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FORT COLLINS HOTEL (DOWNTOWN HOTEL) - FDP - FDP150033 - REPORTS - DRAINAGE REPORT
November 11, 2015 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR DOWNTOWN FORT COLLINS HOTEL PARKING LOT ALTERNATIVE Fort Collins, Colorado Prepared for: Bohemian Companies & Mcwhinney 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: 947-002 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. November 11, 2015 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report for DOWNTOWN FORT COLLINS HOTEL PARKING LOT ALTERNATIVE Dear Staff: Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your review. This report accompanies the Project Development Plan submittal for the proposed Downtown Fort Collins Hotel Parking Lot Alternative. 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 Project Engineer Downtown Fort Collins Hotel Parking Lot Alternative Final 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 ........................................................................ 4 A. Major Basin Description .................................................................................................................... 4 B. Sub‐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. Modifications of Criteria ................................................................................................................... 6 IV. DRAINAGE FACILITY DESIGN ..................................................................................... 7 A. General Concept ............................................................................................................................... 7 B. Specific Details .................................................................................................................................. 8 V. CONCLUSIONS ........................................................................................................ 10 A. Compliance with Standards ............................................................................................................ 10 B. Drainage Concept ............................................................................................................................ 10 APPENDICES: APPENDIX A.1 - Historic Conditions Hydrologic Computations APPENDIX A.2 - Developed Conditions Hydrologic Computations APPENDIX B.1 - Inlet Design Calculations APPENDIX B.2 - Storm Line Design Calculations APPENDIX C.1 - Stormwater Alternative Compliance/Variance Application (Floodplain Freeboard) APPENDIX D.1 - Erosion Control Report APPENDIX E.1 - Base Flood Elevation Analysis APPENDIX E.2 - Floodplain Freeboard Variance Request Downtown Fort Collins Hotel Parking Lot Alternative Final Drainage Report LIST OF FIGURES: Figure 1 – Aerial Photograph ................................................................................................ 2 Figure 2– Proposed Site Plan ................................................................................................ 3 Figure 3 – Existing Floodplains ............................................................................................. 4 MAP POCKET: Proposed Drainage Exhibit Downtown Fort Collins Hotel Parking Lot Alternative Final Drainage Report 1 I. GENERAL LOCATION AND DESCRIPTION A. Location Vicinity Map 1. The project site is located in the southwest 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. 2. The project site is located just north of the intersection of Walnut Street and Mountain Avenue. 3. The project site lies within the Old Town Basin. A small portion of the site drains to the storm sewer system in Walnut Street, which is conveyed south to Oak Street and then the Udall water quality treatment area. The majority of the site drains into the existing storm sewer system in Chestnut Street, which conveys flows into the Cache La Poudre River. The Downtown River District Final Design Report, by Ayres 2012 (Ref. 5), shows the majority of the site conveyed via sheet flow into the Chestnut Street storm system (Basin 106). As long as existing site runoff rates are not increased, detention is not required for the site. However, the site still must provide meet current City Low Impact Design (LID) requirements. Several water quality treatment methods are proposed for the site, and are described in further detail Downtown Fort Collins Hotel Parking Lot Alternative Final Drainage Report 2 below. 4. As this is an infill site, the area surrounding the site is fully developed. 5. No offsite flows enter the site from the south, west, or east. A small area to the northwest of the site sheet flows onto the site. This area has been broken into two offsite basins, which is described further in Section IV.A, below. B. Description of Property 1. The development area is roughly 2.4 net acres. Figure 1 – Aerial Photograph 2. The subject property is currently composed of existing buildings, and landscaped areas. Existing ground slopes are mild to moderate (i.e., 1 - 6±%) through the interior of the property. General topography slopes from northwest to southeast. 3. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey website: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx, the site consists of Paoli fine sandy loam (Hydrologic Soil Group A), and Santana loam (Hydrologic Soil Group B). 4. The proposed project site plan is composed of the development of a hotel and parking lot. Associated site work, water, and sewer lines will be constructed with the development. Current City Low Impact Design (LID) requirements will be implemented with the project, and will consist of several LID features which are discussed in Section IV, below. Downtown Fort Collins Hotel Parking Lot Alternative Final Drainage Report 3 Figure 2– Proposed Site Plan 5. There are no known irrigation laterals crossing the site. 6. The proposed land use is a downtown hotel development. C. Floodplain 1. The project site is not encroached by any City or FEMA designated 100-year floodplain. However, the City of Fort Collins Stormwater Utility has identified areas adjacent to the site as a 100-year flood risk zone. The adjacent Walnut Street and Chestnut Street have been studied for flood risk, and base flood elevation in these adjacent streets has been analyzed. Appendix C provides a summary of the analysis performed to determine base (100-year) flood elevation in adjacent street Right of Way, which is intended to be utilized for the design of finished floor elevation or flood proofing at Final design. Downtown Fort Collins Hotel Parking Lot Alternative Final Drainage Report 4 Figure 3 –Area Floodplain Mapping 2. A minimum of 6-inches of freeboard (a variance from the 12-inches of freeboard requirement has been requested, please see variance request copy in Appendix E.2) (100-year) flood elevation in adjacent Right of Way. This freeboard level will be applied to either the design of finished floor elevations, or the minimum level of flood proofing measures. II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description 3. The project site lies within the Old Town Basin. Generally, detention requirements for this basin are to detain the difference between the 100-year developed inflow rate and the historic 2-year release rate. However, a portion of the site drains to the storm sewer system in Walnut Street, which is conveyed south to Oak Street and then the Udall water quality treatment area. The remainder of the site drains into the existing storm sewer system in Chestnut Street, which conveys flows into the Cache La Poudre River. As long as existing site runoff rates are not increased, detention is not required for the site. The site still must meet current City Low Impact Design (LID) requirements. Several LID treatment methods are proposed for the site, and are described in further detail below. Downtown Fort Collins Hotel Parking Lot Alternative Final Drainage Report 5 B. Sub-Basin Description 1. The subject property historically drains overland from northwest to southeast. Runoff from the majority of the site has historically been collected in existing inlets located within Walnut Street and Chestnut Street. 2. A more detailed description of the project drainage patterns is provided below. 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 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. The majority of stormwater runoff from the site will ultimately be intercepted and treated using paver systems and landscaped parking islands designed as rain gardens. 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 treatment, where none previously existed, sediment with erosion potential is removed from downstream drainageway systems. 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 improve upon site specific source controls compared to historic conditions: Downtown Fort Collins Hotel Parking Lot Alternative Final Drainage Report 6 The proposed development will provide LID features which enhance water quality; thus, eliminating sources of potential pollution previously left exposed to weathering and runoff processes. C. Development Criteria Reference and Constraints The subject property is surrounded by currently developed properties. Thus, several constraints have been identified during the course of this analysis that will impact the proposed drainage system including: Existing elevations along the property lines will generally 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 not located in a City or FEMA designated floodplain. The proposed project does not propose to modify any natural drainageways. F. Modifications of Criteria 1. The proposed development is not requesting any modifications to criteria at this time. Downtown Fort Collins Hotel Parking Lot Alternative Final Drainage Report 7 IV. DRAINAGE FACILITY DESIGN A. General Concept 1. The main objectives of the project drainage design are to maintain existing drainage patterns, and to ensure no adverse impacts to any adjacent properties. 2. Onsite LID features will be provided and will enhance water quality. These measures are discussed further below. 3. Drainage patterns for proposed drainage basins as shown in the Drainage Exhibit are described below. Basin 1a Basin 1b consists of a small portion of back alleyway, west of the proposed hotel building which will sheet flow into the existing north flowline of Walnut Street and then be conveyed into the existing storm drain system within Walnut Street. Basin 1b Basin 1b consists of Firehouse Alley and a portion of landscaped area just to the north of the alleyway. Drainage from this area will drain via sheet flow and curb and gutter into the improved curb and gutter of Chestnut Street, which will drain to existing inlets and storm line in Chestnut Street. Basin 1c Basin 1b consists of the rooftop of the proposed hotel building. Drainage from the hotel rooftop will be captured within a roof drain system, which will tie to the existing storm drain system within Chestnut Street. Basins 2a and 2b Basins 2a and 2b consist primarily of a surface parking lot, and will generally drain via sheet flow into LID features including permeable paver systems and a series of raingardens, which are discussed in Section IV.B, below. The series of proposed area drains which connect raingardens, as well as the subdrain systems for the permeable paver systems will tie to the existing storm drain system within Chestnut Street. 100- year flows from Basin 2a will be conveyed via surface flow into the north flowline of Chestnut Street and into existing inlets at Chestnut and Jefferson Street. 100-year flows from Basin 2b will be conveyed into a proposed combination inlet located within the proposed parking lot as shown on the Final plans. Basins OS1, OS2 Basins OS1 and OS2 consist of areas to the north of the project site which sheet flow towards the site. Basin OS1 will be conveyed through the site via the existing alleyway (which will be improved) running in between the hotel portion of the site and the parking area. Basin OS2 will be conveyed along the north side of the proposed parking area and flow north into the adjacent Jefferson Street. Basins OS3 through OS5 Basins OS3 through OS5 consist of adjacent Rights of Way of Walnut Street, Chestnut Street, and Mountain Avenue. Basin OS3 will drain via sheet flow and curb and gutter into an improved inlet to be constructed in Walnut Street, which will tie to the existing storm line in Chestnut Street. Basin OS4 will drain via sheet flow and curb and gutter into improved inlets to be constructed in Chestnut Street, which will tie to the existing Downtown Fort Collins Hotel Parking Lot Alternative Final Drainage Report 8 storm line in Chestnut Street. Basin OS5 will drain via sheet flow and curb and gutter into the existing curb and gutter of Mountain Avenue. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. Runoff computations for these basins based on the Rational Method is provided in Appendix A. B. Specific Details 1. Low Impact Development (LID) measures will be incorporated into the site design which will consist of permeable paver fields placed within the proposed surface parking lot at locations shown on the Final plans. Design of the paver fields has included subdrain systems draining into the adjacent Chestnut Street storm drain as shown on the Final plans. Landscaped parking islands designed as rain gardens are also proposed. The rain gardens have been designed with drain systems that also outfall to the Chestnut Street storm drain. Details of this design are provided within the Final plan set. Low Impact Development (LID) Design details are provided in Appendix C.1. 2. The following table summarizes proposed LID features and overall percentage of the basin being treated by the proposed LID features. Downtown Fort Collins Hotel Parking Lot Alternative Final Drainage Report 9 Table 1 – LID Summary 50% On-Site Treatment by LID Requirement New Impervious Area 1.530 Ac. Traditional Pavement Area 0.751 Ac. Other Impervious Surfaces (Roofs, Concrete Walks, etc.) 0.779 Ac. Required Minimum Impervious Area to be Treated 0.765 Ac. Treatment Areas Run-on Areas for Pavers Paver Area #1 0.197 Ac. Paver Area #2 0.137 Ac. Paver Area #3 0.253 Ac. Total Run-on area for Pavers 0.587 Ac. Run-on Areas for Landscaped Islands/Rain Gardens Rain Garden #1 0.053 Ac. Rain Garden #2 0.020 Ac. Rain Garden #3 0.022 Ac. Rain Garden #4 0.015 Ac. Rain Garden #5 0.025 Ac. Rain Garden #6 0.015 Ac. Rain Garden #7 0.024 Ac. Rain Garden #8 0.012 Ac. Total Run-on area for Landscaped Islands/Rain Gardens 0.187 Ac. Impervious Area Treated by Pavers and Rain Gardens 0.774 Ac. Total Impervious Area Treated 0.774 Ac. Percent of Impervious Area Treated 50.59 % 25% Permeable Pavement Requirement New Pavement Area 32705 Sq. Ft. Required Minimum Area of Permeable Pavement 8176 Sq. Ft. Total Permeable Pavement Area 9423 Sq. Ft. Actual % of Permeable Pavement Provided 28.8 % 3. 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. 4. Proper maintenance of the drainage facilities designed with the proposed development is a critical component of their ongoing performance and effectiveness. Downtown Fort Collins Hotel Parking Lot Alternative Final Drainage Report 10 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 requirements for the Old Town Basin. 3. The drainage plan and stormwater management measures proposed with the proposed development are compliant with all applicable State and Federal regulations governing stormwater discharge. B. Drainage Concept 1. The drainage design proposed with this project will effectively limit any potential damage associated with its stormwater runoff by compliance with requirements set forth in current City master plans. 2. The drainage concept for the proposed development is consistent with requirements for the Old Town Basin and the Downtown River District Final Design Report. Downtown Fort Collins Hotel Parking Lot Alternative Final Drainage Report 11 References 1. 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. 2. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. 3. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 4. Old Town Master Drainage Plan, Baseline Hydraulics, Volume II, Anderson Consulting, July 15, 2003. 5. Downtown River District Final Design Report, Ayres, February 2012. 6. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright-McLaughlin Engineers, Denver, Colorado, Revised August 2013. APPENDIX A.1 DEVELOPED CONDITIONS HYDROLOGIC COMPUATIONS CHARACTER OF SURFACE: Runoff Coefficient Percentage Impervious Project: 947-002 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 Lawn, Rain Garden, or Landscaping (ac) 2-year Composite Runoff Coefficient 10-year Composite Runoff Coefficient 100-year Composite Runoff Coefficient Composite % Imperv. 1a 1363 0.03 0.00 0.03 0.00 0.00 0.00 0.95 0.95 1.00 0.90 1b 7543 0.17 0.00 0.17 0.00 0.00 0.00 0.95 0.95 1.00 0.90 1c 34057 0.78 0.00 0.00 0.78 0.00 0.00 0.95 0.95 1.00 0.90 2 47462 1.09 0.83 0.01 0.00 0.00 0.25 0.79 0.79 0.99 0.77 OS1 18920 0.43 0.43 0.00 0.00 0.00 0.00 0.95 0.95 1.00 1.00 OS2 10772 0.25 0.25 0.00 0.00 0.00 0.00 0.95 0.95 1.00 1.00 OS3 16862 0.39 0.36 0.00 0.00 0.00 0.03 0.90 0.90 1.00 0.92 OS4 30999 0.71 0.22 0.57 0.00 0.00 -0.09 1.04 1.04 1.00 1.04 OS5 5138 0.12 0.09 0.02 0.00 0.00 0.01 0.89 0.89 1.00 0.90 Overland Flow, Time of Concentration: Project: 947-002 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: 947-002 Calculations By: Date: From Section 3.2.1 of the CFCSDDC Rainfall Intensity: 1a 1a 0.03 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.08 0.14 0.31 1b 1b 0.17 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.47 0.80 1.72 1c 1c 0.78 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 2.11 3.61 7.78 2 2 1.09 5 5 5 0.79 0.79 0.99 2.85 4.87 9.95 2.45 4.19 10.69 OS1 OS1 0.43 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 1.18 2.01 4.32 OS2 OS2 0.25 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.67 1.14 2.46 OS3 OS3 0.39 5 5 5 0.90 0.90 1.00 2.85 4.87 9.95 0.99 1.69 3.85 OS4 OS4 0.71 5 5 5 1.04 1.04 1.00 2.85 4.87 9.95 2.10 3.59 7.08 OS5 OS5 0.12 5 5 5 0.89 0.89 1.00 2.85 4.87 9.95 0.30 0.51 1.17 Intensity, i10 (in/hr) Rainfall Intensity taken from the City of Fort Collins Storm Drainage Design Criteria (CFCSDDC), Figure 3.1 C10 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 June 15, 2015 Q C f C i A APPENDIX B.1 INLET DESIGN CALCULATIONS Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') a local = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Flow Depth = 8.0 8.0 inches Grate Information MINOR MAJOR Length of a Unit Grate L o (G) = 3.00 3.00 feet Width of a Unit Grate W o = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A ratio = 0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) C f (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) C w (G) = 3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80) C o (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L o (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches H vert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches H throat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Warning 1 Side Width for Depression Pan (typically the gutter width of 2 feet) W p = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) C f (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.6) C w (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) C o (C) = 0.66 0.66 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = 6.3 6.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.2 5.7 cfs Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET IN A SUMP OR SAG LOCATION 947-001 Single Combo Inlet - Sump Condition Denver No. 16 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP UD Inlet 3.1-comboinlet-sump-single.xlsm, Inlet In Sump 9/18/2015, 2:09 PM APPENDIX B.2 STORM LINE DESIGN CALCULATIONS APPENDIX C.1 STORMWATER ALTERNATIVE COMPLIANCE/VARIANCE APPLICATION (FLOODPLAIN FREEBOARD) Stormwater Alternative Compliance/Variance Application City of Fort Collins Water Utilities Engineering Section A: Engineer/Owner Information Engineer Name____________________________________________Phone___________________________ Street Address_____________________________________________________________________________ City__________________________________________State________________________Zip_____________ Owner Name______________________________________________Phone___________________________ Street Address_____________________________________________________________________________ City__________________________________________State________________________Zip_____________ Section C: Alternative Compliance/Variance Information Section B: Proposed Project Information Legal description and/or address of property____________________________________________________ Project Name______________________________________________________________________________ Project/Application Number from Development Review (i.e. FDP123456)__________________________ Description of Project_______________________________________________________________________ __________________________________________________________________________________________ Existing Use (check one): ☐ residential ☐ non-residential ☐ mixed-use ☐ vacant ground Proposed Use (check one): ☐ residential ☐ non-residential ☐ mixed-use ☐ other____________________ If non-residential or mixed use, describe in detail_______________________________________________ __________________________________________________________________________________________ __________________________________________________________________________________________ State the requirement from which alternative compliance/variance is sought. (Please include applicable Drainage Criteria Manual volume, chapter and section.) What hardship prevents this site from meeting the requirement? What alternative is proposed for the site? Attach separate sheet if necessary Attach separate sheet if necessary APPENDIX D.1 WATER WAWAEROSION CONTROL REPORT Downtown Fort Collins Hotel Parking Lot Alternative Final Erosion Control Report EROSION CONTROL REPORT A comprehensive Erosion and Sediment Control Plan (along with associated details) HAS BEEN PROVIDED BY SEPARATE DOCUMENT. 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 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.1 WATER WAWABASE FLOOD ELEVATION ANALYSIS 1 July 15, 2015 City of Fort Collins Stormwater Utility Attn: Mr. Shane Boyle, PE 700 Wood Street Fort Collins, Colorado 80521 RE: 100-Year Flood Elevation Determination for Fort Collins Hotel Mr. Boyle: Northern Engineering is pleased to submit this 100-Year Flood Elevation Determination for the proposed Fort Collins Hotel for your review. The project is located just north of the intersection of Walnut and Chestnut and Walnut Street. VICINITY MAP North Mitchell Block Project Site Walnut St. Chestnut St. Mountain Ave. Flow Split Jefferson St. Firehouse Alley 2 The City of Fort Collins has identified Walnut Street and Chestnut Street as potential flooding areas, and has requested we perform floodplain modeling to further define flood potential within these adjacent roadways by determining 100-year flood elevations. The project site is located just north of a previous project site, the “Mitchell Block”, for which we conducted similar hydraulic modeling. This modeling was summarized in our previous report entitled “Final Drainage Report for Mitchell Block”, dated February 25, 2009. However, for the purposes of the Mitchell Block project, the previous modeling separated out flows in the adjacent south half-street of Walnut Street, and determined a 100-year peak flow rate of 36.3 cfs. In 2009, we obtained effective HEC-RAS files from the City of Fort Collins in order to set up base hydraulic modeling. We added several cross-sections to the effective HEC-RAS model in the streets adjacent to the Mitchell Block project (Mountain Avenue and Walnut Street). Please see the effective model workmap in Appendix 2.1. For current modeling efforts, the base modeling obtained from the City of Fort Collins in 2009 for the Mitchell Block was utilized as our starting point for modeling Walnut Street and Chestnut Street. However, in order to model the flow split at Walnut and Chestnut, we needed to create a separate truncated model because HEC-RAS does not allow a flow split junction to have multiple reaches entering and exiting the junction. The truncated model we created is named “Walnut_NE” and is provided in Attachment 3.2. Additionally, in order to model Jefferson Street and Firehouse Alley, we created two separate models. The Jefferson Street model “Jeff_NE” is provided in Appendix 3.3; the Firehouse Alley model “Alley_NE”, is provided in Appendix 3.4. The Walnut Street model focuses on the flow split that occurs at the Walnut Street, Chestnut Street, and Mountain Avenue confluence. We used the effective model peak 100-year flow in Walnut of 60.0 cfs, and we also utilized the effective model water surface elevation in Mountain Avenue near section 11+00 of 4976.18 as a starting water surface elevation in Mountain Ave. This water surface elevation is conservative, as it is based on 100% of the flow from Walnut St. entering Mountain Ave., resulting in slightly higher water surface elevations within our area of interest. The starting water surface elevation was converted from NGVD-29 to NAVD-88 utilizing a conversion factor of 3.18-ft, based on City of Fort Collins Bechmark No. 5-00. Several cross-sections were added within Walnut Street, Chestnut Street, and Mountain Avenue in order to define the flow split that occurs at the intersection. We utilized the same parameters found in the effective HEC-RAS model, with n-values in both channel and overbank of 0.016. A hydraulic modeling workmap for the current hydraulic modeling is provided in Appendix 3.1. Table 1, below provides a summary of our modeling results. 3 TABLE 1 – HEC-RAS MODELING RESULTS Street Section ID 100-Yr Discharge (CFS) 100-Yr WSEL (Ft-NAVD88) Walnut St. 10 60 4977.13 Walnut St. 20 60 4978.81 Chestnut St. 5 22.08 4973.71 Chestnut St. 10 22.08 4974.08 Chestnut St. 20 22.08 4975.3 Chestnut St. 30 19.58 4976.69 Mountain Ave. 10 40.42 4976.18 Mountain Ave. 20 40.42 4976.71 Jefferson St. 10 24.1 4972.84 Jefferson St. 20 24.1 4973.71 Jefferson St. 30 24.1 4974.74 Jefferson St. 40 24.1 4975.91 Firehouse Alley 10 9.5 4975.26 Firehouse Alley 20 9.5 4975.68 Firehouse Alley 30 9.5 4978.19 In order to determine peak 100-year flow rates in Jefferson Street and Firehouse Alley, as well as to determine the local basin flow contribution to Chestnut Street, we obtained the current effective SWMM model associated with the Downtown River District Final Design Report, by Ayres 2012 (Appendix 1.1). We modified this model by breaking Basin 106 into three sub-basins, “Basin 106a”, “Basin 106b”, and “Basin 106c”, and we named this model “DTRD-NEmod-100yr”. A modified basin map, along with all SWMM output is provided in Appendix 1.2. Hydraulic modeling for Jefferson Street and Firehouse Alley has been done in two separate models. Model “Jeff_NE” is provided in Appendix 3.2; Model “Alley_NE” is provided in Appendix 3.3. We utilized the same parameters found in the effective HEC-RAS model for Walnut Street, with n- values in both channel and overbank of 0.016. A hydraulic modeling workmap for the current model “Oak_NEmod”, is provided in Appendix 2.1. Table 1, below provides a summary of our modeling results. 4 Please find attached the following model output and exhibits: Attachment 1.1 – Current Effective SWMM Output Attachment 1.2 – Modified SWMM Exhibit and Output Attachment 2.1 – Effective HEC-RAS Modeling Workmap - Walnut Street Attachment 3.1 – Proposed Condition HEC-RAS Modeling Workmap Attachment 3.2 – Proposed Condition HEC-RAS Modeling Output – Walnut and Chestnut Street Attachment 3.3 – Proposed Condition HEC-RAS Modeling Output – Jefferson Street Attachment 3.4 – Proposed Condition HEC-RAS Modeling Output – Firehouse Alley If you should have any questions as you review this, please feel free to contact us at your earliest convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Aaron Cvar, PE Project Engineer ATTACHMENT 1.1 Current Effective SWMM Output 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 ******************** SWMM 5 Page 1 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 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 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 0.30 527.00 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 0.30 1406.00 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 SWMM 5 Page 2 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 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 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 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 4 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 SWMM 5 Page 5 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 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 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 ...... 18.407 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 0.605 0.121 Surface Runoff ........... 17.471 3.483 Final Surface Storage .... 0.461 0.092 Continuity Error (%) ..... -0.702 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 SWMM 5 Page 6 Wet Weather Inflow ....... 17.471 5.693 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 3.507 1.143 External Outflow ......... 17.561 5.722 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 (%) ..... 16.257 *************************** 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 Average Iterations per Step : 2.04 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff 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 SWMM 5 Page 7 117 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 0.03 3.00 0.962 124 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 0.03 3.00 0.961 200 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 5.31 4962.25 0 00:40 EXINLET-B10B JUNCTION 0.02 0.58 4973.29 0 00:40 EXINLET-B3A JUNCTION 0.13 8.25 4968.88 0 00:38 EXINLET-B3C JUNCTION 0.06 6.34 4970.10 0 00:38 EXINLET-B4B JUNCTION 0.04 1.69 4972.92 0 00:39 EXINLET-B4C JUNCTION 0.03 1.10 4973.14 0 00:40 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 0.96 4956.46 0 00:40 INLET-A2A JUNCTION 0.03 4.77 4959.78 0 00:38 INLET-A3A JUNCTION 0.02 0.73 4965.77 0 00:40 INLET-A3B JUNCTION 0.08 4.46 4966.47 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 00:40 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 00:39 INLET-B3B JUNCTION 0.13 8.27 4969.23 0 00:38 SWMM 5 Page 8 INLET-B4A JUNCTION 0.03 4.53 4969.98 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 3.04 4960.86 0 00:40 INLET-C1B JUNCTION 0.07 4.85 4963.19 0 00:40 INLET-C2A JUNCTION 0.03 1.04 4962.54 0 00:40 INLET-C2B JUNCTION 0.08 3.24 4964.00 0 00:40 INLET-D1 JUNCTION 0.18 2.95 4963.19 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 2.25 4966.53 0 00:39 MH_A1 JUNCTION 9.47 11.83 4953.86 0 00:41 MH_A2 JUNCTION 1.46 6.10 4956.17 0 00:41 MH_A3 JUNCTION 0.09 6.27 4959.61 0 00:38 MH_A4-MH_D1 JUNCTION 0.08 2.41 4962.00 0 00:41 MH_A5 JUNCTION 0.05 1.56 4962.77 0 00:40 MH_B10 JUNCTION 0.11 4.59 4971.70 0 00:42 MH_B11 JUNCTION 0.09 3.67 4972.08 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 5.43 4964.05 0 00:41 MH_B3A JUNCTION 0.15 7.94 4968.80 0 00:38 MH_B4 JUNCTION 0.15 6.05 4964.93 0 00:40 MH_B4A JUNCTION 0.03 4.07 4969.49 0 00:39 MH_B4B JUNCTION 0.04 3.17 4969.58 0 00:41 MH_B5 JUNCTION 0.14 7.79 4968.31 0 00:38 MH_B6 JUNCTION 0.14 6.13 4969.47 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 6.44 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 6.61 4948.69 0 00:40 MH_C3 JUNCTION 0.74 10.68 4955.80 0 00:40 MH_C4/B1 JUNCTION 0.97 14.23 4960.23 0 00:40 MH_C5 JUNCTION 0.20 5.77 4960.66 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 3.21 4963.19 0 00:41 MH_D3 JUNCTION 0.10 3.36 4964.01 0 00:41 MH_D4 JUNCTION 0.07 2.78 4964.69 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 2.67 4952.56 0 00:41 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 ******************* ------------------------------------------------------------------------------------- SWMM 5 Page 9 Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- CustomInlet-River JUNCTION 3.00 3.00 0 00:40 0.029 0.029 EXINLET-B10B JUNCTION 3.00 3.00 0 00:40 0.029 0.029 EXINLET-B3A JUNCTION 11.75 11.75 0 00:40 0.115 0.115 EXINLET-B3C JUNCTION 34.21 34.21 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 44.71 158.08 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 3.00 3.00 0 00:40 0.029 0.029 INLET-A3A JUNCTION 4.00 4.00 0 00:40 0.038 0.038 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 7.98 7.98 0 00:40 0.077 0.077 INLET-B4A JUNCTION 1.00 3.97 0 00:39 0.010 0.010 INLET-B5A JUNCTION 7.65 7.65 0 00:40 0.067 0.067 INLET-B7A JUNCTION 16.66 16.66 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 0.14 0 00:36 0.000 0.000 INLET-D2A JUNCTION 2.00 2.00 0 00:40 0.019 0.019 INLET-D2B JUNCTION 24.59 24.59 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 71.43 0 00:41 0.000 0.862 MH_A2 JUNCTION 0.00 71.49 0 00:41 0.000 0.855 MH_A3 JUNCTION 0.00 62.88 0 00:41 0.000 0.754 MH_A4-MH_D1 JUNCTION 0.00 61.37 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 57.28 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 33.62 33.62 0 00:40 0.339 0.339 MH_B2 JUNCTION 0.00 318.11 0 00:40 0.000 3.778 MH_B3 JUNCTION 0.00 309.39 0 00:38 0.000 3.634 MH_B3A JUNCTION 10.00 48.91 0 00:40 0.539 0.970 MH_B4 JUNCTION 0.00 290.08 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 0.00 102.78 0 00:43 0.000 1.288 MH_B7 JUNCTION 0.00 87.30 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 73.34 0 00:44 0.000 0.914 MH_B9 JUNCTION 0.00 73.84 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 0.00 406.58 0 00:40 0.000 4.864 MH_C5 JUNCTION 0.00 92.33 0 00:40 0.000 1.085 MH_C6 JUNCTION 0.00 65.00 0 00:40 0.000 0.805 MH_C7 JUNCTION 0.00 67.13 0 00:40 0.000 0.804 MH_D2 JUNCTION 0.00 41.17 0 00:41 0.000 0.506 MH_D3 JUNCTION 0.00 42.29 0 00:40 0.000 0.506 MH_D4 JUNCTION 0.00 18.61 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 33.69 33.69 0 00:40 0.336 0.336 O115 JUNCTION 27.40 27.40 0 00:40 0.269 0.269 O300 JUNCTION 21.08 21.08 0 00:40 0.211 0.211 A1_POUDRE OUTFALL 0.00 71.44 0 00:41 0.000 0.863 FESB1-POUDRE OUTFALL 0.00 369.74 0 00:39 0.000 3.116 FESC1-UDALL_POND OUTFALL 0.00 33.57 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 6.246 1.204 EXINLET-B3C JUNCTION 0.07 3.840 0.000 EXINLET-B4B JUNCTION 0.04 0.444 0.726 EXINLET-B5B JUNCTION 0.01 0.081 0.839 EXMH_C1 JUNCTION 0.30 4.510 2.640 INLET-A2A JUNCTION 0.10 3.269 3.171 INLET-A3B JUNCTION 0.22 2.960 2.020 INLET-B1B JUNCTION 0.05 0.390 2.190 INLET-B2B JUNCTION 0.07 0.325 1.535 INLET-B3B JUNCTION 0.18 5.769 0.011 INLET-B4A JUNCTION 0.09 2.530 2.920 INLET-C1A JUNCTION 0.12 1.539 1.961 INLET-C1B JUNCTION 0.15 3.353 0.267 INLET-C2B JUNCTION 0.12 1.239 0.901 INLET-D1 JUNCTION 0.12 0.832 4.988 INLET-D2B JUNCTION 0.12 0.518 2.852 INLET-D3B JUNCTION 0.10 0.748 1.882 MH_A1 JUNCTION 0.14 0.815 3.195 MH_A3 JUNCTION 0.10 3.209 3.671 MH_B3A JUNCTION 0.09 3.304 1.656 MH_B4 JUNCTION 0.13 2.050 4.170 MH_B4A JUNCTION 0.09 2.074 3.756 MH_B5 JUNCTION 0.11 3.794 2.076 MH_C1 JUNCTION 22.99 8.198 0.000 MH_C2 JUNCTION 2.12 4.611 0.079 MH_C3 JUNCTION 1.93 8.681 3.919 MH_C4/B1 JUNCTION 0.05 0.423 3.597 SWMM 5 Page 11 MH_C5 JUNCTION 0.13 1.476 1.984 MH_C6 JUNCTION 0.12 1.626 3.384 MH_D2 JUNCTION 0.04 0.212 5.088 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 -------------------------------------------------------------------------- EXINLET-B3C 0.01 6.32 0 00:38 0.000 6.34 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- A1_POUDRE 71.40 2.02 71.44 0.863 FESB1-POUDRE 7.95 66.34 369.74 3.116 FESC1-UDALL_POND 100.00 2.88 33.57 1.761 ----------------------------------------------------------- System 59.78 71.23 470.72 5.740 ******************** 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 ----------------------------------------------------------------------------- A1 CONDUIT 71.44 0 00:41 10.33 2.54 0.95 A2 CONDUIT 71.43 0 00:41 10.11 3.94 1.00 A3 CONDUIT 62.88 0 00:41 8.90 0.69 1.00 A4 CONDUIT 60.42 0 00:41 11.58 0.66 0.90 A5 CONDUIT 21.80 0 00:40 8.92 0.80 0.81 B1 CONDUIT 369.74 0 00:39 17.47 0.98 0.90 B2 CONDUIT 314.62 0 00:40 12.54 0.68 1.00 B3 CONDUIT 304.31 0 00:40 11.28 1.33 1.00 B4 CONDUIT 290.05 0 00:38 10.36 1.30 1.00 B5 CONDUIT 152.10 0 00:43 6.84 0.83 1.00 B6 CONDUIT 109.56 0 00:44 8.76 1.00 1.00 SWMM 5 Page 12 B7 CONDUIT 89.08 0 00:44 7.16 1.04 1.00 B8 CONDUIT 78.88 0 00:44 6.28 1.10 1.00 B9 CONDUIT 69.82 0 00:44 5.80 0.80 1.00 B10 CONDUIT 53.13 0 00:39 7.31 0.60 1.00 B11 CONDUIT 51.36 0 00:40 6.38 0.58 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 0.87 C1 CONDUIT 33.57 0 00:41 10.69 1.93 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 92.28 0 00:40 7.34 1.15 1.00 C6 CONDUIT 64.98 0 00:40 5.29 0.83 1.00 C7 CONDUIT 65.00 0 00:40 6.76 1.22 1.00 D2 CONDUIT 41.19 0 00:41 6.87 0.85 0.90 D3 CONDUIT 41.17 0 00:41 6.97 0.99 1.00 D4 CONDUIT 17.41 0 00:41 3.63 0.68 1.00 EXLAT-B3C CONDUIT 34.23 0 00:40 11.75 0.57 1.00 EXLAT-B4B CONDUIT 12.01 0 00:40 9.79 1.24 1.00 EXLAT-B4C CONDUIT 7.94 0 00:40 8.71 0.53 0.70 LAT-A1A CONDUIT 6.92 0 00:40 6.54 0.58 0.71 LAT-A2A CONDUIT 3.29 0 00:38 5.11 0.19 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 11.14 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 19.84 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 8.10 0 00:38 1.65 0.37 1.00 LAT-B3C CONDUIT 48.91 0 00:40 7.39 0.95 1.00 LAT-B4A CONDUIT 3.03 0 00:39 1.75 0.34 1.00 LAT-B4B CONDUIT 4.62 0 00:39 1.91 0.37 1.00 LAT-B4C CONDUIT 19.74 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 5.93 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 0.47 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 158.58 0 00:38 12.62 1.63 1.00 LAT-C1A CONDUIT 6.00 0 00:39 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 27.19 0 00:40 9.34 0.85 0.96 LAT-C3A CONDUIT 35.40 0 00:40 11.27 4.69 1.00 LAT-D2A CONDUIT 1.97 0 00:40 3.04 0.28 0.39 LAT-D2B CONDUIT 24.61 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 12.69 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 2.99 0 00:40 10.13 0.34 0.40 LAT-D1 CONDUIT 0.17 0 00:45 0.34 0.00 1.00 SWMM 5 Page 13 *************************** 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 0.0001 A3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.06 0.0000 A4 1.00 0.00 0.00 0.00 0.00 0.01 0.00 0.99 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 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 0.30 0.0000 LAT-A2A 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.20 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 0.11 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 0.56 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 SWMM 5 Page 14 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 0.44 0.0000 LAT-D1 1.56 0.00 0.91 0.00 0.09 0.00 0.00 0.00 0.00 0.0000 ************************* 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 0.30 0.01 A2 0.14 0.14 0.14 0.45 0.14 A3 0.10 0.10 0.10 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 0.15 0.10 B5 0.10 0.10 0.10 0.01 0.08 B6 0.10 0.10 0.10 0.01 0.05 B7 0.10 0.10 0.10 0.04 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 D3 0.04 0.04 0.04 0.01 0.04 D4 0.03 0.03 0.03 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 0.10 0.10 0.10 0.01 0.01 LAT-A3B 0.02 0.02 0.02 0.15 0.02 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 SWMM 5 Page 15 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 0.13 0.13 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 Jun 29 14:12:08 2015 Analysis ended on: Mon Jun 29 14:12:22 2015 Total elapsed time: 00:00:14 SWMM 5 Page 16 ATTACHMENT 1.2 Modified SWMM Exhibit and Output 106b 106a 106c 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 ... 45 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 ------------------------------------------------------------------------------------------------------- SWMM 5 Page 1 100 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 106a 1.32 191.00 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 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 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 0.30 527.00 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 0.30 1406.00 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 106b 1.03 150.00 95.00 0.8600 1 EXINLET-B3C 106c 1.35 196.00 95.00 0.8600 1 EXINLET-B3C ************ 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 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 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 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 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 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 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 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 ...... 18.407 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 0.605 0.121 Surface Runoff ........... 17.471 3.483 Final Surface Storage .... 0.461 0.092 Continuity Error (%) ..... -0.702 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 17.471 5.693 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 3.507 1.143 External Outflow ......... 17.561 5.722 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 (%) ..... 16.257 SWMM 5 Page 6 *************************** 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 Average Iterations per Step : 2.04 *************************** Subcatchment Runoff Summary *************************** -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff 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 106a 3.67 0.00 0.00 0.07 3.53 0.13 12.21 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 0.03 3.00 0.962 124 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 0.03 3.00 0.961 SWMM 5 Page 7 200 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 106b 3.67 0.00 0.00 0.07 3.53 0.10 9.53 0.963 106c 3.67 0.00 0.00 0.07 3.53 0.13 12.49 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 5.31 4962.25 0 00:40 EXINLET-B10B JUNCTION 0.02 0.58 4973.29 0 00:40 EXINLET-B3A JUNCTION 0.13 8.25 4968.88 0 00:38 EXINLET-B3C JUNCTION 0.06 6.34 4970.10 0 00:38 EXINLET-B4B JUNCTION 0.04 1.68 4972.91 0 00:39 EXINLET-B4C JUNCTION 0.03 1.10 4973.14 0 00:40 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 6.50 4962.76 0 00:40 EXSTUB-B6 JUNCTION 0.03 1.06 4971.46 0 00:40 INLET-A1A JUNCTION 0.03 0.96 4956.46 0 00:40 INLET-A2A JUNCTION 0.03 4.77 4959.78 0 00:38 INLET-A3A JUNCTION 0.02 0.73 4965.77 0 00:40 INLET-A3B JUNCTION 0.08 4.47 4966.48 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 00:40 INLET-B1B JUNCTION 0.05 1.90 4962.82 0 00:39 INLET-B2A JUNCTION 0.02 0.56 4964.56 0 00:40 INLET-B2B JUNCTION 0.08 2.33 4966.18 0 00:39 INLET-B3B JUNCTION 0.13 8.27 4969.23 0 00:38 INLET-B4A JUNCTION 0.03 4.53 4969.98 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 3.03 4960.85 0 00:40 INLET-C1B JUNCTION 0.07 4.85 4963.19 0 00:40 INLET-C2A JUNCTION 0.03 1.04 4962.54 0 00:40 INLET-C2B JUNCTION 0.08 3.24 4964.00 0 00:39 INLET-D1 JUNCTION 0.18 2.95 4963.19 0 00:41 INLET-D2A JUNCTION 0.02 0.66 4964.40 0 00:40 INLET-D2B JUNCTION 0.06 2.01 4965.79 0 00:39 INLET-D3A JUNCTION 0.04 1.36 4965.36 0 00:40 SWMM 5 Page 8 INLET-D3B JUNCTION 0.06 2.25 4966.53 0 00:39 MH_A1 JUNCTION 9.47 11.84 4953.87 0 00:41 MH_A2 JUNCTION 1.46 6.10 4956.17 0 00:41 MH_A3 JUNCTION 0.09 6.27 4959.61 0 00:38 MH_A4-MH_D1 JUNCTION 0.08 2.41 4962.00 0 00:41 MH_A5 JUNCTION 0.05 1.56 4962.77 0 00:40 MH_B10 JUNCTION 0.11 4.59 4971.70 0 00:42 MH_B11 JUNCTION 0.09 3.67 4972.08 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 5.43 4964.05 0 00:41 MH_B3A JUNCTION 0.15 7.94 4968.80 0 00:38 MH_B4 JUNCTION 0.15 6.05 4964.93 0 00:40 MH_B4A JUNCTION 0.03 4.07 4969.49 0 00:39 MH_B4B JUNCTION 0.04 3.17 4969.58 0 00:41 MH_B5 JUNCTION 0.14 7.79 4968.31 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 6.44 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 6.60 4948.68 0 00:40 MH_C3 JUNCTION 0.74 10.68 4955.80 0 00:40 MH_C4/B1 JUNCTION 0.97 14.23 4960.23 0 00:40 MH_C5 JUNCTION 0.20 5.76 4960.65 0 00:40 MH_C6 JUNCTION 0.16 5.62 4961.09 0 00:40 MH_C7 JUNCTION 0.16 6.12 4962.36 0 00:40 MH_D2 JUNCTION 0.11 3.21 4963.19 0 00:41 MH_D3 JUNCTION 0.10 3.36 4964.01 0 00:41 MH_D4 JUNCTION 0.07 2.78 4964.69 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 2.67 4952.56 0 00:41 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 Node Type CFS CFS days hr:min 10^6 gal 10^6 gal ------------------------------------------------------------------------------------- CustomInlet-River JUNCTION 3.00 3.00 0 00:40 0.029 0.029 EXINLET-B10B JUNCTION 3.00 3.00 0 00:40 0.029 0.029 EXINLET-B3A JUNCTION 11.75 11.75 0 00:40 0.115 0.115 EXINLET-B3C JUNCTION 34.21 34.21 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 SWMM 5 Page 9 EXMH_B1 JUNCTION 44.71 158.08 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 3.00 3.00 0 00:40 0.029 0.029 INLET-A3A JUNCTION 4.00 4.00 0 00:40 0.038 0.038 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 7.98 7.98 0 00:40 0.077 0.077 INLET-B4A JUNCTION 1.00 3.97 0 00:39 0.010 0.010 INLET-B5A JUNCTION 7.65 7.65 0 00:40 0.067 0.067 INLET-B7A JUNCTION 16.66 16.66 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 0.14 0 00:36 0.000 0.001 INLET-D2A JUNCTION 2.00 2.00 0 00:40 0.019 0.019 INLET-D2B JUNCTION 24.59 24.59 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 71.44 0 00:41 0.000 0.862 MH_A2 JUNCTION 0.00 71.51 0 00:41 0.000 0.855 MH_A3 JUNCTION 0.00 62.88 0 00:41 0.000 0.754 MH_A4-MH_D1 JUNCTION 0.00 61.39 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 57.28 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 33.62 33.62 0 00:40 0.339 0.339 MH_B2 JUNCTION 0.00 318.10 0 00:40 0.000 3.778 MH_B3 JUNCTION 0.00 309.39 0 00:38 0.000 3.634 MH_B3A JUNCTION 10.00 48.88 0 00:40 0.539 0.970 MH_B4 JUNCTION 0.00 290.08 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 0.00 152.07 0 00:43 0.000 2.373 MH_B6 JUNCTION 0.00 102.79 0 00:43 0.000 1.288 MH_B7 JUNCTION 0.00 87.31 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 73.33 0 00:44 0.000 0.914 MH_B9 JUNCTION 0.00 73.84 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 0.00 406.59 0 00:40 0.000 4.864 MH_C5 JUNCTION 0.00 92.31 0 00:40 0.000 1.085 MH_C6 JUNCTION 0.00 65.01 0 00:40 0.000 0.805 MH_C7 JUNCTION 0.00 67.13 0 00:40 0.000 0.804 MH_D2 JUNCTION 0.00 41.18 0 00:41 0.000 0.506 MH_D3 JUNCTION 0.00 42.28 0 00:40 0.000 0.506 MH_D4 JUNCTION 0.00 18.61 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 O115 JUNCTION 27.40 27.40 0 00:40 0.269 0.269 O300 JUNCTION 21.08 21.08 0 00:40 0.211 0.211 A1_POUDRE OUTFALL 0.00 71.44 0 00:41 0.000 0.863 FESB1-POUDRE OUTFALL 0.00 369.75 0 00:39 0.000 3.116 FESC1-UDALL_POND OUTFALL 0.00 33.57 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 6.246 1.204 EXINLET-B3C JUNCTION 0.07 3.840 0.000 EXINLET-B4B JUNCTION 0.04 0.435 0.735 EXINLET-B5B JUNCTION 0.01 0.081 0.839 EXMH_C1 JUNCTION 0.30 4.504 2.646 INLET-A2A JUNCTION 0.10 3.269 3.171 INLET-A3B JUNCTION 0.22 2.971 2.009 INLET-B1B JUNCTION 0.05 0.395 2.185 INLET-B2B JUNCTION 0.07 0.326 1.534 INLET-B3B JUNCTION 0.18 5.769 0.011 INLET-B4A JUNCTION 0.09 2.530 2.920 INLET-C1A JUNCTION 0.12 1.534 1.966 INLET-C1B JUNCTION 0.15 3.352 0.268 INLET-C2B JUNCTION 0.12 1.241 0.899 INLET-D1 JUNCTION 0.12 0.834 4.986 INLET-D2B JUNCTION 0.12 0.514 2.856 INLET-D3B JUNCTION 0.10 0.748 1.882 MH_A1 JUNCTION 0.14 0.815 3.195 MH_A3 JUNCTION 0.10 3.209 3.671 MH_B3A JUNCTION 0.09 3.304 1.656 MH_B4 JUNCTION 0.13 2.048 4.172 MH_B4A JUNCTION 0.09 2.074 3.756 MH_B5 JUNCTION 0.11 3.794 2.076 MH_C1 JUNCTION 22.99 8.198 0.000 MH_C2 JUNCTION 2.12 4.603 0.087 MH_C3 JUNCTION 1.93 8.684 3.916 MH_C4/B1 JUNCTION 0.05 0.420 3.600 MH_C5 JUNCTION 0.13 1.473 1.987 MH_C6 JUNCTION 0.12 1.622 3.388 MH_D2 JUNCTION 0.04 0.213 5.087 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 SWMM 5 Page 11 Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- EXINLET-B3C 0.01 6.32 0 00:38 0.000 6.34 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal ----------------------------------------------------------- A1_POUDRE 72.44 1.99 71.44 0.863 FESB1-POUDRE 7.96 66.38 369.75 3.116 FESC1-UDALL_POND 100.00 2.88 33.57 1.761 ----------------------------------------------------------- System 60.13 71.25 470.72 5.740 ******************** 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 ----------------------------------------------------------------------------- A1 CONDUIT 71.44 0 00:41 10.33 2.54 0.95 A2 CONDUIT 71.44 0 00:41 10.11 3.94 1.00 A3 CONDUIT 62.88 0 00:41 8.90 0.69 1.00 A4 CONDUIT 60.42 0 00:41 11.58 0.66 0.90 A5 CONDUIT 21.80 0 00:40 8.92 0.80 0.81 B1 CONDUIT 369.75 0 00:39 17.46 0.98 0.90 B2 CONDUIT 314.61 0 00:40 12.53 0.68 1.00 B3 CONDUIT 304.31 0 00:40 11.28 1.33 1.00 B4 CONDUIT 290.05 0 00:38 10.36 1.30 1.00 B5 CONDUIT 152.10 0 00:43 6.84 0.83 1.00 B6 CONDUIT 109.56 0 00:44 8.76 1.00 1.00 B7 CONDUIT 89.09 0 00:44 7.16 1.04 1.00 B8 CONDUIT 78.86 0 00:44 6.28 1.10 1.00 B9 CONDUIT 69.81 0 00:44 5.80 0.80 1.00 B10 CONDUIT 53.13 0 00:39 7.31 0.60 1.00 B11 CONDUIT 51.36 0 00:40 6.38 0.58 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 0.87 C1 CONDUIT 33.57 0 00:41 10.69 1.93 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 92.28 0 00:40 7.34 1.15 1.00 C6 CONDUIT 64.98 0 00:40 5.29 0.83 1.00 C7 CONDUIT 65.01 0 00:40 6.76 1.22 1.00 D2 CONDUIT 41.20 0 00:41 6.87 0.85 0.90 D3 CONDUIT 41.18 0 00:41 6.97 0.99 1.00 D4 CONDUIT 17.41 0 00:41 3.63 0.68 1.00 EXLAT-B3C CONDUIT 34.20 0 00:40 11.75 0.57 1.00 EXLAT-B4B CONDUIT 12.01 0 00:40 9.79 1.24 1.00 EXLAT-B4C CONDUIT 7.94 0 00:40 8.71 0.53 0.70 SWMM 5 Page 12 LAT-A1A CONDUIT 6.92 0 00:40 6.54 0.58 0.71 LAT-A2A CONDUIT 3.29 0 00:38 5.11 0.19 1.00 LAT-A3A CONDUIT 3.99 0 00:40 5.92 0.23 0.41 LAT-A3B CONDUIT 17.94 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 11.14 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 19.84 0 00:40 7.25 0.72 0.81 LAT-B3A CONDUIT 11.77 0 00:40 3.75 1.05 1.00 LAT-B3B CONDUIT 8.10 0 00:38 1.65 0.37 1.00 LAT-B3C CONDUIT 48.93 0 00:40 7.39 0.95 1.00 LAT-B4A CONDUIT 3.03 0 00:39 1.75 0.34 1.00 LAT-B4B CONDUIT 4.62 0 00:39 1.91 0.37 1.00 LAT-B4C CONDUIT 19.74 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 5.93 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 0.47 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 158.58 0 00:38 12.62 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 12.37 1.47 1.00 LAT-C2A CONDUIT 5.04 0 00:39 5.80 0.36 0.85 LAT-C2B CONDUIT 27.21 0 00:40 9.34 0.85 0.96 LAT-C3A CONDUIT 35.39 0 00:40 11.26 4.69 1.00 LAT-D2A CONDUIT 1.97 0 00:40 3.04 0.28 0.39 LAT-D2B CONDUIT 24.59 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 12.69 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 2.99 0 00:40 10.13 0.34 0.40 LAT-D1 CONDUIT 0.20 0 00:45 0.34 0.01 1.00 *************************** 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 0.0001 A3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.06 0.0000 A4 1.00 0.00 0.00 0.00 0.00 0.01 0.00 0.99 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 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 SWMM 5 Page 13 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 0.30 0.0000 LAT-A2A 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.20 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 0.11 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 0.56 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 0.79 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 0.44 0.0000 LAT-D1 1.56 0.00 0.91 0.00 0.09 0.00 0.00 0.00 0.00 0.0000 ************************* Conduit Surcharge Summary ************************* SWMM 5 Page 14 ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- A1 0.01 0.01 0.01 0.30 0.01 A2 0.14 0.14 0.14 0.45 0.14 A3 0.10 0.10 0.10 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 0.15 0.10 B5 0.10 0.10 0.10 0.01 0.08 B6 0.10 0.10 0.10 0.01 0.05 B7 0.10 0.10 0.10 0.04 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 D3 0.04 0.04 0.04 0.01 0.04 D4 0.03 0.03 0.03 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 0.10 0.10 0.10 0.01 0.01 LAT-A3B 0.02 0.02 0.02 0.15 0.02 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 0.10 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 Jun 29 12:44:41 2015 Analysis ended on: Mon Jun 29 12:44:59 2015 Total elapsed time: 00:00:18 SWMM 5 Page 15 ATTACHMENT 2.1 Effective HEC-RAS Modeling Workmap - Walnut Street ATTACHMENT 3.1 WATER Proposed Condition HEC-RAS Modeling Workmap ATTACHMENT 3.2 Proposed Condition HEC-RAS Modeling Output – Walnut and Chestnut Street FORT COLLINS HOTEL WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; July 15, 2015 Page 1 of 11 HEC-RAS Version 4.1.0 Jan 2010 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Walnut Street - 100yr-Proposed Project File : Walnut_NE.prj Run Date and Time: 7/21/2015 12:07:20 PM Project in English units PLAN DATA Plan Title: Plan01_Chestnut Split Plan File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06- 02\Walnut_NE.p01 Geometry Title: Chestnut Split Flow Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond- 2015-06-02\Walnut_NE.g01 Flow Title : Flow 01 Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond- 2015-06-02\Walnut_NE.f01 Plan Summary Information: Number of: Cross Sections = 8 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: Flow 01 FORT COLLINS HOTEL WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; July 15, 2015 Page 2 of 11 Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06- 02\Walnut_NE.f01 Flow Data (cfs) River Reach RS PF 1 Chestnut Split 1 30 10 Chestnut Split 1 20 12.5 Mountain Split 1 20 50 Walnut 1 20 60 Boundary Conditions River Reach Profile Upstream Downstream Chestnut Split 1 PF 1 Known WS = 4973.71 Mountain Split 1 PF 1 Known WS = 4976.18 GEOMETRY DATA Geometry Title: Chestnut Split Flow Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06- 02\Walnut_NE.g01 Reach Connection Table River Reach Upstream Boundary Downstream Boundary Chestnut Split 1 Split_1 Mountain Split 1 Split_1 Walnut 1 Split_1 JUNCTION INFORMATION Name: Split_1 Description: Energy computation Method Length across Junction Tributary River Reach River Reach Length Angle Walnut 1 to Chestnut Split 1 154 Walnut 1 to Mountain Split 1 70.4 CROSS SECTION RIVER: Chestnut Split REACH: 1 RS: 30 INPUT Description: Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4977.14 23 4976.68 23.05 4976.18 41 4976.54 41.05 4977.04 46 4977.2 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .016 0 .016 46 .016 FORT COLLINS HOTEL WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; July 15, 2015 Page 3 of 11 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 46 224.9 224.9 224.9 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4976.86 Element Left OB Channel Right OB Vel Head (ft) 0.17 Wt. n-Val. 0.016 W.S. Elev (ft) 4976.69 Reach Len. (ft) 224.90 224.90 224.90 Crit W.S. (ft) 4976.69 Flow Area (sq ft) 6.00 E.G. Slope (ft/ft) 0.005847 Area (sq ft) 6.00 Q Total (cfs) 19.58 Flow (cfs) 19.58 Top Width (ft) 18.67 Top Width (ft) 18.67 Vel Total (ft/s) 3.26 Avg. Vel. (ft/s) 3.26 Max Chl Dpth (ft) 0.51 Hydr. Depth (ft) 0.32 Conv. Total (cfs) 256.0 Conv. (cfs) 256.0 Length Wtd. (ft) 224.90 Wetted Per. (ft) 19.27 Min Ch El (ft) 4976.18 Shear (lb/sq ft) 0.11 Alpha 1.00 Stream Power (lb/ft s) 46.00 0.00 0.00 Frctn Loss (ft) 1.38 Cum Volume (acre-ft) 0.10 0.00 C & E Loss (ft) 0.01 Cum SA (acres) 0.34 0.00 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Chestnut Split REACH: 1 RS: 20 INPUT Description: Station Elevation Data num= 7 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4975.45 10 4975.25 10.05 4974.75 27 4975.4 44 4974.75 44.05 4975.25 54 4975.45 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .016 0 .016 54 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 54 113.1 113.1 113.1 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4975.42 Element Left OB Channel Right OB Vel Head (ft) 0.12 Wt. n-Val. 0.016 W.S. Elev (ft) 4975.30 Reach Len. (ft) 113.10 113.10 113.10 Crit W.S. (ft) 4975.30 Flow Area (sq ft) 7.89 E.G. Slope (ft/ft) 0.006369 Area (sq ft) 7.89 Q Total (cfs) 22.08 Flow (cfs) 22.08 Top Width (ft) 33.04 Top Width (ft) 33.04 Vel Total (ft/s) 2.80 Avg. Vel. (ft/s) 2.80 Max Chl Dpth (ft) 0.54 Hydr. Depth (ft) 0.24 Conv. Total (cfs) 276.6 Conv. (cfs) 276.6 FORT COLLINS HOTEL WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; July 15, 2015 Page 4 of 11 Length Wtd. (ft) 113.10 Wetted Per. (ft) 33.97 Min Ch El (ft) 4974.75 Shear (lb/sq ft) 0.09 Alpha 1.00 Stream Power (lb/ft s) 54.00 0.00 0.00 Frctn Loss (ft) 0.71 Cum Volume (acre-ft) 0.07 0.00 C & E Loss (ft) 0.00 Cum SA (acres) 0.21 0.00 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Chestnut Split REACH: 1 RS: 10 INPUT Description: Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4981 .1 4974.78 3.76 4974.66 6.16 4974.7 6.45 4974.71 7.98 4974.52 10.34 4974.24 10.6 4974.09 10.87 4973.88 12.36 4973.95 23.84 4974.25 24.64 4974.27 25.25 4974.27 48.43 4974.49 48.98 4974.49 61.12 4974.31 67.12 4974.22 84.73 4973.44 85.39 4973.42 85.42 4973.42 86.39 4973.5 86.52 4973.36 86.71 4973.68 86.85 4973.85 86.88 4973.85 86.97 4973.81 86.98 4973.81 87.05 4973.81 87.08 4973.81 89.84 4973.88 93.27 4974.09 95.28 4974.27 96.53 4974.34 97.34 4974.36 98.5 4974.38 98.6 4981 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .016 3.76 .016 96.53 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3.76 96.53 92.8 92.8 92.8 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4974.21 Element Left OB Channel Right OB Vel Head (ft) 0.13 Wt. n-Val. 0.016 W.S. Elev (ft) 4974.08 Reach Len. (ft) 92.80 92.80 92.80 Crit W.S. (ft) 4974.08 Flow Area (sq ft) 7.61 E.G. Slope (ft/ft) 0.006118 Area (sq ft) 7.61 Q Total (cfs) 22.08 Flow (cfs) 22.08 Top Width (ft) 29.74 Top Width (ft) 29.74 Vel Total (ft/s) 2.90 Avg. Vel. (ft/s) 2.90 Max Chl Dpth (ft) 0.72 Hydr. Depth (ft) 0.26 Conv. Total (cfs) 282.3 Conv. (cfs) 282.3 Length Wtd. (ft) 92.80 Wetted Per. (ft) 30.17 Min Ch El (ft) 4973.36 Shear (lb/sq ft) 0.10 Alpha 1.00 Stream Power (lb/ft s) 98.60 0.00 0.00 Frctn Loss (ft) 0.04 Cum Volume (acre-ft) 0.05 0.00 C & E Loss (ft) 0.04 Cum SA (acres) 0.13 0.00 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth FORT COLLINS HOTEL WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; July 15, 2015 Page 5 of 11 for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Chestnut Split REACH: 1 RS: 5 INPUT Description: Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4984 .1 4974.3 .35 4974.3 .56 4974.29 2.23 4974.12 2.42 4974.11 6.07 4973.84 12.55 4973.47 12.65 4973.33 13.17 4972.86 13.47 4972.87 13.88 4972.91 14.63 4972.96 15.38 4973.06 15.4 4973.07 25 4973.46 28.59 4973.55 30.63 4973.56 37.17 4973.56 50.1 4973.57 50.37 4973.57 51.25 4973.58 68.28 4973.4 69.81 4973.38 73.77 4973.17 86.76 4972.5 88.44 4972.37 88.89 4972.35 89.35 4973.03 89.41 4973.12 90.25 4972.91 91.76 4972.98 93.98 4973.3 95.38 4973.3 96.53 4973.35 99.83 4973.44 100.1 4973.45 100.2 4984 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .016 6.07 .016 96.53 .016 Bank Sta: Left Right Coeff Contr. Expan. 6.07 96.53 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4973.72 Element Left OB Channel Right OB Vel Head (ft) 0.01 Wt. n-Val. 0.016 0.016 W.S. Elev (ft) 4973.71 Reach Len. (ft) Crit W.S. (ft) 4973.15 Flow Area (sq ft) 35.50 1.11 E.G. Slope (ft/ft) 0.000145 Area (sq ft) 35.50 1.11 Q Total (cfs) 22.08 Flow (cfs) 21.53 0.54 Top Width (ft) 91.76 Top Width (ft) 88.18 3.57 Vel Total (ft/s) 0.60 Avg. Vel. (ft/s) 0.61 0.49 Max Chl Dpth (ft) 1.36 Hydr. Depth (ft) 0.40 0.31 Conv. Total (cfs) 1832.6 Conv. (cfs) 1787.3 45.2 Length Wtd. (ft) Wetted Per. (ft) 88.95 3.83 Min Ch El (ft) 4972.35 Shear (lb/sq ft) 0.00 0.00 Alpha 1.00 Stream Power (lb/ft s) 100.20 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres) CROSS SECTION RIVER: Mountain Split REACH: 1 RS: 20 INPUT Description: Station Elevation Data num= 37 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 7.25 4978.23 11.84 4978.11 12.27 4978.08 12.74 4978.03 18.87 4977.05 FORT COLLINS HOTEL WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; July 15, 2015 Page 6 of 11 18.95 4976.97 19.39 4976.54 19.68 4976.56 21.38 4976.68 26.56 4976.67 38.06 4976.66 38.09 4976.66 38.1 4976.66 38.53 4976.67 38.93 4976.68 39.8 4976.68 39.85 4976.63 40 4976.63 41.56 4976.64 45.49 4976.46 49.69 4976.39 52.51 4976.38 62.19 4976.2 64.02 4976.18 65.86 4975.88 66.23 4975.83 66.56 4975.83 66.78 4976.08 67.15 4976.5 69.14 4976.51 71.09 4976.52 71.24 4976.5 72.64 4976.36 73.48 4976.41 74.36 4976.47 75.62 4976.53 80 4976.68 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 7.25 .016 11.84 .016 75.62 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 11.84 75.62 179.3 179.3 179.3 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4976.85 Element Left OB Channel Right OB Vel Head (ft) 0.14 Wt. n-Val. 0.016 0.016 W.S. Elev (ft) 4976.71 Reach Len. (ft) 179.30 179.30 179.30 Crit W.S. (ft) 4976.71 Flow Area (sq ft) 13.25 0.48 E.G. Slope (ft/ft) 0.007216 Area (sq ft) 13.25 0.48 Q Total (cfs) 40.42 Flow (cfs) 39.57 0.85 Top Width (ft) 60.79 Top Width (ft) 56.41 4.38 Vel Total (ft/s) 2.95 Avg. Vel. (ft/s) 2.99 1.79 Max Chl Dpth (ft) 0.88 Hydr. Depth (ft) 0.23 0.11 Conv. Total (cfs) 475.9 Conv. (cfs) 465.8 10.0 Length Wtd. (ft) 179.30 Wetted Per. (ft) 56.86 4.42 Min Ch El (ft) 4975.83 Shear (lb/sq ft) 0.10 0.05 Alpha 1.01 Stream Power (lb/ft s) 80.00 0.00 0.00 Frctn Loss (ft) 0.15 Cum Volume (acre-ft) 0.00 0.12 0.00 C & E Loss (ft) 0.04 Cum SA (acres) 0.00 0.33 0.01 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Mountain Split REACH: 1 RS: 10 INPUT Description: Station Elevation Data num= 61 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4981 .1 4975.92 1.42 4975.93 9.93 4975.63 12.88 4975.5 14.56 4975.4 16.97 4975.33 17.37 4975.03 17.58 4974.86 19.22 4974.97 19.58 4975.01 19.61 4975 22.89 4975.25 23.47 4975.28 27.21 4975.47 27.47 4975.48 32.38 4975.69 34.39 4975.78 34.67 4975.79 35.43 4975.78 35.44 4975.8 39.92 4975.91 41.77 4975.94 48.53 4976.15 53.97 4976.21 58.88 4976.26 60.92 4976.22 62.38 4976.23 63.6 4976.25 64.06 4976.25 65.81 4976.23 67.99 4976.22 69.08 4976.19 74.15 4975.99 74.66 4976.96 74.69 4977.01 75.43 4976.95 76.47 4976.87 77.6 4976.84 79.53 4977.05 FORT COLLINS HOTEL WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; July 15, 2015 Page 7 of 11 106.07 4975.78 110.29 4975.67 112.77 4975.61 121.21 4975.39 121.8 4975.34 123.21 4975.22 123.36 4975.36 123.71 4975.72 126.88 4975.77 128.14 4975.78 128.27 4975.79 128.62 4975.78 128.76 4975.8 128.87 4976.13 128.91 4975.79 129 4981 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .016 1.42 .016 126.88 .016 Bank Sta: Left Right Coeff Contr. Expan. 1.42 126.88 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4976.19 Element Left OB Channel Right OB Vel Head (ft) 0.01 Wt. n-Val. 0.016 0.016 0.016 W.S. Elev (ft) 4976.18 Reach Len. (ft) Crit W.S. (ft) 4975.77 Flow Area (sq ft) 0.34 43.52 0.79 E.G. Slope (ft/ft) 0.000302 Area (sq ft) 0.34 43.52 0.79 Q Total (cfs) 40.42 Flow (cfs) 0.19 39.70 0.53 Top Width (ft) 105.12 Top Width (ft) 1.33 101.76 2.04 Vel Total (ft/s) 0.91 Avg. Vel. (ft/s) 0.58 0.91 0.67 Max Chl Dpth (ft) 1.32 Hydr. Depth (ft) 0.25 0.43 0.39 Conv. Total (cfs) 2325.6 Conv. (cfs) 11.2 2284.1 30.3 Length Wtd. (ft) Wetted Per. (ft) 1.58 102.45 2.96 Min Ch El (ft) 4974.86 Shear (lb/sq ft) 0.00 0.01 0.01 Alpha 1.01 Stream Power (lb/ft s) 129.00 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres) Warning: Divided flow computed for this cross-section. CROSS SECTION RIVER: Walnut REACH: 1 RS: 20 INPUT Description: Effective Model Section 2+58 Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 4981.18 100.1 4979.08 106.2 4978.78 116 4978.32 116.2 4977.9 118.3 4977.77 141.2 4979.02 153.9 4979.2 165.7 4979.02 191.3 4978.48 191.6 4978.98 203.6 4979.18 203.7 4981.18 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 100 .016 106.2 .016 203.6 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 106.2 203.6 183.3 183.3 183.3 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4979.00 Element Left OB Channel Right OB Vel Head (ft) 0.19 Wt. n-Val. 0.016 0.016 W.S. Elev (ft) 4978.81 Reach Len. (ft) 183.30 183.30 183.30 Crit W.S. (ft) 4978.81 Flow Area (sq ft) 0.01 17.12 E.G. Slope (ft/ft) 0.005516 Area (sq ft) 0.01 17.12 Q Total (cfs) 60.00 Flow (cfs) 0.00 60.00 Top Width (ft) 47.36 Top Width (ft) 0.56 46.80 Vel Total (ft/s) 3.50 Avg. Vel. (ft/s) 0.39 3.50 Max Chl Dpth (ft) 1.04 Hydr. Depth (ft) 0.01 0.37 Conv. Total (cfs) 807.8 Conv. (cfs) 0.0 807.8 Length Wtd. (ft) 183.30 Wetted Per. (ft) 0.56 47.30 FORT COLLINS HOTEL WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; July 15, 2015 Page 8 of 11 Min Ch El (ft) 4977.77 Shear (lb/sq ft) 0.00 0.12 Alpha 1.00 Stream Power (lb/ft s) 203.70 0.00 0.00 Frctn Loss (ft) 0.92 Cum Volume (acre-ft) 0.00 0.11 0.01 C & E Loss (ft) 0.02 Cum SA (acres) 0.00 0.24 0.03 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Walnut REACH: 1 RS: 10 INPUT Description: Station Elevation Data num= 49 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4981 1.02 4977.13 1.14 4977.1 8.14 4976.98 8.84 4976.96 10.44 4976.82 11.7 4976.81 11.94 4976.8 12.29 4976.37 12.38 4976.28 12.92 4976.23 14.83 4976.19 19.29 4976.53 20.24 4976.59 21.78 4976.67 28.24 4976.97 38.58 4977.18 44.11 4977.29 46.18 4977.32 46.6 4977.31 54.9 4977.12 62.06 4976.91 66.97 4976.8 67.12 4976.8 68.6 4976.75 71.42 4976.67 72.77 4976.6 74.13 4976.51 74.79 4976.84 74.98 4976.96 74.99 4976.98 76.48 4977.16 77.63 4976.94 78.24 4976.93 80.15 4976.93 80.23 4976.79 80.25 4976.78 81.82 4976.85 82.66 4976.89 83.28 4976.93 86.58 4976.93 89.45 4976.96 91.08 4976.92 91.47 4976.92 92.26 4976.92 98.6 4976.88 99.55 4976.88 101.6 4976.89 101.7 4981 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .016 1.02 .016 89.45 .016 Bank Sta: Left Right Coeff Contr. Expan. 1.02 89.45 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4977.24 Element Left OB Channel Right OB Vel Head (ft) 0.11 Wt. n-Val. 0.016 0.016 W.S. Elev (ft) 4977.13 Reach Len. (ft) Crit W.S. (ft) 4977.11 Flow Area (sq ft) 19.78 2.73 E.G. Slope (ft/ft) 0.004606 Area (sq ft) 19.78 2.73 Q Total (cfs) 60.00 Flow (cfs) 53.74 6.26 Top Width (ft) 81.54 Top Width (ft) 69.38 12.16 Vel Total (ft/s) 2.67 Avg. Vel. (ft/s) 2.72 2.30 Max Chl Dpth (ft) 0.94 Hydr. Depth (ft) 0.29 0.22 Conv. Total (cfs) 884.1 Conv. (cfs) 791.8 92.3 Length Wtd. (ft) Wetted Per. (ft) 69.91 12.39 Min Ch El (ft) 4976.19 Shear (lb/sq ft) 0.08 0.06 Alpha 1.01 Stream Power (lb/ft s) 101.70 0.00 0.00 Frctn Loss (ft) 0.38 Cum Volume (acre-ft) 0.04 0.00 C & E Loss (ft) 0.00 Cum SA (acres) Warning: Divided flow computed for this cross-section. FORT COLLINS HOTEL WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; July 15, 2015 Page 9 of 11 Warning: A flow split was encountered. The program first calculated the momentum of both channels below the junction. An energy balance was performed across the junction from the stream with the highest momentum downstream to the section upstream. SUMMARY OF MANNING'S N VALUES River:Chestnut Split Reach River Sta. n1 n2 n3 1 30 .016 .016 .016 1 20 .016 .016 .016 1 10 .016 .016 .016 1 5 .016 .016 .016 River:Mountain Split Reach River Sta. n1 n2 n3 1 20 .016 .016 .016 1 10 .016 .016 .016 River:Walnut Reach River Sta. n1 n2 n3 1 20 .016 .016 .016 1 10 .016 .016 .016 SUMMARY OF REACH LENGTHS River: Chestnut Split Reach River Sta. Left Channel Right 1 30 224.9 224.9 224.9 1 20 113.1 113.1 113.1 1 10 92.8 92.8 92.8 1 5 River: Mountain Split Reach River Sta. Left Channel Right 1 20 179.3 179.3 179.3 1 10 River: Walnut Reach River Sta. Left Channel Right 1 20 183.3 183.3 183.3 1 10 FORT COLLINS HOTEL WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; July 15, 2015 Page 10 of 11 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Chestnut Split Reach River Sta. Contr. Expan. 1 30 .1 .3 1 20 .1 .3 1 10 .1 .3 1 5 .1 .3 River: Mountain Split Reach River Sta. Contr. Expan. 1 20 .1 .3 1 10 .1 .3 River: Walnut Reach River Sta. Contr. Expan. 1 20 .1 .3 1 10 .1 .3 Profile Output Table - Standard Table 1 River Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Chestnut Split 1 5 PF 1 22.08 4972.35 4973.71 4973.15 4973.72 0.000145 0.61 36.61 91.76 0.17 Chestnut Split 1 10 PF 1 22.08 4973.36 4974.08 4974.08 4974.21 0.006118 2.90 7.61 29.74 1.01 Chestnut Split 1 20 PF 1 22.08 4974.75 4975.30 4975.30 4975.42 0.006369 2.80 7.89 33.04 1.01 Chestnut Split 1 30 PF 1 19.58 4976.18 4976.69 4976.69 4976.86 0.005847 3.26 6.00 18.67 1.01 Mountain Split 1 10 PF 1 40.42 4974.86 4976.18 4975.77 4976.19 0.000302 0.91 44.65 105.12 0.25 Mountain Split 1 20 PF 1 40.42 4975.83 4976.71 4976.71 4976.85 0.007216 2.99 13.72 60.79 1.09 Walnut 1 10 PF 1 60.00 4976.19 4977.13 4977.11 4977.24 0.004606 2.72 22.51 81.54 0.90 Walnut 1 20 PF 1 60.00 4977.77 4978.81 4978.81 4979.00 0.005516 3.50 17.13 47.36 1.02 Profile Output Table - Standard Table 2 River Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) Chestnut Split 1 5 PF 1 4973.72 4973.71 0.01 21.53 0.54 91.76 Chestnut Split 1 10 PF 1 4974.21 4974.08 0.13 0.04 0.04 22.08 29.74 Chestnut Split 1 20 PF 1 4975.42 4975.30 0.12 0.71 0.00 22.08 33.04 FORT COLLINS HOTEL WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; July 15, 2015 Page 11 of 11 Chestnut Split 1 30 PF 1 4976.86 4976.69 0.17 1.38 0.01 19.58 18.67 Mountain Split 1 10 PF 1 4976.19 4976.18 0.01 0.19 39.70 0.53 105.12 Mountain Split 1 20 PF 1 4976.85 4976.71 0.14 0.15 0.04 39.57 0.85 60.79 Walnut 1 10 PF 1 4977.24 4977.13 0.11 0.38 0.00 53.74 6.26 81.54 Walnut 1 20 PF 1 4979.00 4978.81 0.19 0.92 0.02 0.00 60.00 47.36 ATTACHMENT 3.3 Proposed Condition HEC-RAS Modeling Output – Jefferson Street FORT COLLINS HOTEL JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; JUNE 15, 2015 Page 1 of 6 HEC-RAS Version 4.1.0 Jan 2010 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Jefferson Street - 100yr-Proposed Project File : Jeff_NE.prj Run Date and Time: 6/29/2015 1:31:30 PM Project in English units PLAN DATA Plan Title: Plan 01 Plan File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06- 02\Jeff_NE.p01 Geometry Title: Jefferson Street Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond- 2015-06-02\Jeff_NE.g01 Flow Title : Jefferson Street-100yr Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond- 2015-06-02\Jeff_NE.f01 Plan Summary Information: Number of: Cross Sections = 4 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: Jefferson Street-100yr FORT COLLINS HOTEL JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; JUNE 15, 2015 Page 2 of 6 Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06- 02\Jeff_NE.f01 Flow Data (cfs) River Reach RS PF 1 Jefferson 1 40 24.1 Boundary Conditions River Reach Profile Upstream Downstream Jefferson 1 PF 1 Normal S = 0.0076 GEOMETRY DATA Geometry Title: Jefferson Street Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06- 02\Jeff_NE.g01 CROSS SECTION RIVER: Jefferson REACH: 1 RS: 40 INPUT Description: Station Elevation Data num= 62 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4976.32 8.91 4976.14 8.96 4976.12 9.35 4976.04 11.03 4975.87 15.82 4976.56 16.19 4976.56 27.93 4976.13 28.19 4976.13 28.47 4976.09 28.5 4976.09 28.9 4975.52 28.94 4975.44 29 4975.51 29.3 4975.42 29.38 4976.1 29.44 4976.13 29.62 4976.13 29.8 4976.12 29.85 4975.8 47.44 4976.12 49 4976.14 50.2 4976.02 51.93 4975.94 58.12 4975.88 58.96 4975.88 64.3 4975.72 65.03 4975.7 68.09 4975.78 68.29 4975.78 69.11 4975.8 70.45 4975.79 70.73 4975.51 71.02 4975.29 71.75 4975.26 72.86 4975.26 81.5 4975.71 84.96 4975.89 89.21 4975.98 100 4976.21 100.19 4976.21 105.26 4976.17 109.83 4976.15 125.19 4975.73 127.61 4975.63 129.03 4975.58 129.37 4975.57 129.39 4975.59 129.43 4975.6 130.13 4975.89 130.64 4975.91 133.67 4976.01 141.4 4976.28 141.41 4976.32 143.56 4976.26 151.65 4976.31 164.98 4976.7 172.53 4976.68 187.79 4976.56 194.5 4976.55 196.66 4976.56 200 4976.58 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .016 68.09 .016 133.67 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 68.09 133.67 151 151 151 .1 .3 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev 0 64 4984 141 200 4984 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4976.04 Element Left OB Channel Right OB Vel Head (ft) 0.13 Wt. n-Val. 0.016 0.016 W.S. Elev (ft) 4975.91 Reach Len. (ft) 151.00 151.00 151.00 Crit W.S. (ft) 4975.91 Flow Area (sq ft) 0.74 7.69 E.G. Slope (ft/ft) 0.006199 Area (sq ft) 0.74 7.69 FORT COLLINS HOTEL JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; JUNE 15, 2015 Page 3 of 6 Q Total (cfs) 24.10 Flow (cfs) 1.67 22.43 Top Width (ft) 34.34 Top Width (ft) 4.09 30.25 Vel Total (ft/s) 2.86 Avg. Vel. (ft/s) 2.26 2.92 Max Chl Dpth (ft) 0.65 Hydr. Depth (ft) 0.18 0.25 Conv. Total (cfs) 306.1 Conv. (cfs) 21.2 284.9 Length Wtd. (ft) 151.00 Wetted Per. (ft) 4.28 30.53 Min Ch El (ft) 4975.26 Shear (lb/sq ft) 0.07 0.10 Alpha 1.01 Stream Power (lb/ft s) 200.00 0.00 0.00 Frctn Loss (ft) 0.88 Cum Volume (acre-ft) 0.00 0.08 0.01 C & E Loss (ft) 0.00 Cum SA (acres) 0.03 0.31 0.03 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Jefferson REACH: 1 RS: 30 INPUT Description: Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 63.9 4984 64 4974.57 65.12 4974.58 69.52 4974.67 70.39 4974.63 70.4 4974.58 70.58 4974.5 71 4974.17 71.92 4974.1 72.69 4974.14 80.06 4974.45 85.13 4974.69 85.31 4974.7 96.96 4975.03 100 4975.05 100.04 4975.05 103.48 4975.04 105.43 4974.98 109.65 4974.84 122.4 4974.58 122.48 4974.63 124.48 4974.52 127.25 4974.32 128.28 4974.26 129.17 4974.2 129.39 4974.47 129.68 4974.79 130.15 4974.71 130.23 4974.71 132.98 4974.87 135.57 4974.96 141 4975.04 141.1 4984 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 63.9 .016 69.52 .016 132.98 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 69.52 132.98 135 135 135 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4974.85 Element Left OB Channel Right OB Vel Head (ft) 0.11 Wt. n-Val. 0.016 0.016 W.S. Elev (ft) 4974.74 Reach Len. (ft) 135.00 135.00 135.00 Crit W.S. (ft) 4974.74 Flow Area (sq ft) 0.69 8.40 E.G. Slope (ft/ft) 0.005478 Area (sq ft) 0.69 8.40 Q Total (cfs) 24.10 Flow (cfs) 1.16 22.94 Top Width (ft) 38.55 Top Width (ft) 5.52 33.03 Vel Total (ft/s) 2.65 Avg. Vel. (ft/s) 1.68 2.73 Max Chl Dpth (ft) 0.64 Hydr. Depth (ft) 0.12 0.25 Conv. Total (cfs) 325.6 Conv. (cfs) 15.7 309.9 Length Wtd. (ft) 135.00 Wetted Per. (ft) 5.69 33.50 Min Ch El (ft) 4974.10 Shear (lb/sq ft) 0.04 0.09 Alpha 1.03 Stream Power (lb/ft s) 141.10 0.00 0.00 Frctn Loss (ft) 0.74 Cum Volume (acre-ft) 0.00 0.05 0.01 FORT COLLINS HOTEL JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; JUNE 15, 2015 Page 4 of 6 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Jefferson REACH: 1 RS: 20 INPUT Description: Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 63.9 4984 64 4974.15 66.18 4973.98 68.96 4973.95 70.58 4973.88 70.89 4973.4 71.12 4973.12 72.51 4973.17 72.87 4973.18 85.09 4973.67 93.85 4973.86 99.78 4973.99 100 4973.99 110.73 4973.9 110.89 4973.9 110.94 4973.9 125.63 4973.42 126.52 4973.37 127.59 4973.29 127.9 4973.26 128.73 4973.22 128.93 4973.43 129.32 4973.63 131.52 4973.59 132.56 4973.58 141 4973.43 141.1 4984 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 63.9 .016 68.96 .016 131.52 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 68.96 131.52 148 148 148 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4973.81 Element Left OB Channel Right OB Vel Head (ft) 0.10 Wt. n-Val. 0.016 0.016 W.S. Elev (ft) 4973.71 Reach Len. (ft) 148.00 148.00 148.00 Crit W.S. (ft) 4973.69 Flow Area (sq ft) 7.50 1.86 E.G. Slope (ft/ft) 0.005509 Area (sq ft) 7.50 1.86 Q Total (cfs) 24.10 Flow (cfs) 19.86 4.24 Top Width (ft) 40.50 Top Width (ft) 31.01 9.48 Vel Total (ft/s) 2.58 Avg. Vel. (ft/s) 2.65 2.28 Max Chl Dpth (ft) 0.59 Hydr. Depth (ft) 0.24 0.20 Conv. Total (cfs) 324.7 Conv. (cfs) 267.5 57.2 Length Wtd. (ft) 148.00 Wetted Per. (ft) 31.48 9.76 Min Ch El (ft) 4973.12 Shear (lb/sq ft) 0.08 0.07 Alpha 1.01 Stream Power (lb/ft s) 141.10 0.00 0.00 Frctn Loss (ft) 0.83 Cum Volume (acre-ft) 0.00 0.03 0.00 C & E Loss (ft) 0.00 Cum SA (acres) 0.00 0.10 0.02 Warning: Divided flow computed for this cross-section. CROSS SECTION RIVER: Jefferson REACH: 1 RS: 10 INPUT FORT COLLINS HOTEL JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; JUNE 15, 2015 Page 5 of 6 Description: Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 63.9 4983 64 4973.25 64.95 4972.84 67.88 4972.66 69.52 4972.6 70.7 4972.62 70.75 4972.7 71.02 4972.15 72.48 4972.32 72.76 4972.35 78.64 4972.65 88.5 4973.12 93.88 4973.23 99.79 4973.35 100 4973.35 113.85 4973.03 115.34 4972.99 116.12 4972.95 127.15 4972.35 128.54 4972.27 128.76 4972.44 128.89 4972.43 128.91 4972.44 128.99 4972.45 129.3 4972.33 129.74 4972.38 130.08 4972.51 130.8 4972.72 131.29 4972.77 132.43 4972.87 132.54 4972.88 133.73 4972.86 134.24 4972.87 138.19 4973.02 138.3 4973.03 138.42 4973.01 138.91 4972.96 139.04 4973.12 140.93 4973.32 140.95 4973.32 141 4973.33 141.1 4983 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 63.9 .016 67.88 .016 132.43 .016 Bank Sta: Left Right Coeff Contr. Expan. 67.88 132.43 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4972.98 Element Left OB Channel Right OB Vel Head (ft) 0.13 Wt. n-Val. 0.016 0.016 W.S. Elev (ft) 4972.84 Reach Len. (ft) Crit W.S. (ft) 4972.84 Flow Area (sq ft) 0.27 8.04 E.G. Slope (ft/ft) 0.005663 Area (sq ft) 0.27 8.04 Q Total (cfs) 24.10 Flow (cfs) 0.38 23.72 Top Width (ft) 31.69 Top Width (ft) 2.93 28.75 Vel Total (ft/s) 2.90 Avg. Vel. (ft/s) 1.41 2.95 Max Chl Dpth (ft) 0.69 Hydr. Depth (ft) 0.09 0.28 Conv. Total (cfs) 320.3 Conv. (cfs) 5.0 315.2 Length Wtd. (ft) Wetted Per. (ft) 2.94 29.33 Min Ch El (ft) 4972.15 Shear (lb/sq ft) 0.03 0.10 Alpha 1.02 Stream Power (lb/ft s) 141.10 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres) Warning: Divided flow computed for this cross-section. Warning: Slope too steep for slope area to converge during supercritical flow calculations (normal depth is below critical depth). Water surface set to critical depth. SUMMARY OF MANNING'S N VALUES River:Jefferson Reach River Sta. n1 n2 n3 1 40 .016 .016 .016 1 30 .016 .016 .016 1 20 .016 .016 .016 1 10 .016 .016 .016 SUMMARY OF REACH LENGTHS River: Jefferson Reach River Sta. Left Channel Right 1 40 151 151 151 FORT COLLINS HOTEL JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; JUNE 15, 2015 Page 6 of 6 1 30 135 135 135 1 20 148 148 148 1 10 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Jefferson Reach River Sta. Contr. Expan. 1 40 .1 .3 1 30 .1 .3 1 20 .1 .3 1 10 .1 .3 Profile Output Table - Standard Table 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) 1 10 PF 1 24.10 4972.15 4972.84 4972.84 4972.98 0.005663 2.95 8.31 31.69 0.98 1 20 PF 1 24.10 4973.12 4973.71 4973.69 4973.81 0.005509 2.65 9.36 40.50 0.95 1 30 PF 1 24.10 4974.10 4974.74 4974.74 4974.85 0.005478 2.73 9.08 38.55 0.96 1 40 PF 1 24.10 4975.26 4975.91 4975.91 4976.04 0.006199 2.92 8.43 34.34 1.02 Profile Output Table - Standard Table 2 Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) 1 10 PF 1 4972.98 4972.84 0.13 0.38 23.72 31.69 1 20 PF 1 4973.81 4973.71 0.10 0.83 0.00 19.86 4.24 40.50 1 30 PF 1 4974.85 4974.74 0.11 0.74 0.00 1.16 22.94 38.55 1 40 PF 1 4976.04 4975.91 0.13 0.88 0.00 1.67 22.43 34.34 ATTACHMENT 3.4 Proposed Condition HEC-RAS Modeling Output – Firehouse Alley FORT COLLINS HOTEL FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; JUNE 15, 2015 Page 1 of 5 HEC-RAS Version 4.1.0 Jan 2010 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Alley - 100yr-Proposed Project File : Alley_NE.prj Run Date and Time: 6/29/2015 1:32:05 PM Project in English units PLAN DATA Plan Title: Plan 01 Plan File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06- 02\Alley_NE.p01 Geometry Title: Alley Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond- 2015-06-02\Alley_NE.g02 Flow Title : Alley-100yr Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond- 2015-06-02\Alley_NE.f01 Plan Summary Information: Number of: Cross Sections = 3 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: Alley-100yr FORT COLLINS HOTEL FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; JUNE 15, 2015 Page 2 of 5 Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06- 02\Alley_NE.f01 Flow Data (cfs) River Reach RS PF 1 Alley 1 30 9.5 Boundary Conditions River Reach Profile Upstream Downstream Alley 1 PF 1 Known WS = 4975.26 GEOMETRY DATA Geometry Title: Alley Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06- 02\Alley_NE.g02 CROSS SECTION RIVER: Alley REACH: 1 RS: 30 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev .9 4988 1 4977.85 4.51 4977.83 4.97 4977.89 9.26 4977.94 11 4978 12.87 4978.07 16.55 4978.11 19.64 4978.23 19.69 4978.24 20.89 4978.21 214978.214 28.89 4978.52 29.94 4978.55 31.47 4978.58 32.32 4978.59 33.42 4978.62 34.23 4978.6 41 4978.68 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val .9 .016 1 .016 21 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1 21 155 155 155 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 21 41 4988 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4978.29 Element Left OB Channel Right OB Vel Head (ft) 0.10 Wt. n-Val. 0.000 0.016 W.S. Elev (ft) 4978.19 Reach Len. (ft) 155.00 155.00 155.00 Crit W.S. (ft) 4978.19 Flow Area (sq ft) 0.00 3.66 E.G. Slope (ft/ft) 0.006350 Area (sq ft) 0.00 3.66 Q Total (cfs) 9.50 Flow (cfs) 0.00 9.50 Top Width (ft) 17.58 Top Width (ft) 17.57 Vel Total (ft/s) 2.60 Avg. Vel. (ft/s) 0.10 2.60 Max Chl Dpth (ft) 0.36 Hydr. Depth (ft) 0.17 0.21 Conv. Total (cfs) 119.2 Conv. (cfs) 0.0 119.2 Length Wtd. (ft) 155.00 Wetted Per. (ft) 0.34 17.58 Min Ch El (ft) 4977.83 Shear (lb/sq ft) 0.08 Alpha 1.00 Stream Power (lb/ft s) 41.00 0.00 0.00 Frctn Loss (ft) 1.00 Cum Volume (acre-ft) 0.00 0.03 0.00 FORT COLLINS HOTEL FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; JUNE 15, 2015 Page 3 of 5 C & E Loss (ft) 0.00 Cum SA (acres) 0.11 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Alley REACH: 1 RS: 20 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4975.67 3.99 4975.59 10.37 4975.51 16.01 4975.49 16.04 4975.49 204975.468 26.87 4975.43 26.98 4975.49 30 4975.49 31.13 4975.5 32.27 4975.52 32.91 4975.5 34.63 4975.5 404975.547 40.28 4975.55 40.72 4975.5 51.87 4975.73 54.86 4975.84 60 4975.82 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .016 20 .016 40 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 20 40 92 92 92 .1 .3 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev 0 20 4985 40 60 4985 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4975.78 Element Left OB Channel Right OB Vel Head (ft) 0.10 Wt. n-Val. 0.016 W.S. Elev (ft) 4975.68 Reach Len. (ft) 92.00 92.00 92.00 Crit W.S. (ft) 4975.68 Flow Area (sq ft) 3.83 E.G. Slope (ft/ft) 0.006617 Area (sq ft) 3.83 Q Total (cfs) 9.50 Flow (cfs) 9.50 Top Width (ft) 20.00 Top Width (ft) 20.00 Vel Total (ft/s) 2.48 Avg. Vel. (ft/s) 2.48 Max Chl Dpth (ft) 0.25 Hydr. Depth (ft) 0.19 Conv. Total (cfs) 116.8 Conv. (cfs) 116.8 Length Wtd. (ft) 92.00 Wetted Per. (ft) 20.36 Min Ch El (ft) 4975.43 Shear (lb/sq ft) 0.08 Alpha 1.00 Stream Power (lb/ft s) 60.00 0.00 0.00 Frctn Loss (ft) 0.06 Cum Volume (acre-ft) 0.02 0.00 C & E Loss (ft) 0.02 Cum SA (acres) 0.04 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water FORT COLLINS HOTEL FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; JUNE 15, 2015 Page 4 of 5 surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Alley REACH: 1 RS: 10 INPUT Description: Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 4974.89 5.32 4974.82 10.5 4974.79 11.24 4974.78 12.94 4974.72 204974.693 23.41 4974.68 26.3 4974.69 30 4974.73 30.06 4974.73 34.01 4974.76 38.97 4974.78 40 4974.83 40.1 4984 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .016 20 .016 40 .016 Bank Sta: Left Right Coeff Contr. Expan. 20 40 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 0 20 4984 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 4975.27 Element Left OB Channel Right OB Vel Head (ft) 0.01 Wt. n-Val. 0.016 0.000 W.S. Elev (ft) 4975.26 Reach Len. (ft) Crit W.S. (ft) 4974.92 Flow Area (sq ft) 10.61 0.00 E.G. Slope (ft/ft) 0.000224 Area (sq ft) 10.61 0.00 Q Total (cfs) 9.50 Flow (cfs) 9.50 0.00 Top Width (ft) 20.00 Top Width (ft) 20.00 Vel Total (ft/s) 0.89 Avg. Vel. (ft/s) 0.90 0.02 Max Chl Dpth (ft) 0.58 Hydr. Depth (ft) 0.53 0.21 Conv. Total (cfs) 634.2 Conv. (cfs) 634.2 0.0 Length Wtd. (ft) Wetted Per. (ft) 20.57 0.43 Min Ch El (ft) 4974.68 Shear (lb/sq ft) 0.01 Alpha 1.00 Stream Power (lb/ft s) 40.10 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres) SUMMARY OF MANNING'S N VALUES River:Alley Reach River Sta. n1 n2 n3 1 30 .016 .016 .016 1 20 .016 .016 .016 1 10 .016 .016 .016 SUMMARY OF REACH LENGTHS River: Alley Reach River Sta. Left Channel Right FORT COLLINS HOTEL FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL NORTHERN ENGINEERING; JUNE 15, 2015 Page 5 of 5 1 30 155 155 155 1 20 92 92 92 1 10 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Alley Reach River Sta. Contr. Expan. 1 30 .1 .3 1 20 .1 .3 1 10 .1 .3 Profile Output Table - Standard Table 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) 1 10 PF 1 9.50 4974.68 4975.26 4974.92 4975.27 0.000224 0.90 10.62 20.00 0.22 1 20 PF 1 9.50 4975.43 4975.68 4975.68 4975.78 0.006617 2.48 3.83 20.00 1.00 1 30 PF 1 9.50 4977.83 4978.19 4978.19 4978.29 0.006350 2.60 3.66 17.58 1.00 Profile Output Table - Standard Table 2 Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) 1 10 PF 1 4975.27 4975.26 0.01 9.50 0.00 20.00 1 20 PF 1 4975.78 4975.68 0.10 0.06 0.02 9.50 20.00 1 30 PF 1 4978.29 4978.19 0.10 1.00 0.00 0.00 9.50 17.58 MAP POCKET DRAINAGE EXHIBITS LEGEND: FIELD SURVEY BY: 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 R ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 MOUNTAIN AVENUE PROPOSED DOWNTOWN HOTEL EXISTING PROPERTY LINE EXISTING RIGHT-OF-WAY EXISTING RIGHT-OF-WAY EXISTING RIGHT-OF-WAY EXISTING PROPERTY LINE ISS. # KEY PLAN DESCRIPTION DATE ARCHITECT'S PROJECT NUMBER 4240 Architecture Inc. copyright 2015 NOT FOR CONSTRUCTION OWNER 4240 ARCHITECTURE INC 3507 RINGSBY COURT SUITE 117 DENVER, CO 80216 t: 303.292.3388 f: 303.292.3113 ARCHITECT 21129.00 MCWHINNEY 2725 ROCKY MOUNTAIN AVE STE 200 LOVELAND, CO 80538 DEVELOPER SAGE HOSPITALITY 1575 WELTON STREET STE 300 DENVER, CO 80202 OPERATOR t: 970.962.9990 t: 303.595.7200 f: 303.595.7219 BOHEMIAN COMPANIES 262 E MOUNTAIN AVE FORT COLLINS, CO 80524 t: 970.490.2626 NORTHERN ENGINEERING, INC 200 S COLLEGE AVE FORT COLLINS, CO 80524 CIVIL RUSSELL + MILLS STUDIOS 141 S COLLEGE AVE FORT COLLINS, CO 80524 LANDSCAPE t: 970.568.5415 f: 970.221.4159 t: 970.484.8855 A PDP SUBMITTAL 24 JUNE 2015 B PDP RESUBMITTAL 22 JULY 2015 WALNUT ST & CHESTNUT ST FORT COLLINS, CO 80524 WALNUT-CHESTNUT SUBDIVISION C GARAGE PDP SUBMITTAL 2 SEPT 2015 D PARK. LOT FDP SUBMITTAL 23 SEPT 2015 E PARK. FDP RESUBMITTAL 11 NOV 2015 C500 DRAINAGE PLAN PARKING LOT ALTERNATIVE NOTES: REVIEW SET NOT FOR CONSTRUCTION REVIEW SET NOT FOR CONSTRUCTION PROPOSED 2' WIDE CONCRETE CHASE EXISTING DRIVEWAY LIMITS OF CONSTRUCTION A B2 1.45 ac RD RD RD C & E Loss (ft) 0.00 Cum SA (acres) 0.01 0.20 0.03 79.89 4976.19 79.99 4975.98 83.06 4976 94.01 4976.12 100.59 4975.94 O113 JUNCTION 17.24 17.24 0 00:40 0.173 0.173 O114 JUNCTION 33.69 33.69 0 00:40 0.336 0.336 SWMM 5 Page 10 SWMM 5 Page 5 SWMM 5 Page 4 O113 JUNCTION 0.00 0.00 0.0 O114 JUNCTION 0.00 0.00 0.0 SWMM 5 Page 3 SWMM 5 Page 2 SWMM 5 Page 10 SWMM 5 Page 3 (min) 10-yr Tc (min) 100-yr Tc (min) 1a 1a No 0.95 0.95 1.00 20 2.00% 1.0 1.0 0.7 53 1.00% 2.00 0.4 0 0.00% N/A N/A 5 5 5 1b 1b No 0.95 0.95 1.00 20 2.00% 1.0 1.0 0.7 307 1.00% 2.00 2.6 0 0.00% N/A N/A 5 5 5 1c 1c No 0.95 0.95 1.00 45 1.00% 1.9 1.9 1.3 183 1.00% 2.00 1.5 0 0.00% N/A N/A 5 5 5 22No0.95 0.95 1.00 75 2.00% 1.9 1.9 1.3 168 0.50% 1.41 2.0 0 0.00% N/A N/A 5 5 5 OS1 OS1 No 0.95 0.95 1.00 45 1.00% 1.9 1.9 1.3 112 0.50% 1.41 1.3 0 0.00% N/A N/A 5 5 5 OS2 OS2 No 0.95 0.95 1.00 30 1.00% 1.5 1.5 1.0 144 0.50% 1.41 1.7 0 0.00% N/A N/A 5 5 5 OS3 OS3 No 0.95 0.95 1.00 30 2.00% 1.2 1.2 0.8 124 0.50% 1.41 1.5 0 0.00% N/A N/A 5 5 5 OS4 OS4 No 0.95 0.95 1.00 40 2.00% 1.4 1.4 0.9 320 0.50% 1.41 3.8 0 0.00% N/A N/A 5 5 5 OS5 OS5 No 0.95 0.95 1.00 30 2.00% 1.2 1.2 0.8 56 0.50% 1.41 0.7 0 0.00% N/A N/A 5 5 5 DEVELOPED TIME OF CONCENTRATION COMPUTATIONS Gutter Flow Swale Flow Design Point Basin Overland Flow ATC June 15, 2015 Time of Concentration (Equation RO-4) 3 1 1 . 87 1 . 1 * S Ti C Cf L 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. 10-year Cf = 1.00 June 15, 2015