87 9.95 0.0 0.0 0.1 4 4 0.59 6 6 5 0.62 0.62 0.77 2.76 4.72 9.95 1.0 1.7 4.5 5 5 0.07 5 5 5 0.25 0.25 0.31 2.85 4.87 9.95 0.1 0.1 0.2 OS1 OS1 0.53 5 5 5 0.76 0.76 0.94 2.85 4.87 9.95 1.1 1.9 5.0 OS2 OS2 0.48 5 5 5 0.62 0.62 0.77 2.85 4.87 9.95 0.9 1.5 3.7 OS3 OS3 0.12 5 5 5 0.55 0.55 0.68 2.85 4.87 9.95 0.2 0.3 0.8 Area, A (acres) Intensity, i2 (in/hr) 100-yr Tc (min) DEVELOPED RUNOFF COMPUTATIONS C100 Design Point Flow, Q100 (cfs) Flow, Q2 (cfs) 10-yr Tc (min) 2-yr Tc (min) C2 Flow, Q10 (cfs) Intensity, i100 (in/hr) Basin(s) ATC September 7, 2012 Intensity, i10 (in/hr) Rainfall Intensity taken from the City of Fort Collins Storm Drainage Design Criteria (CFCSDDC), Figure 3.1 C10 Q  C f  C i  A APPENDIX B HYDRAULIC COMPUTATIONS B.1 – Storm Sewers (reserved for future use) B.2 – Inlets (reserved for future use) APPENDIX B.1 STORM SEWERS (reserved for future use) APPENDIX B.2 INLETS (reserved for future use) APPENDIX C WATER QUALITY DESIGN COMPUTATIONS WATER QUALITY POND DESIGN CALCULATIONS Water Quality Pond Project: 685-002 By: ATC Date: 9.7.12 REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 0.590 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 51.00 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.5100 <-- CALCULATED WQCV (watershed inches) = 0.209 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.010 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WQ Depth (ft) = ** <-- INPUT from stage-storage table AREA REQUIRED PER ROW, a (in 2 ) = ** <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (in) = ** <-- INPUT from Figure 5 n = ** <-- INPUT from Figure 5 t (in) = ** <-- INPUT from Figure 5 number of rows = ** <-- CALCULATED from WQ Depth and row spacing **To be completed at final design APPENDIX D EROSION CONTROL REPORT River District Block One Mixed Use Preliminary Erosion Control Report EROSION CONTROL REPORT A comprehensive Erosion and Sediment Control Plan (along with associated details) will be included with the final construction drawings. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3, Chapter 7 – Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on the Utility Plans. The Final Plans will contain a full-size Erosion Control sheet as well as a separate sheet dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the applicable requirements outlined in the Development Agreement for the development. Also, the Site Contractor for this project will be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division – Stormwater Program, prior to any earth disturbance activities. Prior to securing said permit, the Site Contractor shall develop a comprehensive StormWater Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance of construction BMPs. APPENDIX E FEMA FIRMETTE APPENDIX F EPA SWMM ANALYSIS SWMM HGL COMPARISON Project: 685‐002 By: ATC Date: 9/10/2012 Node ID EC hgl PC hgl Difference (FT) (FT) (FT) A1 53.86 54.10 0.24 A2 56.16 56.76 0.60 INLET‐CUSTOM 62.25 62.25 0.00 INLET A1‐A 56.43 56.43 0.00 A3 59.24 60.01 0.77 INLET A2‐A 59.29 59.29 0.00 A4 61.98 62.59 0.61 A5 62.76 63.12 0.36 INLET A3‐A 65.77 65.77 0.00 INLET A3‐B 66.45 66.45 0.00 D2 63.18 63.46 0.28 INLET D1 63.18 63.46 0.28 D3 63.99 64.22 0.23 INLET D2A 64.39 64.39 0.00 INLET D2B 65.78 65.78 0.00 D4 64.69 64.79 0.10 INLET D3A 65.36 65.36 0.00 INLET D3B 66.52 66.52 0.00 110 112 114 115 123 124 125 128 210 211 212 A1 A2 A3 A4 A5 D2 D3 D4 LAT-A1A LAT-A2A LAT-A3AA3B LAT- LAT-D2A LAT-D2B LAT-D3A LAT-D3B 12DIP LAT-D1 CustomInlet-River INLET-A1A INLET-A2A INLET-A3A INLET-A3B INLET-D1 INLET-D2A INLET-D2B INLET-D3A INLET-D3B MH_A1 MH_A2 MH_A3 MH_A4-MH_D1 MH_A5 MH_D2 MH_D3 MH_D4 O114 O115 A1_POUDRE 03/17/2006 00:01:00 SWMM 5 Page 1 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ YES Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ MAR-17-2006 00:00:00 Ending Date .............. MAR-17-2006 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 1.00 sec WARNING 02: maximum depth increased for Node CustomInlet-River WARNING 02: maximum depth increased for Node EXMH_B1 ************* Element Count ************* Number of rain gages ...... 1 Number of subcatchments ... 43 Number of nodes ........... 76 Number of links ........... 69 Number of pollutants ...... 0 Number of land uses ....... 0 **************** Raingage Summary **************** Data Recording Name Data Source Type Interval ------------------------------------------------------------- 1 100-year INTENSITY 5 min. ******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet ------------------------------------------------------------------------------------------------------- 100 1.20 185.00 95.00 0.8000 1 INLET-B1B 101 2.30 337.00 95.00 0.3400 1 INLET-B2B 102 2.90 423.00 95.00 1.0800 1 INLET-C2B 103 0.80 582.00 95.00 0.8000 1 INLET-B3B 104 4.50 2930.00 95.00 0.4800 1 EXMH_B1 105 1.20 2197.00 95.00 0.6600 1 EXINLET-B4B 106 3.70 537.00 95.00 0.8600 1 EXINLET-B3C 107 0.80 524.00 95.00 0.7100 1 EXINLET-B4C 108 1.90 274.00 95.00 0.3200 1 INLET-B10A 109 0.80 1618.00 60.00 0.2900 1 INLET-B5A 118 1.80 258.00 95.00 0.9000 1 INLET-B7A 119 3.60 880.00 90.00 0.4200 1 MH_B13 120 0.40 743.00 95.00 1.2800 1 INLET-A3A 121 0.30 456.00 95.00 1.2000 1 INLET-B1A 122 0.60 1177.00 95.00 0.2800 1 INLET-C1A 123 0.65 188.00 95.00 1.0400 1 CustomInlet-River 124 0.70 603.00 95.00 2.1400 1 INLET-A1A 125 0.50 893.00 95.00 0.9100 1 INLET-C2A 126 5.00 184.00 95.00 1.2400 1 EXMH_C1 127 2.30 328.00 95.00 1.5000 1 INLET-C1B 128 0.83 180.00 95.00 2.1100 1 INLET-A2A 200 0.30 252.00 95.00 1.6900 1 EXINLET-B10B 201 0.20 271.00 95.00 0.9600 1 EXINLET-B9B 202 0.40 420.00 95.00 1.4200 1 INLET-B9A 203 0.30 447.00 95.00 0.3900 1 EXINLET-B8A 204 0.40 203.00 95.00 0.0300 1 203 205 0.10 121.00 95.00 0.8700 1 INLET-B4A 206 0.20 102.00 90.00 1.2200 1 INLET-A4A 207 0.90 1123.00 95.00 0.4400 1 EXINLET-B5B 208 0.70 327.00 95.00 0.6500 1 EXSTUB-B6 210 2.90 414.00 80.00 0.6200 1 INLET-D2B 211 0.20 224.00 95.00 0.4700 1 INLET-D2A 212 0.60 918.00 95.00 0.5700 1 INLET-D3A 213 1.20 360.00 95.00 0.7100 1 INLET-D3B 300 2.20 325.00 95.00 1.7300 1 O300 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------ CustomInlet-River JUNCTION 4956.94 5.91 0.0 EXINLET-B10B JUNCTION 4972.71 3.71 0.0 EXINLET-B3A JUNCTION 4960.63 9.45 0.0 EXINLET-B3C JUNCTION 4963.76 6.34 0.0 EXINLET-B4B JUNCTION 4971.23 2.42 0.0 EXINLET-B4C JUNCTION 4972.04 2.29 0.0 EXINLET-B5B JUNCTION 4971.25 2.42 0.0 EXINLET-B8A JUNCTION 4971.38 3.08 0.0 EXINLET-B9B JUNCTION 4971.42 4.24 0.0 EXMH_B1 JUNCTION 4959.16 11.13 0.0 EXMH_C1 JUNCTION 4956.26 9.15 0.0 EXSTUB-B6 JUNCTION 4970.40 3.00 0.0 INLET-A1A JUNCTION 4955.50 3.02 0.0 INLET-A2A JUNCTION 4955.01 7.94 0.0 INLET-A3A JUNCTION 4965.04 3.40 0.0 INLET-A3B JUNCTION 4962.01 6.48 0.0 INLET-A4A JUNCTION 4969.60 2.65 0.0 INLET-B10A JUNCTION 4972.40 2.99 0.0 INLET-B1A JUNCTION 4960.79 4.02 0.0 INLET-B1B JUNCTION 4960.92 4.08 0.0 INLET-B2A JUNCTION 4964.00 3.80 0.0 INLET-B2B JUNCTION 4963.85 3.86 0.0 INLET-B3B JUNCTION 4960.96 8.28 0.0 INLET-B4A JUNCTION 4965.45 7.45 0.0 INLET-B5A JUNCTION 4971.06 2.50 0.0 INLET-B7A JUNCTION 4970.39 3.50 0.0 INLET-B9A JUNCTION 4971.49 3.65 0.0 INLET-C1A JUNCTION 4957.82 5.00 0.0 INLET-C1B JUNCTION 4958.34 5.12 0.0 MH_B3A JUNCTION 4960.86 9.60 0.0 Yes MH_B4 JUNCTION 4958.88 10.22 0.0 MH_B4A JUNCTION 4965.42 7.83 0.0 MH_B4B JUNCTION 4966.41 8.22 0.0 MH_B5 JUNCTION 4960.52 9.87 0.0 MH_B6 JUNCTION 4963.34 10.85 0.0 MH_B7 JUNCTION 4963.58 10.62 0.0 MH_B7A JUNCTION 4969.79 5.39 0.0 MH_B8 JUNCTION 4963.76 10.62 0.0 MH_B9 JUNCTION 4965.12 10.25 0.0 MH_C1 JUNCTION 4941.23 7.06 0.0 MH_C2 JUNCTION 4942.08 6.69 0.0 MH_C3 JUNCTION 4945.12 14.60 0.0 MH_C4/B1 JUNCTION 4946.00 17.83 0.0 MH_C5 JUNCTION 4954.89 7.75 0.0 MH_C6 JUNCTION 4955.47 9.01 0.0 MH_C7 JUNCTION 4956.24 8.23 0.0 MH_D2 JUNCTION 4959.98 8.30 0.0 MH_D3 JUNCTION 4960.65 7.21 0.0 MH_D4 JUNCTION 4961.91 5.11 0.0 MNT_STRT JUNCTION 4973.00 1.00 0.0 Yes O112 JUNCTION 0.00 0.00 0.0 O113 JUNCTION 0.00 0.00 0.0 O114 JUNCTION 0.00 0.00 0.0 O115 JUNCTION 0.00 0.00 0.0 O300 JUNCTION 0.00 0.00 0.0 A1_POUDRE OUTFALL 4949.89 3.00 0.0 FESB1-POUDRE OUTFALL 4953.73 4.00 0.0 FESC1-UDALL_POND OUTFALL 4941.03 2.00 0.0 ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness ------------------------------------------------------------------------------------------ A1 MH_A1 A1_POUDRE CONDUIT 73.0 0.1781 0.0130 A2 MH_A2 MH_A1 CONDUIT 27.0 0.0741 0.0130 A3 MH_A3 MH_A2 CONDUIT 173.0 1.8905 0.0130 A4 MH_A4-MH_D1 MH_A3 CONDUIT 325.0 1.9050 0.0130 A5 MH_A5 MH_A4-MH_D1 CONDUIT 65.5 1.4342 0.0130 B1 MH_C4/B1 FESB1-POUDRE CONDUIT 139.0 1.4966 0.0130 B2 MH_B2 MH_C4/B1 CONDUIT 100.0 1.5102 0.0130 B3 MH_B3 MH_B2 CONDUIT 353.0 0.3683 0.0130 B4 MH_B4 MH_B3 CONDUIT 74.0 0.3514 0.0130 B5 MH_B5 MH_B4 CONDUIT 470.0 0.3489 0.0130 B6 MH_B6 MH_B5 CONDUIT 485.0 0.5815 0.0130 B7 MH_B7 MH_B6 CONDUIT 68.0 0.3529 0.0130 B8 MH_B8 MH_B7 CONDUIT 74.5 0.2470 0.0130 B9 MH_B9 MH_B8 CONDUIT 367.0 0.3695 0.0130 B10 MH_B10 MH_B9 CONDUIT 63.0 0.7778 0.0130 B11 MH_B11 MH_B10 CONDUIT 165.0 0.7879 0.0130 B12 MH_B12 MH_B11 CONDUIT 134.0 0.7911 0.0130 B13 MH_B13 MH_B12 CONDUIT 33.0 1.6063 0.0130 C1 MH_C1 FESC1-UDALL_PONDCONDUIT 34.0 0.5882 0.0130 C2 MH_C2 MH_C1 CONDUIT 138.0 0.6160 0.0130 C3 MH_C3 MH_C2 CONDUIT 494.0 0.6154 0.0100 C4 MH_C4/B1 MH_C3 CONDUIT 144.0 0.6111 0.0130 C5 MH_C5 MH_C4/B1 CONDUIT 45.0 0.3111 0.0130 C6 MH_C6 MH_C5 CONDUIT 194.0 0.2990 0.0130 C7 MH_C7 MH_C6 CONDUIT 274.0 0.2810 0.0130 D2 MH_D2 MH_A4-MH_D1 CONDUIT 74.0 0.5270 0.0130 LAT-B4B MH_B4A MH_B6 CONDUIT 92.0 0.3043 0.0130 LAT-B4C MH_B4B MH_B6 CONDUIT 52.0 2.0004 0.0130 LAT-B5A INLET-B5A MH_B7 CONDUIT 39.0 1.4617 0.0130 LAT-B5B EXINLET-B5B MH_B7 CONDUIT 20.0 1.6002 0.0130 LAT-B6A EXSTUB-B6 MH_B8 CONDUIT 21.0 1.5049 0.0130 LAT-B7A INLET-B7A MH_B7A CONDUIT 25.0 2.4007 0.0130 LAT-B7C MH_B7A MH_B9 CONDUIT 71.0 1.0001 0.0130 LAT-B8A EXINLET-B8A MH_B7A CONDUIT 38.5 4.1334 0.0130 LAT-B9A INLET-B9A MH_B10 CONDUIT 32.0 2.4695 0.0130 LAT-B9B EXINLET-B9B MH_B10 CONDUIT 36.0 2.0004 0.0130 LAT-B10A INLET-B10A MH_B11 CONDUIT 30.0 1.9003 0.0130 LAT-B10B EXINLET-B10B MH_B11 CONDUIT 44.0 2.0004 0.0130 LAT-B11A EXMH_B1 MH_B4 CONDUIT 61.0 0.4590 0.0130 LAT-C1A INLET-C1A MH_C5 CONDUIT 36.0 0.3889 0.0130 LAT-C1B INLET-C1B MH_C5 CONDUIT 33.0 2.0004 0.0130 LAT-C2A INLET-C2A MH_C7 CONDUIT 55.0 1.7821 0.0130 LAT-C2B INLET-C2B MH_C7 CONDUIT 12.0 2.0004 0.0130 LAT-C3A EXMH_C1 MH_C7 CONDUIT 18.0 0.1111 0.0130 LAT-D2A INLET-D2A MH_D3 CONDUIT 51.0 0.4510 0.0130 LAT-D2B INLET-D2B MH_D3 CONDUIT 14.0 1.9289 0.0130 LAT-D3A INLET-D3A MH_D4 CONDUIT 40.0 0.5000 0.0130 LAT-D3B INLET-D3B MH_D4 CONDUIT 24.0 2.0004 0.0130 MNT_STRT MNT_STRT EXMH_B1 CONDUIT 720.0 0.4458 0.0160 12DIP CustomInlet-RiverMH_A2 CONDUIT 80.6 6.1031 0.0130 LAT-D1 INLET-D1 MH_D2 CONDUIT 13.0 2.9243 0.0130 ********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow --------------------------------------------------------------------------------------- A1 CIRCULAR 3.00 7.07 0.75 3.00 1 28.15 A2 CIRCULAR 3.00 7.07 0.75 3.00 1 18.15 A3 CIRCULAR 3.00 7.07 0.75 3.00 1 91.71 A4 CIRCULAR 3.00 7.07 0.75 3.00 1 92.06 A5 CIRCULAR 2.00 3.14 0.50 2.00 1 27.09 B1 RECT_CLOSED 4.00 24.00 1.20 6.00 1 378.99 B2 RECT_CLOSED 4.00 28.00 1.27 7.00 1 461.92 B3 RECT_CLOSED 4.00 28.00 1.27 7.00 1 228.11 B4 RECT_CLOSED 4.00 28.00 1.27 7.00 1 222.81 B5 RECT_CLOSED 4.00 24.00 1.20 6.00 1 183.00 B6 CIRCULAR 4.00 12.57 1.00 4.00 1 109.53 B7 CIRCULAR 4.00 12.57 1.00 4.00 1 85.34 B8 CIRCULAR 4.00 12.57 1.00 4.00 1 71.39 B9 CIRCULAR 4.00 12.57 1.00 4.00 1 87.31 B10 CIRCULAR 3.50 9.62 0.88 3.50 1 88.73 B11 CIRCULAR 3.50 9.62 0.88 3.50 1 89.31 B12 CIRCULAR 3.00 7.07 0.75 3.00 1 59.32 B13 CIRCULAR 3.00 7.07 0.75 3.00 1 84.53 C1 CIRCULAR 2.00 3.14 0.50 2.00 1 17.35 C2 CIRCULAR 2.00 3.14 0.50 2.00 1 17.75 C3 CIRCULAR 2.00 3.14 0.50 2.00 1 23.07 C4 CIRCULAR 2.00 3.14 0.50 2.00 1 17.68 C5 CIRCULAR 4.00 12.57 1.00 4.00 1 80.12 C6 CIRCULAR 4.00 12.57 1.00 4.00 1 78.54 C7 CIRCULAR 3.50 9.62 0.88 3.50 1 53.33 D2 CIRCULAR 3.00 7.07 0.75 3.00 1 48.42 D3 CIRCULAR 3.00 7.07 0.75 3.00 1 41.51 D4 CIRCULAR 2.50 4.91 0.63 2.50 1 25.66 EXLAT-B3C CIRCULAR 2.50 4.91 0.63 2.50 1 59.60 LAT-B5B CIRCULAR 1.50 1.77 0.38 1.50 1 13.29 LAT-B6A CIRCULAR 1.33 1.39 0.33 1.33 1 9.35 LAT-B7A CIRCULAR 2.00 3.14 0.50 2.00 1 35.05 LAT-B7C CIRCULAR 3.50 9.62 0.88 3.50 1 100.61 LAT-B8A CIRCULAR 1.50 1.77 0.38 1.50 1 21.36 LAT-B9A CIRCULAR 1.50 1.77 0.38 1.50 1 16.51 LAT-B9B CIRCULAR 1.50 1.77 0.38 1.50 1 14.86 LAT-B10A CIRCULAR 2.00 3.14 0.50 2.00 1 31.19 LAT-B10B CIRCULAR 1.50 1.77 0.38 1.50 1 14.86 LAT-B11A CIRCULAR 4.00 12.57 1.00 4.00 1 97.32 LAT-C1A CIRCULAR 1.50 1.77 0.38 1.50 1 6.55 LAT-C1B CIRCULAR 1.50 1.77 0.38 1.50 1 14.86 LAT-C2A CIRCULAR 1.50 1.77 0.38 1.50 1 14.02 LAT-C2B CIRCULAR 2.00 3.14 0.50 2.00 1 32.00 LAT-C3A CIRCULAR 2.00 3.14 0.50 2.00 1 7.54 LAT-D2A CIRCULAR 1.50 1.77 0.38 1.50 1 7.05 LAT-D2B CIRCULAR 1.50 1.77 0.38 1.50 1 14.59 LAT-D3A CIRCULAR 1.50 1.77 0.38 1.50 1 7.43 LAT-D3B CIRCULAR 1.50 1.77 0.38 1.50 1 14.86 MNT_STRT TRAPEZOIDAL 0.50 62.50 0.42 150.00 1 216.21 12DIP CIRCULAR 1.00 0.79 0.25 1.00 1 8.80 LAT-D1 CIRCULAR 2.00 3.14 0.50 2.00 1 38.69 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 18.676 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 0.610 0.120 Surface Runoff ........... 17.730 3.483 Final Surface Storage .... 0.468 0.092 Continuity Error (%) ..... -0.704 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 17.730 5.778 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 3.508 1.143 External Outflow ......... 17.819 5.807 Internal Outflow ......... 0.000 0.000 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.039 0.013 Final Stored Volume ...... 0.040 0.013 Continuity Error (%) ..... 16.066 *************************** Time-Step Critical Elements *************************** None ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 0.50 sec Average Time Step : 1.00 sec Maximum Time Step : 1.00 sec Percent in Steady State : 0.00 Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS -------------------------------------------------------------------------------------------------------- 100 3.67 0.00 0.00 0.07 3.53 0.12 11.13 0.963 101 3.67 0.00 0.00 0.07 3.53 0.22 19.84 0.962 102 3.67 0.00 0.00 0.07 3.53 0.28 27.19 0.963 103 3.67 0.00 0.00 0.07 3.53 0.08 7.99 0.962 104 3.67 0.00 0.00 0.07 3.53 0.43 44.74 0.963 105 3.67 0.00 0.00 0.07 3.53 0.12 12.01 0.962 106 3.67 0.00 0.00 0.07 3.53 0.36 34.23 0.963 107 3.67 0.00 0.00 0.07 3.53 0.08 7.98 0.962 108 3.67 0.00 0.00 0.07 3.53 0.18 16.24 0.962 109 3.67 0.00 0.00 0.55 3.09 0.07 7.65 0.842 110 3.67 0.00 0.00 0.29 3.33 0.18 17.94 0.908 111 3.67 0.00 0.00 1.53 2.14 0.05 2.68 0.583 112 3.67 0.00 0.00 0.14 3.47 0.12 11.96 0.945 113 3.67 0.00 0.00 0.07 3.53 0.17 17.25 0.963 114 3.67 0.00 0.00 0.07 3.53 0.34 33.71 0.963 115 3.67 0.00 0.00 0.07 3.53 0.27 27.41 0.963 116 3.67 0.00 0.00 0.07 3.53 0.02 2.00 0.962 117 3.67 0.00 0.00 0.07 3.53 0.12 11.76 0.963 118 3.67 0.00 0.00 0.07 3.53 0.17 16.67 0.963 119 3.67 0.00 0.00 0.14 3.47 0.34 33.64 0.945 120 3.67 0.00 0.00 0.07 3.53 0.04 4.00 0.962 121 3.67 0.00 0.00 0.07 3.53 0.03 3.00 0.962 122 3.67 0.00 0.00 0.07 3.53 0.06 6.00 0.962 123 3.67 0.00 0.00 0.07 3.53 0.06 6.38 0.963 124 3.67 0.00 0.00 0.07 3.53 0.07 7.00 0.962 125 3.67 0.00 0.00 0.07 3.53 0.05 5.00 0.962 126 3.67 0.00 0.00 0.07 3.52 0.48 35.38 0.960 127 3.67 0.00 0.00 0.07 3.53 0.22 21.86 0.963 128 3.67 0.00 0.00 0.07 3.53 0.08 8.17 0.963 200 3.67 0.00 0.00 0.07 3.53 0.03 3.00 0.962 201 3.67 0.00 0.00 0.07 3.53 0.02 2.00 0.962 202 3.67 0.00 0.00 0.07 3.53 0.04 4.00 0.962 203 3.67 4.71 0.00 0.08 8.23 0.07 4.75 0.982 204 3.67 0.00 0.00 0.07 3.53 0.04 3.47 0.962 205 3.67 0.00 0.00 0.07 3.53 0.01 1.00 0.962 206 3.67 0.00 0.00 0.14 3.47 0.02 1.99 0.945 207 3.67 0.00 0.00 0.07 3.53 0.09 9.00 0.962 208 3.67 0.00 0.00 0.07 3.53 0.07 6.93 0.963 210 3.67 0.00 0.00 0.29 3.32 0.26 24.60 0.906 211 3.67 0.00 0.00 0.07 3.53 0.02 2.00 0.962 212 3.67 0.00 0.00 0.07 3.53 0.06 6.00 0.962 213 3.67 1.61 0.00 0.07 5.13 0.17 12.69 0.973 300 3.67 0.00 0.00 0.07 3.53 0.21 21.09 0.963 ****************** Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- CustomInlet-River JUNCTION 4.88 5.54 4962.48 0 00:40 EXINLET-B10B JUNCTION 0.02 0.58 4973.29 0 00:40 EXINLET-B3A JUNCTION 0.13 7.84 4968.47 0 00:38 EXINLET-B3C JUNCTION 0.06 6.21 4969.97 0 00:38 EXINLET-B4B JUNCTION 0.04 1.70 4972.93 0 00:39 EXINLET-B4C JUNCTION 0.03 1.10 4973.14 0 00:40 INLET-B4A JUNCTION 0.03 4.38 4969.83 0 00:39 INLET-B5A JUNCTION 0.03 1.21 4972.27 0 00:40 INLET-B7A JUNCTION 0.05 1.68 4972.07 0 00:40 INLET-B9A JUNCTION 0.02 0.70 4972.19 0 00:40 INLET-C1A JUNCTION 0.05 3.02 4960.84 0 00:40 INLET-C1B JUNCTION 0.07 4.84 4963.18 0 00:40 INLET-C2A JUNCTION 0.03 1.05 4962.55 0 00:40 INLET-C2B JUNCTION 0.08 3.25 4964.01 0 00:40 INLET-D1 JUNCTION 0.18 3.34 4963.58 0 00:41 INLET-D2A JUNCTION 0.02 0.66 4964.40 0 00:40 INLET-D2B JUNCTION 0.06 2.02 4965.80 0 00:39 INLET-D3A JUNCTION 0.04 1.36 4965.36 0 00:40 INLET-D3B JUNCTION 0.06 2.24 4966.52 0 00:40 MH_A1 JUNCTION 9.47 12.07 4954.10 0 00:40 MH_A2 JUNCTION 1.47 6.71 4956.78 0 00:40 MH_A3 JUNCTION 0.10 7.48 4960.82 0 00:38 MH_A4-MH_D1 JUNCTION 0.08 3.15 4962.74 0 00:41 MH_A5 JUNCTION 0.05 2.17 4963.38 0 00:41 MH_B10 JUNCTION 0.11 4.59 4971.70 0 00:42 MH_B11 JUNCTION 0.09 3.68 4972.09 0 00:42 MH_B12 JUNCTION 0.07 2.86 4972.33 0 00:42 MH_B13 JUNCTION 0.06 2.39 4972.39 0 00:42 MH_B2 JUNCTION 0.10 4.10 4961.42 0 00:41 MH_B3 JUNCTION 0.14 5.44 4964.06 0 00:41 MH_B3A JUNCTION 0.15 8.25 4969.11 0 00:38 MH_B4 JUNCTION 0.15 6.05 4964.93 0 00:40 MH_B4A JUNCTION 0.03 4.09 4969.51 0 00:39 MH_B4B JUNCTION 0.04 3.18 4969.59 0 00:41 MH_B5 JUNCTION 0.14 8.90 4969.42 0 00:38 MH_B6 JUNCTION 0.14 6.14 4969.48 0 00:41 MH_B7 JUNCTION 0.15 6.32 4969.90 0 00:41 MH_B7A JUNCTION 0.05 1.31 4971.10 0 00:42 MH_B8 JUNCTION 0.15 6.45 4970.21 0 00:41 MH_B9 JUNCTION 0.13 6.00 4971.12 0 00:42 MH_C1 JUNCTION 2.35 10.20 4951.43 0 00:00 MH_C2 JUNCTION 1.77 6.62 4948.70 0 00:40 MH_C3 JUNCTION 0.74 10.67 4955.79 0 00:40 MH_C4/B1 JUNCTION 0.97 14.21 4960.21 0 00:40 MH_C5 JUNCTION 0.20 5.75 4960.64 0 00:40 MH_C6 JUNCTION 0.16 5.63 4961.10 0 00:40 MH_C7 JUNCTION 0.16 6.12 4962.36 0 00:40 MH_D2 JUNCTION 0.11 3.59 4963.57 0 00:41 MH_D3 JUNCTION 0.10 3.63 4964.28 0 00:41 MH_D4 JUNCTION 0.07 2.88 4964.79 0 00:41 MNT_STRT JUNCTION 0.01 0.37 4973.37 0 00:37 O112 JUNCTION 0.00 0.00 0.00 0 00:10 O113 JUNCTION 0.00 0.00 0.00 0 00:10 O114 JUNCTION 0.00 0.00 0.00 0 00:10 O115 JUNCTION 0.00 0.00 0.00 0 00:10 O300 JUNCTION 0.00 0.00 0.00 0 00:10 A1_POUDRE OUTFALL 1.59 2.74 4952.63 0 00:40 FESB1-POUDRE OUTFALL 0.07 3.27 4957.00 0 00:39 FESC1-UDALL_POND OUTFALL 2.47 2.47 4943.50 0 00:00 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume INLET-A3B JUNCTION 17.93 17.93 0 00:40 0.181 0.181 INLET-A4A JUNCTION 1.99 1.99 0 00:40 0.019 0.019 INLET-B10A JUNCTION 16.24 16.24 0 00:40 0.182 0.182 INLET-B1A JUNCTION 3.00 3.00 0 00:40 0.029 0.029 INLET-B1B JUNCTION 11.13 11.13 0 00:40 0.115 0.115 INLET-B2A JUNCTION 2.00 2.00 0 00:40 0.019 0.019 INLET-B2B JUNCTION 19.83 19.83 0 00:40 0.221 0.221 INLET-B3B JUNCTION 7.99 7.99 0 00:40 0.077 0.077 INLET-B4A JUNCTION 1.00 4.25 0 00:39 0.010 0.010 INLET-B5A JUNCTION 7.65 7.65 0 00:40 0.067 0.067 INLET-B7A JUNCTION 16.67 16.67 0 00:40 0.173 0.173 INLET-B9A JUNCTION 4.00 4.00 0 00:40 0.038 0.038 INLET-C1A JUNCTION 6.00 6.00 0 00:40 0.058 0.058 INLET-C1B JUNCTION 21.85 21.85 0 00:40 0.221 0.221 INLET-C2A JUNCTION 5.00 5.00 0 00:40 0.048 0.048 INLET-C2B JUNCTION 27.18 27.18 0 00:40 0.278 0.278 INLET-D1 JUNCTION 0.00 0.13 0 00:36 0.000 0.000 INLET-D2A JUNCTION 2.00 2.00 0 00:40 0.019 0.019 INLET-D2B JUNCTION 24.60 24.60 0 00:40 0.262 0.262 INLET-D3A JUNCTION 6.00 6.00 0 00:40 0.058 0.058 INLET-D3B JUNCTION 12.68 12.68 0 00:40 0.167 0.167 MH_A1 JUNCTION 0.00 76.99 0 00:40 0.000 0.947 MH_A2 JUNCTION 0.00 77.13 0 00:40 0.000 0.940 MH_A3 JUNCTION 0.00 64.83 0 00:42 0.000 0.805 MH_A4-MH_D1 JUNCTION 0.00 60.66 0 00:40 0.000 0.725 MH_A5 JUNCTION 0.00 21.91 0 00:40 0.000 0.219 MH_B10 JUNCTION 0.00 57.26 0 00:40 0.000 0.607 MH_B11 JUNCTION 0.00 52.49 0 00:40 0.000 0.550 MH_B12 JUNCTION 0.00 33.61 0 00:40 0.000 0.339 MH_B13 JUNCTION 33.63 33.63 0 00:40 0.339 0.339 MH_B2 JUNCTION 0.00 318.09 0 00:40 0.000 3.777 MH_B3 JUNCTION 0.00 309.91 0 00:38 0.000 3.633 MH_B3A JUNCTION 10.00 48.90 0 00:40 0.539 0.970 MH_B4 JUNCTION 0.00 290.72 0 00:38 0.000 3.393 MH_B4A JUNCTION 0.00 4.62 0 00:39 0.000 0.010 MH_B4B JUNCTION 0.00 19.91 0 00:40 0.000 0.192 MH_B5 JUNCTION 0.00 152.08 0 00:43 0.000 2.373 MH_B6 JUNCTION 0.00 102.81 0 00:43 0.000 1.288 MH_B7 JUNCTION 0.00 87.35 0 00:44 0.000 1.067 MH_B7A JUNCTION 0.00 21.40 0 00:40 0.000 0.240 MH_B8 JUNCTION 0.00 73.37 0 00:44 0.000 0.914 MH_B9 JUNCTION 0.00 73.76 0 00:39 0.000 0.846 MH_C1 JUNCTION 0.00 33.57 0 00:41 0.000 1.761 MH_C2 JUNCTION 0.00 33.57 0 00:41 0.000 1.758 MH_C3 JUNCTION 0.00 33.57 0 00:41 0.000 1.749 MH_C4/B1 JUNCTION 0.00 406.68 0 00:40 0.000 4.863 MH_C5 JUNCTION 0.00 92.31 0 00:40 0.000 1.085 MH_C6 JUNCTION 0.00 64.94 0 00:40 0.000 0.805 MH_C7 JUNCTION 0.00 67.01 0 00:40 0.000 0.804 MH_D2 JUNCTION 0.00 40.01 0 00:40 0.000 0.506 MH_D3 JUNCTION 0.00 41.96 0 00:40 0.000 0.506 MH_D4 JUNCTION 0.00 18.60 0 00:40 0.000 0.225 MNT_STRT JUNCTION 169.16 169.16 0 00:35 0.586 0.586 O112 JUNCTION 11.96 11.96 0 00:40 0.122 0.122 O113 JUNCTION 17.24 17.24 0 00:40 0.173 0.173 O114 JUNCTION 33.70 33.70 0 00:40 0.336 0.336 O115 JUNCTION 27.40 27.40 0 00:40 0.269 0.269 O300 JUNCTION 21.09 21.09 0 00:40 0.211 0.211 A1_POUDRE OUTFALL 0.00 76.99 0 00:40 0.000 0.948 FESB1-POUDRE OUTFALL 0.00 369.82 0 00:39 0.000 3.115 INLET-B1B JUNCTION 0.05 0.386 2.194 INLET-B2B JUNCTION 0.07 0.323 1.537 INLET-B3B JUNCTION 0.18 5.780 0.000 INLET-B4A JUNCTION 0.09 2.377 3.073 INLET-C1A JUNCTION 0.12 1.517 1.983 INLET-C1B JUNCTION 0.15 3.339 0.281 INLET-C2B JUNCTION 0.12 1.254 0.886 INLET-D1 JUNCTION 0.12 1.219 4.601 INLET-D2B JUNCTION 0.12 0.519 2.851 INLET-D3B JUNCTION 0.10 0.745 1.885 MH_A1 JUNCTION 0.17 1.054 2.956 MH_A3 JUNCTION 0.12 4.425 2.455 MH_A4-MH_D1 JUNCTION 0.01 0.149 5.901 MH_B3A JUNCTION 0.09 3.614 1.346 MH_B4 JUNCTION 0.13 2.051 4.169 MH_B4A JUNCTION 0.09 2.087 3.743 MH_B5 JUNCTION 0.11 4.898 0.972 MH_C1 JUNCTION 22.99 8.198 0.000 MH_C2 JUNCTION 2.12 4.618 0.072 MH_C3 JUNCTION 1.93 8.672 3.928 MH_C4/B1 JUNCTION 0.05 0.402 3.618 MH_C5 JUNCTION 0.13 1.456 2.004 MH_C6 JUNCTION 0.12 1.631 3.379 MH_D2 JUNCTION 0.06 0.594 4.706 O112 JUNCTION 23.00 0.000 0.000 O113 JUNCTION 23.00 0.000 0.000 O114 JUNCTION 23.00 0.000 0.000 O115 JUNCTION 23.00 0.000 0.000 O300 JUNCTION 23.00 0.000 0.000 ********************* Node Flooding Summary ********************* Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- INLET-B3B 0.01 0.45 0 00:38 0.000 8.28 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- A1_POUDRE 79.70 1.99 76.99 0.948 FESB1-POUDRE 7.96 66.36 369.82 3.115 FESC1-UDALL_POND 100.00 2.88 33.58 1.761 ----------------------------------------------------------- System 62.55 71.23 477.45 5.825 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth B6 CONDUIT 109.69 0 00:44 8.76 1.00 1.00 B7 CONDUIT 89.16 0 00:44 7.16 1.04 1.00 B8 CONDUIT 79.01 0 00:44 6.29 1.11 1.00 B9 CONDUIT 69.86 0 00:44 5.80 0.80 1.00 B10 CONDUIT 53.09 0 00:39 7.31 0.60 1.00 B11 CONDUIT 51.34 0 00:40 6.38 0.57 1.00 B12 CONDUIT 33.41 0 00:40 6.28 0.56 0.98 B13 CONDUIT 33.61 0 00:40 7.32 0.40 0.88 C1 CONDUIT 33.58 0 00:41 10.69 1.94 1.00 C2 CONDUIT 33.57 0 00:41 10.69 1.89 1.00 C3 CONDUIT 33.57 0 00:41 10.69 1.46 1.00 C4 CONDUIT 33.57 0 00:41 10.69 1.90 1.00 C5 CONDUIT 92.30 0 00:40 7.34 1.15 1.00 C6 CONDUIT 64.91 0 00:40 5.29 0.83 1.00 C7 CONDUIT 64.94 0 00:40 6.75 1.22 1.00 D2 CONDUIT 39.99 0 00:40 6.90 0.83 1.00 D3 CONDUIT 40.01 0 00:40 6.97 0.96 1.00 D4 CONDUIT 17.04 0 00:41 3.64 0.66 1.00 EXLAT-B3C CONDUIT 34.23 0 00:40 11.75 0.57 1.00 EXLAT-B4B CONDUIT 12.00 0 00:40 9.78 1.24 1.00 EXLAT-B4C CONDUIT 7.94 0 00:40 8.71 0.53 0.70 LAT-A1A CONDUIT 6.65 0 00:39 6.37 0.56 1.00 LAT-A2A CONDUIT 8.17 0 00:40 6.18 0.48 1.00 LAT-A3A CONDUIT 3.99 0 00:40 5.92 0.23 0.41 LAT-A3B CONDUIT 17.93 0 00:40 10.15 1.77 1.00 LAT-A4A CONDUIT 1.92 0 00:40 2.95 1.05 0.77 LAT-B1A CONDUIT 2.98 0 00:40 3.64 0.35 0.55 LAT-B1B CONDUIT 11.13 0 00:40 7.53 0.60 0.78 LAT-B2A CONDUIT 1.98 0 00:40 3.69 0.21 0.34 LAT-B2B CONDUIT 19.85 0 00:40 7.25 0.72 0.81 LAT-B3A CONDUIT 11.76 0 00:40 3.74 1.05 1.00 LAT-B3B CONDUIT 8.14 0 00:38 1.66 0.38 1.00 LAT-B3C CONDUIT 48.89 0 00:40 7.39 0.95 1.00 LAT-B4A CONDUIT 3.31 0 00:39 1.75 0.37 1.00 LAT-B4B CONDUIT 4.62 0 00:39 1.91 0.37 1.00 LAT-B4C CONDUIT 19.80 0 00:40 10.18 0.34 1.00 LAT-B5A CONDUIT 7.61 0 00:40 5.95 0.60 0.68 LAT-B5B CONDUIT 9.00 0 00:40 5.92 0.68 0.80 LAT-B6A CONDUIT 6.91 0 00:40 6.49 0.74 0.72 LAT-B7A CONDUIT 16.65 0 00:40 6.91 0.48 0.73 LAT-B7C CONDUIT 21.39 0 00:40 7.84 0.21 0.48 LAT-B8A CONDUIT 4.86 0 00:40 5.48 0.23 0.60 LAT-B9A CONDUIT 3.98 0 00:40 6.06 0.24 0.50 LAT-B9B CONDUIT 1.99 0 00:40 4.97 0.13 0.44 LAT-B10A CONDUIT 16.19 0 00:40 7.20 0.52 0.67 LAT-B10B CONDUIT 2.98 0 00:40 5.55 0.20 0.34 LAT-B11A CONDUIT 158.79 0 00:37 12.64 1.63 1.00 LAT-C1A CONDUIT 6.00 0 00:40 3.84 0.92 1.00 LAT-C1B CONDUIT 21.85 0 00:40 12.36 1.47 1.00 LAT-C2A CONDUIT 5.04 0 00:39 5.80 0.36 0.85 LAT-C2B CONDUIT 27.16 0 00:40 9.34 0.85 0.96 LAT-C3A CONDUIT 35.34 0 00:40 11.25 4.69 1.00 LAT-D2A CONDUIT 1.97 0 00:40 3.04 0.28 0.46 LAT-D2B CONDUIT 24.60 0 00:40 13.92 1.69 1.00 LAT-D3A CONDUIT 5.95 0 00:40 4.09 0.80 0.77 LAT-D3B CONDUIT 12.68 0 00:40 7.88 0.85 0.86 MNT_STRT CONDUIT 121.88 0 00:37 2.95 0.56 0.70 12DIP CONDUIT 6.36 0 00:40 12.21 0.72 0.63 LAT-D1 CONDUIT 0.19 0 00:45 0.34 0.00 1.00 *************************** B6 1.00 0.00 0.00 0.00 0.79 0.21 0.00 0.00 0.70 0.0000 B7 1.00 0.00 0.01 0.00 0.99 0.00 0.00 0.00 0.47 0.0000 B8 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.42 0.0000 B9 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.42 0.0000 B10 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.80 0.0000 B11 1.00 0.01 0.00 0.00 0.89 0.10 0.00 0.00 0.54 0.0000 B12 1.00 0.01 0.00 0.00 0.92 0.08 0.00 0.00 0.47 0.0000 B13 1.00 0.01 0.00 0.00 0.83 0.16 0.00 0.00 0.75 0.0000 C1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.0001 C2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.0001 C3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.03 0.0000 C4 1.00 0.00 0.00 0.00 0.79 0.21 0.00 0.00 0.80 0.0001 C5 1.00 0.00 0.00 0.00 0.08 0.00 0.00 0.92 0.61 0.0000 C6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.37 0.0000 C7 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.50 0.0000 D2 1.00 0.00 0.00 0.00 0.88 0.12 0.00 0.00 0.57 0.0000 D3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.48 0.0000 D4 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.22 0.0000 EXLAT-B3C 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.99 1.36 0.0000 EXLAT-B4B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.45 0.0000 EXLAT-B4C 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.73 0.0000 LAT-A1A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.29 0.0000 LAT-A2A 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.67 0.0000 LAT-A3A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.30 0.0000 LAT-A3B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.74 0.0000 LAT-A4A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.16 0.0000 LAT-B1A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.16 0.0000 LAT-B1B 1.58 0.01 0.00 0.00 0.00 0.00 0.00 0.99 1.17 0.0000 LAT-B2A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.15 0.0000 LAT-B2B 1.20 0.01 0.00 0.00 0.00 0.00 0.00 0.99 1.16 0.0000 LAT-B3A 1.00 0.00 0.01 0.00 0.99 0.00 0.00 0.00 0.18 0.0000 LAT-B3B 1.00 0.00 0.13 0.00 0.87 0.00 0.00 0.00 0.03 0.0000 LAT-B3C 1.00 0.00 0.00 0.00 0.83 0.17 0.00 0.00 0.68 0.0000 LAT-B4A 1.00 0.01 0.10 0.00 0.89 0.00 0.00 0.00 0.07 0.0000 LAT-B4B 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.11 0.0000 LAT-B4C 1.00 0.00 0.00 0.00 0.01 0.00 0.00 0.99 0.57 0.0000 LAT-B5A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.25 0.0000 LAT-B5B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.37 0.0000 LAT-B6A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.51 0.0000 LAT-B7A 1.00 0.01 0.00 0.00 0.80 0.19 0.00 0.00 0.80 0.0000 LAT-B7C 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.87 0.0000 LAT-B8A 1.00 0.01 0.00 0.00 0.84 0.15 0.00 0.00 0.63 0.0000 LAT-B9A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.32 0.0000 LAT-B9B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.26 0.0000 LAT-B10A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 1.29 0.0000 LAT-B10B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.30 0.0000 LAT-B11A 1.00 0.00 0.01 0.00 0.86 0.13 0.00 0.00 0.62 0.0000 LAT-C1A 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.19 0.0000 LAT-C1B 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 1.15 0.0000 LAT-C2A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.27 0.0000 LAT-C2B 1.52 0.01 0.00 0.00 0.00 0.00 0.00 0.99 1.16 0.0000 LAT-C3A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.43 0.0001 LAT-D2A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.17 0.0000 LAT-D2B 1.09 0.01 0.00 0.00 0.00 0.00 0.00 0.99 1.28 0.0000 LAT-D3A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.19 0.0000 LAT-D3B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.82 0.0000 MNT_STRT 1.00 0.02 0.00 0.00 0.00 0.00 0.00 0.98 0.34 0.0000 12DIP 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.99 0.0000 LAT-D1 1.56 0.00 0.91 0.00 0.09 0.00 0.00 0.00 0.00 0.0000 ************************* B7 0.10 0.10 0.10 0.05 0.09 B8 0.10 0.10 0.10 0.06 0.09 B9 0.09 0.09 0.09 0.01 0.01 B10 0.07 0.07 0.07 0.01 0.06 B11 0.02 0.02 0.02 0.01 0.01 C1 22.99 22.99 22.99 1.98 2.04 C2 2.12 2.12 2.12 1.97 2.02 C3 1.93 1.93 1.93 1.87 1.88 C4 1.93 1.93 1.93 1.96 1.93 C5 0.15 0.15 0.15 0.06 0.15 C6 0.12 0.12 0.12 0.01 0.01 C7 0.15 0.15 0.15 0.09 0.11 D2 0.01 0.01 0.01 0.01 0.01 D3 0.05 0.05 0.05 0.01 0.05 D4 0.04 0.04 0.04 0.01 0.01 EXLAT-B3C 0.07 0.07 0.07 0.01 0.01 EXLAT-B4B 0.03 0.03 0.03 0.06 0.03 LAT-A2A 0.13 0.13 0.13 0.01 0.01 LAT-A3B 0.03 0.03 0.04 0.15 0.03 LAT-A4A 0.01 0.01 0.01 0.03 0.01 LAT-B3A 0.27 0.27 0.27 0.02 0.02 LAT-B3B 0.18 0.18 0.18 0.01 0.01 LAT-B3C 0.16 0.16 0.16 0.01 0.01 LAT-B4A 0.09 0.09 0.09 0.01 0.01 LAT-B4B 0.09 0.09 0.09 0.01 0.01 LAT-B4C 0.05 0.05 0.05 0.01 0.01 LAT-B11A 0.12 0.12 0.13 0.14 0.10 LAT-C1A 0.12 0.12 0.12 0.01 0.06 LAT-C1B 0.13 0.13 0.13 0.11 0.13 LAT-C3A 0.29 0.29 0.29 0.62 0.29 LAT-D2B 0.11 0.11 0.11 0.15 0.11 LAT-D1 0.12 0.12 0.12 0.01 0.01 Analysis begun on: Mon Sep 10 11:23:51 2012 Analysis ended on: Mon Sep 10 11:24:09 2012 Total elapsed time: 00:00:18 SWMM 5 Page 12 Block One Preliminary Erosion Control Report MAP POCKET DRAINAGE EXHIBITS �2� W ELEC VAULT ELEC BOX ELEC BOX ELEC BOX CONTROL IRR V.P. F E S D D D OWNER: RANCH-WAY INC. OWNER: CITY OF FORT COLLINS OWNER: CITY OF FORT COLLINS OWNER: KEIFER MARJORIE R. OWNER: KIEFER BLAIR A FAMILY TRUST OWNER: KIEFER BLAIR A FAMILY TRUST LINDEN STREET (100' ROW) CACHE LA POUDRE RIVER T T CTV ELEC BOX D H1 1.03 OS1 0.53 OS2 0.48 OS3 0.12 H1 OS2 OS3 OS1 EXISTING 36" STORM DRAIN N�. R��������: B�: D���: REVIEWED BY: R. P�������� DESIGNED BY: DRAWN BY: SCALE: DATE: F E S OWNER: RANCH-WAY INC. OWNER: CITY OF FORT COLLINS OWNER: CITY OF FORT COLLINS OWNER: KEIFER MARJORIE R. OWNER: KIEFER BLAIR A FAMILY TRUST OWNER: KIEFER BLAIR A FAMILY TRUST LINDEN STREET (100' ROW) CACHE LA POUDRE RIVER T T RD PROPOSED BUILDING PROPOSED BUILDING PROPOSED BUILDING PROPOSED BUILDING EXISTING 100' LINDEN STREET RIGHT-OF-WAY FFE=65.00 (FIRST FLOOR) 2 0.31 2 FFE=65.00 (FIRST FLOOR) 1 0.04 3 0.02 4 0.59 5 0.07 OS1 0.53 OS2 0.48 OS3 0.12 4 5 OS2 OS3 OS1 3 100-YR FLOOD ELEV.=4953 (FT.COLLINS NGVD29) 4956 (NAVD88) FEMA CROSS-SECTION "CA" EXISTING 36" STORM DRAIN DRAINAGE SUMMARY TABLE DESIGN POINT BASIN ID TOTAL AREA (�����) C10 C100 10-�� T� (���) 100-� � T� (���) Q10 (���) Q100 (���) 1 1 0.04 0.95 1.00 5.0 5.0 0.2 0.4 2 2 0.31 0.95 1.00 5.0 5.0 1.4 3.1 3 3 0.02 0.34 0.42 5.0 5.0 0.0 0.1 4 4 0.59 0.62 0.77 5.7 5.0 1.7 4.5 5 5 0.07 0.25 0.31 5.0 5.0 0.1 0.2 OS1 OS1 0.53 0.76 0.94 5.0 5.0 1.9 5.0 OS2 OS2 0.48 0.62 0.77 5.0 5.0 1.5 3.7 OS3 OS3 0.12 0.55 0.68 5.0 5.0 0.3 0.8 N�. R��������: B�: D���: REVIEWED BY: R. P�������� DESIGNED BY: DRAWN BY: SCALE: DATE: 09/18/12 PROJECT: 685-002 S���� O� 7 S����� RIVER DISTRICT BLOCK ONE MIXED USE T���� �������� ��� ����������� �� ������� �������� �� N������� E���������� S�������, I��. ��� ��� ��� �� �� ���� ��� ��� ���� �� ������������ ������ ������ ��� ������ �� � P����������� E������� �� ��� ������ �� N������� E���������� S�������, I��. NOT FOR CONSTRUCTION REVIEW SET 200 S���� C������ A�����, S���� 010 09/18/12 F��� C������, C������� 80524 E N G I N E E R I N G � � � � � � �� PHONE: 970.221.4158 FAX: 970.221.4159 ���.�������������������.��� C500 DRAINAGE EXHIBIT K. B�������� K. B�������� 1"=20' NORTH ( IN FEET ) 1 ���� = ��. 20 0 20 F��� 20 40 60 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO K��� ����'� �����. C��� ������ ��� ���. R LEGEND: NOTES: D��� D��� D��� D��� D��� D��� APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: C��� E������� W���� & W��������� U������ S��������� U������ P���� & R��������� T������ E������� E������������ P������ C��� �� F��� C������, C������� FOR DRAINAGE REVIEW ONLY UTILITY PLAN APPROVAL NOT FOR CONSTRUCTION WATER QUALITY POND SUMMARY VOLUME REQ'D (��-��) VOLUME PROVIDED (��-��) POND INVERT WQ WATER SURFACE POND SPILL ELEV. 0.01 0.01 4951.50 4952.65 4953.50 PROPOSED STORM SEWER PROPOSED STORM DRAINAGE INLET PROPOSED CONTOURS 80 79 EXISTING STORM SEWER PROPERTY BOUNDARY EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR 5015 5013 EXISTING TREES A DESIGN POINT FLOW ARROW DRAINAGE BASIN LABEL BASIN DESIGNATION BASIN AREA (AC) DRAINAGE BASIN BOUNDARY B2 1.45 �� EXISTING RIGHT-OF-WAY EXISTING TOP OF BANK PROPOSED RETAINING WALL EXISTING 100-YEAR FLOODPLAIN EXISTING 0.5-FOOT FLOODWAY EXISTING RIVER'S EDGE EXISTING 500-YEAR FLOODPLAIN EXISTING TOP OF BERM TO REMAIN 09/18/12 PROJECT: 685-002 S���� O� 7 S����� RIVER DISTRICT BLOCK ONE MIXED USE T���� �������� ��� ����������� �� ������� �������� �� N������� E���������� S�������, I��. ��� ��� ��� �� �� ���� ��� ��� ���� �� ������������ ������ ������ ��� ������ �� � P����������� E������� �� ��� ������ �� N������� E���������� S�������, I��. NOT FOR CONSTRUCTION REVIEW SET 200 S���� C������ A�����, S���� 010 09/18/12 F��� C������, C������� 80524 E N G I N E E R I N G � � � � � � �� PHONE: 970.221.4158 FAX: 970.221.4159 ���.�������������������.��� EXH-1 HISTORIC DRAINAGE EXHIBIT A. C��� A. C��� 1"=20' NORTH ( IN FEET ) 1 ���� = ��. 20 0 20 F��� 20 40 60 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO K��� ����'� �����. C��� ������ ��� ���. R LEGEND: D��� D��� D��� D��� D��� D��� APPROVED: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: C��� E������� W���� & W��������� U������ S��������� U������ P���� & R��������� T������ E������� E������������ P������ C��� �� F��� C������, C������� FOR DRAINAGE REVIEW ONLY UTILITY PLAN APPROVAL NOT FOR CONSTRUCTION EXISTING STORM SEWER PROPERTY BOUNDARY EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR 5015 5013 EXISTING TREES A DESIGN POINT FLOW ARROW DRAINAGE BASIN LABEL BASIN DESIGNATION BASIN AREA (AC) DRAINAGE BASIN BOUNDARY B2 1.45 �� EXISTING RIGHT-OF-WAY EXISTING TOP OF BANK EXISTING 100-YEAR FLOODPLAIN EXISTING 0.5-FOOT FLOODWAY EXISTING RIVER'S EDGE EXISTING 500-YEAR FLOODPLAIN EXISTING TOP OF BERM Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- A1 0.01 0.01 0.01 0.32 0.01 A2 0.17 0.17 0.17 0.49 0.17 A3 0.13 0.13 0.13 0.01 0.01 A4 0.01 0.01 0.01 0.01 0.01 A5 0.01 0.01 0.01 0.01 0.01 B2 0.02 0.02 0.02 0.01 0.01 B3 0.02 0.02 0.02 0.15 0.02 B4 0.10 0.10 0.10 0.14 0.10 B5 0.10 0.10 0.10 0.01 0.08 B6 0.09 0.09 0.09 0.01 0.05 SWMM 5 Page 11 Flow Classification Summary *************************** ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- A1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.04 0.0001 A2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.03 0.0002 A3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.05 0.0000 A4 1.00 0.00 0.00 0.00 0.01 0.01 0.00 0.98 1.32 0.0000 A5 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.87 0.0000 B1 1.00 0.92 0.00 0.00 0.00 0.08 0.00 0.00 0.15 0.0000 B2 1.00 0.00 0.00 0.00 0.00 0.03 0.00 0.97 1.08 0.0000 B3 1.00 0.00 0.00 0.00 0.87 0.13 0.00 0.00 0.61 0.0000 B4 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.44 0.0000 B5 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.35 0.0000 SWMM 5 Page 10 ----------------------------------------------------------------------------- A1 CONDUIT 76.99 0 00:40 11.06 2.74 0.96 A2 CONDUIT 76.99 0 00:40 10.89 4.24 1.00 A3 CONDUIT 64.84 0 00:42 9.17 0.71 1.00 A4 CONDUIT 59.08 0 00:42 11.14 0.64 1.00 A5 CONDUIT 21.72 0 00:40 8.81 0.80 1.00 B1 CONDUIT 369.82 0 00:39 17.46 0.98 0.90 B2 CONDUIT 314.65 0 00:40 12.54 0.68 1.00 B3 CONDUIT 304.28 0 00:40 11.28 1.33 1.00 B4 CONDUIT 290.66 0 00:38 10.38 1.30 1.00 B5 CONDUIT 152.08 0 00:43 6.84 0.83 1.00 SWMM 5 Page 9 FESC1-UDALL_POND OUTFALL 0.00 33.58 0 00:41 0.000 1.761 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- EXINLET-B3A JUNCTION 0.27 5.840 1.610 EXINLET-B3C JUNCTION 0.07 3.710 0.130 EXINLET-B4B JUNCTION 0.04 0.447 0.723 EXINLET-B5B JUNCTION 0.01 0.082 0.838 EXMH_C1 JUNCTION 0.30 4.511 2.639 INLET-A2A JUNCTION 0.13 4.911 1.529 INLET-A3B JUNCTION 0.22 2.949 2.031 SWMM 5 Page 8 Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- CustomInlet-River JUNCTION 6.38 6.38 0 00:40 0.062 0.062 EXINLET-B10B JUNCTION 3.00 3.00 0 00:40 0.029 0.029 EXINLET-B3A JUNCTION 11.76 11.76 0 00:40 0.115 0.115 EXINLET-B3C JUNCTION 34.22 34.22 0 00:40 0.355 0.355 EXINLET-B4B JUNCTION 12.00 12.00 0 00:40 0.115 0.115 EXINLET-B4C JUNCTION 7.97 7.97 0 00:40 0.077 0.077 EXINLET-B5B JUNCTION 8.99 8.99 0 00:40 0.086 0.086 EXINLET-B8A JUNCTION 4.75 4.75 0 00:40 0.067 0.067 EXINLET-B9B JUNCTION 2.00 2.00 0 00:40 0.019 0.019 EXMH_B1 JUNCTION 44.72 158.08 0 00:38 0.432 1.019 EXMH_C1 JUNCTION 35.37 35.37 0 00:40 0.478 0.478 EXSTUB-B6 JUNCTION 6.93 6.93 0 00:40 0.067 0.067 INLET-A1A JUNCTION 7.00 7.00 0 00:40 0.067 0.067 INLET-A2A JUNCTION 8.17 8.17 0 00:40 0.080 0.080 INLET-A3A JUNCTION 4.00 4.00 0 00:40 0.038 0.038 SWMM 5 Page 7 EXINLET-B5B JUNCTION 0.04 1.58 4972.83 0 00:39 EXINLET-B8A JUNCTION 0.02 0.55 4971.93 0 00:43 EXINLET-B9B JUNCTION 0.02 0.46 4971.88 0 00:40 EXMH_B1 JUNCTION 0.14 6.39 4965.55 0 00:40 EXMH_C1 JUNCTION 0.18 6.51 4962.77 0 00:40 EXSTUB-B6 JUNCTION 0.03 1.06 4971.46 0 00:40 INLET-A1A JUNCTION 0.03 1.49 4956.99 0 00:40 INLET-A2A JUNCTION 0.05 6.41 4961.42 0 00:38 INLET-A3A JUNCTION 0.02 0.73 4965.77 0 00:40 INLET-A3B JUNCTION 0.08 4.45 4966.46 0 00:39 INLET-A4A JUNCTION 0.03 0.95 4970.55 0 00:40 INLET-B10A JUNCTION 0.06 1.67 4974.07 0 00:40 INLET-B1A JUNCTION 0.03 0.80 4961.59 0 00:41 INLET-B1B JUNCTION 0.05 1.89 4962.81 0 00:39 INLET-B2A JUNCTION 0.02 0.56 4964.56 0 00:40 INLET-B2B JUNCTION 0.08 2.32 4966.17 0 00:40 INLET-B3B JUNCTION 0.13 8.28 4969.24 0 00:38 SWMM 5 Page 6 Average Iterations per Step : 2.05 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff SWMM 5 Page 5 EXLAT-B4B CIRCULAR 1.25 1.23 0.31 1.25 1 9.67 EXLAT-B4C CIRCULAR 1.25 1.23 0.31 1.25 1 15.09 LAT-A1A CIRCULAR 1.50 1.77 0.38 1.50 1 11.83 LAT-A2A CIRCULAR 1.50 1.77 0.38 1.50 1 16.94 LAT-A3A CIRCULAR 1.50 1.77 0.38 1.50 1 17.61 LAT-A3B CIRCULAR 1.50 1.77 0.38 1.50 1 10.16 LAT-A4A CIRCULAR 1.00 0.79 0.25 1.00 1 1.82 LAT-B1A CIRCULAR 1.50 1.77 0.38 1.50 1 8.51 LAT-B1B CIRCULAR 1.50 1.77 0.38 1.50 1 18.47 LAT-B2A CIRCULAR 1.50 1.77 0.38 1.50 1 9.40 LAT-B2B CIRCULAR 2.00 3.14 0.50 2.00 1 27.71 LAT-B3A CIRCULAR 2.00 3.14 0.50 2.00 1 11.18 LAT-B3B CIRCULAR 2.50 4.91 0.63 2.50 1 21.62 LAT-B3C CIRCULAR 3.00 7.07 0.75 3.00 1 51.51 LAT-B4A CIRCULAR 2.00 3.14 0.50 2.00 1 8.99 LAT-B4B CIRCULAR 2.00 3.14 0.50 2.00 1 12.48 LAT-B4C CIRCULAR 2.50 4.91 0.63 2.50 1 58.01 LAT-B5A CIRCULAR 1.50 1.77 0.38 1.50 1 12.70 SWMM 5 Page 4 D3 MH_D3 MH_D2 CONDUIT 173.0 0.3873 0.0130 D4 MH_D4 MH_D3 CONDUIT 322.0 0.3913 0.0130 EXLAT-B3C EXINLET-B3C MH_B3A CONDUIT 36.0 2.1116 0.0130 EXLAT-B4B EXINLET-B4B MH_B4B CONDUIT 34.4 2.2415 0.0130 EXLAT-B4C EXINLET-B4C MH_B4B CONDUIT 29.0 5.4564 0.0130 LAT-A1A INLET-A1A MH_A2 CONDUIT 41.0 1.2684 0.0130 LAT-A2A INLET-A2A MH_A3 CONDUIT 25.0 2.6009 0.0130 LAT-A3A INLET-A3A MH_A5 CONDUIT 21.0 2.8106 0.0130 LAT-A3B INLET-A3B MH_A5 CONDUIT 46.0 0.9348 0.0130 LAT-A4A INLET-A4A MH_B6 CONDUIT 104.0 0.2596 0.0130 LAT-B1A INLET-B1A MH_B2 CONDUIT 32.0 0.6563 0.0130 LAT-B1B INLET-B1B MH_B2 CONDUIT 11.0 3.0924 0.0130 LAT-B2A INLET-B2A MH_B3 CONDUIT 45.0 0.8000 0.0130 LAT-B2B INLET-B2B MH_B3 CONDUIT 14.0 1.5002 0.0130 LAT-B3A EXINLET-B3A MH_B5 CONDUIT 45.0 0.2444 0.0130 LAT-B3B INLET-B3B MH_B3A CONDUIT 36.0 0.2778 0.0130 LAT-B3C MH_B3A MH_B5 CONDUIT 57.0 0.5965 0.0130 LAT-B4A INLET-B4A MH_B4A CONDUIT 19.0 0.1579 0.0130 SWMM 5 Page 3 INLET-C2A JUNCTION 4961.50 2.98 0.0 INLET-C2B JUNCTION 4960.76 4.14 0.0 INLET-D1 JUNCTION 4960.24 7.94 0.0 INLET-D2A JUNCTION 4963.74 4.00 0.0 INLET-D2B JUNCTION 4963.78 4.87 0.0 INLET-D3A JUNCTION 4964.00 1.88 0.0 INLET-D3B JUNCTION 4964.28 4.13 0.0 MH_A1 JUNCTION 4942.03 15.03 0.0 MH_A2 JUNCTION 4950.07 9.37 0.0 MH_A3 JUNCTION 4953.34 9.94 0.0 MH_A4-MH_D1 JUNCTION 4959.59 9.05 0.0 MH_A5 JUNCTION 4961.21 7.65 0.0 MH_B10 JUNCTION 4967.11 8.78 0.0 MH_B11 JUNCTION 4968.41 8.65 0.0 MH_B12 JUNCTION 4969.47 9.06 0.0 MH_B13 JUNCTION 4970.00 9.39 0.0 MH_B2 JUNCTION 4957.32 7.71 0.0 MH_B3 JUNCTION 4958.62 9.59 0.0 SWMM 5 Page 2 110 2.00 289.00 80.00 1.2600 1 INLET-A3B 111 0.90 124.00 10.00 1.0600 1 213 112 1.30 191.00 90.00 0.8900 1 O112 113 1.80 265.00 95.00 1.7200 1 O113 114 3.50 502.00 95.00 2.0800 1 O114 115 2.80 407.00 95.00 3.5700 1 O115 116 0.20 582.00 95.00 0.7900 1 INLET-B2A 117 1.20 459.00 95.00 0.5400 1 EXINLET-B3A SWMM 5 Page 1 (min) 10-yr Tc (min) 100-yr Tc (min) 11No0.95 0.95 1.00 17 2.00% 0.9 0.9 0.6 0 0.00% N/A N/A 0 N/A N/A N/A 5 5 5 22No0.95 0.95 1.00 92 0.50% 3.4 3.4 2.3 0 0.50% N/A N/A 0 N/A N/A N/A 5 5 5 33No0.34 0.34 0.42 15 2.00% 4.4 4.4 3.9 0 0.50% N/A N/A 0 N/A N/A N/A 5 5 5 44No0.62 0.62 0.77 94 3.50% 5.7 5.7 3.9 0 0.50% N/A N/A 0 N/A N/A N/A 6 6 5 55No0.25 0.25 0.31 27 14.00% 3.4 3.4 3.2 0 0.00% N/A N/A 0 N/A N/A N/A 5 5 5 OS1 OS1 No 0.95 0.95 1.00 150 1.00% 3.4 3.4 2.3 85 0.40% 1.26 1.1 0 N/A N/A N/A 5 5 5 OS2 OS2 No 0.95 0.95 1.00 150 1.00% 3.4 3.4 2.3 37 0.40% 1.26 0.5 0 N/A N/A N/A 5 5 5 OS3 OS3 No 0.95 0.95 1.00 133 1.00% 3.2 3.2 2.2 0 0.00% N/A N/A 0 N/A N/A N/A 5 5 5 DEVELOPED TIME OF CONCENTRATION COMPUTATIONS Gutter Flow Swale Flow Design Point Basin Overland Flow ATC September 7, 2012 Time of Concentration (Equation RO-4)   3 1 1 . 87 1 . 1 * S Ti C Cf L   10-year Cf = 1.00 September 7, 2012