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HomeMy WebLinkAboutDrainage Reports - 12/12/1997FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE FORT COLLINS UTILITY SERVICE CENTER P.U.D. 5TH FILING FORT COLLINS, COLORADO October 28, 1997 Prepared for: Vaught*Frye Architects and The City of Fort Collins Prepared by: The Sear -Brown Group Formerly RBD Inc. 209 South Meldrum Fort Collins, Colorado 80521 (970)482-5922 SBG Job No. 183-039 ' THE SEAR -BROWN GROUP FULL -SERVICE DESIGN PROFESSIONALS ' FORMERLY RBD, INC. 209 SOUTH MELDRUM FORT COLLINS, COLORADO 80521-2603 ' 970-482-5922 FAX: 970.482-6368 ' October 28, 1997 Mr. Basil Hamdan t City of Fort Collins Utility Services Stormwater 235 Mathews Street Fort Collins, Colorado 80522 I' RE: Final Drainage and Erosion Control Study for the Fort Collins P.U.D., 5th filing Dear Basil: Utility Service Center, We are pleased to resubmit to you, for your review and approval, this Final Drainage and Erosion Control Study for the Fort Collins Utility Service Center, P.U.D., 5th filing. Please note that this report also addresses the floodplain through the Utility Center site and the effect of the floodplain on the proposed Vehicle Storage Building. We have addressed all the comments from the plans. Please see attached responses. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We are requesting variances for flow depths crossing Elm Street during minor and major storms and freeboard variances for the proposed Vehicle Storage Building and existing Building C. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, The Sear -Brown Group Prepared by: A�o irmnAllen-Morlev, P.E. Project Engineer Reviewed by: /Kevin W. Gingery, P.E. Water Resources Proje Man: cc: Mr. Jack Gianola Mr. John Renhowe Prepared��_� Richard Thornton, E.I.T. ingineer City of Fort Collins Facilities Vaught*Frye Architects NEW YORK • PEN NSYLVAN IA COLORADO•UTAH STANDARDS IN EXCELLENCE EQUAL OPPORTUNITY EMPLOYER DESCRIPTION GENERAL LOCATION AND DESCRIPTION PAGE 1 I. A. Location 1 B. Description of Property 1 II. DRAINAGE BASINS 1 A. Major Basin Description 2 B. Sub -basin Description 2 C. SWMM Model 2 III. DRAINAGE DESIGN CRITERIA 3 A. Regulations 3 B. Development Criteria Reference and Constraints 3 C. Hydrological Criteria 4 D. Hydraulic Criteria 4 E. Variances from Criteria 9 IV. DRAINAGE FACILITY DESIGN 9 A. General Concept 9 B. Specific Details 10 C. HEC-2 Analysis 11 V. STORM WATER QUALITY 13 A. General Concept 13 VI. EROSION CONTROL 13 A. General Concept 13 B. Specific Details 13 VII. CONCLUSIONS 13 A. Compliance with Standards 13 B. Drainage Concept 13 C. Stormwater Quality Concept 14 D. Erosion Control Concept 15 16 APPENDIX 1 VICINITY MAPS 3 SWMM MODEL 4 HEC-2 MODEL 69 ' STREET CAPACITY 191 DESIGN OF STORM SEWERS AND CULVERTS 204 SWALE DESIGN 212 EROSION CONTROL DESIGN 218 CHARTS, TABLES AND FIGURES 224 1 I I I I I I 1 I I I 1 ' FINAL DRAINAGE AND EROSION CONTROL STUDY ' FOR THE FORT COLLINS UTILITY SERVICE CENTER, P.U.D. 5TH FILING I. GENERAL LOCATION AND DESCRIPTION A. Location This 7.5 acre site is located at the northeast corner of Elm and Wood Street in the City of Fort Collins. It is bounded on the South by Elm Street, on the west by Wood Street, on the northeast by the Colorado and Southern Railroad embankment and on the north by the existing Fort Collins Utility 1 Service Center. The site location can also be described as situated in the Northwest Quarter, Section 11, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins, Larimer County, Colorado. The site location can be seen on page 2 of the Appendix. B. Description Property of ' The Fort Collins Utility Service Center, P.U.D., 5th filing site is located south of the existing Utility Service Center. The site generally slopes from east to west at approximately 1.7%. It is presently covered with native grasses. The site itself is a 7.5 acre trapezoidal shaped piece of land that will become an integral part of the Fort Collins Utility Service Center master Plan. It was formerly a construction yard for a pipe manufacturer. This report will refer to the 7.5 acre portion of land as onsite and all other areas as offsite. When flows pass offsite to the north they will be flowing onto property owned by the City of Fort Collins but will be offsite to this particular piece of property. II. DRAINAGE BASINS A. Major Basin Description The proposed development lies within the Old Town Basin, and adjacent to the West Vine Basin. Off site flow generally enter the site from the south and west. These flows then pass through a wooden box culvert or around the railroad embankment and then northeast. ' 1 fB. Sub -basin Description Please refer to the enclosed drainage Basin Maps. Runoff from Basins 1, ' 3, 4, 5 and 6 is routed via curb and gutter, open channel to a ungraded informal detention facility located on the eastern portion of the site adjacent to the northern boundary of Elm Street. Off -site Flows Off -site storm flows generally come from the south and west. The majority of the off -site flows come from basins 1 and 3 and enter the site at the ' intersection of Wood and Elm Street (Design Point 1). Offsite flows also enter the Site from Basin 4 at the intersection of Elm and Grant Street ' (Design Point 4). A portion of the flows from Basin 6 will also enter the site from the north and west. Basin 20 storm water flows enter the site at the southeast portion of the site separately from Basin 4. On -site Flows Historically onsite storm flows have drained to a 30" by 12" wooden box culvert under the Colorado and Southern railroad embankment. This culvert then discharges to a 24" diameter CMP which takes flow off -site ' underneath the storage yard and discharges to an existing ditch along the eastern boundary of the storage yard. During Major Storms when the capacity of the box culvert is exceeded storm flows would pond on site and ' flow around the western end of the railroad embankment and flow off -site to north and east. A SWMM model was generated to calculate the extent ' of the ponding. C. SWMM MODEL SWMM models for the 2 year and 100 year storm events within the portion of the Old Town Basin occupied by the City of Fort Collins Light and ' Power Service Center were developed. The SWMM Models were developed to assess the effect of the proposed development on the existing storm drainage conditions. Three SWMM models were generated: One for the existing condition, another for the proposed interim condition and a final model for the ' proposed future condition.. The SWMM model for the existing condition has been reviewed by the City of Fort Collins and is accepted as the benchmark by which to judge the effect of the improvements of the proposed condition. We have since modified the existing condition model ' 2 I I to reflect additional downstream detail and new coefficients. The change in pervious area depressions storage coefficient causes the water surface in pond 11 to rise from 4993.12 to 4993.20 feet in the existing condition and increases the downstream runoff. This was done at the request of the City of Fort Collins Storm Water Utility to generate consistent results. The ' downstream changes will not affect the results to the water surface elevation upstream of Node 7 as shown on the SWMM diagram on page 7 of the calculations. This updated information reflects storm flow which is generated in Basin 17 at the northwest corner of the overall utility service center site. These flows are taken by a 30" and a 24" diameter pipes to the northeast corner of the site where 2-24" diameter pipes discharge to a swale ' outside the storage yard area and then to a low lying marshy area. The model uses a 30" pipe with an overflow to reflect this. Because of the topography, the over flow from the 30" pipe at its west end will flow only to the north west and not toward basin 7. ' The SWMM model for the proposed condition includes the next phase of improvements to the site, the existing Service Center and the upstream tributary neighborhood areas. We have also subdivided the original Basin four into Basin 4 and Basin 20. This represents the division of flows between east and west original Basin 4. ' The SWMM model for the future condition assumes that the railroad berm is gone and the proposed ponding area discharges via a weir and a 15 inch diameter outlet pipe. Flows from the weir pass east of the vehicle storage ' building. The pipe flows are connected to an existing storm sewer just south of the vehicle storage building. This storm sewer ultimately discharges to a swale east of the storage area in Lee Martinez Park. No existing SWMM model was available to update for this area. III. DRAINAGE DESIGN CRITERIA ' A. Regulations II II II II The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. B. Development Criteria Reference and Constraints The site is subject to large off -site storm flows which pass through the site and create a large ponded area behind the railroad embankment and then t ' flow around the west end of the embankment. The storm drainage then flows to the north and east through the site. Due to the magnitude of these ' flows they must be kept away from areas where damage can occur to future buildings. Also, the flows must be kept from flowing off -site north into the adjacent pond and guided to the east at the northeast corner of the storage ' yard (Design Point 7). ' C. Hydrological Criteria The SWMM model was used to determine surface runoff for the project ' site. The 2-year and 100-year storm event criteria, obtained by the City of Fort Collins was used in calculating runoff values. These calculations and criteria are included in the Appendix of this report. ' D. Hydraulic Criteria General ' All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. HEC-2 Model Since the proposed location of the Vehicle Storage building is within the Old Town Basin existing floodplain through the Service Center site, a HEC-2 model was required to determine the effect of this building on the existing Service Center floodplain. This HEC-2 model was also used to determine the water surface elevation (WSEL) of the floodplain adjacent to the proposed Vehicle Storage Building and adjacent to existing Building C. The U.S. Army Corp of Engineers HEC-RAS Version 1.2 was used in the analysis for the existing, LOMR-fill, proposed and future conditions. This model was chosen as the design tool because it analyzes both subcritical and supercritical flows at the same time. Earlier analysis with the standard HEC-2 model had indicated that both subcritical and supercritical flows were encountered throughout the study reach. Cross-section locations and other site information is shown on the attached HEC-RAS Exhibits. 4 I i ' Flows were taken from the previously mentioned SWMM Models and are summarized below. I I I I HEC-RAS Model Discharge Sections Sections 14-8.5 8 - I Existing Condition 134.8 cfs 171.4 cfs LOMR-fill 134.8 cfs 171.4 cfs Proposed Condition 165.5 cfs 192.2 cfs Future Condition 397.6 cfs 454.0 cfs (sections 14 - 6) (sections 5 -1) i The discharge modeled in sections 14 - 8.5 of the existing, LOMR-fill and I Ll II II I 1 proposed condition models, is the flow released from the stormwater collection area (SWMM element 11) through weir # 2. To conservatively model the effect of the proposed Vehicle Storage building on the Service Center floodplain, the discharge modeled in sections 8 - 1 is the flow released from the site at the northeast corner (SWMM element 70). The flow addition location, section 8 of the HEC-RAS model, was selected as it is the point where the 30"x12" wooden box culvert discharges to the inlet of an existing site storm drain. To apply this flow addition further upstream of the wooden box culvert would not accurately model the discharge through the earthen weir (weir #2) and past existing Building C. Similarly, the discharge modeled in section 14 - 6 of the future condition model is the flow released from the future detention pond (SWMM element 11) through the future weir located adjacent to Elm Street. The flow addition location, section 5, was selected as it is immediately downstream of the future weir. The flow addition location conservatively models the effect of the future release on the proposed Vehicle Storage Building. Site improvements analyzed in the four HEC-RAS models noted above are summarized below. This information is also shown on the attached 100 year storm HEC-RAS exhibits. • Existing Condition Model No site improvements are included in this model. R 11 I • LOMR-fill Model ' The only site improvement in this model is the site grading associated with the Vehicle Storage building. Please note that this does not include construction of the building or any other site improvements. • Proposed Condition Model ' Site improvements in this model include regrading of the earthen weir, installation of CDOT Type 4 concrete barrier diversion wall ' located at the 90° channel bend, Elm Street parking lot construction and associated site grading, construction of the Vehicle Storage building and related improvements, and the concrete detention wall adjacent to Nauta Pond. The future expansion of Building C was also modeled. ' Future Condition Model This model includes the removal of the railroad embankment, future site grading, removal of the wooden box culvert, and construction ' of a low flow outlet. The attached HEC-RAS output lists a summary of errors, warning and ' notes for the existing and proposed condition models. The summary items were investigated during the preparation of the model used in this analysis. It is our opinion that the models provide us with a determination of the ' floodplain through the Utility Service Center site to the best ability of the HEC-RAS capabilities. For the existing condition, HEC-RAS was used to determine the existing floodplain through the Service Center site. Cross-section were obtained with BOSS HEC-2 which uses an AutoCAD generated surface from survey data and topographic contours to obtain the HEC-2 cross-section data. ' For the LOMR-Fill model, the proposed Vehicle Storage Building site is filled to remove it from the floodplain prior to construction of the building. The proposed fill will have a minimum slope of 2 % and a maximum of 2:1 ' and will be complacted to 95 % standard proctor, +/- 2 % of optimum moisture, to meet FEMA's LOMR-Fill requirements. The elevation of fill at the location of the proposed building is to be 4988.20. The LOMR-Fill ' model uses the existing condition topography and the site grading for the Vehicle Storage Building to generate the cross-section data. ' 6 I 1 1 1 1 1 11 1 1 11 1 11 11 1 1 11 1 1 For the proposed condition, the Vehicle Storage Building site was graded to provide a finished floor elevation of 4988.30. This building finished floor elevation along with the proposed site grading was then used to develop the HEC-RAS model used to investigate this condition. The grading plan for the Light and Power Vehicle Storage Building, sheet CG2, is attached in the back of this report. It should be noted that the effect of the future easterly expansion of Building C was also included in the model. Cross-section data for the HEC-RAS model was obtained from the BOSS- HEC2 sections and from the proposed contours for the parking lot and storage building sites. The Manning's roughness coefficients for the model were determined for three surface conditions: grass lined, asphalt surface and asphalt surface with storage pallets. Per the Fort Collins Drainage Criteria, for flow depths less than 2 feet in grass lined channels the required `n' value is 0.060. For flow depths greater than 2 feet in grass lined channels the `n' value is 0.035. The `n' value of 0.016 for asphalt was also obtained from the Fort Collins Drainage Criteria. For sections 2 through 4 `n' value of 0.030 was used for the asphalt surface to account for the storage pallets within the storage yard area. Contraction and expansion coefficients were set at 0.1 and 0.3, respectively, from sections 14 through 8 since the channel section remains relatively consistent. Sections 8 through 1, the channel becomes less defined as flow is conveyed across the asphalt parking area and consequently increased coefficients of 0.2 and 0.4 were used for the contraction and expansion coefficients. As shown on the attached 100 Year Storm Inundation exhibits for the existing, LOMR-Fill and proposed conditions, sections 14 through 10 model an approximate 90° channel bend. This was accomplished by the right overbank length being shorter than the left overbank length. Please note that section 14 through 12 model the outlet control structure (earthen weir) for the stormwater collection area. Also in the proposed condition model, section 10 includes the proposed CDOT Type 4 concrete barrier/diversion wall. Also noted in the HEC-RAS output and shown on the attached HEC-2 Exhibit, cross -sections 5.5 and 6 were not included in the model because the proposed site grading east of the building is dramatically different than the downstream existing ground of the storage yard. This created difficulties in using HEC-2 to model the divided flow condition around the proposed building shown in Sections 7 and 7.1. As shown on the attached site grading plan, the elevations north of the proposed building are considerably lower 7 i 1J ' than to the south. Since section 7 shows flow dividing to the north and to the south of the proposed building and since the finished grade elevations are ' considerably different between the north and south sides, we can conclude that the WSEL to the north is lower than that of the southern divided flow. Because HEC-2 models divided flow based on a constant water surface ' elevation, it could not accurately determine the water surface profile between these sections. With this elevation difference between the north and south ends of the proposed building, a 2-dimensional hydraulic model would need ' to be used in order to accurately determine the WSEL's for Sections 5.5 and 6. Therefore we have interpolated between Sections 5 and 7 to determine the ' 100 year WSEL. This modeling approach provides us with a determination of the maximum 100 year WSEL at section 7, located at the upstream (west) face of the proposed building. At section 1, encroachments are shown on the left and right sides. The left encroachment models the proposed concrete barrier wall that re -directs ' stormwater to the east, away from Nauta pond. The right encroachment models the effect of the existing fence being clogged with debris during a major event. For the proposed condition model, starting WSEL's were determined for the HEC-RAS analysis for both subcritical and supercritical flow regimes. The starting WSEL for the supercritical analysis was determined by the 100 year WSEL of the stormwater collection area upstream of the existing railroad ' embankment. This elevation was determined to be 4992.8 by the proposed condition SWMM model. The WSEL for the subcritical analysis was determined by the WSEL of the ponding area created by the proposed concrete barrier wall and existing fence located at the northeast comer of the Service Center site. This elevation was determined to be 4976.13 by the proposed condition SWMM model. For the future condition model, starting WSEL's were determined for the HEC-RAS analysis for both subcritical and supercritical flow regimes. The ' starting WSEL for the supercritical analysis was obtained from the 100 year WSEL of the future detention pond (SWMM element #11). The starting WSEL for the subcritical analysis was assumed at critical depth. Criteria for ' the Manning's roughness coefficients and for expansion and contraction coefficients are the same as in the proposed condition model. L F 1 8 1 '1 1 11 11 I E. Variances from Criteria A variance is requested for two conditions on Elm street near the entrance to the parking lot. They are as follow: 1. To allow a storm flow depth of 1.61 feet above the flow line at the low point in Elm Street near the entrance to the parking lot during the 100 year storm. 2. To allow storm flow to cross the crown of Elm Street near the entrance to the parking lot during the 2 year storm. Two variances are requested within the Utility Service Center site for the existing Building C and the proposed Light and Power Vehicle Storage Building. They are as follows: A freeboard variance is being requested to allow for less than 12" of freeboard between the finished floor elevation of existing Building C and the 100 year WSEL of the floodplain through the Service Center site. 2. A freeboard variance is being requested to allow for less than 12" of freeboard between the finished floor elevation of the proposed Vehicle Storage Building and the 100 year WSEL of the floodplain through the Service Center site. IV. DRAINAGE FACILITY DESIGN A. General Concept Runoff from the portion of the Old Town Basin tributary to the Light and Power Service Center, the runoff from the new Light and Power Parking Lot and a portion of the runoff from the parking area in Basin 6 flow to the south and then east toward the existing wooden box culvert. Because of the size of the upstream catchment a great deal of storm water is generated. The storm water then ponds behind the railroad embankment. Flows then pass around the west end of the embankment. These flows then flow east along the north side of the railroad embankment and then to the storage yard. In the proposed condition the HEC-RAS modeling shows the floodplain water surface elevation will be equal to the finish floor elevation of building `C'. Because this is an interim condition and in the future the railroad berm will be removed, the owners representative has decided that 9 no further flood proofing will be required. The storm flows then sheet flow northeast toward the northeast comer of the storage yard where they ' are guided to the east, away from the adjacent pond, by a retaining wall. Flows then pass to a low lying area in the Cache La Poudre River 100 year floodplain. These excess flows then travel in low lying areas eastward until they enter the Cache La Poudre River near College Avenue. B. Specific Details The City of Fort Collins Light and Power Service Center on -site and off - site catchments are divided into 8 sub -basins: 1, 3, 4, 5, 6, 7, 17 and 20. Basin 1 is roughly bounded by the West Vine Basin, Maple Street, Shields Street, West Street, Sycamore Street Wood Street and Vine Drive. Basin 3 is bounded Shields Street, Maple Street, Wood Street, Sycamore Street, and West Street. Basin 4 is roughly bounded by Wood Street, Cherry Street, Grant Avenue, Loomis Avenue, and Ehn Street. Basin 5 is bounded by Wood Street, Ehn Street, and the existing Service Center parking lot and the Colorado and Southern Railroad/Burlington Northern Railroad. Basin 6 is comprised of the existing Service Center parking. Basin 7 is the Service Center storage yard. Basin 17 is located at the northwest corner of the Utility Service Center Complex and discharges flows offsite to the northeast of the site via large storm sewers. Basin 20 is part of the original Basin 4 but discharge to detention Pond 11 east of Basin 4, therefore is now treated separately. The 100 year historic storm flow from Basins 1 and 3 (384 cfs) is far in excess of the capacity of Elm street. Therefore, the design along the northern side of Elm Street has sought to let as much of the flow pass into the adjacent swale as quickly as possible. The water level in the proposed condition at the deepest point in Elm street is calculated as 4995.10 which is 1.61 feet above the low point in the flow line (refer to the street capacity calculation section of the Appendix. This elevation creates a water surface that stays generally contained within the Right-of-way. Also the Adjacent houses are generally at an elevation above 4997.0 and are well above the 100 year water surface elevation. It is not possible to tilt the road to the north due to a shallow fiber optics line located in the street section. During the minor storm the existing flow from Basins 1 and 3 are in excess of City of Fort Collins Street Criteria. It is not possible to meet this criteria without installation of additional extensive curb inlets and piping. A variance is being requested for a valley pan to be installed at the low point of Ehn Street near the entrance to the parking lot. 10 I ' In the proposed condition, runoff from Basins 1, 3, 4, 5 and a portion of the runoff from Basin 6 flows into the stormwater collection area located ' south of the existing railroad embankment. The flows then pass around the west end of the embankment. These flows then flow east along the north side of the railroad embankment then to the storage yard. The storm ' flows then sheet flow northeast toward the northeast comer of the storage yard where they are guided to the east, away from the adjacent Nauta pond, by a retaining wall. Flows then pass to a low lying area in the Cache LaPoudre River floodplain. The drawing 100 year Storm Inundation. Proposed Condition, shows the area of inundation in the proposed condition and also the flood path across storage yard and to the Cache La Poudre ' River during the 100 Year Storm. This exhibit show that the 100 year water surface level within the stormwater collection area is lower during the proposed condition than during the existing condition. This is because ' the grading around the northeast end of the railroad berm has been revised to release more flow through the earthen weir. Please refer also to the JW Year Storm Inundation - Existing Condition. Both of the previously ' mentioned drawings are located at the back of the Appendix. ' C. HEC-2 Analysis ' The existing floodplain through the Utility Service Center site is shown on the attached 100 Year Inundation Existing Condition HEC-2 Exhibit. The ' finished floor elevation of existing Building C was field surveyed and determined to be 4990.90. The HEC-RAS model analyzed the 100 year WSEL adjacent to existing Building C to be 4990.86. It can be seen that ' in the existing condition there is 0.04' of freeboard between the finished floor elevation and the 100 year WSEL. II J As previously noted, the HEC-RAS model was used to determine the WSEL because of its ability to analyze both subcritical and supercritical flows in a single run. Model output and cross -sections from the HEC-RAS models are attached in the Appendix. LOMR fill Condition The floodplain through the Utility Service Center Site, with the effect of the imported fill for the Vehicle Storage building, is shown on the attached IQQ Year Inundation LOMR-fill Condition HEC-2 Exhibit. The HEC-RAS model analyzed the 100 year WSEL adjacent to existing Building C to be 4990.86. The 100 year WSEL at the proposed location of the Vehicle Storage building was analyzed to be 4988.10. 11 11 I ' Proposed Condition The proposed stormwater collection area outlet and channel grading ' increases the flow rate of storwater that is conveyed past existing Building C and around the proposed Vehicle Storage Building. The 100 year WSEL at the proposed Vehicle Storage Building was determined to be 4988.15 and ' the resulting floodplain is shown on the attached 100 Year Storm Inundation Proposed Condition HEC-RAS Exhibit. The proposed finished floor elevation for the Vehicle Storage Building is set at 4988.30. The floodplain as it passes to the south of the existing Building C was ' analyzed to have a 100 year WSEL of 4990.90. With the Building C finished floor elevation of 4990.90, it can be seen that the existing WSEL is within the 12" freeboard criteria when compared to the finished floor elevation. Also note that the increase in the WSEL, near Building C, between the existing and proposed condition is approximately 0.04'. ' Shown in the HEC-RAS output, velocities within the grass lined sections of the channel are less than 6 fps. There are only a few points throughout the channel reach that experience velocities greater than 6 fps and these ' locations are entirely surface with asphalt paving. The attached HEC-RAS output lists a summary of errors, warning and notes for the existing and proposed condition models. The summary items were investigated during the preparation of the model used in this analysis. It is our opinion that the models provide us with a determination of the floodplain through the Utility Service Center site to the best ability of the HEC-RAS capabilities. Any further refinements to the WSEL's calculated ' herein would require a 2 dimensional hydraulic model as we have reached the limit of the capabilities of HEC-RAS. Future Condition The future condition includes the removal of the railroad embankment when the existing railroad right-of-way is vacated. Additional grading is to also ' occur in the future along the north right-of-way of Elm Street to direct stormwater toward the east and around the proposed Vehicle Storage Building. Flows will then continue the northeasterly path across the tstorage yard as designed for the proposed condition. The future floodplain through the Utility Service Center site is shown on ' the attached 100 Year Inundation Future Condition Preliminary HEC-RAS ExhibiS. The HEC-RAS model analyzed the 100 year WSEL adjacent to ' the proposed Vehicle Storage Building to be 4987.56, which is 0.74 feet below the finish floor of the vehicle storage building. The Vehicle Storage ' 12 11 ' Building is not in the 100 year floodplain. Also note that in the future condition, Building C is not in the 100 year floodplain and has adequate ' freeboard between the 100 year water surface and the finish floor. ' V. STORM WATER QUALITY ' A. General Concept The water quality of storm water runoff must be addressed on all final design ' utility plans. The City of Fort Collins Light and Power Parking Lot is anticipated to be constructed during the summer of 1997. Therefore, we have sought to find various Best Management Practices for the treatment of stormwater runoff. The runoff will enter a grass lined swale and then be informally detained behind the wooden box culvert. In the future a detention area is planned when the railroad embankment is removed. All construction activities must comply with the State of Colorado permitting process for Stormwater Discharges Associated with Construction Activity. VI. EROSION CONTROL ' A. General Concept The Fort Collins Utility Service Center 5th Filing, lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort Collins Zone Maps. The potential exists for silt movement off the site and into the existing storm ' drainage system during construction. ' Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites and related calculations in the appendix, the erosion control performance standard for the subject site during construction is 79.8% and 93.9% after construction. The erosion control plan gives a performance standard of 80.00% during construction and 100% after construction. An erosion control escrow amount of $8954.00 has been calculated for this site. ' B. Specific Details ' To control silt movement caused by stormwater runoff gravel mulch and a straw bale dam at the entrance of the wooden culvert is recommended to ' prevent clogging of the culvert. If construction is completed quickly enough and the asphalt surface is placed with in 30 days of overlot construction then ' 13 I I the gravel mulch may not be required. To control vehicles tracking mud from the site, tracking pads shall be set up at the two main entrance/exit points. ' After the asphalt in Elm Street is complete then gravel inlet filters should be placed until all construction and landscaping is complete. ' VII. CONCLUSIONS A. Compliance with Standards ' All computations that have been completed within this report are in compliance with the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. ' B. Drainage Concept This site has the difficult problem of passing approximately 384 cfs of ' historic offsite flows through its site and then ensure that no increase in ponding levels occur due to improvements. Also that downstream offsite impacts are mitigated due to the increase in run off. This Plan adequately ' provides for the transmission of the 100-year event runoff from the portion of the Old Town Basin tributary to the Light and Power Service Center ' through areas between the Service Center and to the Cache La Poudre River. Runoff from Basins 1, 3, 4, 5 and 6 flows into the ponding area behind the existing wooden box culvert in Basin 5. They then flow around ' the west end of the embankment and east along the north side of the railroad embankment to the storage yard. The storm flows then sheet flow northeast toward the northeast corner of the storage yard where they are ' guided to the east, away from the adjacent pond, by a retaining wall. Flows then pass to a low lying area in the Cache LaPoudre River floodplain As previously noted for the proposed condition, the 100 year WSEL adjacent to the Vehicle Storage Building and Building C is equal to the finished floor elevation of each of these proposed and existing buildings. ' Since there is not adequate freeboard, a freeboard variance is being requested for the proposed Vehicle Storage Building and the existing Building C. 1 ' 14 LJ C. Stormwater Quality Concept Storm flows from the parking lot are treated by a grass lined swale and the informal detention behind the existing wooden box culvert. D. Erosion Control Concept Per the City of Fort Collins Erosion Control Reference Manual for Construction sites, this project will meet or exceed the recommended performance standard calculated. All measures taken to control erosion must be left in place and maintained until the project is stabilized with pavement or permanent vegetation. 15 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, revised January 1991. 16 APPENDIX VICINITY MAPS ae 1 3634 \. AN , ., � .., ,• • r �.. , _ —__ 1. S f0;5 •9 P Perks — L T Y _ C Sue:te w° 1 2 ;� 1 rn P�tE JECT SITE •OSM I � i M \� • AMfS 1 - r . . - OrICM •! `'1....,, LEE _ INN MARTI PARK �n . ,..1 iI 1 jj��Ir�I . , '"' , it 1�1 �..�L-� ....� II _ � — �� . '• J`� to Pone AYeI I iyy r^ y I I i .�� I Nx4'! �?Mvv.7s.y AIL `Gtil. cll taKIEN E 3. --Tn,Mir_ rde ;�a• m4i !L>ST.s t•.. 1 '- I III �u —. I�OiII `J '" ■Ji�•�... II\ I•: II "\ I . LJ 1 0 GOLLINS 1~ _rran`RST 11I((...yl II _'� ST `\\ r •.. ll �':;�!� ►f �� N = 11 � li �I �,I`, ee e 1-1 il. II :I I, (1 1,13 ,1 1_ I' �fi yy.1 .. UNIVF:ILW1'p 14 (♦ y. LL,,jjln w O II u q WIi'.■ H Y. II W "YI C7 1 h,l II 1 ^ ml 41 Ulf N 1 ri II'I L4, VICINITY MAP SCALE 1" = 2000' 4 SWMM MODELING t� DRAINAGE CRITERIA MANUAL RUNOFF 50 w 30 O 20 LU a i 10 0 C' TEST AREA LOCATIONS O O ARAPAHOE COUNTY ❑ LITTLEION O I El /El LOW DENSITY MEDIUM DENSITY 1 2 4 5 HOUSING DENSITY - UNI S PER ACRE FIGURE 2-1. RESIDENTIAL HOUSING DENSITY VS. IMPERVIOUS AREA !$ D.V. _ 3,C5 hu�ac- 5-1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT I' SWMM MODEL 100 YEAR STORM EXISTING CONDITION H �. CUEMT ��—��� 1 � -�—JOB NO. Fi— FnCJECT r.L. L 1�,. �6vG• C. Z. ULCULATiONSFORr' YYJ'1 . :'LL _'J:. EnolnacerinOConsultants VADEST � DATE=CMECnEDET_DATE —SKEET— OF DRAINAGE CRITERIA MANUAL RUNOFF a, 50 10 0 C FIGURE 2-1 TEST AREA LOCATIONS O I O ARAPAHOE COUNTY ❑ LITTLEION - I O p LOW DENSITY T-T MEDIUM DENSITY I 1 2 3 4 5 HOUSING DENSITY - UNI S PER ACRE RESIDENTIAL HOUSING DENSITY VS. IMPERVIOUS AREA !8 D.V 3.05 D�la� ��•�( ate% 3� 5-1-84 URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT Zj r- I I I 1 1 1 L I I 1! I! I FILE:020112S3.DAT EXISTING CONDITION 100 YEAR STORM 2 1 1 2 3 4 WATERSHED 0 CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (DWB) // FILE=020112S3.DAT // 28 OCT 96 1 300 0 0 1. 1 2. 25 5. 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 * -2 .016 .250 0.1 0.3 0.51 0.5 .0018 ' Shields/Vine/Cherry/Wood basin #1 1 1 1 838248.11 38. .014 ' Shields/Vine/Cherry/Wood basin 02 1 3 3 471827.08 38. .017 ' ELm/Wood/Loomis basin 1 4 4 308617.71 38. .016 * Future parking Lot basin 1 5 5 888 7.48 11.0 .02 * Existing UP parking basin (from Preliminary Overall Drainage Plan) 1 6 6 504 1.91 95. .015 * Existing UP yard basin 1 7 7 138412.71 99. .02 * Basin draining to existing 30�- ADS and 24" RCP-s along north property line 1 17 18 1384 4.80 99. .02 0 0 * West Elm Street channel 1 9 0 4 0.5 1200. 0.010 25. 25. 0.016 0.5 50. 1200. 0.010 20. 20. 0.016 10. ' Maple 8 Wood Streets channel 3 9 0 4 0.5 1650. 0.011 25. 25. 0.016 0.5 50. 1650. 0.011 20. 20. 0.016 10. ' Grant Street channel 4 10 0 4 0.5 450. 0.010 25. 25. 0.016 0.5 50. 450. 0.010 20. 20. 0.016 10. * East Elm Street channel 9 10 0 4 0.5 450. 0.009 25. 25. 0.016 0.5 50. 450. 0.009 20. 20. 0.016 10. ' NODE: sump along Elm Street 10 11 0 3 1. 1. 0.001 0. 0. 0.013 1. * Future parking lot channel 5 11 0 4 2. 340. 0.016 50. 50. 0.016 0.5 50. 340. 0.016 20. 20. 0.016 10. ' Detention pond north of Elm Street 11 15 17 2 0.1 500. 0.005 0. 0. 0.013 0.1 0.0 0.0 0.0 4.73 0.04 8.24 0.31 10.78 1.18 12.87 2.91 14.69 5.48 16.33 6.08 19.77 6.71 27.07 7.37 41.15 8.06 65.24 8.77 102.50 9.52 164.17 10.30 246.97 11.11 349.93 11.96 468.80 12.84 619.08 * Surface flow along north side of railroad berm 15 7 0 1 3. 500. 0.010 50. 4. 0.035 5. ' Parking lot outflow channel 6 14 0 4 10. 200. 0.007 3. 3. 0.016 0.5 50. 200. 0.007 20. 20. 0.035 10. ' Runoff from parking lot split between detention pond and storage yard 5 14 7 4 3 1. 1. 0.001 0. 0. 0.013 1. 0.0 0.0 10.7 7.1 20.7 13.8 33.0 22.0 • Yard surface flow 7 16 0 1 20. 730. 0.020 50. 50. 0.016 5. I 0 * Existing 30" ADS and 24" RCP's along north property line (Use extra diameter) 18 16 0 5 2.5 975. 0.009 0. 0. 0.013 2.5 50 100 0.016 20 20 0.016 10 * NODE: At 16 Northeast corner of storage 19 0 3 1.0 1.0 yard 0.010 0. 0. 0.013 3.0 * Overflow channel into open grassland to the northeast of Utility Center 19 0 1 3.0 4. 0.010 8. B. 0.060 5.0 I , 0 4 5 7 10 11 13 ENDPROGRAM II I 1 I II II 11 11 II 11 11 I II 11 SWMM output file 020112SIOUT: September 10, 1997 ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY UPDATED BY I' WATERSHED PROGRAM CALLED "' ENTRY MADE TO RUNOFF MODEL "' METCALF i EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) I ' CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, RED, INC. (DWB) // FILE=020112S3.DAT // 28 OCT 96 'NUMBER OF TIME STEPS 300 INTEGRATION TIME INTERVAL (MINUTES) 1.00 1 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 100-YR EVENT .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.20 .84 .60 .48 .36 .36 .24 .24 .24 11 .24 .24 .12 .12 .00 CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RED, INC. (DWS) // FILE=020112S3.DAT // 28 OCT 96 SUBAREA GUTTER WIDTH AREA PERCENT NUMBER OR MANHOLE (FT) (AC) IMPERV. -2 0 .0 .0 .0 1 8382.0 48.1 38.0 3 3 4718.0 27.1 38.0 '1 4 4 3086.0 17.7 38.0 5 5 888.0 7.5 11.0 6 6 504.0 1.9 95.0 7 7 1384.0 12.7 99.0 17 18 1384.0 4.8 99.0 TOTAL NUMBER OF SUBCATCHMENTS, 7 TOTAL TRIBUTARY AREA (ACRES), 119.80 SLOPE RESISTANCE FACTOR (FT/FT) IMPERV. PERV. .0300 .016 .250 .0140 .016 .250 .0170 .016 .250 .0160 .016 .250 .0200 .016 .250 .0150 .016 .250 .0200 .016 .250 .0200 .016 .250 I CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, RED, INC. (DWB) // FILE=020112S3.DAT // 28 OCT 96 SURFACE STORAGE(IN) IMPERV. PERV. .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 100-YR EVENT CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL "' IIWATERSHED AREA (ACRES) 1.56 .24 INFILTRATION RATE(IN/HR) MAXIMUM MINIMUM DECAY RATE .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 GAGE NO 1 1 1 1 1 1 1 ITOTAL RAINFALL (INCHES) 2.890 TOTAL INFILTRATION (INCHES) .462 I TOTAL WATERSHED OUTFLOW (INCHES) 2.222 ' \L SURFACE STORAGE AT END OF STROM (INCHES) .205 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 I CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (DWB) // FILE420112S3.DAT // 28 OCT 96 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE 'GUTTER GUTTER HOP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) ' 15 6 7 18 I 9 0 4 CHANNEL .5 1200. .0100 OVERFLOW 50.0 1200. .0100 9 0 4 CHANNEL .5 1650. .0110 OVERFLOW 50.0 1650. .0110 10 0 4 CHANNEL .5 450. .0100 OVERFLOW 50.0 450. .0100 10 0 4 CHANNEL .5 450. .0090 OVERFLOW 50.0 450. .0090 11 0 3 1.0 1. .0010 11 0 4 CHANNEL 2.0 340. .0160 OVERFLOW 50.0 340. .0160 15 17 2 PIPE .1 500. .0050 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.7 .0 8.2 .3 5.5 16.3 6.1 19.8 6.7 27.1 7.4 9.5 164.2 10.3 247.0 11.1 349.9 12.0 7 0 1 CHANNEL 3.0 500. .0100 14 0 4 CHANNEL 10.0 200. .0070 OVERFLOW 50.0 200. .0070 7 4 3 1.0 1. .0010 DIVERSION TO GUTTER NUMBER 5 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 10.7 7.1 20.7 13.8 33.0 16 0 1 CHANNEL 20.0 730. .0200 16 0 5 PIPE 2.5 975. .0090 OVERFLOW 50.0 100. .0877 16 19 0 3 1.0 1. .0100 19 0 0 1 CHANNEL 3.0 4. .0100 TOTAL NUMBER OF GUTTERS/PIPES, 14 CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT ' RID, INC. (DWI) // FILE=02011253.DAT // 28 OCT 96 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES ' GUTTER TRIBUTARY GUTTER/PIPE 1 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 ' 4 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 7 15 14 0 0 0 0 0 0 0 0 9 1 3 0 0 D 0 0 0 0 0 10 4 9 0 0 0 0 0 0 0 0 11 10 5 0 0 0 0 0 0 0 0 14 6 0 0 0 0 0 0 0 0 0 15 11 0 0 0 0 0 0 0 0 0 ' 16 7 18 0 0 0 0 0 0 0 0 18 0 0 0 0 0 0 0 0 0 0 19 16 0 0 0 0 0 0 0 0 0 .R OF TREE STRUCTURE (NGUT VALUE) DECREASES THROUGH DIVERSION FROM GUTTER TIME STEP UNLESS GUTTER CARDS ARE MODIFIED TO REVERSE DIVERSION. 25.0 25.0 .016 .50 0 20.0 20.0 .016 10.00 25.0 25.0 .016 .50 0 20.0 20.0 .016 10.00 25.0 25.0 .016 .50 0 20.0 20.0 .016 10.00 25.0 25.0 .016 .50 0 20.0 20.0 .016 10.00 .0 .0 .013 1.00 0 50.0 50.0 .016 .50 0 20.0 20.0 .016 10.00 .0 .0 .013 .10 0 10.8 1.2 12.9 2.9 14.7 41.1 8.1 65.2 8.8 102.5 468.8 72.8 619.1 50.0 4.0 .035 5.00 0 3.0 3.0 .016 .50 0 20.0 20.0 .035 10.00 .0 .0 .013 1.00 5 22.0 50.0 50.0 .016 5.00 0 .0 .0 .013 2.50 0 20.0 20.0 .016 10.00 .0 .0 .013 3.00 0 8.0 8.0 .060 5.00 0 TRIBUTARY SUBAREA 1 0 0 0 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 7 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 9 TO GUTTER D.A.(AC) 0 0 0 0 0 0 48.1 0 0 0 0 0 0 27.1 0 0 0 0 0 0 17.7 0 0 0 0 0 0 7.5 0 0 0 0 0 0 1.9 0 0 0 0 0 0 115.0 0 0 0 0 0 0 75.2 0 0 0 0 0 0 92.9 0 0 0 0 0 0 100.4 0 0 0 0 0 0 1.9 0 0 0 0 0 0 100.4 0 0 0 0 0 0 119.8 0 0 0 0 0 0 4.8 0 0 0 0 0 0 119.8 5 COMP THROUGH DIVERSION WILL LAG ONE CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT ' ' RBD, INC. (DWB) // FILE=020112S3.DAT // 28 OCT 96 11 11 1 `OGRAPHS ARE LISTED FOR THE FOLLOWING 4 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET IS) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER IN) 7 10 11 13 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00 .01 .00 .00 .00( ) .00( ) .00( ) .00( ) .12 .78 .92 .00 .01( ) .00( ) .00( ) .00( ) 5.80 15.68 6.58 .00 .10( ) .00( ) .C2(S) .00( ) 19.38 38.40 9.47 .00 .19( ) .00( ) .17(S) .00( ) 39.63 74.61 11.25 .00 .27( ) .00( ) .50(S) .00( ) 71.11 162.70 12.97 .00 .36( ) .00( ) 1.27(S) .00( ) 115.17 379.13 14.89 .00 .46( ) .00( ) 3.21(S) .00( ) 77.59 342.13 18.27 .00 .38( ) .00( ) 5.82(S) .00( ) 63.93 269.34 57.24 .00 .34( ) .00( ) 7.83(S) .00( ) 97.70 212.90 120.85 .00 .42( ) .00( ) 8.99(S) .00( ) 150.39 170.47 156.72 .00 .52( ) .00( ) 9.43(S) .00( ) 171.10 134.76 159.53 .00 .55( ) .00( ) 9.46(S) .00( ) 165.20 105.67 146.01 .00 .54( ) .00( ) 9.30(S) .00( ) 147.90 84.33 126.85 .00 .52( ) .00( ) 9.07(S) .00( ) 127.52 67.32 107.34 .00 .48( ) .00( ) 8.83(S) .00( ) 109.29 54.26 93.42 .00 .45( ) .00( ) 8.60(S) .00( ) 95.22 44.51 81.40 .00 .42( ) .00( ) 8.37(S) .00( ) 82.92 35.97 70.01 .00 .39( ) .00( ) 8.15(S) .00( ) 72.06 30.39 61.52 .00 .36( ) .00( ) 7.95(S) .00( ) 64.15 26.17 55.10 .00 .34( ) .00( ) 7.77(S) .00( ) 57.66 22.94 49.13 .00 .33( ) .00( ) 7.60(S) .00( ) 51.83 20.78 43.83 .00 .31( ) .00( ) 7.45(S) .00( ) 46.28 18.05 39.87 .00 .29( ) .00( ) 7.31(S) .00( ) 42.16 15.44 36.98 .00 .28( ) .00( ) 7.17(S) .00( ) 38.48 12.66 34.08 .00 .27( ) .00( ) 7.04(S) .00( ) 35.12 10.16 31.17 .00 .25( ) .00( ) 6.90(S) .00( ) 31.97 8.28 28.34 .00 .24( ) .00( ) 6.77(S) .00( ) 29.10 6.87 26.29 .00 .23( ) .00( ) 6.64(S) .00( ) 26.98 5.81 24.83 .00 .22( ) .00( ) 6.52(5) .00( ) 25.33 4.97 23.41 .00 11 /-4 ' .21( ) .00( ) 6.39(S) .00( 2 36. 23.83 4.30 22.03 .00 .21( ) .00( ) 6.27(S) .00( 2 41. 22.41 3.75 20.70 .00 ' .20( ) .00( ) 6.16(S) .00( 46. 21.07 3.28 19.60 .00 .19( ) .00( ) 6.05(S) .00( 2 51. 20.02 .19( ) 2.89 .00( ) 18.99 5.94(S) .00 .00( 2 56. 19.26 2.55 18.38 .00 .19( ) .00( ) 5.84(S) .00( 3 1. 18.61 2.26 17.78 .00 .18( ) .00( ) 5.73(S) .00( 1 3 6. 17.99 2.00 17.19 .00 .18( ) .00( ) 5.63(S) .00( 3 11. 17.39 1.77 16.61 .00 .18( ) .00( ) 5.53(S) .00( 3 16. 16.83 1.57 16.30 .00 .17( ) .00( ) 5.43(S) .00( 3 21. 16.50 1.39 16.24 .00 ' 3 26. .17( ) 16.35 .00( ) 1.23 5.33(S) 16.18 .00( .00 .17( ) .00( ) 5.23(S) .00( 3 31. 16.26 1.09 16.11 .00 .17( ) .00( ) 5.13(S) .00( 3 36. 16.18 .96 16.05 .00 .17( ) .00( ) 5.03(S) .00( 3 41. 16.11 .85 15.98 .00 .17( ) .00( ) 4.92(S) .00( ' 3 46. 16.04 .17( ) .74 .00( ) 15.92 4.82(S) .00 .00( 3 51. 15.97 .65 15.85 .00 .17( ) .00( ) 4.72(S) .00( 3 56. 15.90 .57 15.78 .00 .17( ) .00( ) 4.61(S) .00( ' 4 1. 15.83 .49 15.72 .00 .17( ) .00( ) 4.51(S) .00( 4 6. 15.76 .43 15.65 .00 .17( ) .00( ) 4.41(S) .00( 11. 15.69 .37 15.59 .00 .17( ) .00( ) 4.30(S) .00( 4 16. 15.63 .31 15.52 .00 .17( ) .00( ) 4.20(S) .00( 4 21. 15.56 .26 15.45 .00 ' .17( ) .00( ) 4.10(S) .00( 4 26. 15.49 .22 15.39 .00 .16( ) .00( ) 3.99(S) .00( 4 31. 15.42 .18 15.32 .00 .16( ) .00( ) 3.89(S) .00( 4 36. 15.35 .15 15.25 .00 .16( ) .00( ) 3.78(S) .00( 4 41, 15,29 .13 15.19 ' .16( ) .00( ) 3.68(S) .00 .00( 4 46. 15.22 .10 15.12 .00 .16( ) .00( ) 3.58(S) .00( 4 51. 15.15 .09 15.06 .00 .16( ) .00( ) 3.48(S) .DO( ' 4 56. 15.09 .07 14.99 .00 .16( ) .00( ) 3.37(S) .00( THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY 'OSCILLLATIONS PROBLEMS THAT DURING THE LEAD TO HYDRAULIC SIMULATION. 11 19 'CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (DWB) // FILE=020112S3.DAT // 28 OCT 96 ' PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS "* CONVEYANCE PEAK STAGE STORAGE TIME ' ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 212.5 .9 0 36. 3 102.6 .7 0 37. 1 ' 4 88.1 .7 0 35. 5 29.8 .4 0 36. 6 16.9 .4 0 35. 7 171.4 .6 1 2. ' 9 305.9 1.0 0 37. 10 384.7 (DIRECT FLOW) 0 37. 11 161.1 .1 9.5 0 59. 14 16.9 (DIRECT FLOW) 0 35. ' 15 159.1 1.3 1 1. 16 175.8 (DIRECT FLOW) 1 2. 18 40.3 2.1 0 35. i 19 175.8 2.5 1 2. iENDPROGRAM PROGRAM CALLED 11 11 TMINC. Engineering Consultants A dmuion orThr Sear-Bro. n Group 45.lti sL t -_47D' - Z - 25D, 3 - Z5�` 4- 150, I- 320' 3- 4001 CLIENT ��� L ! V JOB NO. 19H C�9 PROJECTS C ZI-� 'JTtZ CALCULATIONSFOR tNED..O'.,ID pL0\V MADEBY_DATE CHECKED BY— DATE —SHEET —OF _ rt . 33b.e,1IJ 3 b7 c 88a 2- 250' (t.911(43�i Ib5' per: It,� THE SEAR -BROWN GROUP Project: Project No. By: �'La Checked: Date: 1Sheet of /n Detention Pond Rating Curves (Existing Condition) RBD, Inc., Engineering Consultants FORT COLLINS UTILITY CENTER Detention Pond 11 Rating Curve Existing Condition ■ 183-039 31-Jul-97 Elev A Area (ft2) Area (ac) Storage (ac-ft) Cumulative Storage (ac-ft) Outflow (cfs) 4986.2 0 0.00 0.00 0.00 - 4987.0 34 0.00 0.00 0.00 4.73 4988.0 4,800 0.11 0.04 0.04 8.24 4989.0 21,254 0.49 0.27 0.31 10.78 4990.0 57,662 1.32 0.86 1.18 12.87 4991.0 96,771 2.22 1.74 2.91 14.69 4992.0 129,603 2.98 2.56 5.48 16.33 4992.2 135,732 3.12 0.60 6.08 19.77 4992.4 141,861 3.26 0.63 6.71 27.07 4992.6 147,989 3.40 0.66 7.37 41.15 4992.8 154,118 3.54 0.69 8.06 65.24 4993.0 160,247 3.68 0.71 8.77 102.50 4993.2 167,851 3.85 0.75 9.52 164.17 4993.4 175,455 4.03 0.78 10.30 246.97 4993.6 183,060 4.20 0.81 11.11 349.93 4993.8 190,664 4.38 0.85 11.96 468.80 4994.01 198,268 1 4.55 0.88 12.84 619.08 ' 100 year WSEL(9.5) ac-ft = 1 4993.20 ' Area -Capacity Curve 5 ' 4 �a ' 2 0 4W5 4999 4990 Sb9e m el) -�- Area Capacity V=1 /3d (A+B+(AB)A.5 4992 4994 31-Jul-97 RBI), Inc., Engineering Consultants 2G FORT COLLINS UTILITY CENTER Historic Event JOB NO. 183-039 16- POND WATER SURFACE (elev) STORAGE VOLUME (ac. ft.) 30" x 12" WBC (cfs) (page 17(page WEIR #1 (SE end) (cfs) 23 WEIR #2 (P. Lot) (cfs) (page 27 TOTAL OUTFLOW (cfs) 11 4986.16 0.00 0.00 - - 11 4987.00 0.00 4.73 - - 4.73 11 4988.00 0.04 8.24 - - 8.24 11 4989.00 0.31 10.78 - - 10.78 11 4990.00 1.18 12.87 - - 12.87 11 4991.00 2.91 14.69 - - 14.69 11 4992.00 5.48 16.33 - 0.00 16.33 11 4992.20 6.08 16.63 - 3.14 19.77 11 4992.40 6.71 16.93 - 10.14 27.07 11 4992.60 7.37 17.22 - 23.93 41.15 11 4992.80 8.06 17.52 - 47.72 65.24 11 4993.00 8.77 17.82 0.00 84.68 102.50 11 4993.20 9.52 18.19 8.55 137.43 164.17 11 4993.40 10.30 18.66 25.35 202.96 246.97 11 4993.60 11.11 19.13 48.70 282.10 349.93 11 4993.80 11.96 19.60 73.63 375.57 468.80 1 11 1 4994.00 1 12.84 1 20.071 114.991 484.02 619.08 16-Sep-96 Existing Wooden Box Culvert (Stage vs. Discharge) 11 7 CURRENT DATE: 09-10-1996 FILE DATE: 08-09-1996 �"RRENT TIME: 14:26:21 _ - OUTLc� 2._ +++*++++++++++++++++++++++ FHWA CULVERT ANALYSIS ++++++++++++++++++++++++++ HY-8, VERSION 4.0 ++++++++++++++++++++++++++ t C SITE DATA U-------------------------- CULVERT SHAPE, MATERIAL, INLET ----- --------------------------------- L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET ' # --(FT) (FT) (FT) -------------------- MATERIAL (FT)---(FT)-----n--_---TYPE 1 4986.16 4985.91 33.61 ---------------- ----- 1 RCB 2.50 0.80 .025 CONVENTIONAL ' 2BOx=GOLVEE-- 3 4 5 +6+ SUMMARY OF CULVERT FLOWS (CFS) FILE: OUTLETI DATE: 08-09-1996 1 ELEV (FT) TOTAL 4986.16 0 1 0 2 0 3 0 4 0 5 0 6 0 ROADWAY ITR 4986.65 2 2 0 0 0 0 0 0 1 0 1 986.92 4 4 0 0 0 0 0 0 1 ':987.03 5 5 0 0 0 0 0 0 1 4-987.91 8 8 0 0 0 0 0 0 1 4988.65 10 10 0 0 0 0 0 0 1 12 12 0 0 0 _ 0 0 0 1 '4989.55 4990.59 14 14 0 0 0 0 0 0 1 4991.78 16 16 0 0 0 0 0 0 1 t4993.12 4993.97 18 20 18 19 0 0 0 0 0 0 0 0 0 0 0 1 0 30 4994.00 19 19 0 0 0 0 0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: OUTLETI DATE: 08-09-1996 ' HEAD HEAD TOTAL FLOW % FLOW ELEV(FT) ERROR(FT) FLOW(CFS) ERROR(CFS) ERROR ' 4986.16 4986.65 0.00 0.00 0 2 0 0 0.00 0.00 4986.92 0.00 4 0 0.00 4987.03 0.00 5 0 0.00 t 4987.91 0.00 8 0 0.00 4988.65 0.00 10 0 0.00 4989.55 0.00 12 0 0.00 ' 4990.59 4991.78 0.00 0.00 14 16 0 0 0.00 0.00 4993.12 0.00 18 0 0.00 4993.97 -0.01 20 1 5.23 <1> TOLERANCE (FT) = 0.010 <2> TOLERANCE (%) = 1.000 I t Z-3 2 1r--7RENT DATE: 09-10-1996 FILE DATE: 08-09-1996 .RENT TIME: 14:26:21 FILE NAME: OUTLETI PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 2.5 BY .8 ) RCB ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ DIS- HEAD- INLET OUTLET WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER 'CHARGE FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) ' 0 4986.16 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 -0.06 2 4986.65 0.46 0.49 3-Mlt 0.36 0.27 2.05 0.39 1.45 0.39 4 4986.92 0.72 0.76 3-Mlt 0.58 0.43 2.76 0.58 1.77 0.58 5 4987.03 0.85 0.87 3-M2t 0.67 0.50 3.03 0.66 1.88 0.66 ' 8 4987.91 1.26 1.75 4-FFt 0.80 0.68 4.00 0.80 2.13 0.88 10 4988.65 1.63 2.49 4-FFt 0.80 0.79 5.00 0.80 2.26 1.00 12 4989,55 2.08 3.39 4-FFt 0.80 0.80 6.00 0.80 2.37 1.13 14 4990.59 2.64 4.43 4-FFt 0.80 0.60 7.00 0.80 2.47 1.26 16 4991.78 3.32 5.62 4-FFt 0.80 0.80 8.00 0.80 2.55 1.40 18 4993.12 4.10 6.96 4-FFt 0.80 0.80 9.00 0.80 2.63 1.56 19 4993.97 4.50 7.81 4-FFt 0.80 0.80 9.48 0.80 2.70 1.79 ++++++++++++++++++++++++++++++++++++++++++*++++++++++++++++++++++++++++++*++++++ El. inlet face invert 4986.16 ft El. outlet invert 4985.91 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ** SITE DATA ***** CULVERT INLET STATION (FT) INLET ELEVATION (FT) OUTLET STATION (FT) ' OUTLET ELEVATION (FT) NUMBER OF BARRELS SLOPE (V-FT/H-FT) INVERT CULVERT LENGTH ALONG SLOPE (FT) CULVERT DATA SUMMARY BARREL SHAPE BARREL SPAN BARREL RISE BARREL MATERIAL; BARREL MANNING'S N INLET TYPE INLET EDGE AND WALL INLET DEPRESSION 0.00 4986.16 33.61 4985.91 - 1 0.0074 33.61 ++++++++++++++++++++++++ BOX 2.50 FT 0.80 FT 0.025 CONVENTIONAL SQUARE EDGE (90-45 DEG.) NONE I Z}- I I ".RENT DATE: 09-10-1996 RENT TINE: 14:26:21 3 FILE DATE: 08-09-1996 FILE NAME: OUTLETI ++++++++++++*+++++++++++++ TAILWATER ++++++++++++++++++++++++++ TAILWATER RATING CURVE ' FLOW(CFS) W.S.E.(FT) DEPTH (FT) 0 4985.85 -0.06 2 4986.30 0.39 4 4986.49 0.58 ' 5 4986.57 0.66 8 4986.79 0.88 10 4986.91 1.00 ' 12 4987.04 1.13 14 4987.17 1.26 16 4987.31 1.40 18 4987.47 1.56 20 4987.70 1.79 '�31L1vA.—C-.EP. i14.Ia-00ZVc OC 1 Pub ROADWAY OVERTOPPING DATA +++++++++++++*++++++++++++ ' ROADWAY SURFACE EMBANKMENT TOP WIDTH (FT) CREST LENGTH (FT) GRAVEL 50.00 200.00 ' OVERTOPPING CREST ELEVATION (FT) 4994.00- 1 I 11 11 11 11 11 11 Table Rating Table for Circular Channel Project Description Project File cAhaestad',fmwlfcutctr.fm2 Worksheet 24 INCH CMP RATING CURVE CF \til wX Flow Element Circular Channel Method Manning's Formula Solve For Discharge Constant Data Mannings Coefficient 0.024 Channel Slope 0.022000 ft/ft Diameter 24.00 in Input Data Minimum Maximum Increment Depth 0.10 2.00 0.10 ft Rating Table Depth Discharge Velocity (ft) (cfs) (fUs) 0.10 0.09 1.49 0.20 0.38 2.32 0.30 0.88 2.99 0.40 1.59 3.56 0.50 2.49 4.05 0.60 3.56 4.49 0.70 4.78 4.88 0.80 6.12 522 0.90 7.57 5.52 1.00 9.09 5.79 1.10 10.64 6.01 1.20 12.21 6.20 1.30 13.75 6.36 1.40 15.22 6.48 1.50 16.57 6.56 1.60 17.76 6.59 1.70 18.73 6.58 1.80 19.37 6.50 1.90 19.53 6.33 2.00 18.17 5.79 09/'. 0/96 FIOWMaster v5.13 C2:05:33 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1566 Page 1 of 1 11 luz- a 13S 'n3S 'NVS .9 U Li 1n NIL V Z �y W 3 •V \ aQ - M . % m �y l coj 0 ' 1 w a \ \ 4N 6 W _q_ r 1 .a 11 12-�- i - c• ,27 Weir #1 at Southeast End of Ponding Area (Stage vs. Discharge) RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA ' WEIR #1 AT SOUTHEAST END OF SITE i iWEIR COEF. 2.500 STA ELEV' ' 0.0 95.00 .0 9.00 32 32.0 933.00 37.0 93.00 ' 37.0 93.60 37.4 93.60 --- `T- 37.4 _ 93.00 41.4 93.00 41.4 93.60 ' 41.8 93.60 41.8 93.00 49.8 49.8 93.00 93.60 50.2 93.60 50.2 93.00 ' 54.2 93.00 54.2 93.60 54.6 93.60 54.6 93.00 70.0 93.00 74.0 94.00 80.0 95.00 ' ELEVATION DISCHARGE (feet) (cfs) 93.00 0.00 93.20 8.55 93.40 25.35 93.60 48.70 93.80 94.00 78.63 114.99 94.20 159.80 .�7 94.40 210.53 94.60 267.10 94.80 329.45 95.00 397.56 ' Station and elevation information were taken from an existing HASP file/survey. These values represent the engineer's best juddgement regarding the geometry of the weir area in question. Q�c '/ Weir #2 at Northwest Corner of Ponding Area (Stage vs. Discharge) m RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA WEIR #2 AT NORTHWEST CORNER OF PONDING AREA Foz1,AOL� , Q = GL 1i.S I WEIR COEF. v.�-� Qz�S�3JG� �vFuiG�S � 2.400-------�--- STA ELEV 0.0 95.00 21.0 94.00 96.0 93.00 145.0 92.30 157.0 92.80 170.0 92.00 183.0 92.00 190.0 93.00 194.0 94.00 198.0 95.00 ELEVATION DISCHARGE' - (feet) (ds) 92.00 0.00 92.20 3.14 92.40 10.14 92.60 23.93 92.80 47.72 93.00 84.68 93.20 137.43 93.40 202.96 93.60 282.10 93.80 375.57 94.00 484.02 94.20 613.77 94.40 756.97 94.60 913.12 94.80 1081.86 95.00 1262.91 •� by , ins I 3-4 LI 11 1 I' ' SWMM MODEL 100 YEAR STORM AND 2 YEAR STORM PROPOSED CONDITION 1 1 0 11 3S _. DL:ENT �����'{7 JOB NO. •"" L'B9 INC. PROJECT L' IL, • �VL "l•' '�-" WLCULATIONS fOR=�.�'1•�.1� J:.-C'�.+ �'!. Engineering Consultants "DEBYDATE09'OCNECKEDBY_DATE SNEET_OF A di,-iii. of M S,9 .8m.. Group J 17 19 19 7 70 t _ + (3 De-wo I 1 1 1 1 FILE:020112S6.DAT INTERIM CONDITION 2 YEAR STORM 2 1 1 2 3 4 WATERSHED 0 CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 2-YR EVENT RBD, INC. (JAM) // FILE=020112S6.DAT // 17 JUNE 97 1 300 0 0 1. 1 2. 25 5. 0.12 0.36 0.48 0.60 0.84 1.80 3.24 1.08 0.84 0.48 0.36 0.36 0.36 0.24 0.24 0.24 0.24 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.00 * -2 .016 .250 0.1 0.3 0.51 0.5 .0018 * Shields/Vine/Cherry/Wood basin #1 1 1 1 838248.11 38. .014 ' Shields/Vine/Cherry/Wood basin #2 1 3 3 471827.08 38. .017 ` Elm/Wood/Grant basin 1 4 4 209611.30 38. .016 * Elm/Grant/Loomis Basin 1 20 20 997 6.41 38. .016 * Future parking Lot basin 1 5 5 B88 7.48 51. .02 * Existing L&P parking basin (from Preliminary Overall Drainage Plan) 1 6 6 504 1.91 95. .015 * Existing L&P yard basin 1 7 7 138412.71 99. .02 * Basin draining to existing 30" ADS and 2411 RCP's along north property line 1 17 18 1384 4.80 99. .02 0 0 * West Elm Street channel 1 9 0 4 0.5 1200. 0.010 25. 25. 0.016 0.5 50. 1200. 0.010 20. 20. 0.016 10. * Maple & Wood Streets channel 3 9 0 4 0.5 1650. 0.011 25. 25. 0.016 0.5 50. 1650. 0.011 20. 20. 0.016 10. ` Grant Street channel 4 10 0 4 0.5 450. 0.010 25. 25. 0.016 0.5 50. 450. 0.010 20. 20. 0.016 10. * East Elm Street channel 9 10 0 4 0.5 450. 0.009 25. 25. 0.016 0.5 50. 450. 0.009 20. 20. 0.016 10. ` NODE: sump along ELM Street 10 11 0 3 1. 1. 0.001 0. 0. 0.013 1. * Future parking lot channel 5 11 0 4 2. 340. 0.016 50. 50. 0.016 0.5 50. 340. 0.016 20. 20. 0.016 10. * Detention pond north of Elm Street 11 15 17 2 0.1 500. 0.005 0. 0. 0.013 0.1 0.0 0.0 0.0 4.73 0.07 8.24 0.49 10.78 1.52 12.87 3.41 14.69 5.99 71.38 6.57 95.53 7.19 123.09 7.83 153.88 8.51 187.96 9.21 225.26 9.95 274.41 10.73 335.13 11.55 405.63 12.42 480.96 13.32 575.99 * Existing Grading along north side of railroad berm 15 7 0 1 20. 500. 0.0059 50. 3. 0.060 5. * Parking Lot outflow channel 6 14 0 4 10. 200. 0.007 3. 3. 0.016 0.5 50. 200. 0.007 20. 20. 0.035 10. * Runoff from parking Lot split between detention pond and storage yard 5 14 7 4 3 1. 1. 0.001 0. 0. 0.013 1. 0.0 0.0 10.7 7.1 20.7 13.8 33.0 22.0 * Yard surface flow 7 70 0 1 20. 730. 0.020 50. 50. 0.016 5. ' Detention pond at northeast corner of storage yard 70 16 4 2 0.1 500. 0.001 0. 0. 0.013 1. 0.0 0.0 0.23 102.9 0.76 599.3 1.66 1554.0 ` Existing 30-- ADS and 24" RCP's along north property line (Use extra diameter) 18 16 0 5 2.5 975. 0.009 0. 0. 0.013 2.5 50 100 0.016 20 20 0.016 10 ' NODE: At Northeast corner of storage yard 16 19 0 3 1.0 1.0 0.010 0. 0. 0.013 3.0 ' Overflow channel into open grassland to the northeast of Utility Center 19 0 1 3.0 4. 0.010 8. B. 0.060 5.0 ` Run off from basin 20 20 11 0 4 0.5 450. 0.010 25. 25. 0.016 0.5 50. 450. 0.010 20. 20. 0.016 10. 0 4 5 11 SWMM output file 02O112S6.0UT: ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF - EDDY, INC. ' UPDATED BY ' WATERSHED PROGRAM CALLED UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) *** ENTRY MADE TO RUNOFF MODEL *** CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 2-YR EVENT RBD, INC. (JAM) // FILE=020112S6.DAT // 17 JUNE 97 'NUMBER OF TIME STEPS 300 INTEGRATION TIME INTERVAL (MINUTES) 1.00 i PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .12 .36 .48 .60 .84 1.80 3.24 1.08 .84 .36 .36 .36 .24 .24 .24 .24 .12 .12 ' .12 .12 .12 .12 .DO CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 2-YR EVENT RBD, INC. (JAM) // FILE=020112S6.DAT // 17 JUNE 97 ' SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 1 1 8382.0 48.1 38.0 .0140 .016 .250 .100 .300 ' 3 3 4718.0 27.1 38.0 .0170 .016 .250 .100 .300 4 4 2096.0 11.3 38.0 .0160 .016 .250 .100 .300 20 20 997.0 6.4 38.0 .0160 .016 .250 .100 .300 5 5 888.0 7.5 51.0 .0200 .016 .250 .100 .300 6 6 504.0 1.9 95.0 .0150 .016 .250 .100 .300 7 7 1384.0 12.7 99.0 .0200 .016 .250 .100 .300 17 18 1384.0 4.8 99.0 .0200 .016 .250 .100 .300 TOTAL NUMBER OF SUBCATCHMENTS, 8 ' TOTAL TRIBUTARY AREA (ACRES), 119.80 CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 2-YR EVENT RBD, INC. (JAM) // FILE=020112S6.DAT // 17 JUNE 97 ' *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL WATERSHED AREA (ACRES) 119.800 September 10, 1997 48 12 INFILTRATION RATE(IN/HR) MAXIMUM MINIMUM DECAY RATE .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00160 .51 .50 .00180 .51 .50 .00180 GAGE NO i TOTAL RAINFALL (INCHES) TOTAL INFILTRATION (INCHES) ' - 'L WATERSHED OUTFLOW (INCHES) TUTAL SURFACE STORAGE AT END OF STROM (INCHES) ' ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL 1.060 .352 .522 .186 .001 CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 2-YR EVENT RBD, INC. (JAM) // FILE=020112S6.DAT // 17 JUNE 97 WIDTH INVERT SIDE SLOPES GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HOR12 TO VERT NUMBER CONNECTION (FT) (FT) (FT/FT) L R 1 9 0 4 CHANNEL .5 1200. .0100 25.0 25.0 OVERFLOW 50.0 1200. .0100 20.0 20.0 3 9 0 4 CHANNEL .5 1650. .0110 25.0 25.0 OVERFLOW 50.0 1650. .0110 20.0 20.0 4 10 0 4 CHANNEL .5 450. .0100 25.0 25.0 OVERFLOW 50.0 450. .0100 20.0 20.0 9 10 0 4 CHANNEL .5 450. .0090 25.0 25.0 OVERFLOW 50.0 450. .0090 20.0 20.0 10 11 0 3 1.0 1. .0010 .0 .0 ' 5 11 0 4 CHANNEL 2.0 340. .0160 50.0 50.0 OVERFLOW 50.0 340. .0160 20.0 20.0 11 15 17 2 PIPE .1 500. .0050 .0 .0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.7 .1 8.2 .5 10.8 1.5 6.0 71.4 6.6 95.5 7.2 123.1 7.8 153.9 8.5 9.9 274.4 10.7 335.1 11.6 405.6 12.4 481.0 13.3 15 7 0 1 CHANNEL 20.0 500. .0059 50.0 3.0 14 0 4 CHANNEL 10.0 200. .0070 3.0 3.0 OVERFLOW 50.0 200. .0070 20.0 20.0 14 7 4 3 1.0 1. .0010 .0 .0 DIVERSION TO GUTTER NUMBER 5 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 10.7 7.1 20.7 13.8 33.0 22.0 70 0 1 CHANNEL 20.0 730. .0200 50.0 50.0 '7 70 16 4 2 PIPE .1 500. .0010 .0 .0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 102.9 .8 599.3 1.7 1554.0 18 16 0 5 PIPE 2.5 975. .0090 .0 .0 ' OVERFLOW 50.0 100. .0877 20.0 20.0 16 19 0 3 1.0 1. .0100 .0 .0 19 0 0 1 CHANNEL 3.0 4. .0100 8.0 8.0 20 11 0 4 CHANNEL .5 450. .0100 25.0 25.0 OVERFLOW 50.0 450. .0100 20.0 20.0 TOTAL NUMBER OF GUTTERS/PIPES, 16 'CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 2-YR EVENT RBD, INC. (JAM) // FILE=020112S6.DAT // 17 JUNE 97 ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE 1 0 0 0 0 0 0 3 0 0 0 0 0 0 4 0 0 0 0 0 0 5 0 0 0 0 0 0 b 0 0 0 0 0 0 ' 7 15 14 0 0 0 0 9 1 3 0 0 0 0 10 4 9 0 0 0 0 11 10 5 20 0 0 0 14 6 0 0 0 0 0 ' 15 11 0 0 0 0 0 16 70 18 0 0 0 0 18 0 0 0 0 0 0 OVERBANK/SURCHARGE MANNING DEPTH JK N (FT) .016 .50 0 .016 10.00 .016 .50 0 .016 10.00 .016 .50 0 .016 10.00 .016 .50 0 .016 10.00 .013 1.00 0 .016 .50 0 .016 10.00 .013 .10 0 12.9 3.4 14.7 188.0 9.2 225.3 576.0 .060 5.00 0 .016 .50 0 .035 10.00 .013 1.00 5 .016 5.00 0 .013 1.00 0 .013 2.50 0 .016 10.00 .013 3.00 0 .060 5.00 0 .016 .50 0 .016 10.00 TRIBUTARY SUBAREA D.A.(AC) 0 0 0 1 0 0 0 0 0 0 0 0 0 48.1 0 0 0 3 0 0 0 0 0 0 0 0 0 27.1 0 0 0 4 0 0 0 0 0 0 0 0 0 11.3 0 0 0 5 0 0 0 0 0 0 0 0 0 7.5 0 0 0 6 0 0 0 0 0 0 0 0 0 1.9 0 0 0 7 0 0 0 0 0 0 0 0 0 115.0 0 0 0 0 0 0 0 0 0 0 0 0 0 75.2 0 0 0 0 0 0 0 0 0 0 0 0 0 86.5 0 0 0 0 0 0 0 0 0 0 0 0 0 100.4 0 0 0 0 0 0 0 0 0 0 0 0 0 1.9 0 0 0 0 0 0 0 0 0 0 0 0 0 100.4 0 0 0 0 0 0 0 0 0 0 0 C 0 119.8 0 0 0 17 0 0 0 0 0 0 0 0 0 4.8 ' 19 16 0 0 0 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 0 20 0 0 70 7 0 0 0 0 0 0 0 0 0 0 0 0 ORDER OF TREE STRUCTURE (NGUT VALUE) DECREASES THROUGH DIVERSION FROM GUTTER 10 TO GUTTER STEP UNLESS GUTTER CARDS ARE MODIFIED TO REVERSE DIVERSION. FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC DURING THE SIMULATION. 'OSCILLLATIONS 11 19 70 ' 1 CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 2-YR EVENT RBD, INC. (JAM) // FILE=020112S6.DAT // 17 JUNE 97 •.. PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *•' CONVEYANCE PEAK STAGE STORAGE TIME ' ELEMENT 1 (CIS) 39.8 (FT) .6 (AC -FT) (HR/MIN) 0 36. 3 21.2 .5 0 37. 4 12.5 .4 0 35. 5 13.7 .3 0 36. ' 6 5.4 .2 0 35. 7 34.5 .3 0 37. 9 57.6 .6 0 39. ' 10 11 66.9 13.4 (DIRECT .1 FLOW) 2.0 0 38. 1 28. 14 5.4 (DIRECT FLOW) 0 35. 15 13.4 .5 1 34. 16 43.0 (DIRECT FLOW) 0 37. 18 13.3 1.0 0 35. ' 19 43.0 1.4 0 37. 20 6.8 .3 0 36. 70 32.8 .1 .1 0 39. '1 11 4 5 PROGRAM CALLED I1 CORRECT CNAME NOT FOUND II 11 11 11 11 11 4 5 </ J 0 0 0 0 0 0 0 119.8 0 0 0 0 0 0 0 6.4 0 0 0 0 0 0 0 115.0 5 COMP THROUGH DIVERSION WILL LAG ONE 11 I Lil I FILE:020112S4.DAT INTERIM CONDITION 100 YEAR STORM 2 1 1 2 3 4 WATERSHED 0 CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (JAM) // FILE=020112S4.DAT // 17 JUNE 97 1 300 0 0 1. 1 2. 25 5. 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 -2 .016 .250 0.1 0.3 0.51 0.5 .0018 • Shields/Vine/Cherry/Wood basin #1 1 1 1 838248.11 38. .014 • Shields/Vine/Cherry/Wood basin #2 1 3 3 471827.08 38. .017 • Elm/Wood/Grant basin 1 4 4 209611.30 38. .016 • Elm/Grant/Loomis Basin 1 20 20 997 6.41 38. .016 • Future parking lot basin 1 5 5 888 7.48 51. .02 • Existing L&P parking basin (from Preliminary Overall Drainage Plan) 1 6 6 504 1.91 95. .015 ` Existing L&P yard basin 1 7 7 138412.71 99. .02 • Basin draining to existing 3011 ADS and 2411 RCP's along north property Line 1 17 18 1384 4.80 99. .02 0 0 M • West Elm Street channel 1 9 0 4 0.5 1200. 0.010 25. 25. 0.016 0.5 50. 1200. 0.010 20. 20. 0.016 10. • Maple & Wood Streets channel 3 9 0 4 0.5 1650. 0.011 25. 25. 0.016 0.5 50. 1650. 0.011 20. 20. 0.016 10. • Grant Street channel 4 10 0 4 0.5 450. 0.010 25. 25. 0.016 0.5 50. 450. 0.010 20. 20. 0.016 10. • East Elm Street channel 9 10 0 4 0.5 450. 0.009 25. 25. 0.016 0.5 50. 450. 0.009 20. 20. 0.016 10. • NODE: sump along Elm Street 10 11 0 3 1. 1. 0.001 0. 0. 0.013 1. • Future parking lot channel 5 11 0 4 2. 340. 0.016 50. 50. 0.016 0.5 50. 340. 0.016 20. 20. 0.016 10. • Detention pond north of Elm Street 11 15 17 2 0.1 500. 0.005 0. 0. 0.013 0.1 0.0 0.0 0.0 4.73 0.07 8.24 0.49 10.78 1.52 12.87 3.41 14.69 5.99 71.38 6.57 95.53 7.19 123.09 7.83 153.88 8.51 187.96 9.21 225.26 9.95 274.41 10.73 335.13 11.55 405.63 12.42 480.96 13.32 575.99 • Existing Grading along north side of railroad berm 15 7 0 1 20. 500. 0.0059 50. 3. 0.060 5. • Parking lot outflow channel 6 14 0 4 10. 200. 0.007 3. 3. 0.016 0.5 50. 200. 0.007 20. 20. 0.035 10. • Runoff from parking lot split between detention pond and storage yard 5 14 7 4 3 1. 1. 0.001 0. 0. 0.013 1. II ' 0.0 0.0 10.7 7.1 20.7 13.8 33.0 22.0 * Yard surface flow 7 70 0 1 20. 730. 0.020 50. 50. 0.016 5. * Detention pond at northeast corner of storage yard 70 16 4 2 0.1 500. 0.001 0. 0. 0.013 1. 0.0 0.0 0.23 102.9 0.76 599.3 1.66 1554.0 * Existing 30" ADS and 2411 RCP's along north property line (Use extra diameter) 18 16 0 5 2.5 975. 0.009 0. 0. 0.013 2.5 ' 50 100 0.016 20 20 0.016 10 * NODE: At Northeast corner of storage yard 16 19 0 3 1.0 1.0 0.010 0. 0. 0.013 3.0 * Overflow channel into open grassland to the northeast of Utility Center 19 0 1 3.0 4. 0.010 8. 8. 0.060 5.0 • Run off from basin 20 20 11 0 4 0.5 450. 0.010 25. 25. 0.016 0.5 50. 450. 0.010 20. 20. 0.016 10. I 1 0 5 II I U II 11 11 II 11 II 11 11 ISWMM output file 020112S4.OUT: September 10, 1997 yZ I ' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. ' UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS tMISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 7985) ' WATERSHED PROGRAM CALLED "` ENTRY MADE TO RUNOFF MODEL CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (JAM) // FILE=020112S4.DAT // 17 JUNE 97 'NUMBER OF TIME STEPS 300 INTEGRATION TIME INTERVAL (MINUTES) 1.00 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 ' 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .12 .12 .00 CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBO, INC. (JAM) // FILE=020112S4.DAT // 17 JUNE 97 SUBAREA GUTTER WIDTH AREA PERCENT NUMBER OR MANHOLE (FT) (AC) IMPERV. -2 0 .0 .0 .0 1 3 1 3 11382.0 4718.0 48.1 27.1 38.0 38.0 4 4 2096.0 11.3 38.0 20 20 997.0 6.4 38.0 5 5 888.0 7.5 51.0 6 504.0 1.9 95.0 '6 7 7 1384.0 12.7 99.0 17 18 1384.0 4.8 99.0 TOTAL NUMBER OF SUBCATCHMENTS, 8 TOTAL TRIBUTARY AREA (ACRES), 119.80 SLOPE RESISTANCE FACTOR (FT/FT) IMPERV. PERV .0300 .016 .250 .0140 .016 .250 .0170 .016 .250 .0160 .016 .250 .0160 .016 .250 .0200 .016 .250 .0150 .016 .250 .0200 .016 .250 .0200 .016 .250 SURFACE STORAGE(IN) IMPERV. PERV. .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT ' RBD, INC. (JAM) // FILE=020112S4.DAT // 17 JUNE 97 ' "' CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL WATERSHED AREA (ACRES) 119.800 1.56 .24 INFILTRATION RATE(IN/HR) MAXIMUM MINIMUM DECAY RATE .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 GAGE NO 1 1 1 1 1 1 1 1 II TOTAL RAINFALL (INCHES) TOTAL INFILTRATION (INCHES) -L WATERSHED OUTFLOW (INCHES) TOTAL SURFACE STORAGE AT END OF STROM (INCHES) ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL 2.890 .441 2.251 .198 .000 CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (JAM) // FILE=020112S4.DAT // 17 JUNE 97 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 1 9 0 4 CHANNEL .5 1200. .0100 25.0 25.0 .016 .50 0 OVERFLOW 50.0 1200. .0100 20.0 20.0 .016 10.00 3 9 0 4 CHANNEL .5 1650. .0110 25.0 25.0 .016 .50 0 OVERFLOW 50.0 1650. .0110 20.0 20.0 .016 10.00 4 10 0 4 CHANNEL .5 450. .0100 25.0 25.0 .016 .50 0 ' OVERFLOW 50.0 450. .0100 20.0 20.0 .016 10.00 9 10 0 4 CHANNEL .5 450. .0090 25.0 25.0 .016 .50 0 OVERFLOW 50.0 450, .0090 20.0 20.0 .016 10.00 ' 10 5 11 11 0 0 3 4 CHANNEL 1.0 2.0 1. 340. .0010 .0160 .0 50.0 .0 50.0 .013 .016 1.00 0 .50 0 OVERFLOW 50.0 340. .0160 20.0 20.0 -016 10.00 11 15 17 2 PIPE .1 500. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.7 .1 8.2 .5 10.8 1.5 12.9 3.4 14.7 6.0 71.4 6.6 95.5 7.2 123.1 7.8 153.9 8.5 188.0 9.2 225.3 9.9 274.4 10.7 335.1 11.6 405.6 12.4 481.0 13.3 576.0 15 7 0 1 CHANNEL 20.0 500. .0059 50.0 3.0 .060 5.00 0 14 0 4 CHANNEL 10.0 200. .0070 3.0 3.0 .016 .50 0 ' OVERFLOW 50.0 200. .0070 20.0 20.0 .035 10.00 14 7 4 3 1.0 1. .0010 .0 .0 .013 1.00 5 DIVERSION TO GUTTER NUMBER 5 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 10.7 7.1 20.7 13.8 33.0 22.0 7 70 0 1 CHANNEL 20.0 730. .0200 50.0 50.0 .016 5.00 0 70 16 4 2 PIPE .1 500. .0010 .0 .0 .013 1.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 102.9 .8 599.3 1.7 1554.0 18 16 0 5 PIPE 2.5 975. .0090 .0 .0 .013 2.50 0 OVERFLOW 50.0 100. .0877 20.0 20.0 .016 10.00 16 19 0 3 1.0 1. .0100 .0 .0 .013 3.00 0 19 0 0 1 CHANNEL 3.0 4. .0100 8.0 8.0 .060 5.00 0 20 11 0 4 CHANNEL .5 450. .01110 25.0 25.0 0 OVERFLOW 50.0 450. .0100 20.0 20.0 .016 .016 .50 10.00 TOTAL NUMBER Of GUTTERS/PIPES, 16 I CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (JAM) // FILE=020112S4.DAT // 17 JUNE 97 ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE 1 0 0 0 0 0 0 ' 3 0 0 0 0 0 0 4 0 0 0 0 0 0 5 0 0 0 0 0 0 ' b 7 0 0 0 0 0 15 14 0 0 0 0 0 9 1 3 0 0 0 0 10 4 9 0 0 0 0 11 10 5 20 0 0 0 14 6 0 0 0 0 0 15 11 0 0 0 0 0 16 70 18 0 0 0 0 18 0 0 0 0 0 0 TRIBUTARY SUBAREA D.A.(AC) 0 0 0 0 1 0 0 0 0 0 0 0 0 0 48.1 0 0 0 0 3 0 0 0 0 0 0 0 0 0 27.1 0 0 0 0 4 0 0 0 0 0 0 0 0 0 11.3 0 0 0 0 5 0 0 0 0 0 0 0 0 0 7.5 0 0 0 0 6 0 0 0 0 0 0 0 0 0 1.9 0 0 0 0 7 0 0 0 0 0 0 0 0 0 115.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 75.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 86.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.9 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 100.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 119.8 0 0 0 0 17 0 0 0 0 0 0 0 0 0 4.8 ' 19 16 0 0 0 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 0 20 0 0 70 7 0 0 0 0 0 0 0 0 0 0 0 0 ORDER OF TREE STRUCTURE (NGUT VALUE) DECREASES THROUGH DIVERSION FROM GUTTER 10 TO GUTTER STEP UNLESS GUTTER CARDS ARE MODIFIED TO REVERSE DIVERSION. FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC 'OSCILLLATIONS DURING THE SIMULATION. 11 19 70 'CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (JAM) // FILE=020112S4.DAT // 17 JUNE 97 ' "' PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) ' 1 212.5 .9 0 36. 3 102.6 .7 0 37. 4 55.4 .6 0 36. 5 53.5 .5 0 35. 6 16.9 .4 0 35. 7 192.2 .6 1 0. 9 305.9 1.0 0 37. 10 11 357.1 183.0 (DIRECT .1 FLOW) 8.4 0 37. 0 56. 14 16.9 (DIRECT FLOW) 0 35. 15 178.5 1.6 1 0. 16 196.7 (DIRECT FLOW) 1 1. 18 40.3 2.1 0 35. ' 19 196.7 2.6 1 1. 20 29.1 .5 0 36. 70 192.0 .1 .3 1 1. II I I PROGRAM CALLED II CORRECT CNAME NOT FOUND II II II 0 0 0 0 0 0 0 119.8 0 0 0 0 0 0 0 6.4 0 0 0 0 0 0 0 115.0 5 COMP THROUGH DIVERSION WILL LAG ONE M-- Detention Pond Rating Curves Condition) 1 ti7EWAM ' RBD, Inc., Engineering Consultants ' FORT COLLINS UTILITY CENTER Detention Pond 11 Rating Curve Interim Condition 183-039 31-Jul-97 Elev (ft) Area (ft2) Area (ac) Storage (ac-ft) Cumulative Storage (ac-ft) Outflow (cfs) 4986.2 0 0.00 0.00 0.00 - 4987.0 34 0.00 0.00 0.00 4.73 4988.0 8,937 0.21 0.07 0.07 8.24 4989.0 29,567 0.68 0.41 0.49 10.78 4990.0 63,930 1.47 1.04 1.52 12.87 4991.0 102,242 2.35 1.87 3.40 14.69 4992.0 126,000 2.89 2.59 5.99 71.38 4992.2 132,390 3.04 0.59 6.57 95.53 4992.4 138,779 3.19 0.62 7.19 123.09 4992.6 145,169 3.33 0.65 7.83 153.88 4992.8 151,558 3.48 0.67 8.51 187.96 4993.0 157,948 3.63 0.70 9.21 225.26 4993.2 167,093 3.84 0.74 9.95 274.41 4993.4 176,238 4.05 0.78 10.73 335.13 4993.6 185,383 4.26 0.82 11.55 405.63 4993.8 194,528 4.47 0.86 12A2 480.96 4994.0 203,673 1 4.68 0.90 13.32 575.99 ' 100 year WSEL(8.* ac-ft = 4992.80 Area -Capacity Curve V=1/3d(A+B+(AB)^.5 14 12 4 __________________ __ 10 "3 � w 9 y U 1 _____ ____ _ _________ 2 4966 4988 4990 4992 4994 Stage (tl el) -. - aao � Gepaciy 31-Jul-97 ' RBD, Inc., Engineering Consultants [J FORT COLLINS UTILITY CENTER Interim condition JOB NO. 183-039 31-J u I-97 POND WATER SURFACE (elev) STORAGE VOLUME (ac. ft.) 30" x 12" WBC (cfs) (page ) WEIR #1 (SE end) (cfs) (page ) WEIR #2 (P. Lot) (cfs) (page ) TOTAL OUTFLOW (cfs) 11 4986.16 0.00 0.00 - - 11 4987.00 0.00 4.73 - - 4.73 11 4988.00 0.07 8.24 - - 8.24 11 4989.00 0.49 10.78 - - 10.78 11 4990.00 1.52 12.87 - - 12.87 11 4991.00 3.40 14.69 - - 14.69 11 4992.00 5.99 16.33 - 55.05 71.38 11 4992.20 6.57 16.63 - 78.90 95.53 11 4992.40 7.19 16.93 - 106.16 123.09 11 4992.60 7.83 17.22 - 136.66 153.88 11 4992.80 8.51 17.52 - 170.44 187.96 11 4993.00 9.21 17.82 0.00 207.44 225.26 11 4993.20 9.95 18.19 8.55 247.67 274A1 11 4993.40 10.73 18.66 25.35 291.12 335.13 11 4993.60 11.55 19.13 48.70 337.80 405.63 11 4993.80 12.42 19.60 73.63 387.73 480.96 11 1 4994.00 13.32 1 20.071 114.991 440.93 575.99 31-Jul-97 RBD, Inc., Engineering Consultants iFORT COLLINS UTILITY CENTER Detention Pond 70 Rating Curve 183-039 31-Jul-97 Cumulative Elev Area Area Storage Storage Outflow (ft) (ft2) (ac) (ac-ft) (ac-ft) (Cfs) 4974.5 0 0.00 0.00 0.00 0.00 4975.0 4,061 0.09 0.02 0.02 0.00 4976.0 16,320 0.37 0.22 0.23 102.90 4977.0 31,400 0.72 0.53 0.76 599.30 4978.0 48,000 1.10 0.90 1.66 1554.00 ' 100 year WSEL( 0.3) ac-ft = 4976.13 Area -Capacity Curve V=1 /3d(A+B+(AB)^.5 ' 1.2 2 1 - - -.. _--- -- ' is o.e - - - - - F W y �0.6 .- ______________ _____ _______ 1' ' t a 0.5 ' 0.2 ________ _________________________ 0 0 4974.5 4975 4975.5 4976 4976.5 4977 4977.5 4976 ' Swge (R el) Am -.- Co 1 31 Jul-97 J L Existing Wooden Box Culvert (Stage vs. Discharge) SA,Mc Q5 ex k E271 Vq Weir 41 at Southeast End of Ponding Area (Stage vs. Discharge) S"' ?. e t I IVI9 LJ� C weirx at Northwest Corner of Ponding Area (Stage vs. Discharge) RED INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA WEIR #2 (BASED ON INTERIM CONDITION) WEIR COEF. 2.800 STA ELEV 83.5 94.70 95.0 94.00 151.0 94.00 165.0 91.20 190.0 91.20 193.0 92.00 199.0 94.00 204.0 95.00 ELEVATION DISCHARGE (feet) (cfs) --------- 91.20 --------- 0.00 91.40 6.42 91.60 18.58 91.80 34.95 92.00 55.05 92.20 78.90 92.40 106.13 92.60 136.66 92.80 170.44 93.00 207.44 93.20 247.67 93.40 291.12 93.60 337.80 93.80 387.73 94.00 440.93 94.20 514.75 94.40 604.35 94.60 706.13 TRADE ETE' :S. I! EXISTING BUILDING A SCALE 1"=40' i ATEr; �EF'•'�:-E ELECTRIC 1_ VAULT 42" TO TOP OF CITY 6"W I- 2.0j .0 - 0 2 TO TOP `14NW TZ 3-4'0. 4-3 1/� 0 r - TRANSFORM �- V(,Pi� SICYCL - 4- ,11'2'0 % J ENCCO RE r - `� r 22" TO TOP e- OF GAS - O I W(5W I9� EXISTING BUILDING C <7• L EXI: R GRE SEC WELL SWMM MODEL 100 YEAR STORM FUTURE CONDITION 8 TWING Engineering Consultants A dirisim ofne Sn Lv. Gnu' CLIENT \I.k I7 -JOB NO. D39 PROJECT �.= L `� IL • . [, i CALCULATIONS FOR'LL)" `IA '" J"y I t 2 CHECKED BY- -SHEET MADE BY DATES - ---- -,'- ---- .I6..- Iq 7 TO I '1.. L'7P.a CL VN CF,� � INCi...GCJ}K� i, RL>,�I�J.I b.. •"C! GL=�-7 Iv_ _- �•. J.. uI .. _ ... I 1 (00% _GY F�?SI}) l021J4JCFF D2&11J 'jp E F*SI�1 7 COrT`J!Tc� A I P 11 1 I II I II I I LJ I II I I File: 020112s5.dat 100 year future storm 2 1 1 2 3 4 WATERSHED 0 CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (PEC) // FILE=020112S5.DAT // 29 OCT 96 1 300 0 0 1. 1 2. 25 5. 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 -2 .016 .250 0.1 0.3 0.51 0.5 .0018 Shields/Vine/Cherry/Wood basin #1 1 1 1 838248.11 38. .014 * Shields/Vine/Cherry/Wood basin #2 1 3 3 471827.08 38. .017 ' ELm/Wood/Loomis basin 1 4 4 308617.71 38. .016 • Future parking Lot basin 1 5 5 888 7.48 51. .02 ' Existing L&P parking basin (from Preliminary Overall Drainage Plan) 1 6 6 504 1.91 95. .015 • Existing L&P yard basin 1 7 7 138412.71 99. .02 ' Basin draining to existing 30" ADS and 24" RCP's along north property line 1 17 18 1384 4.80 99. .02 0 0 R • West Elm Street channel 1 9 0 4 0.5 1200. 0.010 25. 25. 0.016 50. 1200. 0.010 20. 20. 0.016 ` Maple & Wood Streets channel 3 9 0 4 0.5 1650. 0.011 25. 25. 0.016 50. 1650. 0.011 20. 20. 0.016 " Grant Street channel 4 10 0 4 0.5 450. 0.010 25. 25. 0.016 50. 450. 0.010 20. 20. 0.016 * East Elm Street channel 9 10 0 4 0.5 450. 0.009 25. 25. 0.016 50. 450. 0.009 20. 20. 0.016 • NODE: sump along Elm Street 10 11 0 3 1. 1. 0.001 0. 0. 0.013 • Future parking lot channel 5 11 0 4 2. 340. 0.016 50. 50. 0.016 50. 340. 0.016 20. 20. 0.016 • Detention pond north of Elm Street 11 15 11 2 0.1 500. 0.005 0. 0. 0.013 0.0 0.0 0.11 7.86 0.36 7.86 0.72 1.22 7.86 1.54 7.86 1.84 51.74 2.50 2.69 355.49 2.89 449.84 3.32 690.58 • Diverstion of flows away from basin 7 to Storm Sewer 21 15 7 3 1 40 160 0.02 0.1 0.1 0.016 0.0 0.0 7.86 7.86 400 7.86 • Parking lot outflow channel 6 14 0 4 10. 200. 0.007 3. 3. 0.016 50. 200. 0.007 20. 20. 0.035 • Runoff from parking Lot split between detention pond and storage yard 5 14 7 4 3 1. 1. 0.001 0. 0. 0.013 0.0 0.0 10.7 7.1 20.7 13.8 33.0 • Yard surface flow 7 70 0 1 20. 730. 0.020 50. 50. 0.016 0.5 10. 0.5 10. 0.5 10. 0.5 10. 0.5 10. 0.1 7.86 273.96 5 0.5 10. 1. 22.0 5. • Detention pond at northeast corner of storage yard 70 16 4 2 0.1 500. 0.001 0. 0. 0.013 1. 0.0 0.0 0.23 102.9 0.76 599.30 1.66 1554.0 • Existing 30" ADS and 24" RCP's along north property line (Use extra diametFSFx 18 16 0 5 2.5 975. 0.009 0. 0. 0.013 2.5 50. 100. 0.016 20. 20. 0.016 10. • NODE: At Northeast corner of storage yard 16 19 0 3 1.0 1.0 0.010 0. 0. 0.013 3.0 • Overflow channel into open grassland to the northeast of Utility Center 19 0 1 3.0 4. 0.010 8. 8. 0.060 5.0 0 j I I if SWMM output file 020112S5.OUT: ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) II WATERSHED PROGRAM CALLED '** ENTRY MADE TO RUNOFF MODEL *** ' CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (PEC) // FILE=020112S5.DAT // 29 OCT 96 NUMBER OF TIME STEPS 300 INTEGRATION TIME INTERVAL (MINUTES) 1.00 0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER i RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .12 .12 .00 CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (PEC) // FILE=020112S5.DAT // 29 OCT 96 SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 1 1 8382.0 48.1 38.0 .0140 .016 .250 .100 .300 3 4718.0 27.1 38.0 .0170 .016 .250 .100 .300 '3 4 4 3086.0 17.7 38.0 .0160 .016 .250 .100 .300 5 5 888.0 7.5 51.0 .0200 .016 .250 .100 .300 6 6 504.0 1.9 95.0 .0150 .016 .250 .100 .300 7 7 1384.0 12.7 99.0 .0200 .016 .250 .100 .300 17 18 1384.0 4.8 99.0 .0200 .016 .250 .100 .300 TOTAL NUMBER OF SUBCATCHMENTS, 7 TOTAL TRIBUTARY AREA (ACRES), 119.80 CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, RBD, INC. (PEC) // FILE=020112S5.DAT // 29 OCT 96 100-YR EVENT CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *'* WATERSHED AREA (ACRES) 119.800 TOTAL RAINFALL (INCHES) 2.890 September 11, 1997 1.56 .24 INFILTRATION RATE(IN/HR) GAGE MAXIMUM MINIMUM DECAY RATE NO .51 .50 .00180 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 ITOTAL INFILTRATION (INCHES) TOTAL WATERSHED OUTFLOW (INCHES) -AL SURFACE STORAGE AT END OF STROM (INCHES) ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .441 2.251 .198 .000 CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (PEC) // FILE=020112SS.DAT // 29 OCT 96 GUTTER NUMBER 1 13 4 9 10 5 11 15 6 14 7 70 18 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER HOP NP OR DIAM LENGTH SLOPE HORI2 TO VERT MANNING DEPTH JK CONNECTION (FT) (FT) (FT/FT) L R N (FT) 9 0 4 CHANNEL .5 1200. .010C OVERFLOW 50.0 1200. .OiOC 9 0 4 CHANNEL .5 1650. .011C OVERFLOW 50.0 1650. .011C 10 0 4 CHANNEL .5 450. .010C OVERFLOW 50.0 450. .010C 10 0 4 CHANNEL .5 450. .009C OVERFLOW 50.0 450. .009C 11 0 3 1.0 1. .001C 11 0 4 CHANNEL 2.0 340. .0160 OVERFLOW 50.0 340. .0160 15 11 2 PIPE .1 500. .0050 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 7.9 .4 7.9 .7 1.8 51.7 2.5 274.0 2.7 355.5 2.9 7 3 1 CHANNEL 40.0 160. .0200 DIVERSION TO GUTTER NUMBER 21 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 7.9 7.9 400.0 7.9 14 0 4 CHANNEL 10.0 200. .0070 OVERFLOW 50.0 200. .0070 7 4 3 1.0 1. .0010 DIVERSION TO GUTTER NUMBER 5 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 10.7 7.1 20.7 13.8 33.0 70 0 1 CHANNEL 20.0 730. .0200 16 4 2 PIPE .1 500. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .D .2 102.9 .8 599.3 1.7 16 0 5 PIPE 2.5 975. .0090 OVERFLOW 50.0 100. .0877 16 19 0 3 1.0 1. .0100 19 0 0 1 CHANNEL 3.0 4. .0100 TOTAL NUMBER OF GUTTERS/PIPES, 15 CITY OF FORT COLLINS LIGHT & POWER SERVICE CENTER RBD, INC. (PEG) // FILE=020112S5.DAT // 29 OCT 96 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES DOWNTOWN BASIN, 100-YR EVENT GUTTER TRIBUTARY GUTTER/PIPE 1 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 7 15 14 0 0 0 0 0 0 0 0 9 1 3 0 O 0 0 0 0 0 0 10 4 9 0 0 0 0 0 0 0 0 11 10 s o 0 o D a o 0 0 14 6 0 0 0 0 0 0 0 0 0 15 11 0 0 0 0 0 0 0 0 0 16 70 18 0 0 0 0 0 0 0 0 18 0 0 0 0 0 0 0 0 0 0 19 16 0 0 0 0 0 0 0 0 0 70 7 0 0 0 0 0 0 0 0 0 ORDER OF TREE STRUCTURE (NGUT VALUE) DECREASES THROUGH DIVERSION FROM GUTTER 25.0 25.D .016 .50 0 20.0 20.0 .016 10.00 25.0 25.0 .016 .50 0 20.0 20.0 .016 10.00 25.0 25.0 .016 .50 0 20.0 20.0 .016 10.00 25.0 25.0 .016 .50 0 20.0 20.0 .016 10.00 .0 .0 .013 1.00 0 50.0 50.0 .016 .50 0 20.0 20.0 .016 10.00 .0 .0 .013 .10 0 7.9 1.2 7.9 1.5 7.9 449.8 3.3 690.6 .1 .1 .016 5.00 21 3.0 3.0 .016 .50 0 20.0 20.0 .035 10.00 .0 .0 .013 1.00 5 22.0 50.0 50.0 .016 5.00 0 .0 .0 .013 1.00 0 1554.0 .0 .0 .013 2.50 0 20.0 20.0 .016 10.00 .0 .0 .013 3.00 0 8.0 8.0 .060 5.00 0 TRIBUTARY SUBAREA D.A.(AC) 1 0 0 0 0 0 0 0 0 0 48.1 3 0 0 0 0 0 0 0 0 0 27.1 4 0 0 0 0 0 0 0 0 0 17.7 5 0 0 0 0 0 0 0 0 0 7.5 6 0 0 0 0 0 0 0 0 0 1.9 7 0 0 0 0 0 0 0 0 0 115.0 0 0 0 0 0 0 0 0 0 0 75.2 0 0 0 0 0 0 0 0 0 0 92.9 0 0 0 0 0 0 0 0 0 0 100.4 0 0 0 0 0 0 0 0 0 0 1.9 0 0 0 0 0 0 0 0 0 0 100.4 0 0 0 0 0 0 0 0 0 0 119.8 17 0 0 0 0 0 0 0 0 0 4.8 0 0 0 0 0 0 0 0 0 0 119.8 0 0 0 0 0 0 0 0 0 0 115.0 9 TO GUTTER 5 COMP THROUGH DIVERSION WILL LAG ONE I TIME STEP UNLESS GUTTER CARDS ARE MODIFIED TO REVERSE DIVERSION. THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. .1 15 19 70 CITY OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBD, INC. (PEC) // FILE=020112S5.DAT // 29 OCT 96 '•• PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS '•• CONVEYANCE PEAK STAGE STORAGE TIME L ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 212.5 .9 0 36. 3 102.6 .7 0 37. 1 4 .1 7 0 35, 53 5 53.5 .5 0 35. 6 16.9 .4 0 35. 7 454.0 .9 0 40. 9 305.9 1.0 0 37. 1 10 384.7 (DIRECT FLOW) 0 37. 11 405.5 .1 2.8 0 39. 14 16.9 (DIRECT FLOW) 0 35. 15 405.7 .9 0 39. I 16 469.5 (DIRECT FLOW) 0 41. 18 40.3 2.1 0 35. 19 469.1 3.7 0 41. 70 450.0 .1 .6 0 41. II II PROGRAM CALLED II CORRECT CNAME NOT FOUND II 11 11 II II RBD, Inc., Engineering Consultants .o r FORT COLLINS UTILITY CENTER 183-039 Detention Pond 11 Rating Curve Final Condition 31-Jul-97 Elev ft) Area (ft2) Area (ac) Storage (ac-ft) Cumulative Storage ac-ft Outflow Ids) f 4984.5 0 0.00 0.00 0.00 - 4984.7 1,132 0.03 0.00 0.00 0.45 4984.9 2,065 0.05 0.01 0.01 1.71 4985.1 2,997 0.07 0.01 0.02 3.53 4985.3 3,930 0.09 0.02 0.04 5.55 4985.5 4,863 0.11 0.02 0.06 7.27 4985.7 5,796 0.13 0.02 0.08 7.86 ,14985.9 6,729 0.15 0.03 0.11 7.86 *4987.0 13,655 0.31 0.25 0.36 7.86 4-4988.0 18,231 0.42 0.36 0.72 7.86 114989.0 25,999 0.60 0.50 1.22 7.86 44989.5 30,591 0.70 0.32 1.54 7.86 4989.7 32,428 0.74 0.14 1.68 22.86 -)L4989.9 34,265 0.79 0.15 1.84 51.74 4990.1 35,975 0.83 0.16 1,99 91.66 4990.3 37,559 0.86 0.17 2.16 142.18 4990.5 39,143 0.90 1.10 2.32 202.91 -"990.7 40,728 0.93 0.18 2.50 273.96 ,*4990.9 42,312 0.97 0.19 2.69 355.49 44991.1 44,674 1.03 0.20 2.89 449.84 4991.3 47,815 1.10 0.21 3.10 560.85 4 M4991.5 50,955 1.17 0.22 3.32 690.58 100 year WSEL(2.8) ac-ft = 4991.01 CtJ+'+ e_ V=1/3d(A+B+(AB)A.5 G Area -Capacity Curve 1.2 as 1 _ _ - _ - _- _ ______ __ 5 2.5 So.e... _ _. _ _ ---- 2 Y----------__ __ 1.5 10.4 -- --- o -moo IBa/ Ia55 Ie99 1897 1856 IDBB 4990 I991 I922 sw. at so a - caPWy 31Jul-97 RBD, Inc., Engineering Consultants FORT COLLINS UTILITY CENTER Final Condition JOB NO. 183-039 31-J u I-97 POND WATER SURFACE (elev) STORAGE VOLUME (ac. ft.) 15" RCP Drain (cfs) (page ) WEIR #1 (SE end) (cfs) (page ) TOTAL OUTFLOW (cfs) 11 4984.50 0.00 0.00 - - 11 4984.70 0.00 0.45 - - 0.45 11 4984.90 0.01 1.71 - - 1.71 11 4985.10 0.02 3.53 - - 3.53 11 4985.30 0.04 5.55 - - 5.55 11 4985.50 0.06 7.27 - - 7.27 11 4985,70 0.08 7.86 - - 7.86 11 4985.90 0.11 7.86 - - 7.86 11 4987.00 0.36 7.86 - - 7.86 11 4988.00 0.72 7.86 - - 7.86 11 4989.00 1.22 7.86 - - 7.86 11 4989.50 1.54 7.86 0.0 - 7.86 11 4989.70 1.68 7.86 15.0 - 22.86 11 4989.90 1.84 7.86 43.9 - 51.74 11 4990.10 1.99 7.86 83.8 - 91.66 11 4990.30 2.16 7.86 134.3 - 142.18 11 4990.50 2.32 7.86 195.0 - 202.91 11 4990.70 2.50 7.86 266.1 - 273.96 11 4990.90 2.69 7.86 347.6 - 355.49 11 4991.10 2.89 7.86 442.0 - 449.84 11 4991.30 3.10 7.86 553.0 - 560.85 11 4991.50 3.32 7.86 682.7 - 690.58 II II 31-Jul-97 RBD, Inc., Engineering Consultants FORT COLLINS UTILITY CENTER Detention Pond 70 Rating Curve 183-039 31-J u I-97 Cumulative Elev Area Area Storage Storage Outflow (ft) (ft2) (ac) (ac-ft) (ac-ft) (cfs) 4974.5 0 0.00 0.00 0.00 0.00 4975.0 4,061 0.09 0.02 0.02 0.00 4976.0 16,320 0.37 0.22 0.23 102.90 4977.0 31,400 0.72 0.53 0.76 599.30 4978.0 48,000 1.10 0.90 1.66 1554.00 100 year WSEL( 0.6) ac-ft = 4976.69 Area -Capacity Curve 1.2 1 a8 a 0.6 y 0.4 0.2 0 V=1/3d(A+B+(AB)^.5 4974.5 4975 4975.5 4976 4976.5 4977 4977.5 4971 ' Stage (n e9 -.- Area Capacly r 31-Jul-97 Ul ` RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA WEIR AT NE END FUTURE DET POND F.C. UTILITY SERVICE CENTER WEIR COEF. 2.700 STA ELEV 0.0 91.50 30.0 91.00 45.0 90.00 50.0 89.50 110.0 89.50 120.0 90.00 145.0 91.00 220.0 92.00 ELEVATION (feet) 89.50 89.70 89.90 90.10 90.30 90.50 90.70 90.90 91.10 91.30 91.50 DISCHARGE (cfs) 0.00 15.00 43.88 83.80 134.32 195.05 266.10 347.63 441.98 552.99 682.72 lert (Stage vs. Discharge) N E of M O � m 0 � 3 c E o E m o y LL O N 0 .0 N O O 10 C U U c 0 N N o 0 m v � U o 0 N " t 0 LL C O 0 U N W 0 0 .0 C d d" `o 3 0 c c c E o LL mi 2 6- 0) U U 2. m N m a O� n U 0 •t M m O �O m< o � o ri v iri co m � n- U � N_ O 0 HW- F O N d' 0 m O N D7 0 0 0 0 0 c I m I 1� I I I I I 1 I I I HEC-2 MODELING I 7u HECRAS MODEL 100 YEAR STORM EXISTING CONDITION RBD, Inc., Engineering Consultants AM 71 Lt--Tcu/.uia,F�o., Fort /•EcG FORT COLLINS UTILITY CENTER Historic Event JOB NO. 183-039 16-Sep-96 POND WATER SURFACE (elev) STORAGE VOLUME (ac. ft.) 30" x 12" WBC (cfs) (page 17) WEIR #1 (SE end) (cfs) (page 23) WEIR #2 (P. Lot) (cfs) (pa a 27 TOTAL OUTFLOW (cfs) 11 4986.16 0.00 0.00 - - 11 4987.00 0.00 4.73 - - 4.73 11 4988.00 0.04 8.24 - - 8.24 11 4989.00 0.31 10.78 - - 10.78 11' 4990.00 1.18 12.87 - - 12.87 11 4991.00 2.91 14.69 - - 14.69 11 4992.00 5.48 16.33 - 0.00 16.33 11 4992.20 6.08 16.63 - 3.14 19.77 11 4992.40 6.71 16.93 - 10.14 27.07 11 4992.60 7.37 17.22 - 23.93 41.15 11 4992.80 8.06 17.52 - 47.72 65.24 11 4993.00 8.77 17.82 0.00 84.68 102.50 11 4993.2a 9.52 18.19 8.55 137.43 164.1 11 4993.40 10.30 18.66 25.35 202.96 246.97 11 4993.60 11.11 19.13 48.70 282.10 349.93 11 4993.80 11.95 19.60 73.63 375.57 468.80 11 1 4994.00 1 12.84 1 20.071 114.991 484.02 619.08 N l / Qe.�i2S�/37' 8c�s ` �Q Fo"Z EA,STiNf� IC.�DiT/orJ d 16-Sep-96 rsi uvE �o�Dr �I�n� 72— HEC-RAS Version 1.2 April 1996 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite D Davis, California 95616-4687 (916) 756-1104 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 rawwawrrawawwrwa»raaaaawar»wwww»wwwewwrw»eaerrawrwawwwww:wwwwwwwwwweeeaeeeae PROJECT DATA Project Title: Service Center - Existing Condition Project File : 183039ex.prj Run Date and Tine: 10/28/97 3:14:02 PM Project in English units wwwrwrrrr»+r+rra+aeaar:rwwrerrrr+r+++rrrrrrr++rwwr»w»r:rrrrrrrrrrrr++++r+r»r PLAN DATA Plan Title: Imported Plan 01 Plan File : c:\models\hec\ras\183039ex.pO1 Geometry Title: Imported Plan 01 Geometry File : c:\models\hec\ras\183039ex.p01 Flow Title : Imported Plan 01 Flow File : c:\models\hec\ras\183039ex.p01 Plan Summary Information: Number of: Cross Sections = 17 Mulitple Openings = 0 Culverts 0 InLine Weirs = 0 Bridges = 0 Computational Information Water surface calculation tolerance = .01 Critical depth calculaton tolerance = .01 Maximum number of interations = 20 Maximum difference tolerance = .3 Flow tolerance factor = .001 Computational Flow Regime: Mixed Flow Encroachment Data: None Flow Distribution Locations: None »rrr»rrr»rrrr»rrrrrrrrrrrrrrrrrr»r»rawa»w»»aa»a»a+r»ra»ar»weaereaa y4L"I1ZV_i Flow Title: Imported Flow 01 Flow File : c:\models\hec\ras\183039ex.f01 Flow Data (cfs) Reac »»»waver»»»rrarrrrwrr»wa+aw ` h Riv Sta * PFM1 ram»»rear:»ewwa»rarw»»mamma a 1 14 • 134.8 ' ' 1 8 ' 171.4 ' w*oundaryrrwwwrt*W*rrrrrr»w rw*wwfrrfrwwrx BConditions wwffeeertrtrt+»II#fwrtrtrtrtWWx#wff»frrWWWrtWWWWWIwfwrrWWrtrtWWWwllwrfWrWr Wrt rtWrtrtWWrww * Reach Profile * Upstream Downstream " fwreerrtrtrtrt###wwrtrtrtwrtwww#wwrtrrtrtr WWWWlxwfeffrrtrrtrWlxfrfrfrrWrrtrrtWWllwwwwrrr#rrt Known wS = 4993.19 Known NS = 4975 wwwwxxf if rrrtrtWWWwww!llfff rtwrtrtwwrtf rrttfff wrtrtrt»wrYlYr lfwrwrt rtrtrtrtw wf YrYYYYrrtr IlYlftftfrtWww#f#Yfff WWwW#####f#IWf WI1I IIIYff wwwwwY*wwwwfff lrxffffff llllwwwwwW»rt» GEOMETRY DATA Geometry Title: Imported Geom 01 Geometry File : c:\models\hec\ras\183039ex.901 CROSS SECTION INPUT Reach: 1 Description: 14 Station Elevation Data, num = 54 Sta. Elev. Sta. Elev. 0 4995 7.64 4995 18.52 4994.2 18.53 4994.29 54.91 4993.9 80.23 4994.06 105.55 4993.7 105.58 4993.77 163.98 4993 164.41 4993.04 171.59 4993 176.59 4993 181.72 4992.8 184.57 4992.73 188.05 4992 188.4 4991.99 191.24 4992.4 198.73 4991.52 199.59 4991.8 200.9 4992 210.18 4993.8 210.52 4993.97 Manning-s n Values, num = 3 River Station: 14 Sta. Elev. 17.34 4994.78 18.99 4994.29 85.47 4993.86 107.36 4993.71 165.56 4993.03 177.24 4992.98 185.52 4992.65 189.08 4992.03 198.84 4991.87 204.26 4992.67 210.6 4994 Sta. Elev. 17.97 4994.78 30.56 4994.11 103.03 4993.78 159.48 4993.17 167.73 4993.09 178.95 4992.93 187.42 4992.51 190.42 4991.96 198.93 4991.87 205.88 4993 213.13 4994.82 Sta. Elev. 18.51 4994.28 46.98 4993.96 105.51 4993.77 161.82 4993.18 170.79 4992.97 179.83 4992.89 187.98 4992.06 191.12 4992.38 199.5 4991.81 207.85 4993.4 Sta. Value Sta. Value Sta. Value 0 .016 159.48 .016 205.88 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 159.48 205.88 30.32 21.64 8.75 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 13 Description: 13 Station Elevation Data, num = 41 Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. 0 4995 6.18 4995 7.07 4995.21 14.46 4995 19.43 4995 19.77 4995 25.3 4994.99 25.58 49,94.71 25.82 4994.48 26.02 4994.98 26.2 4994.9 27.9 4994.59 45.64 4994.22 65.79 4994 101.1 4993.26 114.28 4993 146.87 4992.44 165.22 4992.12 165.51 4992.12 165.97 4992.12 166.54 4992.1 167.2 4992.12 167.87 4992.12 189.62 4991.94 189.81 4991.94 191.75 4991.9 192.7 4991.92 192.74 4991.92 194.72 4991.79 194.82 4991.85 195.21 4992.2 195.23 4992.29 195.23 4992.26 195.26 4992.29 198.02 4992 199.39 4992.7 199.64 4993 200.54 49,93.43 201.74 4994 203.44 4994.39 206.64 4995 Manning-s n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 165.22 .016 195.26 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 165.22 195.26 23.37 15.63 12.98 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 12 Description: 12 Station Elevation Data, num = 31 Sta. Elev. Ste. Elev. Sta. Elev. 0 4996 1.53 4996 3.51 4996 12.69 4995.6 32.07 4995 50.44 4994.66 77.83 4993.9 117.35 4993 140.22 4992.48 192.62 4991.7 193.17 4991.68 194.62 4991.59 ' 195.12 4992 195.12 4991.83 195.43 49,92.07 Sta. Elev. Sta. Elev. 4.71 4996 5.49 4996 72.95 4994 76.45 4993.93 160.81 4992 177.24 4991.97 194.96 49,91.82 195.06 4991.91 196.08 4992 196.41 4992.17 [] 1y li 196.52 4992.3 200.23 4993 202.7 4993.56 204.04 4994 208.13 4994.81 209.1 4995 Manning-s n Values, num = 3 Ste. Value Sta. Value Sta. Value 0 .016 160.81 .016 196.52 .06 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 160.81 196.52 47.76 18.28 13.49 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 11 Description: 11 Station Elevation Data, num = 32 Sta. ELev. Sta. ELev. Sta. Elev. Sta. Elev. Sta. ELev. 0 4995 2.54 4995 7.04 4995 8.55 4994.96 28.75 4994 31.52 4994 36.41 4994 45.94 4994 53.78 4994 59.64 4994 80.51 4993.6 91.17 4993 106.36 4992.67 127.16 4992.45 127.77 4992.45 128.26 4992.4 128.43 4992.42 135.39 4992 151.42 4991.57 169.97 4991.44 171.39 4991.3 172.36 4991.34 172.59 4991.47 172.91 4991.74 172.95 4991.84 172.96 4991.3 173.17 4991.44 176.76 4992 181.01 4992.97 181.27 4993 181.85 4993.1 191.64 4994 Manning-s n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 135.39 .016 181.85 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 135.39 181.85 49.24 23.04 16.88 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 10 Description: 10 Station Elevation Data, num = 20 Sta. Elev. Sta. Elev. Sta. ELev. Sta. Elev. Sta. ELev. 0 4993 55 4993 55 4992.36 106.99 4992 172.2 4991.09 174.23 4991 174.79 4991.37 178.24 4991 192.88 4990.1 198.99 4990 199.91 4990 202.98 4990.59 203.46 4990.74 203.67 49,90.8 205.95 4991 215.11 4991.8 215.8 4992 217.21 4992.33 220.47 4993 220.49 4993 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 178.24 .06 215.11 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 178.24 215.11 43.58 34.08 32.3 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 9 Description: 9 Station Elevation Data, num = 41 Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. ELev. 0 4995 .33 4991 1.69 4991 2.62 4991 10.86 49,91 13.35 4991 16 4991 74.57 4991.5 82.17 4991.45 91.11 4991.35 93.02 49191.33 107.44 4991.3 116.17 4991.23 119.01 4991.17 120.39 4991.16 125.29 4991.21 130.18 4991.1 130.47 4991.14 131.64 49,91.16 152.18 4991.1 163.17 4991 166.42 4991 171.69 4990.99 190.86 4990.69 197.76 4990.59 232.79 4990 235.74 4990 239.59 4989.41 243.53 4990 243.92 4990.13 244.6 4990.42 251.51 4991 255.54 4991.39 257.48 4992 261.4 4992.99 261.44 4993 261.49 4993 261.66 4993.05 263.12 4993.68 263.92 4994 266.02 4994.78 Manning-s n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 232.79 .06 261.4 .06 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 232.79 261.4 30.26 19.17 22.49 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 8.5 Description: 8.5 '7s Station Elevation Data, num = 59 Sta. ELev. Sta. Elev. Sta. ELev. Sta. ELev. Sta. Elev. 0 5001.3 .01 4991.32 .2 4993.55 .21 4990.81 12.92 4990.38 13.05 4990.3 23.96 4990 23.98 4990 46.21 4990 48.45 4990 64.56 4990.3 69.64 4990.51 69.68 4990.51 74.05 4990.61 83.53 4990.7 87.38 4990.7 87.9 4990.75 89.46 4990.76 94.43 4990.74 96.11 4990.76 107.81 4990.9 133.84 4990.97 137.43 4990.9 138.17 4990.91 140.61 4990.9 149.46 4990.9 156.38 4990.91 166.74 4990.95 175.1 4990.93 183.62 4990.91 220.72 4990.3 244.34 4990 246.34 4989.68 250.89 4989.2 253.33 4989.2 256.8 4989.5 259.84 4990 260.23 4990.17 269.68 4991 271 4991.13 272.21 4991.5 272.27 4991.61 273.27 4992 274.32 4992.76 274.92 4993 274.93 4993 275.08 4993.07 277.36 4994 278.11 4994.28 278.72 4994.37 279.89 4995 288.99 4995 289.31 4995 295.75 4995 298.62 4994.63 301.47 4994 303.17 4993.23 303.68 4993 303.95 4993 Manning-s n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 244.34 .06 279.89 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 244.34 279.89 68.66 77.26 75.57 .1 .3 Blocked Obstructions, num = 2 Sta L Sta R Elev Sta L Sta R ELev !YlffwYYwwwwwfifi rfi!!!lYYYYlYwwwwwwwwwawwaaawfilw!! 0 90.97 5003.82 288.38 303.95 5003.82 CROSS SECTION INPUT Reach: 1 River Station: 8 Description: 8 Station Elevation Data, num = 81 Sta. Elev. Sta. Elev. Sta. ELev. Sta. Elev. Sta. Elev. 0 5000.6 .03 4990.64 .07 4998.04 .09 4990.47 8.88 4990.17 14.62 4990 14.65 4990 14.85 4990 27.07 4989.79 28.77 4989.76 65.16 4989.3 70.13 4989.41 71.01 4989.41 112.72 4990 113.58 4990 115.66 4990 116.65 4990 117.68 4990 118.69 4990 120.94 4990 124.94 4990.2 133.59 4990.85 133.59 4995.8 133.59 5000.85 188.38 5000.85 188.38 4990.8 192.35 4990.85 206.59 4990.4 217.5 4990 218 4990 219.79 4990 238.74 4990 251.42 4990 254.23 4990 255.82 4990 256.09 4990 261.67 4990 267.4 4990 271.26 4989.39 275.5 4989 276.56 4989 278.37 4989 281.04 4989 282.82 4989 285.42 4989 285.94 4989 286.91 4989 288.93 4989 289.64 4989 290.75 4989 291.33 4989 291.4 4989 291.87 4989 298.27 4989 300.39 4989 303.78 4989 304.4 4989 304.67 4989.2 305.76 4990 306.43 4990.49 307.13 4991 308.03 4991.66 308.5 4992 308.85 4992.26 309.86 4993 310.45 4993.4 311.23 4994 311.86 4994 311.97 4994.07 324.28 4995 325.9 4995 326.09 4995 328.2 4994.42 332.45 4994 334.33 4993.31 334.97 4993.2 335.9 4993 337.41 4992.38 338.27 4992.3 339.22 4992 341.32 4991.3 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 267.4 .06 311.23 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 267.4 311.23 91.9 139.52 126.56 .1 .3 Blocked Obstructions, num = 2 Sta L Sta R ELev Sta L Sta R ELev RtfYlYY!lYYlfffff!!!lf lff lfflf!!!!!f!f!!llYfiffifi! 0 188.31 5000.87 324.18 341.32 4995.01 CROSS SECTION INPUT Reach: 1 River Station: 7.5 Description: 7.5 Station Elevation Data, num = 76 Sta. ELev. Sta. ELev. Sta. ELev. Sta. ELev. Sta. Elev. 0 5000.5 .03 4990.59 .06 4998.4 .09 4990.44 6.74 4990.2 10.52 4990 13.9 4990 54.68 4989.11 59.39 4989 64.11 4989 70.7 4989 74.09 4989 91.93 4989.18 95.66 4989.2 100.88 4989.31 118.31 4989.4 120.15 4989.48 127.9 4989.52 132.7 4989.54 138.39 4989.58 149.95 4989.4 164.26 4989.45 170.17 4989.43 175.2 4989.43 177.68 4989.38 183.69 4989.3 199.9 4989.08 201.19 4989.06 203.49 4989 209.14 4988.9 7(- . 222.69 4988.7 226.01 4988.7 244.26 4988.7 264.12 4988.7 275.85 4988.7 28C 4988.7 281.54 4988.7 283.3 4988.7 288.91 4988.7 313.28 4988.83 319.75 4988.9 322.49 4989 323.56 4989 324.67 4989 326.33 4989 328.93 340.39 4989 4989.6 332.54 343.63 4989 4990 335.12 348.02 4989 4990.5 335.32 351.37 4989 4990.9 336.58 352.24 4989 4991 353.02 4991 360.8 4992 365.93 4992.63 377.41 4994 383.54 4994 393.2 4994 396.48 4993.01 396.53 4993 396.58 4992.99 396.73 4992.94 399.6 4992 400.96 4991.56 402.66 4991 404.57 4990.38 405.72 4990 407.92 4989.2 408.78 4989 410.3 4988.5 411.84 4988 418.11 4988 420.16 4988 Manning-s n Values, num = 3 Sta. Value Sta. Value Ste. Value 0 .016 322.49 .06 377.41 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 322.49 377.41 95.48 137.68 129.22 Blocked Obstructions, num = 2 .2 .4 ' Ste L Sta R Elev Sta L Ste R ELev ♦hWf,Yhi'Wi11f111 R!!ll1f YYYYY YfYf If YYft if!!!lf ltf!!! 0 120.42 5001.87 377.47 420.16 4999.91 CROSS SECTION INPUT Reach: 1 River Station: 7 Description: 7 Station Elevation Sta. Data, ELev. Sta. num = 80 ELev. Sta. Elev. Sta. ELev. Sta. ELev. 0 5000.5 .04 4990.5 .04 4998.96 .08 4990.4 4.93 4990.24 7.4 4990.1 13.19 4990.03 14.3 4990 34.84 4989.54 58.8 4989 58.81 4989 61.94 4989 90.33 4988.45 97.4 4988.4 97.83 4988.39 119.46 4988 119.98 4988.02 120.25 4988.02 126.28 4988 129.22 4987.99 ' 149.87 4987.9 160.79 4987.99 161.13 4987.99 161.14 4987.99 183.83 4987.8 191.07 4987.7 200.1 4987.77 200.99 4987.76 214.97 4987.61 217.4 4987.6 219.84 4987.5 227.45 4987.57 234.9 4987.52 246.11 4987.39 249.81 4987.37 264.14 4987.2 272.32 4987.26 274.48 4987.27 294.63 4987.23 296.48 4987.23 299.14 4987.2 305.39 4987.24 313.03 4987.24 316.42 4987.25 316.71 4987.26 329.45 4987.2 341.35 4987.38 351.51 4987.47 360.2 4987.6 362.77 4987.61 364.54 4987.6 376 4988 379.98 4988 380.16 4988 384.59 4988 388.61 4988 390.81 4988 392.27 4988.03 393.14 4988.04 393.36 4988.04 410.86 4988.4 416.69 4988.57 436.7 4988.78 444.82 4988.9 446.51 4988.92 ' 448.25 4988.9 449.46 4988.93 452.64 4989 458.94 4989.51 464.82 4990 474.61 4990.7 476.78 4990.92 477.85 4991 484.53 4991.47 492.16 4991.99 492.26 4991.9 492.34 4992 504.42 4992.18 510.27 4992.27 525.61 4992,49 ' Manning-s n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 61.94 .016 458.84 .06 ' Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 61.94 458.84 115.68 169.2 207.84 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 6 Description: 6 Station Elevation Data, num = 67 Sta. ELev. Sta. El ev. Sta. EI ev. Sta. ELev. Sta. Elev. 0 4985.6 10.9 4985.66 20.61 4985.33 26.7 4985.21 28.18 4985.21 43.8 4985.1 55.69 4985.04 56.05 4985.03 59.08 4985.01 60.14 4985 60.83 4985 77.3 49B4.82 81.09 4984.81 89.91 4984.79 91.06 4984.78 95.07 4984.7 98.76 4984.63 106.81 4984.49 111.71 4984.45 121.27 4984.41 131.79 4984.3 134.41 4984.38 147.19 4984.47 150.19 4984.48 160.23 4984.49 166.06 4984.4 170.98 4984.41 178.25 4984.39 179.44 4984.39 184.81 4984.37 188.58 4984.3 195.89 4984.3 199.11 4984.28 207.45 4984.21 209.81 4984.2 218.85 4984.1 220.31 4984.12 221.58 4984.12 222.74 4984.12 239.73 4984.12 242 4984.1 242.81 4984.14 245.92 4984.16 250.12 4984.21 258.95 4984.29 259.13 4984.3 263.13 4984.35 270.5 4984.45 276.61 4984.54 281.84 4984.62 303.84 4984.9 303.97 4984.99 304.38 4985 309.51 4985.09 328.35 4985.44 336.28 4985.5 341.14 4985.7 352.53 4985.96 353.08 4985.97 354.25 4986 373.93 4986.4 390.96 4987 417.55 4987.77 425.01 4988 437.56 4988.4 456.77 4989 478.73 4989.64 -77 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 60.83 .016 341.14 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 60.83 341.14 100.59 97.89 139.58 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 5 Description: 5 Station Elevation Data, num = 69 Sta. Elev. Sta. Elev. Sta. ELev. Sta. Elev. Sta. ELev. 0 4984.4 6.86 4984.33 9.53 4984.27 22.91 4984 31.16 4983.88 34.79 4983.8 47.23 4983.65 48.66 4983.63 50.92 4983.59 57.01 4983.49 62.9 4983.3 72 4983.24 79.74 4983.11 80.7 4983.12 83.44 4983 85.5 4983.05 86.47 4983 91.26 4982.88 91.44 4983.1 105.64 4982.7 111.8 4982.56 114.81 4982.5 125.83 4982.43 135.7 4982.4 145.38 4982.32 157.32 4982.3 163.42 4982.21 169.13 4982.13 170.59 4982.1 191.28 4982.07 213 4982.2 215.31 4982.26 218.79 4982.29 220.76 4982.3 240.65 4982.39 244.57 4982.4 249 4982.44 259.94 4982.37 263.75 4982.41 264.36 4982.41 272.78 4982.4 281.06 4982.51 289.98 4982.63 298.86 4982.74 303.45 4982.78 317.92 4983 322.17 4983.07 324.79 4983.13 331.38 4983.27 332.84 4983.3 341.23 4983.5 365.82 4983.97 366.21 4983.98 367.48 4984 371.74 4984.1 376.82 4984.2 380.73 4984.31 383.31 4984.36 399.98 4984.76 411.36 4985 420.48 4985.4 429.02 4986 433.4 4986.24 445.01 4987 449.64 4987.31 452.78 4987.5 457 4987.74 460.57 4988 469.38 4988.35 Manning's n Va Wes, nun = 3 Sta. Value Ste. Value Sta. value 0 .016 72 .02 383.31 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 72 383.31 98.16 99.35 141.42 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 4 Description: 4 Station Elevation Data, nun = 78 Sta. ELev. Sta. ELev. Sta. Elev. Sta. ELev. Sta. ELev. 0 4984.5 8.8 4984.23 9.96 4984.2 13.48 4984.1 18.49 4984 34.9 4983.6 38.88 4983.57 48.67 4983.29 51.86 4983.2 59.12 4983 61.26 4982.9 63.9 4982.81 64.16 4982.8 64.54 4982.84 68.83 4982.73 72.25 4982.73 75.27 4982.69 76.11 4982.67 78.12 4982.7 81.9 4982.6 109.16 4982.4 109.95 4982.5 109.95 4982.08 109.95 4982 123.25 4981.8 126.72 4981.74 127.84 4981.72 130.67 4981.76 135.35 4981.57 187.29 4981 191.91 4981 194.87 4980.96 196.28 4980.95 196.97 4980.94 208.25 4980.8 223.15 4980.63 232 4980.55 234.14 4980.53 248.67 4980.4 253.35 4980.3 257.31 4980.26 259.18 4980.27 263.87 4980.25 287.69 4980.3 292.57 4980.31 295.97 4980.32 308.35 4980.4 313.06 4980.4 313.97 4980.41 323.47 4980.4 326.03 4980.5 328.51 4980.5 338.29 4980.6 341.94 4980.79 352.38 4980.9 355.12 4981 355.49 4981.04 356.92 4981.06 359.19 4981.13 387.1 4981.3 394.21 4981.51 401.87 4981.68 403.51 4981.72 405.76 4981.77 416.13 4982 416.77 4982.01 417.3 4982.02 443.14 4982.48 445.82 4982.52 452.73 4982.6 466.71 4982.83 478.37 4983 484.1 4983.07 484.73 4983.08 484.9 4983 486.29 4983.1 486.77 4983.11 498.26 4983.3 Manning's n Values, nun = 3 Sta. Value Sta. Value Sta. Value 0 .016 64.54 .03 417.3 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 64.54 417.3 101.85 98.78 106.45 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 3 Description: 3 Station Elevation Data, nun = 69 Sta. ELev. Sta. ELev. Sta. ELev. Sta. Elev. Sta. Elev. 0 4982.4 16.3 4982.25 16.77 4982.24 18.95 4982.2 30.02 4982 31.68 4981.9 41.27 4981.79 42.23 4981.78 50 4981.64 63.67 4981.39 70.51 4981.2 72.27 4981.24 76.24 4981.17 87.89 4981 94.35 4980.91 II '78 II II II 94.65 4980.9 95.9 4980.88 109.69 4980.67 118.97 4980.52 119.45 4980.51 123.41 4980.4 132.23 4980.27 134.65 4980.26 135.02 4980.25 143.69 4980.16 178.55 4979.6 179.87 4979.6 183.74 4979.56 193.51 4979.5 209.14 4979.4 217.05 4979.38 234.55 4979.3 239.07 4979.2 240.11 4979.1 241.32 4979.16 245.92 4979.13 249.26 4979.11 256.01 4979.11 256.12 4979.1 265.53 4979 276.38 4978.92 276.75 4978.91 281.29 4978.85 282.79 4978.84 284.46 4978.8 290.63 4978.7 302.19 4978.6 313.31 4978.34 316.16 4978.37 321.11 4978.3 328.02 4978.27 339.36 4978.28 346.82 4978.26 350.18 4978.26 381.02 4978.2 390.96 4978.3 394.21 4978.35 398.89 4978.43 409.85 4978.5 424.19 4978.8 428.07 4978.85 429.43 4978.87 437.32 4979 448.14 4979.1 450.7 4979.2 459.78 4979.38 474.95 4979.69 482.93 4980 487.58 4980 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 87.89 .03 424.19 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 87.89 424.19 42.91 43.81 44.47 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 2.5 Description: 2.5 Station Elevation Data, num = 79 Sta. Elev. Sta. ELev. Sta. Elev. Sta. ELev. Sta. ELev. 0 4981.5 13.75 4981.47 20.87 4981.39 24.29 4981.44 25.24 4981.42 31.65 4981.3 40.68 4981.19 44.57 4981.11 52.9 4981 53.85 4980.98 80.72 4980.5 89.17 4980.38 102.6 4980.25 106.41 4980.2 108.24 4980.18 120.04 4980 127.39 4979.87 129.45 4979.84 131.15 4979.8 134.08 4979.75 141.61 4979.6 146.51 4979.46 153.83 4979.3 163.69 4979 169.96 4978.81 207.4 4978.6 212.01 4978.52 213.47 4978.5 216.4 4978.53 223.81 4978.44 233.83 4978.5 236.67 4978.52 239.17 4978.53 244.34 4978.51 249.28 4978.5 255.82 4978.5 260.67 4978.43 270.05 4978.4 271.77 4978.3 308.67 4978.3 315.23 4978.2 319.77 4978.13 322.06 4978.08 325.61 4978 330.13 4978 334.09 4977.91 339.08 4977.8 339.1 4977.81 339.24 4977.8 339.24 4977.81 345.44 4977.77 349.8 4977.71 357.84 4977.6 366.08 4977.49 371.29 4977.45 389.21 4977.5 415.81 4977.96 418.48 4977.99 418.52 4977.919 418.61 4977.99 428.26 4977.9 428.48 4977.99 432.59 4978 441.03 4978 442.53 4978 452.82 4978 455.18 4978 459.28 4978 459.41 4978 463.7 4978 479.08 4978.4 493 4978.82 495.96 4978.89 500.33 4979 501.92 4979 502.36 4979 503.38 4978.98 504.76 4978.92 511.4 4979.12 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 80.72 .03 463.7 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 80.72 463.7 41.12 36.13 46.22 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 2 Description: 2 Station Elevation Data, nun = 87 Sta. ELev. Sta. ELev. Sta. ELev. Sta. Elev. Sta. ELev. 0 4978.8 1.23 4979 2.25 4979 5.2 4979 5.32 4979 5.44 4979 7.52 49799.270001 4979 10.44 4978.74 10.65 4978.75 12.48 4978.7 14.27 4978.78 14.38 4978.78 14.38 4978.78 14.38 4978.78 14.42 4979.5 15.2 4979.51 15.4 4979.75 15.4 4979 15.41 4978.75 17.7 4978.7 25.69 4978.7 39.88 4978.66 44.2 4978.62 51.09 4978.54 56.61 4978.4 64.24 4978.38 74.55 4978.39 83.8 4978 84.01 4977.99 90.48 4977.8 105.18 4977.37 113.86 4977.14 114.39 4977.12 118,61 4977 124.68 4976.8 127.13 4976.88 136.57 4976.73 147.47 4976.7 153.41 4976.72 153.56 4976.7 161.64 4976.79 163.53 4976.81 179.42 4977 183.46 4977.08 183.88 4977 184.61 4977.08 198.33 4977.35 208.28 4977.45 217.2 4977.42 219.33 4977.4 224.75 4977.45 232.37 4977.46 237.87 4977.46 248.96 4977.45 256.98 4977.4 257.52 4977.44 259.65 4977.42 268.23 4977,36 283.61 4977.35 283.78 4977.35 292.14 4977.29 300.88 4977.17 303.77 4977.16 305.64 4977.15 310.24 4977.14 312.93 4977.12 315.47 4977.12 319.3 4977.1 321.07 4977.06 321.89 4977 326.73 4977 339.24 4976.89 340.31 4976.88 352.58 4976.8 362.18 4976.8 377.84 4977 384.14 4977 384.25 4977 411.15 4977.54 423.85 4977.8 434.05 4978 434.14 4978 439.31 4978 439.71 4978 441.72 4978 444.32 4978 99i Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 15.4 .03 423.85 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 15.4 423.85 83.78 83.12 87.16 .2 .4 Blocked Obstructions, num = 1 Sta L Sta R Elev 0 240 4977.47 CROSS SECTION INPUT Reach: 1 Description: 1 Station Elevation Data, num = 64 Sta. Elev. Sta. Elev. 0 4975 2.24 4975 17.63 4975.3 18.09 4975.48 20.21 4976.5 20.21 4976.14 21.27 4976 21.27 4975.57 65.75 4975.5 71.08 4975.61 103.58 4975.8 109.76 4975.83 149.96 4975.7 160.93 4975.74 202.36 4975.8 207.85 4976 224.78 4976 231.23 4976 250.09 4976.1 266.28 4976 291.63 4976 291.64 4976 312.38 4976 317.17 4976 334 4976 335.81 4976 River Station: 1 Sta. Elev. 6.05 4975 18.11 4975.55 20.82 4976.13 59.22 4975.49 77.55 4975.68 119.81 4975.86 162.18 4975.73 210.79 4976 238.77 4976 280.3 4976 291.65 4976 324.54 4976 336.89 4976 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 21.27 .016 202.36 .016 Sta. Elev. 8.14 4975.11 20.21 4975.58 20.85 4976.13 60.76 4975.52 83.61 4975.69 124.37 4975.84 179.56 4975.71 211.77 4976 241.25 4976 283.55 4974.35 301.23 4976 327.18 4976 343.72 4976 Sta. Elev. 17.4 4975.33 20.21 4976.15 21.27 4976.57 62.78 4975.53 98.03 4975.79 143.63 4975.78 179.89 4975.71 222.04 4976 243.27 4976 291.51 4975.97 304.87 4976 332.17 4976 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 21.27 202.36 0 0 0 .2 .4 Blocked Obstructions, num = 2 Sta L Sta R Elev Sta L Sta R Elev 0 21.24 4979.9 266.54 343.72 4980.41 waawawwwrtrtwrrrrrrrwrrrrrraraaraaaaaaaaraaawwwwwrwwxwrwrwrwrwrrrarwawwaaawwawrwww ERRORS WARNINGS AND NOTES Errors Warnings and Notes for Plan : Imported Pla Summary for Profiles:l Reach: 1 Riv Sta: 1 Profile: 1 Warning - Divided flow computed for this cross-section. Warning - The cross-section end points had to be extended vertically for the computed water surface. 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. Reach: 1 Riv Sta: 2 Profile: 1 Warning - Divided flow computed for this cross-section. Warning - The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. Note - Program found supercritical flow starting at this cross section. Reach: 1 Riv Sta: 2.5 Profile: 1 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 parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. Reach: 1 Riv Sta: 4 Profile: 1 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. r 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. Reach: 1 Riv Ste: 5 Profile: 1 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 - 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. Reach: 1 Riv Ste: 6 Profile: 1 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 - 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. Reach: 1 Riv Ste: 7 Profile: 1 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 - 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 - The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. Note - Program found supercritical flow starting at this cross section. Reach: 1 Riv Ste: 7.5 Profile: 1 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. Warning - The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. Reach: 1 Riv Ste: 8 Profile: 1 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 - 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 - The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. Reach: 1 Riv Ste: 8.5 Profile: 1 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. Reach: 1 Riv Ste: 9 Profile: 1 Warning - The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning - The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. of ' 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. Reach: 1 Riv Sta: 10 Profile: 1 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. Reach: 1 Riv Sta: 13 Profile: 1 ' 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. 7- L 1 I I K Ut m rn�D�rvN��ic�u;nNo•wa M rbrn .- N11 Nr v, 000oN.-�.-00�� a. a r O) M N Y N CD W O N n fD M Y N N OD ty. f0 co 11 0 b N 0 N N o N r � o M IA r V 0 b OD N I- I*M r v 'Q r ID N b pppp Y N f O 1A A m m n tV .% l7 C m O O lh tV l7 l+) O N Y N Oa NOa� OM r W _" co N O O O O 0 0 M 0 0 0 O O O O O O O o o O o C O C O O G O O} O O O Ol N b p S N p O M a lh m m N . 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O In O IA O Y') O IN rn m m rn rn �i rn rn rn �'i v v v rn v rn v rn v rn c rn v a (4) uopen913 o m N •O(D o O T N CD c U C O U O � rn C X W c1 o Q) U) c U o m U_ 2 to O 0 u� 0) Obi OMf p� p1 v 0) v rn O1 v v O) a v (4) uopene13 6q _ a W c vJ �•m U' m O O N •Ofp ■ O o / o N c o X � � r 0 U o� c U) m ■ � X LL) ICI 0 C N U m U 2 `D 0 m rn rn rn rn m m rn rn v v v v v v v v v (4) UOIIEA81A m a 10 c in 3Te�� 2 0 m 0 cq N •Ot0 O N p C O C O U voi rn c Y m � WO p N � Y C N U o U co •Z o N N Z � n P O fM m fV 01 [V Q) O) 0) O O O) m a OV V V O V a (y) u01lene13 M c N �•m m O O !+1 Oco0 f0 O 1CM N C O O N c O U rn c w w � X w W N O d to cn a-� C N U m � o � O O Z • Pr �Q � o 0 rn a rn rn rn rn Cl) a v v v v v v (11) UOIJen913 fq � m O u� Cl A O O M O O y o C y { N N 0 'D C O o wN U1 � W C 0 O W Cf) C N N U � U co 2 0 N 0 Ln 0 0 o m m m L v V Y (4)uogenal3 a _ a m c N 0 N M (D 77 O Cl) N C N O � C L O U I C o CD N r X LLI co O C N O U W C a) U o 0 _ o Y_ O O CD O ONi T ON) QOi allo � N V V R V v V (4) u01jenal3 i- �� m 0 0 LO 0 o 0 o 0 'v- c 0 U c � M C N � W O a C � U O o � I N U_ O T I � O O O � � Go LO to '7 If •i (4) uopene13 C 41 m O O �O f0 O O 0 N C O p Cqlr o C O U rn c N x wn o 0 m - c a) o CD r) ZO N o N O O O O O O m m m cl W 00 vo v v v a a a v (14) uollena13 m ! c (0) °�_ m 0 0 CD 0 0 _o 0 �v c 0 U O 0 CY) o' c �x L1J c0 0 N C U) U m 0 0 —0 N U Z QJ CO O �O O O rn ao n <o co io co a v a v v v 0) (1j)uogene13 m O O T OD O O C O 'O C O U O c rn c �' N x � w O o o to c U O c y U N N O OO O1 OA co co n OD O OD co OD Go v v v v N ()J)uopBA819 c_ N � m 0 o LO f0 0 0 0 c 0 c 0 U O 0 0) C Cl) N X � w M O ` O � N � C N U o O � U N Z N O O 1 0 t o v v N NCD OD O OD v a v v (4)uogen913 `,7 9 m O O U) 0 0 0 U ■" o o> ■ o' c U $ t11 C o 0 C N O U o N U Z N U) O O G onCN o c OD 0)h 1�+ V V V I (4)uopenel3 c, g c N (7 co o O - O T O O i c o O _0 o v C O U rn c 0 L1J 0 0 N - � c N U _U Z o N N O O f0 O rz v v a a v v ()J)uogenal3 0 c N EI O m O C. O O a C O y c O U o rn Cl) c M x W N c o U ' o N N O r �O rtp O O O O O O O O O C Oi C1 m co 1, h f0 V 0 Y Y V (11) UOIILA813 g N � m O Cl) O O M O C O .y CV 0 C O U o�- C O N N X � LlJ 0 0 .O m C N o U a) (n O } O O N �O�fp O OD W O Go o) 01 uD n cni On1 !O In p m pnj '7 'C < V V (4) UOIILA@I3 m HECRAS MODEL 100 YEAR STORM LOMR-FILL CONDITION 1604k - F�,L< ✓�ul7cZ (?e7) HEC-RAS Version 1.2 April 1996 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite D Davis, California 95616-4687 (916) 756-1104 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 wwawwWrraaawwwrwWWrrarrrrrrrwraWWraarwwrrwaaaawawwwwerWrrrrrrw»wwweweerrrrrrrra PROJECT DATA Project Title: Service Center - LOMR-fiLL Project File : 183039Lm.pri Run Date and Time: 10/28/91 4:54:32 PM Project in English units w rw rW rrrwwwwrrWW WrrrwwwrwrWrWrWrrr:wr*eerererrrrwwwrwrrwWWrrwwrewewewwrrWWWWrrrw PLAN DATA Plan Title: Plan 10 Plan Fite : c:\models\hec\ras\183039Im.p1O Geometry Title: Plan 10 Geometry File : c:\models\hec\ras\1830391m.p10 Flow Title : Plan 10 Flow File : c:\models\hec\ras\1830391m.p10 Plan Summary Information: Number of: Cross Sections = 19 Mulitple Openings = 0 Culverts = 0 Inline Weirs = 0 Bridges = 0 Computational Information Water surface calculation tolerance = .01 Critical depth calcuLaton tolerance = .01 Maximum number of interations = 40 Maximum difference tolerance = .3 Flow tolerance factor = .001 Computational Flow Regime: Mixed Flow Encroachment Data: None FLOW Distribution Locations: None rwWWWWrrtwwwrwrtwwrrww»rrrrrrrrr rr rr rrrwwrawrwwrrrrrerrrWrrrwWrtwrtrtrtwrtwewrrrrrrrrW FLOW DATA Flow Title: Imported Flow 01 Flow File : c:\models\hec\ras\1830391m.fO1 FLOW Data (cfs) WW*rrw*wwww:wwrrWrrrrrreWWWWWWWrr • Reach Riv Sta ` PF#1 w*rwrrWWrr*****k*kw*w*W**w rw rw rww ` 1 14 • 134.8 ` * 1 8 171.4 ` 703 II II li r+r+rr+++rxrxrrr+++++++++++++++ra Boundary Conditions rr Reach ++rtrrrrProfile rrr+r rw rwwx wwrrrrrrrtrrtrrtarrrrrrrr+wwrr+rrrrrrrrtxwwrrr r Reach Profile a Upstream Downstream r rw rr»wwwrtwrweerr»errrtrrtaxaxwweweereerrrrrwwrwrww•rrrre»wwwwwrrr+rxrtwxwwww • 1 1 w Known LIS = 4993.19 Known IIS = 4975 r r+r+r+xxxawrrerr+rrrraaaawawwrrwrtrrtrtrtrraaaawewerrewwwwewwrrrwwrwrwrrrrrrrrrr wrwrrtrtrtrtwwrrwrrerrr r+rrrrxwrrrrrrrrrx rw+rxxwwwrrrrrrrrr♦wrwwwwrrrrrrrwwrrrrrwrrr GEOMETRY DATA Geometry Title: LCMAR-filL Geometry File : c:\models\hec\ras\183039Lm.g01 CROSS SECTION INPUT Reach: 1 Description: 14 Station Elevation Data, num = 54 Sta. ELev. Sta. ELev. 0 4995 7.64 4995 18.52 4994.2 18.53 4994.29 54.91 4993.9 80.23 4994.06 105.55 4993.7 105.58 4993.77 163.98 4993 164.41 4993.04 171.59 4993 176.59 4993 181.72 4992.8 184.57 4992.73 188.05 4992 188.4 4991.99 191.24 4992.4 198.73 4991.52 199.59 4991.8 200.9 4992 210.18 4993.8 210.52 4993.97 Manning's n Values, num = 3 River Station: 14 Sta. ELev. 17.34 4994.78 18.99 4994.29 85.47 4993.86 107.36 4993.71 165.56 4993.03 177.24 4992.98 185.52 4992.65 189.08 4992.03 198.84 4991.87 204.26 4992.67 210.6 4994 Sta. EI ev. 17.97 4994.78 30.56 4994.11 103.03 49,93.78 159.48 4993.17 167.73 4993.09 178.95 4992.93 187.42 4992.51 190.42 4991.96 198.93 4991.87 205.88 4993 213.13 4994.82 Sta. ELev. 18.51 4994.28 46.98 4993.96 105.51 4993.77 161.82 4993.18 170.79 4992.97 179.83 4992.89 187.98 4992.06 191.12 4992.38 199.5 4991.81 207.85 4993.4 Sta. Value Sta. Value Sta. Value 0 .016 159.48 .016 205.88 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 159.48 205.88 30.32 21.64 8.75 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 13 Description: 13 Station Elevation Date, num = 41 Sta. ELev. Sta. Elev. Sta. ELev. Sta. Elev. Sta. ELev, 0 4995 6.18 4995 7.07 4995.21 14.46 4995 19.43 4995 19.77 4995 25.3 4994.99 25.58 49,94.71 25.82 4994.48 26.02 4994.98 26.2 4994.9 27.9 4994.59 45.64 4994.22 65.79 4994 1C1.1 4993.26 114.28 4993 146.87 4992.44 165.22 4992.12 165.51 4992.12 165.97 4992.12 166.54 4992.1 167.2 4992.12 167.87 4992.12 189.62 4991.94 189.81 49,91.94 191.75 4991.9 192.7 4991.92 192.74 4991.92 194.72 4991.79 194.82 4991.85 195.21 4992.2 195.23 4992.29 195.23 4992.26 195.26 4992.29 198.02 4992 199.39 4992.7 199.64 4993 200.54 4993.43 201.74 4994 203.44 4994.39 206.64 4995 Manning's n Values, nun = 3 Sta. Value Sta. Value Sta. Value 0 .016 146.87 .016 200.54 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 146.87 200.54 24.7 11.87 6.92 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 12 Description: 12 Station Elevation Data, nun = 31 Sta. Elev. Sta. Elev. Sta. ELev. Sta. Elev. Sta. Elev. 0 4996 1.53 4996 3.51 4996 4.71 4996 5.49 4996 12.69 4995.6 32.07 4995 50.44 4994.66 72.95 4994 76.45 4993.93 77.83 4993.9 117.35 4993 143.7 4992.48 160.81 4992 177.24 4991.97 192.62 4991.7 193.17 4991.68 194.62 4991.59 194.96 4991.82 195.06 4991.91 195.12 4992 195.12 4991.83 195.43 4992.07 195.8 4992 196.41 4992.17 !L')� 196.52 4992.3 200.23 4993 202.7 4993.56 204.04 4994 208.13 4994.81 209.1 4995 Manning's n Values, num = 3 Sta. Value Sta. Value Ste. Value 0 .016 143.7 .016 195.8 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 143.7 195.8 43.6 22.04 8 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 11 Description: 11 Station Elevation Data, nun = 32 Sta. Elev. Sta. ELev. Sta. ELev. Sta. Elev. Sta. ELev. 0 4995 2.54 4995 7.04 4995 8.55 4994.96 28.75 4994 31.52 4994 36.41 4994 45.94 4994 53.78 4994 59.64 4994 80.51 4993.6 91.17 4993 106.36 4992.67 127.16 4992.45 127.77 4992.45 128.26 4992.4 128.43 4992.42 135.39 4992 151.42 4991.57 169.97 4991,44 171.39 4991.3 172.36 4991.34 172.59 4991.47 172.91 4991.74 172.95 4991.84 172.96 4991.3 173.17 4991.44 176.76 4992 181.01 4992.97 181.21 4993 181.85 4993.1 191.64 4994 Manning's n Values, nun = 3 Sta. Value Sta. Value Sta. Value 0 .016 135.39 .016 181.85 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 135.39 181.85 37.4 23.04 14.4 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 10 Description: 10 Station Elevation Data, num = 20 Sta. ELev. Sta. ELev. Sta. Elev. Sta. ELev. Sta. ELev. 0 4993 55 4993 55 4992.36 106.99 4992 172.2 4991.09 174.23 4991 174.79 4991.37 178.24 4991 192.88 4990.1 198.99 4990 199.91 4990 202.98 4990.59 203.46 4990.74 203.67 4990.8 205.95 4991 215.11 4991.8 215.8 4992 217.21 4992.33 220.47 4993 220.49 4993 Manning's n Values, nun = 3 Sta. Value Sta. Value Sta. Value 0 .016 178.24 .06 215.11 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 178.24 215.11 43.58 34.08 32.3 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 9 Description: 9 Station Elevation Data, nun = 41 Sta. ELev. Sta. Elev. Sta. ELev. Sta. Elev. Sta. ELev. 0 4995 .33 4991 1.69 49,91 2.62 4991 10.86 4991 13.35 4991 16 4991 74.57 4991.5 82.17 4991.45 91.11 4991.35 93.02 49,91.33 107.44 4991.3 116.17 49,91.23 119.01 4991.17 120.39 4991.16 125.29 4991.21 130.18 4991.1 130.47 4991.14 131.64 4991.16 152.18 4991.1 163.17 4991 166.42 4991 171.69 4990.99 19D.86 4990.69 197.76 4990.59 232.79 4990 235.74 4990 239.59 4989.41 243.53 4990 243.92 4990.13 244.6 4990.42 251.51 4991 255.54 4991.39 257.48 4992 261.4 4992.99 261.44 4993 261.49 4993 261.66 4993.05 263.12 4993.68 263.92 4994 266.02 4994.78 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 232.79 .016 261.4 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 232.79 261.4 30.26 19.17 22.49 .1 .3 Blocked Obstructions, nun = 1 Sta L Sta R ELev arrrrrrrarrrrrar:rrrrraa 11 II io S 1 t 1 1 0 75 4991.5 CROSS SECTION INPUT Reach: 1 Description: 8.5 Station Elevation Data, num = 59 Ste. Elev. Ste. Elev. 0 5001.3 .01 4991.32 13.05 4990.3 23.96 4990 64.56 4990.3 69.64 4990.51 87.38 4990.7 87.9 4990.75 107.81 4990.9 133.84 4990.97 149.46 4990.9 156.38 4990.91 220.72 4990.3 244.34 4990 256.8 4989.5 259,84 4990 272.21 4991.5 272.27 4991.61 274.93 4993 275.08 4993.07 279.89 4995 288.99 4995 301.47 4994 303.17 4993.23 River Station: 8.5 Ste. EI ev. .2 4993.55 23.98 4990 69.68 4990.51 89.46 4990.76 137.43 4990.9 166.74 4990.95 246.34 4989.68 260.23 4990.17 273.27 4992 277.36 4994 289.31 4995 303.68 4993 Ste. Elev. .21 4990.81 46.21 4990 74.05 4990.61 94.43 4990.74 138.17 4990.91 175.1 4990.93 250.89 4989.2 269.68 4991 274.32 4992.76 278.11 4994.28 295.75 4995 303.95 4993 Ste. Elev. 12.92 4990.38 48.45 4990 83.53 4990.7 96.11 4990.76 140.61 4990.9 183.62 4990.91 253.33 4989.2 271 4991.13 274.92 4993 278.72 4994.37 298.62 4994.63 Manning-s n Values, nun = 3 Ste. Value Ste. Value Ste. Value ' 0 .016 244.34 .06 279.89 .06 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expert. 244.34 279.89 68.66 77.26 75.57 ' Blocked Obstructions, nun = 2 .3 .5 Ste L Ste R Elev Ste L Ste R Elev rrrrrrrrrwrrrreerrwv.wrwrwrwrrrrrrrrrrrrrrr rwwrrr 0 134 4991 279.89 303.95 4995 ' CROSS SECTION INPUT Reach: 1 River Station: 8 Description: 8 Station Elevation Data, num = 71 ' Ste. Elev. Ste. Elev. Ste. Elev. Ste. Elev. Ste. Elev. 0 5000.6 .03 4990.64 .07 4998.04 .09 4990.47 8.88 49,90.17 14.62 4990 14.65 4990 14.85 4990 27.07 4989.79 28.77 4989.76 65.16 4989.3 70.13 4989.41 71.01 4989.41 112.72 4990 113.58 4990 115.66 4990 116.65 4990 117.68 4990 118.69 4990 120.94 4990 ' 124.94 4990.2 133.59 4990.85 133.59 49,95.8 133.59 5000.85 188.38 5000.85 188.38 4990.8 192.35 4990.85 206.59 4990.4 217.5 4990 218 4990 219.79 4990 238.74 4990 251.42 4990 254.23 4990 255.82 4990 256.09 4990 261.67 4990 267.4 4990 271.26 4989.5 275.5 4989.2 ' 276.56 4989.3 278.37 4989.2 281.04 4989.2 282.82 4989.2 285.42 4989.2 303.78 4989.4 304.4 4989.5 304.67 4989.7 305.76 4990 306.43 4990.49 307.13 4991 308.03 4991.66 308.5 4992 308.85 4992.26 309.86 4993 310.45 4993.4 311.23 4994 311.86 4994 311.97 4994.07 324.28 4995 325.9 4995 326.09 4995 328.2 49,94.42 332.45 4994 334.33 4993.31 334.97 4993.2 335.9 4993 337.41 4992.38 338.27 4992.3 339.22 4992 341.32 4991.3 Manning-s n Values, nun = 3 Ste. Value Ste. Value Ste. Value 0 .016 267.4 .06 311.23 .06 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expert. 267.4 311.23 47 86 90.5 .2 .4 Blocked Obstructions, num = 2 Ste L Ste R Elev Ste L Ste R Elev rrrrrrrrrrrrrrrwrrrrrwrrrrrrrrrr rrerrrrrrrrr»rr 0 188.31 5000.87 324.18 341.32 4995.01 CROSS SECTION INPUT Reach: 1 River Station: 7.5 Description: 7.5 Station Elevation Data, num = 18 Ste. Elev. Ste. Elev. Ste. Elev. Ste. Elev. Ste. Elev. 0 4990.2 9.5 4990 53.1 4989 62 4988.7 73.2 4989 130 4989.8 130.1 5000.9 189 5000.9 189.1 4989.7 249.5 4989 ' 302.4 4989.3 314.1 4989.2 316 4989.2 318 4989.2 330.5 4990 /0(0 335.9 4992 342.2 4993 364 4993 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 62 .016 302.4 .06 Bank Sta: Left Right Lengths: Left Channel 62 302.4 20 22 Blocked Obstructions, num = 1 Ste L Sta R Elev 0 130.1 5000.9 Right Coeff Contr. Expan. 26.5 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 7.3 Description: 7.3 Station Elevation Data, num = 18 Sta. ELev. Sta. ELev. Sta. ELev. 0 4990.2 8.5 4990 45 4989 131.6 5000.9 190.5 5000.9 190.6 4989.2 277 4989 313.8 4989.5 316 4989 336 4991 341 4992 356 4992 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 63.5 .016 313.8 .06 Bank Ste: Left Right Lengths: Left Channel 63.5 313.8 20 22 Blocked Obstructions, nun = 1 Sta L Sta R Elev \f M1YYffff!!Y\\1\\\!!Y\Yf 0 131.6 5000.9 Sta. ELev. Sta. ELev. 63.5 4988.6 131.5 4989 201 4989 249 4988.7 319 4988.5 323 4989 Right Coeff Contr. Expan. 26.5 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 7.2 Description: 7.2 Station Elevation Data, num = 14 Sta. ELev. Sta. ELev. Sta. Elev. Sta. ELev. Sta. Elev. 0 4990.6 65.5 4990 112.8 4988.7 165.3 4988.1 214.5 4988.32 260.8 4988.7 305 4988.4 395 4989.03 415.2 4989.2 418 4990 426 4991 435.5 4992 452 4993 471 4993 Manning's n Values, nun = 3 Sta. Value Sta. Value Sta. Value 0 .016 165.3 .016 415.2 .06 Bank Sta: Left Right Lengths: Left Channel 165.3 415.2 32 43.5 Blocked Obstructions, nun = 1 Sta L Sta R ELev Y \fff Y\Yfff lYYYff }!f!\\\ 0 260.8 5000.9 Right Coeff Contr. Expan. 45 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 7.1 Description: 7.1 Station Elevation Data, nun = 14 Sta. Elev. Sta. ELev. Sta. ELev. 0 4990.3 25.5 4990 80.8 4989 168 4987.7 223 4987.7 403 4987.7 454 4991 459 4992 482 4993 Manning's n Values, nun = 3 Sta. Elev. Sta. Elev. 122 4988 141.4 4987.6 425 4987.6 442 4988 504 4993 Sta. Value Sta. Value Sta. Value 0 .016 168 .016 442 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 168 442 10 10 10 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 7 11 /07 Description: 7 Station Elevation Data, nun = 15 Sta. ELev. Sta. ELev. Sta. Elev. Sta. Elev. Sta. Elev. ' 0 4990.1 55.2 4989 103.9 4988 120.5 4987.7 168 4987.6 215.1 4988.1 215.11 4988.1 417.49 4988.1 417.5 4988.1 427.5 4987.57 449.4 4988 461.4 4991 466.4 49,92 484.4 4993 501.5 4993 Manning-s n Values, nun = 3 ' Sta. Value Sta. Value Sta. Value 0 .016 168 .016 449.4 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 168 449.4 145 273 419 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 5 Description: 5 tStation Elevation Data, nun = 79 Sta. ELev. Sta. Elev. Sta. ELev. Sta. ELev. Sta. Elev. 0 4984.4 6.86 4984.33 9.53 4984.27 22.91 4984 31.16 4983.88 34.79 4983.8 47.23 4983.65 48.66 4983.63 50.92 4983.59 57.01 4983.49 62.9 4983.3 72 4983.24 79.74 4983.11 80.7 4983.12 80.7 4983.12 83.44 4983 85.5 4983.05 85.5 4983.05 86.47 4983 91.26 4982.88 91.44 4983.1 96.7 4983.22 96.7 4982.85 102 4983 105 4984 108 4985 110 4985.4 115 4985.4 155 4985.4 157 4985 ' 160 4984 163 4983 163.42 4982.21 163.42 4982.49 169.13 4982.49 169.13 4982.1 170.59 4982.1 191.28 4982.07 192.62 4982.07 193.05 4982.07 213 4982.2 215.31 4982.26 218.79 4982.29 220.76 4982.3 240.65 4982.39 244.57 4982.4 249 4982.44 259.94 4982.37 263.75 4982.41 264.36 4982.41 272.78 4982.4 281.06 4982.51 289.98 4982.63 298.86 4982.74 303.45 4982.78 ' 317.92 4983 322.17 4983.07 324.79 4983.13 331.38 4983.27 332.84 4983.3 341.23 4983.5 365.82 4983.97 366.21 4983.98 367.48 4984 371.74 4984.1 376.82 4984.2 380.73 4984.31 383.31 4984.36 399.98 4984.76 411.36 4985 ' 420.411 452.78 4985.4 4987.5 429.02 457 4986 4987.74 433.4 460.57 4986.24 4988 445.01 469.38 4987 4988.35 449.64 4987.31 Manning-s n Values, nun = 3 Sta. Value Sta. Value Sta. Value t0 .016 72 .02 457 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 72 457 98.16 99.35 141.42 .2 .4 ' CROSS SECTION INPUT Reach: 1 River Station: 4 Description: 4 Station Elevation Data, nun = 78 Sta. ELev. Sta. Elev. Ste. ELev. Sta. Elev. Ste. ELev. 0 4984.5 8.8 4984.23 9.96 4984.2 13.48 4984.1 18.49 4984 34.9 4983.6 38.88 4983.57 48.67 4983.29 51.86 4983.2 59.12 4983 61.26 4982.9 63.9 4982.81 64.16 4982.8 64.54 4982.84 68.83 4982.73 72.25 4982.73 75.27 4982.69 76.11 4982.67 78.12 4982.7 81.9 4982.6 109.16 4982.4 109.95 4982.5 109.95 4982.08 109.95 4982 123.25 4981.8 126.72 4981.74 127.84 4981.72 130.67 4981.76 135.35 4981.57 187.29 4981 191.91 4981 194.87 4980.96 196.28 4980.95 196.97 4980.94 208.25 4980.8 223.15 4981,63 232 4980.55 234,14 4980.53 248.67 4980.4 253,35 4980.3 257.31 4980.26 259.18 4980.27 263.87 4980.25 287.69 4980.3 292.57 4980.31 295.97 4980.32 308.35 4980.4 313.06 4980.4 313.97 4980.41 323.47 498C.4 326.03 4980.5 328.51 4980.5 338.29 4980.6 341.94 4980.79 352.38 4980.9 355.12 4981 355.49 4981.04 356.92 4981.06 359.19 4981.13 387.1 4981.3 394.21 4981.51 401.87 4981.68 403.51 4981.72 405.76 4981.77 416.13 4982 ' 416.77 4982.01 417.3 4982.02 443.14 4982.48 445.82 4982.52 452.73 4982.6 466.71 4982.83 478.37 4983 484.1 4983.07 484.73 4983.08 484.9 4983 486.29 4983.1 486.77 4983.11 498.26 4983.3 ' Manning-s n Values, nun = 3 Sta. Value Ste. Value Sta. Value 0 .016 64.54 .03 417.3 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. i N1 64.54 417.3 CROSS SECTION INPUT Reach: 1 Description: 3 Station Elevation Data, num = 69 Sta. Elev. Sta. Elev. 0 4982.4 16.3 4982.25 31.68 4981.9 41.27 4981.79 70.51 4981.2 72.27 4981.24 94.65 4980.9 95.9 4980.88 123.41 4980.4 132.23 4980.27 178.55 4979.6 179.87 4979.6 217.05 4979.38 234.55 4979.3 245.92 4979.13 249.26 4979.11 276.38 4978.92 276.75 4978.91 290.63 4978.7 302.19 4978.6 328.02 4978.27 339.36 4978.28 390.96 4978.3 394.21 4978.35 428.07 4978.85 429.43 4978.87 459.78 4979.38 474.95 4979.69 101.85 98.78 106.45 River Station: 3 Sta. EI ev. 16.77 4982.24 42.23 4981.78 76.24 4981.17 109.69 4980.67 134.65 4980.26 183.74 4979.56 239.07 4979.2 256.01 4979.11 281.29 4978.85 313.31 4978.34 346.82 4978.26 398.89 4978.43 437.32 4979 482.93 4980 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 87.89 .03 424.19 .016 Sta. Elev. 18.95 4982.2 50 4981.64 87.89 4981 118.97 4980.52 135.02 4980.25 193.51 4979.5 240.11 4979.1 256.12 4979.1 282.79 4978.84 316.16 4978.37 350.18 4978.26 409.85 4978.5 448.14 4979.1 487.58 4980 2 .4 Sta. EI ev. 30.02 4982 63.67 4981.39 94.35 4980.91 119.45 4980.51 143.69 4980.16 209.14 4979.4 241.32 4979.16 265.53 4979 284.46 4978.8 321.11 4978.3 381.02 4978.2 424.19 4978.8 450.7 4979.2 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 87.89 424.19 42.91 43.81 44.47 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 2.5 Description: 2.5 Station Elevation Data, num = 79 Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. 0 4981.5 13.75 4981.47 20.87 4981.39 24.29 4981.44 31.65 4981.3 40.68 4981.19 44.57 4981.11 52.9 4981 80.72 4980.5 89.17 4980.38 102.6 4980.25 106.41 4980.2 120.04 4980 127.39 4979.87 129.45 4979.84 131.15 4979.8 141.61 4979.6 146.51 4979.46 153.83 4979.3 163.69 4979 207.4 4978.6 212.01 4978.52 213.47 4978.5 216.4 4978.53 233.83 4978.5 236.67 4978.52 239.17 4978.53 244.34 4978.51 255.82 4978.5 260.67 4978.43 270.05 4978.4 271.77 4978.3 315.23 4978.2 319.77 4978.13 322.06 4978.08 325.61 4978 334.09 4977.91 339.08 4977.8 339.1 4977.81 339.24 4977.8 345.44 4977.77 349.8 4977.71 357.84 4977.6 366.08 4977.49 389.21 4977.5 415.81 4977.96 418.48 4977.99 418.52 4977.99 428.26 4977.9 428.48 4977.99 432.59 4978 441.03 4978 452.82 4978 455.18 4978 459.28 4978 459.41 4978 479.08 4978.4 493 4978.82 495.96 4978.89 500.33 4979 502.36 4979 503.38 4978.98 504.76 4978.92 511.4 4979.12 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 80.72 .03 463.7 .016 Sta. Elev. 25.24 4981.42 53.85 4980.98 108.24 4980.18 134.08 4979.75 169.96 4978.81 223.81 4978.44 249.28 4978.5 308.67 4978.3 330.13 4978 339.24 4977.81 371.29 4977.45 418.61 4977.99 442.53 4978 463.7 4978 501.92 4979 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 80.72 463.7 41.12 36.13 46.22 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 2 Description: 2 Station Elevation Data, nun = 87 Sta. Elev. Sta. Elev. Sta. Elev. Sta. EI ev. Sta. EI ev. 0 4978.8 1.23 4979 2.25 4979 5.2 4979 5.32 4979 5.44 4979 7.52 49799.270001 4979 10.44 4978.74 10.65 4978.75 12.48 4978.7 14.27 4978.78 14.38 4978.78 14.38 4978.78 14.38 4978.78 14.42 4979.5 15.2 4979.51 15.4 4979.75 15.4 4979 15.41 4978.75 17.7 4978.7 25.69 4978.7 39.88 4978.66 44.2 4978.62 51.09 4978.54 56.61 4978.4 64.24 4978.38 74.55 4978.39 83.8 4978 84.01 4977.99 90.48 4977.8 105.18 4977.37 113.86 4977.14 114.39 4977.12 118.61 4977 124.68 4976.8 127.13 4976.88 136.57 4976.73 147.47 4976.7 153.41 4976.72 i /05 153.56 4976.7 161.64 4976.79 163.53 4976.81 179.42 4977 183.46 4977.08 183.88 4977 184.61 4977.08 198.33 4977.35 208.28 4977.45 217.2 4977.42 219.33 4977.4 224.75 4977.45 232.37 4977.46 237.87 4977.46 248.96 4977.45 256.98 283.78 4977.4 4977.35 257.52 292.14 4977.44 4977.29 259.65 300.88 4977.42 4977.17 268.23 303.77 4977.36 4977.16 283.61 305.64 4977.35 4977.15 310.24 4977.14 312.93 4977.12 315.47 4977.1 319.3 4977.1 321.07 4977.06 321.89 4977 326.73 4977 339.24 4976.89 340.31 4976.88 352.58 4976.8 362.18 4976.8 377.84 4977 384.14 4977 384.25 4977 411.15 4977.54 423.85 4977.8 434.05 4978 434.14 4978 439.31 4978 439.71 4978 441.72 4978 444.32 4978 Manning-s n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 15.4 .03 423.85 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 15.4 423.85 83.78 83.12 87.16 .2 .4 Blocked Obstructions, num = 1 Sta L r rwffff oaf Sta R fff++f of Elev rrrtrtrtr 0 240 4977.47 CROSS SECTION INPUT Reach: 1 River Station: 1 Description: 1 Station Elevation Sta. Elev. Data, Sta. num = 64 Elev. Sta. Elev. Sta. Elev. Sta. Elev. 0 4975 2.24 4975 6.05 4975 8.14 4975.11 17.4 4975.33 17.63 4975.3 18.09 4975.48 18.11 4975.55 20.21 4975.58 20.21 4976.15 20.21 4976.5 20.21 4976.14 20.82 4976.13 20.85 4976.13 21.27 4976.57 21.27 4976 21.27 4975.57 59.22 4975.49 60.76 4975.52 62.78 4975.53 ' 65.75 4975.5 71.08 4975.61 77.55 4975.68 83.61 4975.69 98.03 4975.79 103.58 4975.8 109.76 4975.83 119.81 4975.86 124.37 4975.94 143.63 4975.78 149.96 4975.7 160.93 4975.74 162.18 4975.73 179.56 4975.71 179.89 4975.71 202.36 224.78 4975.8 4976 207.85 231.23 4976 4976 210.79 238.77 4976 4976 211.77 241.25 4976 4976 222.04 243.27 4976 4976 250.09 4976.1 266.28 4976 280.3 4976 283.55 4974.35 291.51 4975.97 291.63 4976 291.64 4976 291.65 4976 301.23 4976 304.87 4976 312.38 4976 317.17 4976 324.54 4976 327.18 4976 332.17 4976 334 4976 335.81 4976 336.89 4976 343.72 4976 Manning�s n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 21.27 .016 202.36 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 21.27 202.36 0 0 0 .2 .4 Blocked Obstructions, num = 2 Sta L Sta R Elev Sta L Sta R Elev rtrtrtrtrtrtrtrt+rtrtrrtrtrtrrfrtrtrtrtrtrtafwfwfwfaffwrf rfeeeffffr 0 21.24 4979.9 266.54 343.72 4980.41 � +rrw++wrr+++rtwrt+wwrt wrt rtrtrtrtrtrtrtrtartrtrtfrfrfrtfrrrtartaartrwrtrtrtawaarfrtfawwwwwwwwwwwwww wwww ERRORS WARNINGS AND NOTES Errors Warnings and Notes for Plan : Plan 10 Summary for Profiles:l Reach: 1 Riv Sta: 1 Profile: 1 Warning - Divided flow computed for this cross-section. Warning - The cross-section end points had to be extended vertically for the computed water surface. 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. Reach: 1 Riv Sta: 2 Profile: 1 Warning - Divided flow computed for this cross-section. Note - Program found supercritical flow starting at this cross section. Reach: 1 Riv Sta: 2.5 Profile: 1 Warning - The energy equation could not be balanced within the specified number of iterations. The program used critical AD depth for the water surface and continued on with the calculations. Reach: 1 Riv Ste: 4 Profile: 1 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. Reach: 1 Riv Ste: 5 Profile: 1 Warning - Divided flow computed for this cross-section. Warning - The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. 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 - The energy Lass 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. Note - Multiple critical depths were found at this location. The critical depth with the Lowest, valid, water surface was used. Note - Program found supercritical flow starting at this cross section. Reach: 1 Riv Ste: 7 Profile: 1 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. Note - Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Reach: 1 Riv Ste: 7.1 Profile: 1 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. Reach: 1 Riv Ste: 7.3 Profile: 1 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. Note - Program found supercritical flow starting at this cross section. Reach: 1 Riv Ste: 7.5 Profile: 1 Warning - The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the Least amount of error between computed and assumed values. 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. Reach: 1 Riv Ste: 8 Profile: 1 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. Reach: 1 Riv Ste: 8.5 Profile: 1 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. I Reach: 1 Riv Sta: 9 Profile: 1 Warning - The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. ' 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. Reach: 1 Riv Sta: 10 Profile: 1 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. Reach: 1 Riv Sta: 13 Profile: 1 ' 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. I! 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O tO T O N F o Un o in o LO o rn rn rn m rn rn m v v v v o v v (4)uopenal3 c in �•m � m O O th •O(D rp o O N O N w J b O a� C) C Ql U � U 'Z O � O U) O O N O OOi 0) 0) O V V V Ic V < v (4) U011LAal3 c V) m O 4i • M T O Cl) O o N V- O O N J i r � if) c C C6 N m U U) N LD U r CO N O O O LO ■ O Q O OOi O) � �j O! co 0)i Lo v a o v a v (4) uogene13 c Nq O v� O O �p O O Cl) N N w i O O J N 00 O C N U N voi U N o 0 LO 0 0 o rn �i �i oNi 8i OD m Loi LO v v v v v v (y) OOIJena13 i G✓ C � • n •Y C C7 v A O M tD O O O M 4= O N Q J i Ln O C O O — W U (O ■ • q U_ Z O 0 0 0 O O O co LO L W 0) phM i 0) 0)j V V V V V (4) uogene13 �23 � � N Q� O m O O V M M S 0 0 M w � N Q J N M C 1� f0ru N U O � a� U_ Z N o in 0 ILo I 0 v� co 0 O 0 o cli o00 M00) to 0) v v v o v v (4) uogBAGIA c N � m 0 0 u� 0 v w- to o C0 O 4 J NN C O _ N U co V O N (D O O f0 � O O N V O O V V (U)uogena13 c N �•m � m O O O (7 •. O i C� L J N ti O M � C U (10 a� U N CO O N O O O O O Off/ < CDOOi O Y R V i011' ()J)uogenal3 m 0 0 o � o �n 0 0 v w J O c —o 0 c I � U a� U_ N U � o 0 N O t0 � O � O co W Of M OD co Go v IT IT (4) UOIJen913 m O 0 0 0 w � o 0 J � � In 0 Y t C o r) Uv'� U N 0 0 t0 0 1 0 coo coo CD ro coo a0 ccoo v v v v v v a v (4) uoi)en913 12C3 �l� N 2•� i0 m T 0 N tD O 0 0 v w � o Cl) O J N 0 44 U � U � O N O CD O O coo coo ado N pp�pp pOp 4 IT a (y) uogenal3 No Text A c N � m 0 0 � o (O � 0 0 0 w O J NLO O C N —O - mm 76 05 U O N U Z N O O N O O t0 O O co co a � wY V (4) U01len913 g v, - O •O�(D 77 O O R O ■ J i A � � �N v o C N U (n co a) o U_ p N N co O t_ O —(O O O (A O ro 11 r n r rz le v v v v a v v v (U) UOPA813 v m c U) �•A 00 O N t � O O M 0 O N N Q O J N c c - U U 0 � N to O �R\ O 1 NO ■ ■f 7 O O •O�tD O rn o rn m co n rn rn m (O Ln er rn rn rn v v v It v IT v a (y)uogEA919 I 11 I Ij HECRAS MODEL ' 100 YEAR STORM ' PROPOSED CONDITION I I 11 If r If I I I I f RBD, Inc., Engineering Consultants FORT COLLINS UTILITY CENTER Interim condition JOB NO. 183-039 Fl-oNl 1c r,-:< 0 A'77cr� %L /7u I /�apeZ 17-Jun-97 POND WATER SURFACE (elev) STORAGE VOLUME (ac. ft.) 30" x 12" WBC (cfs) (page WEIR #1 (SE end) (cfs) (page WEIR #2 (P. Lot) (cfs) (page TOTAL OUTFLOW (cfs) 11 4986.16 0.00 0.00 - - 11 4967.00 0.00 4.73 - - 4.73 11 4988.00 0.07 8.24 - - 8.24 11 4989.00 0.49 10.78 - - 10.78 11 4990.00 1.52 12.87 - - 12.87 11 4991.00 3.40 14.69 - - 14.69 11 4992.00 5.99 16.33 - 55.05 71.38 11 4992.20 6.63 16.63 - 78.90 95.53 11 4992.40 7.30 16.93 - 106.16 123.09 11 4992.60 7.95 17.22 - 136.66 153.88 11 4992.80 8.62 17.52 - 170.44 187.96 11 4993.00 9.32 17.82 0.00 207.44 225.26 11 4993.20 10.06 18.19 8.55 247.67 274.41 11 4993.40 10.84 18.66 25.35 287.90 331.91 11 4993.60 11.66 19.13 48.70 328.13 395.96 11 4993.80 12.53 19.60 73.63 368.36 461.59 11 4994.00 1 13.43 1 20.071 114.991 408.59 543.65 sWM 17-1un-97 HEC-RAS Version 1.2 April 1996 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite D Davis, California 95616-4687 (916) 756-1104 Co oD, -r7ON !cJ/ VE�/lc,tF .STo�j� ( rZBT 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 we**afrrwlrrrarrrrwwwwawawrwrrwrr»erwwwwwrwwrrwwrwwrrrrrrrw:wwwwwwwwwwwrwawHH PROJECT DATA Project Title: Service Center - Vehicle Storage Project File : 183039.prj Run Date and Time: 10/29/97 8:12:10 AM Project in English units eHwwefHHllHrHrw»w1w11HH11Hrrrrlrrrwlf efwHHrHHHHwrrwrwrwwweHHrrr PLAN DATA Plan Title: Plan 10 Plan File : c:\models\hec\ras\183039.p10 Geometry Title: Plan 10 Geometry File : c:\models\hec\ras\183039.p10 Flow Title : Plan 10 Flow File : c:\models\hec\ras\183039.p10 Plan Summary Information: Number of: Cross Sections = 19 Mulitple Openings = 0 Culverts = 0 Inline weirs = 0 Bridges = 0 Computational Information Water surface calculation tolerance = .01 Critical depth catculaton tolerance - .01 Maximum number of interations = 40 Maximm difference tolerance = .3 Flow tolerance factor = .001 Computational Flow Regime: Mixed Ftow Encroachment Data: None Flow Distribution Locations: None HHHwrawwwwawwwrwrrllrwwwrwwwwYYf Yf rrHrrlrrrrHwHwwHYHwwawarwwwrwwwwwwwwww FLOW DATA Flow Title: Imported Flow 01 Flow File : c:\models\hec\ras\183039.f01 Flow Data (cfs) YYYYYfYYfYYYYYYYfYYfYYwrYrlrrrrwr • Reach Riv Sta • PFlf1 1HHH11rHH1r1HYYf1111r11111f • 1 14 ' 165.5 • 1 8 + 191.3 + 13-S 13<� wwwrrrrrrr+rr rrrrrrtartaa+aarrrrrrr Boundary Conditions r rwwwrrrwrtrr+axrrrrrrrrer+r+rrrwwrrrrrrrrrrrwwwrrrrrrrrra»wwrwrwrxaraarw»rr * Reach Profile • Upstream Downstream rrr+rrre rrrrrtrrr rxrrrrrrrrrrtrtw++xrxrrrrtrtrtww»»wwrrrrartrtrtwaa++xwwwwwrrrwrrtwwww • 1 1 • Known WS = 4992.8 Known WS = 4976.15 wwwwrrrtrtrtw»wxrrrrrrrwwwrtwa»xrrrrerrrrrrw»xrrrrrarrrtrxwrwxwxrrarrrrwrrw+rrrrr rt»rxrrrrrrrrrxerxxxrxrxrwaxrwrrr»rrrrrxww»»wwwrrrrrwrrartrwwwwxrrrrrxrrtrrwrwwrwr GEOMETRY DATA Geometry Title: Diversion watt w/ proposed grading Geometry File : c:\models\hec\ras\183039.g03 CROSS SECTION INPUT Reach: 1 River Station: 14 Description: 14 Station Elevation Data, num = 14 Ste. ELev. Ste. ELev. Ste. Elev. Ste. Elev. Ste. Elev. 0 4994.5 45.1 4994 56.3 4993.8 63.9 4994.2 64.4 4994.7 75.8 4994 131.7 4994 138.1 4993 142.1 4992 147.1 4990.9 173.1 4990.9 176 4992 182 4993 188 4995 Mannin9's n Values, num = 3 Ste. Value Ste. Value Ste. Value 0 .016 131.7 .035 182 .06 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 131.7 182 27.2 16.8 11.4 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 13 Description: 13 Station Elevation Data, num = 12 Ste. Elev. Sta. Elev. Ste. Elev. Ste. Elev. Ste. ELev. 0 4995.5 40.7 4995 83 4994.2 83.5 4994.7 95 4994 151.1 4994 165 4991.2 190 4991.2 193 4992 196.1 4993 200.8 4994 204 4995 Manning-s n Values, num = 3 Ste. Value Ste. Value Ste. Value 0 .016 151.1 .06 200.8 .06 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 151.1 200.8 24.7 11.87 6.92 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 12 Description: 12 Station Elevation Data, nun = 13 Ste. Etev. Ste. Elev. Ste. Elev. Ste. Elev. Ste. ELev. 0 4996.2 21.7 4996 62.9 4995 109.5 4994.5 143.7 4994 156.8 4993 161.8 4992 166.8 4991 191.8 4991 195.8 4992 200.3 4993 204.4 4994 209.5 4995 Manning-s n Values, num = 3 Ste. Value Ste. Value Ste. Value 0 .016 143.7 .06 195.8 .06 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 143.7 195.8 43.6 22.04 8 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 11 Description: 11 Station Elevation Data, nun = 22 Ste. ELev. Ste. ELev. Ste. ELev. Ste. ELev. Ste. Elev. 0 4995 2.54 4995 7.04 4995 8.55 4994.96 28.75 4994 31.52 4994 36.41 4994 45.94 4994 53.78 4994 59.64 4994 78.5 4994.3 106.3 4994 119.8 4993.5 138.1 4993 144.2 4992 !-5% 149 4991 154 4990 166 4990 174.3 4991 177.8 4992 181.85 4993 192.4 4994 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 138.1 .035 181.85 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 138.1 181.85 37.4 23.04 14.4 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 10 Description: 10 Station Elevation Data, num = 23 Sta. Elev. Ste. ELev. Sta. ELev. Sta. ELev. Sta. Elev. 0 4993 55 4993 55 4992.36 106.99 4992 172.2 4991.09 177 4991 177.5 4994.5 178.5 4994.5 179 4991 183 4990.8 187 4990.6 195 4989.8 198.99 4989.8 199.91 4989.8 202.98 4989.8 203.46 4989.9 205 4990 210 4991 215.11 4991.8 215.8 4992 217.21 4992.33 220.47 4993 220.49 4993 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 179 .035 215.11 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 179 215.11 43.58 34.08 32.3 .1 .3 Blocked Obstructions, num = 1 Sta L Sta R Elev rtrtrtrtrtwwwrweerrrertrrtrtrtrtrtrt 0 177.5 4994.5 CROSS SECTION INPUT Reach: 1 River Station: 9 Description: 9 Station Elevation Data, num = 41 Sta. ELev. Sta. Etev. Sta. ELev. Sta. Elev. Sta. Elev. 0 4995 .33 4991 1.69 4991 2.62 4991 10.86 4991 13.35 4991 16 4991 74.57 4991.5 82.17 4991.45 91.11 4991.35 93.02 4991.33 107.44 4991.3 116.17 4991.23 119.01 4991.17 120.39 4991.16 125.29 4991.21 130.18 4991.1 130.47 4991.14 131.64 4991.16 152.18 4991.08 163.17 4991 166.42 4991 171.69 4990.99 190.86 4990.69 197.76 4990.59 232.79 4989.6 235.74 4989.6 239.59 4989.6 243.53 4990 243.92 4990.13 244.6 4990.42 251.51 4991 255.54 4991.39 257.48 4992 261.4 4992.99 261.44 4993 261.49 4993 261.66 4993.05 263.12 4993.68 263.92 4994 266.02 4994.78 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 232.79 .06 261.4 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 232.79 261.4 30.26 19.17 22.49 .1 .3 Blocked Obstructions, num = 1 Sta L Sta R ELev wwwwwwwwwewrrwrerererere 0 75 4991.5 CROSS SECTION INPUT Reach: 1 River Station: 8.5 Description: 8.5 Station Elevation Data, num = 59 Sta. ELev. Sta. Elev. Sta. ELev. Sta. Elev. Sta. Elev. 0 5001.3 .01 4991.32 .2 4993.55 .21 4990.81 12.92 4990.38 13.05 4990.3 23.96 4990 23.98 49,90 46.21 4990 48.45 4990 64.56 4990.3 69.64 4990.51 69.68 49190.51 74.05 4990.61 83.53 4990.7 87.38 4990.7 87.9 4990.75 89.46 4990.76 94.43 4990.74 96.11 4990.76 107.81 4990.9 133.84 4990.97 137.43 4990.9 138.17 4990.91 140.61 4990.9 149.46 4990.9 156.38 4990.91 166.74 4990.95 175.1 4990.93 183.62 4990.91 220.72 4990.3 244.34 4990 246.34 4989.4 250.89 4989.4 253.33 4989.4 256.8 4989.4 259.84 4990 260.23 4990.17 269.68 4991 271 4991.13 13g 272.21 4991.5 272.27 4991.61 273.27 4992 274.32 4992.76 274.92 4993 274.93 4993 275.08 4993.07 277.36 4994 278.11 4994.28 278.72 4994.37 279.89 4995 288.99 4995 289.31 4995 295.75 4995 298.62 4994.63 301.47 4994 303.17 4993.23 303.68 4993 303.95 4993 ' Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 244.34 .06 279.89 .06 ' Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 244.34 279.89 68.66 77.26 75.57 .2 .4 Blocked Obstructions, num = 2 Ste L Sta R Elev Sta L Sta R Elev ' awaww awwrarwawawwwaaawwwwwaaaaawaaawawawwwwwwwww 0 134 4991 279.89 303.95 4995 CROSS SECTION INPUT Reach: 1 River Station: 8 Description: 8 Station Elevation Data, num = 71 Sta. Elev. Sta. ELev. Sta. ELev. Sta. EI ev. Sta. EI ev. 0 5000.6 .03 4990.64 .07 4998.04 .09 4990.47 8.88 4990.17 14.62 4990 14.65 4990 14.85 4990 27.07 4989.79 28.77 4989.76 65.16 4989.3 70.13 4989.41 71.01 4989.41 112.72 4990 113.58 4990 115.66 4990 116.65 4990 117.68 4990 118.69 4990 120.94 4990 124.94 4990.2 133.59 4990.85 133.59 4995.8 133.59 5000.85 188.38 5000.85 188.38 4990.8 192.35 4990.85 206.59 4990.4 217.5 4990 218 4990 219.79 4990 238.74 4990 251.42 4990 254.23 4990 255.82 4990 256.09 4990 261.67 4990 267.4 4990 271.26 4989.5 275.5 4989.2 276.56 4989.3 278.37 4989.2 281.04 4989.2 282.82 4989.2 285.42 4989.2 303.78 4989.4 304.4 4989.5 304.67 4989.7 305.76 4990 306.43 4990.49 307.13 4991 308.03 4991.66 308.5 4992 308.85 4992.26 309.86 4993 310.45 4993.4 311.23 4994 311.86 4994 311.97 4994.07 324.28 4995 325.9 4995 326.09 4995 328.2 4994.42 332.45 4994 334.33 4993.31 334.97 4993.2 335.9 4993 337.41 4992.38 338.27 4992.3 339.22 4992 341.32 4991.3 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 267.4 .06 311.23 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 267.4 311.23 47 86 90.5 .2 .4 Blocked Obstructions, num = 2 Sta L Sta R Etev Sta L Sta R Elev wwaaaawawaawwaaaawwawwwwwwaraaaaaaaaaaaraeaaaaaa 0 188.31 5000.87 324.18 341.32 4995.01 CROSS SECTION INPUT Reach: 1 River Station: 7.5 Description: 7.5 Station Elevation Data, num = 18 Sta, ELev. Sta. Etev. Sta. Elev. Sta. Elev. Sta. ELev. 0 4990.2 9.5 4990 53.1 4989 62 4988.7 73.2 4989 130 4989.8 130.1 5000.9 189 5000.9 189.1 4989.7 249.5 4989 302.4 4989.3 314.1 4989.2 316 4989.2 318 4989.2 330.5 4990 335.9 4992 342.2 4993 364 4993 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 62 .016 302.4 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 62 302.4 20 22 26.5 .2 .4 Blocked Obstructions, num = 1 Ste L Sta R Elev aaawawarrrewwwarewawwaww 0 130.1 5000.9 CROSS SECTION INPUT Reach: 1 River Station: 7.3 Description: 7.3 Station Elevation Data, num = 18 Sta. Elev. Sta. ELev. Sta. ELev. Sta. Elev. Sta. ELev. 0 4990.2 8.5 4990 45 4989 63.5 4988.6 131.5 4989 131.6 5000.9 190.5 5000.9 190.6 4989.2 201 4989 249 4988.7 277 4989 313.8 4989.5 316 4989 319 4988.5 323 4989 336 4991 341 4992 356 4992 Manning-s n Values, num = 3 ' Sta. Value Sta. Value Sta. Value 0 .016 63.5 .016 313.8 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. ' 63.5 313.8 20 22 26.5 .2 .4 Blocked Obstructions, num = 1 Ste L Sta R Elev rrrrwwwfff rwfwrwwwwwwwff 0 131.6 5000.9 ' CROSS SECTION INPUT Reach: 1 River Station: 7.2 Description: 7.2 Station Elevation Data, num = 14 Sta. Elev. Sta. ELev. Sta. ELev. Sta. Elev. Sta. ELev. 0 4990.6 65.5 4990 112.8 4988.7 165.3 4988.1 214.5 4988.32 260.8 4988.7 305 4988.4 395 4989.03 415.2 4989.2 418 4990 426 4991 435.5 4992 452 4993 471 4993 Manning-s n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 165.3 .016 415.2 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 165.3 415.2 32 43.5 45 .2 .4 Blocked Obstructions, num = 1 ' Sta L Ste R Elev Rfflf ffff Yf if YYYYYYYYrww 0 260.8 5000.9 CROSS SECTION INPUT Reach: 1 River Station: 7.1 Description: 7.1 Station Elevation Data, nun = 14 Sta. ELev. Sta. ELev. Sta. Elev. Sta. ELev. Sta. ELev. ' 0 4990.3 25.5 4990 80.8 4989 122 4988 141.4 4987.6 168 4987.7 223 4987.7 403 4987.7 425 4987.6 442 4988 454 4991 459 4992 482 4993 504 4993 Manning-s n Values, num = 3 ' Sta. Value Sta. Value Sta. Value 0 .016 168 .016 442 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. ' 168 442 10 10 10 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 7 Description: 7 ' Station Elevation Data, num = 15 Sta. ELev. Sta. Elev. Sta. ELev. Sta. ELev. Sta. ELev. 0 4990.1 55.2 4989 103.9 4988 120.5 4987.7 168 4987.6 215.1 4988.1 215.11 5000 417.49 5000 417.5 4987.9 427.5 4987.57 449.4 4988 461.4 4991 466.4 4992 484.4 4993 501.5 4993 Manning-s n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 168 .016 449.4 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 168 449.4 145 273 419 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 5 /'7U Description: 5 Station Elevation Data, num = 79 Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. 0 4984.4 6.86 4984.33 9.53 4984.27 22.91 4984 31.16 4983.88 34.79 4983.8 47.23 4983.65 48.66 4983.63 50.92 4983.59 57.01 4983.49 62.9 4983.3 72 4983.24 79.74 4983.11 80.7 4983.12 80.7 4983.12 83.44 4983 85.5 4983.05 85.5 4983.05 86.47 4983 91.26 4982.88 91.44 4983.1 96.7 4983.22 96.7 4982.85 102 4983 105 4984 ' 108 4985 11C 4985.4 115 4985.4 155 4985.4 157 4985 160 4984 163 4983 163.42 4982.21 163.42 4982.49 169.13 4982.49 169.13 4982.1 170.59 4982.1 191.28 4982.07 192.62 4982.07 193.05 4982.07 213 4982.2 215.31 4982.26 218.79 4982.29 220.76 4982.3 240.65 4982.39 ' 244.57 4982.4 249 4982.44 259.94 4982.37 263.75 4982.41 264.36 4982.41 272.78 4982.4 281.06 4982.51 289.98 4982.63 298.86 4982.74 303.45 4982.78 317.92 4983 322.17 4983.07 324.79 4983.13 331.38 4983.27 332.84 4983.3 341.23 4983.5 365.82 4983.97 366.21 4983.98 367.48 4984 371.74 4984.1 376.82 4984.2 380.73 4984.31 383.31 4984.36 399.98 4984.76 411.36 4985 ' 420.48 4985.4 429.02 4986 433.4 4986.24 445.01 4987 449.64 4987.31 452.78 4987.5 457 4987.74 460.57 4988 469.38 4988.35 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 72 .02 457 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. ' 72 457 98.16 99.35 141.42 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 4 Description: 4 Station Elevation Data, num = 78 Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. 0 4984.5 8.8 4984.23 9.96 4984.2 13.48 4984.1 18.49 4984 ' 34.9 4983.6 38.88 4983.57 48.67 4983.29 51.86 4983.2 59.12 4983 61.26 4982.9 63.9 4982.81 64.16 4982.8 64.54 4982.84 68.83 4982.73 72.25 4982.73 75.27 4982.69 76.11 4982.67 78.12 4982.7 81.9 4982.6 109.16 4982.4 109.95 4982.5 109.95 4982.08 109.95 4982 123.25 4981.8 126.72 4981.74 127.84 4981.72 130.67 4981.76 135.35 4981.57 187.29 4981 ' 191.91 4981 194.87 4980.96 196.28 4980.95 196.97 4980.94 208.25 4980.8 223.15 4980.63 232 4980.55 234.14 4980.53 248.67 4980.4 253.35 4980.3 257.31 4980.26 259.18 4980.27 263.87 4980.25 287.69 4980.3 292.57 4980.31 295.97 4980.32 308.35 4980.4 313.06 4980.4 313.97 4980.41 323.47 4980.4 ' 326.03 4980.5 328.51 4980.5 338.29 4980.6 341.94 4980.79 352.38 4980.9 355.12 4981 355.49 4981.04 356.92 4981.06 359.19 4981.13 387.1 4981.3 394.21 4981.51 401.87 4981.68 403.51 4981.72 405.76 4981.77 416.13 4982 416.77 4982.01 417.3 4982.02 443.14 4982.48 445.82 4982.52 452.73 4982.6 466.71 4982.83 478.37 4983 484.1 4983.07 484.73 4983.08 484.9 4983 ' 486.29 4983.1 486.77 4983.11 498.26 4983.3 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 64.54 .03 417.3 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 64.54 417.3 101.85 98.78 106.45 .2 .4 1 CROSS SECTION INPUT Reach: 1 River Station: 3 Description: 3 Station Elevation Data, num = 69 Sta. Elev. Sta. Etev. Sta. Elev. Sta. Etev. Sta. Elev. 0 4982.4 16.3 4982.25 16.77 4982.24 18.95 4982.2 30.02 4982 31.68 4981.9 41.27 4981.79 42.23 4981.78 50 4981.64 63.67 4981.39 70.51 4981.2 72.27 4981.24 76.24 4981.17 87.89 4981 94.35 4980.91 94.65 4980.9 95.9 4980.88 109.69 4980.67 118.97 4980.52 119.45 4980.51 ' 123.41 4980.4 132.23 4980.27 134.65 4980.26 135.02 4980.25 143.69 4980.16 178.55 4979.6 179.87 4979.6 183.74 4979.56 193.51 4979.5 209.14 4979.4 217.05 4979.38 234.55 4979.3 239.07 4979.2 240.11 4979.1 241.32 4979.16 245.92 4979.13 249.26 4979.11 256.01 4979.11 256.12 4979.1 265.53 4979 276.38 4978.92 276.75 4978.91 281.29 4978.85 282.79 4978.84 284.46 4978.8 II II 290.63 4978.7 302.19 4978.6 313.31 4978.34 316.16 4978.37 321.11 4978.3 328.02 4978.27 339.36 4978.28 346.82 4978.26 350.18 4978.26 381.02 4978.2 390.96 4978.3 394.21 4978.35 398.89 4978.43 409.85 4978.5 424.19 4978.8 428.07 4978.85 429.43 4978.87 437.32 4979 448.14 4979.1 450.7 4979.2 459.78 4979.38 474.95 4979.69 482.93 4980 487.58 4980 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 87.89 .03 424.19 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expen. 87.89 424.19 42.91 43.81 44.47 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 2.5 Description: 2.5 Station Elevation Data, nun = 79 Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. 0 4981.5 13.75 4981.47 20.87 4981.39 24.29 4981.44 25.24 4981.42 31.65 4981.3 40.68 4981.19 44.57 4981.11 52.9 4981 53.85 4980.98 80.72 4980.5 89.17 4980.38 102.6 4980.25 106.41 4980.2 108.24 4980.18 120.04 4980 127.39 4979.87 129.45 4979.84 131.15 4979.8 134.08 4979.75 141.61 4979.6 146.51 4979.46 153.83 4979.3 163.69 4979 169.96 4978.81 207.4 4978.6 212.01 4978.52 213.47 4978.5 216.4 4978.53 223.81 4978.44 233.83 4978.5 236.67 4978.52 239.17 4978.53 244.34 4978.51 249.28 4978.5 255.82 4978.5 260.67 4978.43 270.05 4978.4 271.77 4978.3 308.67 4978.3 315.23 4978.2 319.77 4978.13 322.06 4978.08 325.61 4978 330.13 4978 i 334.09 4977.91 339.08 4977.8 339.1 4977.81 339.24 4977.8 339.24 4977.81 345.44 4977.77 349.8 4977.71 357.84 4977.6 366.08 4977.49 371.29 4977.45 389.21 4977.5 415.81 4977.96 418.48 4977.99 418.52 4977.99 418.61 4977.99 428.26 4977.9 428.48 4977.99 432.59 4978 441.03 4978 442.53 4978 ' 452.82 4978 455.18 4978 459.28 4978 459.41 4978 463.7 4978 479.08 4978.4 493 4978.82 495.96 4978.89 500.33 4979 501.92 4979 502.36 4979 503.38 4978.98 504.76 4978.92 511.4 4979.12 ' Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 80.72 .03 463.7 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. ' 80.72 463.7 41.12 36.13 46.22 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 2 Description: 2 ' Station Elevation Data, nun = 87 Sta. Elev. Ste. Elev. Sta. Elev. Sta. Elev. Sta. Elev. 0 4978.8 1.23 4979 2.25 4979 5.2 4979 5.32 4979 5.44 4979 7.52 49799.270001 4979 10.44 4978.74 10.65 4978.75 ' 12.48 4978.7 14.27 4978.78 14.38 4978.78 14.38 4978.78 14.38 4978.78 14.42 4979.5 15.2 4979.51 15.4 4979.75 15.4 4979 15.41 4978.75 17.7 4978.7 25.69 4978.7 39.88 4978.66 44.2 4978.62 51.09 4978.54 56.61 4978.4 64.24 4978.38 74.55 4978.39 $3.8 4978 84.01 4977.99 1 90.48 4977.8 105.18 4977.37 113.86 4977.14 114.39 4977.12 118.61 4977 124.68 4976.8 127.13 4976.88 136.57 4976.73 147.47 4976.7 153.41 4976.72 153.56 4976.7 161.64 4976.79 163.53 4976.81 179.42 4977 183.46 4977.08 183.88 4977 184.61 4977.08 198.33 4977.35 208.28 4977.45 217.2 4977.42 219.33 4977.4 224.75 4977.45 232.37 4977.46 237.87 4977.46 248.96 4977.45 ' 256.98 4977.4 257.52 4977.44 259.65 4977.42 268.23 4977.36 283.61 4977.35 283.78 4977.35 292.14 4977.29 300.88 4977.17 303.77 4977.16 305.64 4977.15 310.24 4977.14 312.93 4977.12 315.47 4977.1 319.3 4977.1 321.07 4977.06 321.89 4977 326.73 4977 339.24 4976.89 340.31 4976.88 352.58 4976.8 362.18 4976.8 377.84 4977 384.14 4977 384.25 4977 411.15 4977.54 423.85 4977.8 434.05 4978 434.14 4978 439.31 4978 439.71 4978 441.72 4978 444.32 4978 Manning's n Values, nun = 3 ' Sta. Value Sta. Value Sta. Value 0 .016 15.4 .03 423.85 .016 ' Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expen. /HZ 15.4 423.85 CROSS SECTION INPUT Reach: 1 Description: 1 Station Elevation Data, nun = 64 Sta. ELev. Sta. ELev. 0 4975 2.24 4975 17.63 4975.3 18.09 4975.48 20.21 4976.5 20.21 4976.14 21.27 4976 21.27 4975.57 65.75 4975.5 71.08 4975.61 103.58 4975.8 109.76 4975.83 149.96 4975-7 160.93 4975.74 202.36 4975.8 207.85 4976 224.78 4976 231.23 4976 250.09 4976.1 266.28 4976 291.63 4976 291.64 4976 312.38 4976 317.17 4976 334 4976 335.81 4976 83.78 83.12 87.16 River Station: 1 Sta. ELev. 6.05 4975 18.11 4975.55 20.82 4976.13 59.22 4975.49 77.55 4975.68 119.81 4975.86 162.18 4975.73 210.79 4976 238.77 4976 280.3 4976 291.65 4976 324.54 4976 336.89 4976 Manning-s n values, num = 3 Sta. Value Ste. Value Sta. Value 0 .016 21.27 .016 202.36 .016 Sta. ELev. 8.14 4975.11 20.21 4975.58 20.85 4976.13 60.76 4975.52 83.61 4975.69 124.37 4975.84 179.56 4975.71 211.77 4976 241.25 4976 283.55 4974.35 301.23 4976 327.18 4976 343.72 4976 .2 .4 Sta. ELev. 17.4 4975.33 20.21 4976.15 21.27 4976.57 62.78 4975.53 98.03 4975.79 143.63 4975.78 179.89 4975.71 222.04 4976 243.27 4976 291.51 4975.97 304.87 4976 332.17 4976 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 21.27 202.36 0 0 0 .2 .4 Blocked Obstructions, num = 2 Sta L Sta R ELev Sta L Sta R ELev rt rtrtaarawwwarrrrtrtrtrtrtrtrtrrarreeaaaarrrrrrrtrrawaa»r 0 21.24 4979.9 266.54 343.72 4980.41 rraarewrrtrrrarrrrwrwrwwrrtrrtawrreeeeaawrwrwrtrwwwwwrr rrtrrtrtrtrtrtrrtrtrwrarawwwwwwwrwwrw ERRORS WARNINGS AND NOTES Errors Warnings and Notes for Plan : Plan 10 Summary for ProfiLes:1 Reach: 1 Riv Sta: 1 Profile: 1 Warning - Divided flow computed for this cross-section. Reach: 1 Riv Sta: 2 Profile: 1 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. Note - Program found supercriticaL flow starting at this cross section. Reach: 1 Riv Sta: 2.5 Profile: 1 Warning - The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. 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. Reach: 1 Riv Sta: 4 Profile: 1 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. Reach: 1 Riv Sta: 5 Profile: 1 Warning - Divided flow computed for this cross-section. )113 II Warning - The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. 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 - 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. Note - Program found supercritical flow starting at this cross section. Reach: 1 Riv Sta: 7 Profile: 1 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. Reach: 1 Riv Sta: 7.1 Profile: 1 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. Reach: 1 Riv Sta: 7.3 Profile: 1 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. Note - Program found supercritical flow starting at this cross section. Reach: 1 Riv Sta: 7.5 Profile: 1 Warning - The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the Least amount of error between computed and assumed values. 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. Reach: 1 Riv Sta: 8 Profile: 1 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. Reach: 1 Riv Sta: 8.5 Profile: 1 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 my indicate the need for additional cross sections. Reach: 1 Riv Sta: 9 Profile: 1 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. Reach: 1 Riv Sta: 10 Profile: 1 Warning - The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. 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. Reach: 1 Riv Sta: 11 Profile: 1 Warning - The conveyance ratio (upstream conveyance divided by downstream conveyance) is Less )4 than 0.7 or greater than 1.4 This may indicate the need for additional cross sections. Reach: 1 Riv Sta: 12 Profile: 1 Warning - The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. 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 subcriticat answer. The program defaulted to critical depth. Reach: 1 Riv Sta: 13 Profile: 1 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. Reach: 1 Riv Sta: 14 Profile: 1 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. ) q-S I fn f0 W f0 O N N m O m m W ONl 0 O o fi o o o c o o c V g o o ' m coN co pppp n 0) cn t0 pp In mm N pp N 00 N O 7 M Y O m N O m r ffDp 10 m fyD m �0 tV < n M Mto N O 0) [�' 0) .�- s lof I W to 00) Itsr h r Y lcn' taaOONW Cl) Q � V foANvfNSLOOPRoom O0nOmNnN�iu°io`tNa,v°v�,r' m1tONa W 3_ r O mm f0 pp r y lh (� M m F m m Ci N pp O1 O a Il] 1N ��pp O tmp R O N fV cq 0 V %0 N of 0 0 ni p M M M O N co rVr p o a n iOhasm ((tSdam00y 0Op ONO N7 3 O" OoO O mOmaO d J 6 0 6 0 0 6 7 0 0 0 C 0 660 co o n f�S N o 0) paco N N N N 0)V0)0)N 03 O0000D co �CDOoVommoVo0) mOur co N nmvrONV N OcrnNNfv0 mC)9co90a aWaOOOO �fe6.mrcO1n�n- 0)w A0oo c0(0On N 0 fn0 fro N m M Y a0 aD N vvavppa vpa °i O1 CD rrm I - p Ol loy O O aOD. f0 < N f. ppa t0 N O N N N. ��00 O ppva r V �iOirnm$'fnrnmm�°���va�'�aa��a fD Oi T of n r N O f0 f 10 a a v a a a �i �i �i �i �i �i �i c9i c� c4i t4i e9i �i c4i � f4i c4i c4i con fri mt��mc�mc�maaamomfammfao Mrs Ir R _ �Jr j� O IOC (f0 m n r_ nor. 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LO o v v a v a (u) UOg6AG13 c N O� m O O (D O O O V 07 (6 O o o N U � ") L N � N c ` n O N N N U o0 U N Z - N �o 0 m O O N O O O 00 (O V N O c0 QI O m O� D) of ()J)uogenel3 iSB /57 0 0 O 0 c� � (0 O O V O CO N U_ L D) > (0 O O Q1 U) C U Q7 U N O (n N f0 O O O O O � �p p (p Of ON1 O OOD [O uri v o a v v c v (g) U01jen913 c N • C7 GO O O IA •O r(D O O V N 01 (6 O U O O N Cl) U_ L N O � % C � � O N C N U o N U 2 N O O CD r O O CD w m N ED I V V v V v (4)UOgen813 I� U) m 0 o Ln 0 7 O a N Q1 L O CO N o -o N M U L N i c C N U o O U N Z N U) O O O OJ, y acn Go Go 00 V V 4 V (8) uagBA813 No Text t&,3 a 0 0 •O�fD 0 0 N m t6 0 O U) o 0 N co U L N i N c o O ) � O U o0 U N N O �O�tp O O O in O W) iA n � r r n AO A co v a v v a v v v (4) UOIIBA814 v �I j i O�Y C m S M CD I O CO � � V O N L a) � � c � c a> � U a) U .E CD co O O O O N O�(O O m n m OOD r 11 r o> m rn rn rn m m m v v v v IT IT v v (4) UO118AG13 IVY HECRAS MODEL 100 YEAR STORM FUTURE CONDITION RBD, Inc., Engineering Consultants FORT COLLINS UTILITY CENTER Final Condition JOB NO. 183-039 31-Jul-97 POND WATER SURFACE (elev) STORAGE VOLUME (ac. ft.) 15" RCP Drain (cfs) (page ) WEIR #1 (SE end) (cfs) (page ) TOTAL OUTFLOW (cfs) 11 4984.50 0.00 0.00 - - 11 4984.70 0.00 0.45 - - 0.45 11 4984.90 0.01 1.71 - - 1.71 11 4985.10 0.02 3.53 - - 3.53 11 4985.30 0.04 5.55 - - 5.55 11 4985.50 0.06 7.27 - - 7.27 11 4985.70 0.08 7.86 - - 7.86 11 4985.90 0.11 7.86 - - 7.86 11 4987.00 0.36 7.86 - - 7.86 11 4988.00 0.72 7.86 - - 7.86 11 4989.00 1.22 7.86 - - 7.86 11 4989.50 1.54 7.86 0.0 - 7.86 11 4969.70 1.68 7.86 15.0 - 22.86 11 4989.90 1.84 7.86 43.9 - 51.74 11 4990.10 1.99 7.86 83.8 - 91.66 11 4990.30 2.16 7.86 134.3 - 142.18 11 4990.50 2.32 7.86 195.0 - 202.91 11 4990.70 2.50 7.86 266.1 - 273.96 11 4990.90 2.69 7.86 347.(L - 355.49 11 4991.10 2.89 7.86 442.0 - 449.84 11 4991.30 3.10 7.86 553.0 - 560.85 11 4991.50 3.32 7.86 682.7 - 690.58 1 i v 3g7.Co�ss ais /471T)40vf) � �, . 31-Jul-97 1 r cczlzG cc�-.JDr i7bk J JaZ HEC-RAS Version 1.2 April 1996 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite D Davis, California 95616-4687 (916) 756-1104 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 w wwwwwwwwlffffaf!lffrrrtrtrtrtrtrtrtrrrrwwwwwwwwwwwwwwwwewwwr.rwrrrwwwewelw»wrrrrrrtrrtr PROJECT DATA Project Title: Service Center - Future Condition Project File : 183039fu.prj Run Date and Time: 10/27/97 4:04:36 PM Project in English units rtrtrtrtrtrtrtrtwwwrwwwwwwwww!!w!lwwrf»wrwwrtfrtfrrteeralfaartfrrrartrarrwrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt PLAN DATA Plan Title: Plan 06 Plan File : c:\models\hec\ras\183039fu.p06 Geometry Title: Plan 06 Geometry File c:\models\hec\ras\183039fu.p06 Flow Title Plan 06 Flow File c:\models\hec\ras\183039fu.p06 Plan Summary Information: Number of: Cross Sections = 14 Mulitple Openings = 0 Culverts = 0 Inline Weirs = 0 Bridges = 0 Computational Information Water surface calculation tolerance = .01 Critical depth calculaton tolerance = .01 Maximum number of interations = 20 Maximum difference tolerance = .3 Flow tolerance factor = .001 Computational Flow Regime: Mixed Flow Encroachment Data: None Flow Distribution Locations: None wrrtrtrtWrtrtrtartrtrtrrtartfrtfrtrffffrfffrtwwffwfwfwlelwlffwlwwwlwfwwlwwwwwwwwrwwwwewwwwwwww 141•.l-]A/d Flow Title: Imported Flow 01 Flow File : c:\models\hec\ras\183039fu.f01 Flow Data (cfs) ♦awwwwwwlwwwrlwwrwwwwwr wrrtrtwrtrtwrrt ` Reach Riv Sta • PFR1 " Ytfaf Y!llfff!!!llfff w!!!!lwIWW YWW ` 1 14 • 397.6 " ` 1 5 • 454 INA wwww wwa aaartawwrwaawrrwawwrwrwwwwr Boundary Conditions r+axarrrrrrrr++rarrreearae++arar++artartwwwww wwwwwrweeererrrrrararerrraartrrwrw ' Reach Profile ' Upstream Downstream +araaar wwwwwwwaerrrrrrrrara+waaaaartarrtrtw wwwwxwwwwwwwwrxww waxaaaraaaaaaaaawaa • 1 1 ' Known NS = 4991 Critical +rr+rrrraaarrrrwrwwwwr»rrrrrrararaaaaaaaaaaaarar waa wwwwwwrrrrrwr++++eeerrar rraraxxx+xarrrrrrwarrrrrtartrtrtrtwrwwrwawxwaarwaraaaaaaaaaaaaawwwrwwawawrtwrtwrwarrrrw GEOMETRY DATA Geometry Title: Concrete Detention wall & Future Grading Geometry File : c:\models\hec\ras\183039fu.g02 CROSS SECTION INPUT Reach: 1 River Station: 14 Description: 14 Station Elevation Data, num = 8 Ste. Elev. Ste. Elev. Ste. Elev. Ste. Elev. Ste. Elev. 0 4992.4 11.1 4992 16 4991 31 4988 50 4987 68 4988 83 4991 97 4992 Manning's n Values, num = 3 Sta. Value Sta. Value Ste. Value 0 .016 11.1 .06 83 .016 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 11.1 83 67 67 67 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 13 Description: 13 Station Elevation Data, num = 8 Ste. Elev. Ste. Elev. Ste. Elev. Ste. Elev. Ste. Elev. 0 4992.8 9.3 4992 13 49,91 29 4987 50 4986 68 4987 84 4991 97 4992 Manning's n Values, num = 3 Ste. Value Sta. Value Ste. Value 0 .016 13 .06 84 .016 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 13 84 79 79 79 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 12 Description: 12 Station Elevation Data, num = 7 Sta. Elev. Sta. Elev. Sta. Elev. Ste. Elev. Sta. Elev. 0 4992.1 13 4992 37 4986 50 4985 65 4986 87.5 4991 97 4991.2 Manning's n Values, num = 3 Ste. Value Ste. Value Ste. Value 0 .016 13 .06 87.5 .016 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 13 87.5 32.2 65.1 94 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 11 Description: 11 Station Elevation Data, num = 16 Sta. Elev. Ste. Elev. Ste. Elev. Ste. Elev. Ste. Elev. 0 4991.5 19.2 4991 23.2 4990 28.5 4989 33.4 4988 39 4987 44.1 4986 48.3 4985 82 4985 87.5 4986 95.3 4987 101.2 4988 105.8 4989 112 4990 116 4991 133.6 4991.8 Manning's n Values, num = 3 r/O Ste. Value Ste. Value Ste. Value 0 .016 19.2 .06 116 .016 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 19.2 116 14.8 19.5 25 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 10 Description: 10 Station Elevation Data, num = 8 Ste. ELev. Ste. ELev. Ste. Elev. Ste. ELev. Ste. ELev. 0 4991.5 28.3 4991 34.2 4990 43.4 4989 102.1 4989 107 4990 123.1 4991 141.5 4991.5 Manning's n Values, num = 3 Ste. Value Ste. Value Ste. Value 0 .016 28.3 .06 123.1 .016 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 28.3 123.1 9 8 7.8 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 9 Description: 9 Station Elevation Data, num = 21 Ste. ELev. Ste. Elev. Ste. Elev. Ste. Elev. Ste. ELev. 0 4991.4 23.61 4991.3 29.06 4991.1 41.99 4991.02 44.05 4991.01 44.05 4991 44.5 4991 45.68 4990.93 47.71 4990.77 54.57 4990 60 4989.5 97.04 4989.5 109.64 4989.5 128 4989.5 132.65 4990 135.21 4990.3 143.86 4990.85 145.83 4990.9 149.68 4991 153.21 4991.13 185.28 4991.8 Manning's n Values, num = 3 Ste. Value Ste. Value Ste. Value 0 .016 47.71 .06 149.68 .016 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 47.71 149.68 23.67 9.83 10.42 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 8 Description: 8 Station Elevation Data, num = 27 Ste. Elev. Ste. Elev. Ste. Elev. Ste. ELev. Ste. Elev. 0 4990.6 5.68 4990.68 44.21 4991 51.51 4991.05 54.45 4991 65.27 4991.2 65.31 4991.2 65.32 4991.2 65.32 4991.5 66.32 4991.5 66.32 4991 80.23 4991 81.23 4991 89.02 4990.5 102.83 4990 112.22 4989.5 134.48 4989.49 135.39 4989.49 138.65 4989.47 160.11 4989.47 166.63 4990 168.93 4990.32 174.69 4990.6 178.61 4990.75 190.76 4991 214.78 4991.7 234.86 4991.9 Manning's n Values, nun = 3 Ste. Value Ste. Value Ste. Value 0 .016 80.23 .06 178.61 .016 Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 80.23 178.61 30.11 32.71 29.66 .1 .3 Blocked Obstructions, nun = 1 Ste L Ste R Elev wwwwwrtwrtrwrwwwwwrwwwwrwr 0 66.29 4991.67 CROSS SECTION INPUT Reach: 1 River Station: 7 Description: 7 Station Elevation Data, num = 31 Ste. ELev. Ste. ELev. Ste. ELev. Ste. ELev. Ste. Elev. 0 4989.8 3.41 4989.8 17.9 4989.86 36.78 4989.98 38.47 4990 58.25 4990.2 60.74 4990.27 78.69 4990.48 93.41 4990.41 93.41 4991.34 93.41 4991.5 94.16 4991.5 94.89 4991.5 94.89 4990.41 96.49 4990.38 114.35 4989.7 129.66 4989.39 141.71 4989.31 159.74 4989.76 168.32 4989.89 I71 Sta. Value Sta. Value Sta. Value 0 .016 19.2 .06 116 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 19.2 116 14.8 19.5 25 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 10 Description: 10 Station Elevation Data, num = 8 Sta. Etev. Sta. ELev. Sta. ELev. Sta. Elev. Sta. Elev. 0 4991.5 28.3 4991 34.2 4990 43.4 4989 102.1 498S 107 4990 123.1 4991 141.5 4991.5 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 28.3 .06 123.1 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 28.3 123.1 9 8 7.8 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 9 Description: 9 Station Elevation Data, nun = 21 Sta. Elev. Sta. Elev. Sta. Elev. Sta. ELev. Sta. Elev. 0 4991.4 23.61 4991.3 29.06 4991.1 41.99 4991.02 44.05 4991.01 44.05 4991 44.5 4991 45.68 4990.93 47.71 4990.77 54.57 4990 60 4989.5 97.04 4989.5 109.64 4989.5 128 4989.5 132.65 4990 135.21 4990.3 143.86 4990.85 145.83 4990.9 149.68 4991 153.21 4991.13 185.28 4991.8 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 47.71 .06 149.68 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 47.71 149.68 23.67 9.83 10.42 .1 .3 CROSS SECTION INPUT Reach: 1 River Station: 8 Description: 8 Station Elevation Data, num = 27 Sta. ELev. Sta. ELev. Sta. ELev. Sta. Elev. Sta. Elev. 0 4990.6 5.68 4990.68 44.21 4991 51.51 4991.05 54.45 4991 65.27 4991.2 65.31 4991.2 65.32 4991.2 65.32 4991.5 66.32 49,91.5 66.32 4991 80.23 49,91 81.23 4991 89.02 4990.5 102.83 4990 112.22 4989.5 134.48 4989.49 135.39 4989.49 138.65 4989.47 160.11 4989.47 166.63 4990 168.93 4990.32 174.69 4990.6 178.61 4990.75 190.76 4991 214.78 49,91.7 234.86 499%9 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 80.23 .06 178.61 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 80.23 178.61 30.11 32.71 29.66 .1 .3 Blocked Obstructions, nun = 1 Sta L Sta R ELev 0 66.29 4991.67 CROSS SECTION INPUT Reach: 1 River Station: 7 Description: 7 Station Elevation Data, nun = 31 Sta. ELev. Sta. ELev. Sta. ELev. Sta. ELev. Sta. Elev. 0 4989.8 3.41 4989.8 17.9 4989.86 36.78 4989.98 38.47 4990 58.25 4990.2 60.74 4990.27 78.69 4990.48 93.41 4990.41 93.41 4991.34 93.41 4991.5 94.16 4991.5 94.89 4991.5 94.89 4990.41 96.49 4990.38 114.35 4989.7 129.66 4989.39 141.71 4989.31 159.74 4989.76 168.32 4989.89 175.97 4990 180 4990.1 215.25 4991 248.78 4992.25 255.23 4992.53 261.91 4992.6 264.24 4992.69 265.23 4992.72 265.59 4992.75 265.75 4992.77 265.78 4992.8 Manning's n Values, num = 3 Sta. Value Sta. Value Ste. Value 0 .016 96.49 .016 215.25 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 96.49 215.25 35.36 19.27 33.48 .1 .3 Blocked Obstructions, num = 1 Sta L Sta R ELev wwwwfrrrfrfYrreYYYYYYYYw 0 94.82 49,91.7 CROSS SECTION INPUT Reach: 1 River Station: 6 Description: 6 Station Elevation Data, num = 35 Sta. Elev. Sta. ELev. Sta. Elev. Sta. ELev. Sta. ELev. 0 4989.3 2.12 4989.35 3.58 4989.35 4.58 4989.35 6.47 4989.34 12.78 4989.3 17.77 4989.3 33.95 4989.05 34.91 4989.06 36.14 4989.06 38.77 4989.1 96.14 4989.61 112.31 4989.81 130.29 4989.63 140.86 4989.51 140.86 4991.4 140.86 4991.5 141.01 4991.5 142.2 4991.5 142.2 4991.5 142.21 4989.5 142.5 4989.5 145.94 4989.38 149.21 4989.2 168.87 4989 168.9 4989 169 4989 169.1 4989 208.47 4989.5 218.5 4990 235.71 4990.3 261.22 4991 275.85 4991.45 310.39 4993 314.98 4993 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 145.94 .016 275.85 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 145.94 275.85 63.98 84.57 122.93 .1 .3 Blocked Obstructions, num = 1 Sta L Sto R ELev YrrYYYYYYwwwYwYrYwwwwwww 0 142.32 4991.69 CROSS SECTION INPUT Reach: 1 River Station: 5 Description: 5 Station Elevation Data, num = 15 Sta. ELev. Ste. Elev. Sta. ELev. Sta. Elev. Sta. ELev. 0 4988.5 26.5 4988 42.5 4987.7 57.7 4988.1 112.8 4988.1 144.64 4987.2 162 4987.1 232.2 4987.1 253.7 4987.8 265 4988 313.4 4989 364.1 4990 423.3 4991 474.23 4991.7 492 4992 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 144.64 .016 474.23 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 144.64 474.23 81.01 72.34 71.93 .2 .4 Blocked Obstructions, num = 1 Sta L Sta R ELev Yf Yf YYYf YYYf f if ff if f ff if 0 132.33 5013.65 CROSS SECTION INPUT Reach: 1 River Station: 4 Description: 4 Station Elevation Data, num = 16 Sta. ELev. Sta. ELev. Sta. Elev. Sta. ELev. Sta. ELev. 0 4988.4 16.5 4988 37.4 4987.7 41.9 4988.1 130.2 4988.1 145.24 4987.7 186.6 4987 243.8 4986.3 269.7 4986.3 305.8 4986.6 339.1 4987 384.2 4988 433 4989 484.1 4990 498.45 4990.27 538.3 4991 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 1 173 0 .016 145.24 .03 498.45 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 145.24 498.45 74.13 73.16 81.71 .2 .4 Blocked Obstructions, num = 1 Ste L Sta R ELev w♦wrrrrrrawrwawawwwwwwwr 0 128.71 5010.67 CROSS SECTION INPUT Reach: 1 River Station: 3 Description: 3 Station Elevation Data, num = 14 Sta. ELev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. 0 4988 69.1 4988.1 141.2 4988.1 198.4 4987 255.5 4986.1 267.3 4986 295 4985.5 323.4 4985.4 362 4985.6 395.4 498E 479.5 4987 524.9 4988 578.44 4988.9 617.5 4990 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 198.4 .03 578.44 .016 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 198.4 578.44 54.56 51.25 57.32 .2 .4 Blocked Obstructions, num = 1 Sta L Sta R ELev rrrrrrrrrrraarraaawarerw 0 140.78 5011.23 CROSS SECTION INPUT Reach: 1 River Station: 2 Description: 2 Station Elevation Data, num = 22 Sta. Elev. Sta. Elev. Sta. ELev. Sta. Elev. Sta. Elev. 0 4986.9 26.8 4987 67.1 4987.2 67.1 4987.2 67.1 4987.2 67.1 4987.2 67.1 4987.2 67.1 4987.2 69.34 4987.1 84.63 4987.1 89.76 4987 157.9 4986.1 162.1 4986 208.2 4985 235 4984.6 254.91 4984.44 279 4984.6 318.5 4985 404.76 4986 470.45 4987 510.74 4987.85 515 4988 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 89.76 .03 510.74 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 89.76 510.74 61.2 58.35 54.84 .2 .4 CROSS SECTION INPUT Reach: 1 River Station: 1 Description: 1 Station Elevation Data, num = 39 Sta. Elev. Sta. Elev. Sta. ELev. Sta. Elev. Sta. ELev. 0 4985.7 27.03 4985.7 35.94 4985.74 52.09 4985.72 67.69 4985.52 79.88 4985.3 84.31 4985.23 96.82 4985 109.36 4984.77 126.31 4984.47 152.56 4984 159.64 4983.87 168.1 4983.72 204.43 4983.01 204.92 4983 204.99 4983 205.39 4983 229.08 4982.86 231.76 4982.88 244.79 4983 261.98 4983.1 264.64 4983.17 270.74 4983.25 289.4 4983.53 319.61 4984 350.08 4984.5 380.11 4985 394.68 4985.18 438.43 4985.82 445.19 4985.92 450.17 4985.9 451.22 4986 464.92 4986.52 468.75 4987 471.14 4987.53 474.12 4988 476.41 4988.68 477.48 4989 479.34 4989.38 Manning's n Values, num = 3 Sta. Value Sta. Value Sta. Value 0 .016 126.31 .03 468.75 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 126.31 468.75 0 0 0 .2 .4 rrrrrrrrrr rr rrrrrr rrrerrrrrrwrrr»rr»wwrrrrrrrrrrr»wrxrrrwwrwaw wwrxwrrrwrrrrrr ERRORS WARNINGS AND NOTES I / 7N I 1 1 I r H I a 1 I Errors Warnings and Notes for Plan : Plan 06 Summary for Profiles:l Reach: 1 Riv Sta: 1 Profile: 1 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 - 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. Reach: 1 Riv Sta: 2 Profile: 1 Note - Program found supercritical flow starting at this cross section. Reach: 1 Riv Sta: 3 Profile: 1 Warning - The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. 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. Reach: 1 Riv Sta: 5 Profile: 1 Warning - The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. 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 - 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. Reach: 1 Riv Sta: 6 Profile: 1 Warning - Divided flow computed for this cross-section. 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. Note - Program found supercritical flow starting at this cross section. Reach: 1 Riv Sta: 7 Profile: 1 Warning - The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning - Divided flow computed for this cross-section. Warning - The cross-section end points had to be extended vertically for the computed water surface. 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. Reach: 1 Riv Sta: 8 Profile: 1 Warning - Divided flow computed for this cross-section. 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. Reach: 1 Riv Sta: 9 Profile: 1 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. Reach: 1 Riv Sta: 11 Profile: 1 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. Reach: 1 Riv Sta: 12 Profile: 1 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. Reach: 1 Riv Sta: 14 Profile: 1 Warning - The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 `J I i '74a.. It if I I or greater than 1.4. This may indicate the need for additional cross sections. I5- o N N co N M i0 O Y OD O O Y �••� LL I CS �mp f�° I� j pp p S N op N v W n�ao ' n 0 mm v(Dm N 'At co - a o K W) n S rmn m�O %aq o{+ff� 0(Dm N mm0 li ppAWA N N {+ N 3, LL ': W V ci T N fOD N O Y U) M N L- O N N M* M* O v m U, m W y C C C G 0 0 C 0� 00 G 000 m 7 VN, l'O), p fpp'�7 . 1pp+f�� p GpCq N �am°0, q flD p O S pry p0C�7 S m. 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Station (ft) Elevation (ft) Start Station 0.00 100.70 0.00 10.00 100.50 10.00 10.00 100.00 50.00 30.00 100.40 50.00 100.00 50.00 100.50 60.00 100.70 T.% Discharge 52.00 cfs / �s) -1 14�X1•' Results ` Wtd. Mannings Coefficient 0.034 Water Surface Elevation 100.71 ft 'L Flow Area 22.35 ftz Wetted Perimeter 61.02 ft Top Width 60.00 ft Height 0.71 ft Critical Depth 100.59 ft Critical Slope 0.015284 ft/ft Velocity 2.33 fus Velocity Head 0.08 ft Specific Energy 100.79 ft Froude Number 0.67 Flow is subcritical. Water elevation exceeds lowest end station by 0.01 ft. End Station Roughness 10.00 0.060 50.00 0.016 60.00 0.060 5- G T> 0624/97 FlaWMaster v5.13 08 15.40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I3 2 YEAR FLOW DEPTH Cross Section for Irregular Channel Project Description Project File c:lhaestadlfmw1189039.fm2 Worksheet ELM STREET Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.034 Channel Slope 0.010000 ftfft Water Surface Elevation 100.71 ft Discharge 52.00 cfs 100.8 100.7 100.6 100.5 C o 100.4 0 W 100.3 100.2 100.1 100,01 O.0 t 062M97 08:16:02AM b.0 IU.0 -In.0 LU.0 ZO.0 3U.0 5t).0 4U.0 40.0 tU.0 =.0 Ou.0 Station (ft) FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 X 1- W W ( f•- U) 7' ;-==_=__=• P W L�1 cn I I � W jA Emi ',�=1��A LLJ I i/'I•1LLJ !0 p0 i /�o �,1�,,;.. V .. . ,•.Li I) • 151 i6tS 9 Sr �I io--�Ol 4-� W o W Qb C II 11 II II RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA Revised weir section for Elm Street without Parking entrance WEIR COEF. 3.000 317.�o *TA 19.9 96.60 282.5 94.06 414.5 94.90 414.5 94.40 436.0 94.77 458.0 94.42 458.0 94.92 468.0 96.00 ELEVATION DISCHARGE (feet) (cfs) 94.06 0.00 94.16 0.87 94.26 4.94 94.36 13.62 94.46 28.04 94.56 49.97 94.66 81.06 94.76 122.57 94.86 176.48 94.96 245.31 95.06 326.68 -93716-417.63 95.26 95.36 517.98 627.61 95.46 746.45 0 Z 95.56 874.49 95.66 1011.71 n 95.76 1158.12 - `f 95.86 1313.77 95.96 1478.69 INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA WEIR NORTH SIDE ELM WEIR COEF. 3.000 STA ELEV 19.9 96.60 201.9 94.80 225.5 95.29 225.5 94.7 427.0 444.5 462.0 462.0 472.0 m .16 .26 77 (cfs) 0.00 0.87 4.93 13.58 27.91 `49.48 V-52 173 412f 3 51 73 Ip5 95.36 626.14 95.46 748.72 95.56 881.05 95.66 1023.06 95.76 1174.70 95.86 1335.95 95.96 1506.82 THE SEAR -BROWN GROUP Project: Project No. By: Checked: Date: Sheet of i nJ o wcG- G �771Z ,e. IL zs /z = iz s--(' tom/ •L� : � e� �f �� s � � �e i,F i.: �S,B o�%L Gutter Capacity Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\189039.fm2 Worksheet ELM STREET Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.010000 ft/ft Water Surface Elevation 100.40 ft Discharge 25.07 cfs 1 1 1 d 1 W 1 1 1 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 Station (ft) 06/24/97 FlowMaster v5.13 01:08:18 PM Haestad Methods. Inc. 37 arookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 _201 Cross Section Cross Section for Triangular Channel Project Description Project File c:\haestad\fmw\189039.fm2 Worksheet Elm Street Valley Pan Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.016 Channel Slope 0.010000 tuft Depth 0.25 ft Left Side Slope 40.000000 H : V Right Side Slope 40.000000 H : V Discharge 5.80 cfs 0.25 ft 1N V H 1 NTS 06/24/97 1 Ol 04 32 PM Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1 W6 FlowMaster v5.13 Page i of 1 I ✓2- r II J I Elmstreet Valley Pan Capacit Worksheet for Triangular Channel Project Description Project File c:\haestad\fmw\189039.fm2 Worksheet Elm Street Valley Pan Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.016 Channel Slope 0.010000 ft/ft Depth 0.25 ft Left Side Slope 40.000000 H : V Right Side Slope 40.000000 H : V Results Discharge 5.80 cfs Flow Area 2.50 ft' Wetted Perimeter 20.01 ft Top Width 20.00 ft Critical Depth 0.27 ft Critical Slope 0.007320 ft/ft Velocity 2.32 ft/s Velocity Head 0.08 ft Specific Energy 0.33 ft Froude Number 1.16 Flow is supercritical. 0624197 FlowMaster v5.13 01:04:12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ;203 Depth of flow in Valley Pan at 12.5 cfs Cross Section for Triangular Channel Project Description Project File c:\haestad\fmw\189039.fm2 Worksheet Elm Street Valley Pan Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.016 Channel Slope 0.010000 f Ift Depth 0.33 ft Left Side Slope 40.000000 H : V Right Side Slope 40.000000 H : V Discharge 12.50 cfs 0.33 ft V N V H 1 NTS 06/24/97 FlowMaster v5.13 01:11:41 PM Haestad Methods, Inc. 37 8rookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I I! I II DESIGN OF STORM SEWERS AND CULVERTS F ,------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------------------------- tSER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. N DATE 06-24-1997 AT TIME 08:02:35 If II *** PROJECT TITLE: Fort Collins Utility Center *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 2 1, . t G sLJCra � lou ,��� l INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 1.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%-) = 1.00 STREET CROSS SLOPE M) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 21.63 GUTTER FLOW DEPTH (ft) = 0.56 FLOW VELOCITY ON STREET (fps)= 4.13 FLOW CROSS SECTION AREA (sq ft)= 4.80 GRATE CLOGGING FACTOR (%-)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 13.42 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= Y� 20. 00 IL 10.74 9.26 20.00 10.74 9.26 12C61 -71 PIPE CAPACITY 18" PROFILE C Worksheet for Circular Channel Project Description Project File c:\haestad\fmw\189039.fm2 Worksheet bypass pipe Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 fuft Diameter 18.00 in Results Depth 1.50 ft Discharge 7.43 cfs Flow Area 1.77 ft2 Wetted Perimeter 4.71 ft Top Width 0.00 ft Critical Depth 1.06 ft Percent Full 100.00 Critical Slope 0.007032 ft/ft Velocity 4.20 fus Velocity Head 0.27 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 7.99 cfs Full Flow Capacity 7.43 cfs Full Flow Slope 0.005000 ft/ft 03/13/97 FlowMaster v5.13 05:51 :35 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 II .;207 I I I I II PIPE CAPACITY 21" PROFILE A Worksheet for Circular Channel Project Description Project File c:\haestad\fmw\189039.fm2 Worksheet bypass pipe Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.013 Channel Slope 0.005100 fuft Diameter 21.00 in Results Depth 1.75 ft Discharge 11.32 cfs Flow Area 2.41 ft2 Wetted Perimeter 5.50 ft Top Width 0.00 ft Critical Depth 1.25 ft Percent Full 100.00 Critical Slope 0.006850 ft/ft Velocity 4.70 fus Velocity Head 0.34 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 12.17 cfs Full Flow Capacity 11.32 cfs Full Flow Slope 0.005100 ft/ft 03/13/97 FlowMaster v5.13 06:13:36 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 t----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------- ------------------------------------------------------- UER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. S N DATE 03-13-1997 AT TIME 08:22:04 11 I r r ** PROJECT TITLE: FORT COLLINS UTILITY CENTER *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 4 - ;L CV_� rti INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 20.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M = 0.99 STREET CROSS SLOPE (&) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 29.50 GUTTER FLOW DEPTH (ft) = 0.71 FLOW VELOCITY ON STREET (fps)= 4.98 FLOW CROSS SECTION AREA (sq ft)= 8.83 GRATE CLOGGING FACTOR (U = 50.00 CURB OPENNING CLOGGING FACTOR()= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 47.74 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= �1 �cr-. FL�we L�;\� S ? ; \\ ; �- 44.00 42.96 1.04 't- 44.00 42.96 1.04 RBD, Inc., Engineering Consultants Riprap Design Project. Fort Collins Utility Service Center Designer: JAM Project #: 183-039 Date: 06/24/97 Location: Outfall To Line"B" Pipe dia.: 23 in Tailwater 0.766667 ft Discharge 12 cfs Max. V. 5 fus 1. Required riprap type: Q/D12.5 = 2.36 < 6 --> use design charts D= 1.92 ft Yt/D = 0.40 Q/D^1.5 = 4.52 d50 = 6 in > Use Class 6 riprap 2. Expansion factor. 1 / [2 tan(theta)] = 4.2 3. Riprap length: At = QN = 2.4 ft2 L = 1/[2tan(theta)]'(At/Yt - D) = 5 ft 4. Governing limits: L> 3D = 6 ft increase length to 6 ft L<10D= 19 ft=>5ft-->OK 5. Maximum depth: Depth = 2d50 = 2 (6 in / 12) = 1 ft 6. Bedding. Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Width = 3D = 3 (23 in /12) = 6 ft Summary Class 6 riprap Length = 6 ft Depth = 1 ft Width = 6 ft 24-Jun-97 RBD, Inc., Engineering Consultants Riprap Design tl� Project., Fort Collins Utility Service Center Designer: JAM Project#: 067-014 Date: 06/24/97 Location: Outfall To Line"A" Pipe dia.: 21 in Tailwater, 0.7 ft Discharge 12 cfs Max. V. 5 ft/s 1. Required riprap type: Q/D^2.5 = 2.96 < 6 --> use design charts D = 1.75 ft YUD = 0.40 Q/D^1.5 = 5.18 d50 = 6 in > Use Class 6 riprap 2. Expansion factor - I / [2 tan(theta)] = 4.2 3. Riprap length: At = Q/V = 2.4 ft2 L = 1/[2tan(theta)]'(At/Yt - D) = 7 ft 4. Goveming limits: L>3D= 5ft <=7ft-->OK L<10D= 18 ft =>7ft-->OK 5. Maximum depth: Depth =2d50=2(6in/12)= 1 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Width = 3D = 3 (21 in /12) = 5 ft Summary Class 6 riprap Length = 7 ft Depth = 1 ft Width = 5 ft I, 24-Jun-97 RBD, Inc., Engineering Consultants Riprap Design Project. Fort Collins Utility Service Center Designer: JAM Project #: 183-039 Date: 06/24/97 Location: Outfall To Line"C" Pipe dia.: 24 in Tailwater. 0.8 ft Discharge 15 cfs Max. V. 5 ft/s Note: Discharge is 44 cfs/3 1. Required riprap type: Q/D12.5 = 2.65 < 6 --> use design charts D = 2.00 ft Yl/D = 0.40 Q/D^1.5 = 5.30 d50 = 6 in > Use Class 6 riprap 2. Expansion factor 1 / 12 tan(theta)] = 4.2 3. Riprap length: At = Q/V = 3 ft2 L = 1/[2tan(theta)]"(At/Yt - D) = 7 ft 4. Governing limits: L>3D= 6ft <=7ft-->OK L<10D= 20ft =>7ft-->OK 5. Maximum depth: Depth = 2d50 = 2 (6 in / 12) = 1 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Width = 3D = 3 (24 in /12) = 6 ft Summary Class 6 riprap Length = 7 ft Depth = 1 ft Width = 6 ft I I 24-Jun-97 ,;a,-;— I I Ll I CJ �l I i 1 I 1 i SWALE DESIGN I a13 CROSS SECTION A5 Cross Section for Trapezoidal Channel Project Description Project File c:\haestad\fmw\189039.fm2 Worksheet DEPTH OF CHANNEL AT SECTION* A Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 Channel Slope 0.010000 fuft Depth 2.33 ft Left Side Slope 5.000000 H : V Right Side Slope 5.000000 H : V Bottom Width 22.00 ft Discharge 477.00 cis 22.00 ft I, 1� V H1 NTS 03/13/97 06:24:23 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 7551666 FlowMaster v5.13 Page 1 of 11 a)k4 II II L7 II I! II CROSS SECTION A5 Worksheet for Trapezoidal Channel Project Description Project File c:lhaestad\fmw1189039.fm2 Worksheet DEPTH OF CHANNEL AT SECTION ! A Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Mannings Coefficient 0.035 Channel Slope 0.010000 tuft Left Side Slope 5.000000 H : V Right Side Slope 5.000000 H : V Bottom Width 22.00 ft Discharge 477.00 cfs Results Depth 2.33 ft Flow Area 78.45 W Wetted Perimeter 45.77 ft Top Width 45.31 ft Critical Depth 2.07 ft Critical Slope 0.015554 ft/ft Velocity 6.08 fus Velocity Head 0.57 ft Specific Energy 2.91 ft Froude Number 0.81 Flow is subcritical. 03/13/97 FlowMaster v5.13 06:24:07 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 215 I �l L CROSS SECTION B5 Cross Section for Trapezoidal Channel Project Description Project File c:lhaestadlfmw1189039.fm2 Worksheet DEPTH OF CHANNEL AT SECTION B Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 Channel Slope 0.007700 ft/ft Depth 2.45 ft Left Side Slope 7.000000 H : V Right Side Slope 7.000000 H : V Bottom Width 20.00 ft Discharge 477.00 cfs 2.45 ft IL 1 20.00 ft V H1 NTS FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 03/13/97 062225 AM 1 (7 CROSS SECTION B5 Worksheet for Trapezoidal Channel Project Description Project File c:\haestad\fmw\189039.fm2 Worksheet DEPTH OF CHANNEL AT SECTION B Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.007700 ft/ft Left Side Slope 7.000000 H : V Right Side Slope T000000 H : V Bottom Width 20.00 ft Discharge 477.00 cfs Results Depth 2.45 ft Flow Area 91.10 ft2 Wetted Perimeter 54.67 ft Top Width 54.32 ft Critical Depth 2.04 ft Critical Slope 0.015928 ft/ft Velocity 5.24 ft/s Velocity Head 0.43 It Specific Energy 2.88 ft Froude Number 0.71 Flow is subcritical. 03/13/97 FlowMaster v5.13 06:22:55 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 RBD, Inc , Engineering Consultants JAM 13-Mar-97 Project: Fort Collins Utility Service Center For: The City of Fort Collins Project No.: 183-039 This sheet calculates the controlling condition for the area inletsdaW9***x* Design Point: 3— Neenah grate inlet R-3900, or approved equal: Weir equation: Orifice equation: Qw = C L H^1.5 Qo = C A (2gH)AO .5 C = 3.0 C = 0.6 L = 4.00 ft A = 1.64 ft2 (50% clogged) H Qw Qo (ft) (cfs) (cfs) ------------------------ m 0.00 ------------ 0.00 0.10 2.50 0.20 3.53 0.30 4.33 0.40 4.99 0.50 5.58 0.60 6, 6.12 0.70 7.03 0.80 8.59 --, 0.90 10.25 1.00 12.00 13-Mar-97 I BE 11 L� I 11 1 I 1 II J II 1 EROSION CONTROL DESIGN A RBD, Inc. RAINFALL PERFORMANCE STANDARD EVALUATION #183-039 PROJECT: FORT COLLINS UTILITY SERVICE CENTER PARKING STANDARD FORM A CALCULATED BY: JAM DATE: 03/13/97 Developed Erodibilty Asb Lsb Ssb Lb Sb PS Subbasin Zone (ac) (ft % ft 5 moderate 7.45 600 1,70 Total 7.45 600 1.7 79.8 EXAMPLE CALCULATIONS Lb = sum(AiLi)/sum(Ai) = 7.45 x 600 / 7.45 600 ft Sb = sum(AiSi)/sum(Ai) = 7.45 x 1.70 / 7.45 = 1.7 % PS (during construction) = 79.8 (from Table 8A) PS (after construction) = 79.8/0.85 = 93.9 rRBD, Inc. I#I II II EFFECTIVENESS CALCULATIONS Total Site as one phase #183-039 PROJECT: FORT COLLINS UTILITY SERVICE CENT STANDARD FORM B CALCULATED BY: JAM DATE: 06/24/97 Erosion Control C-Facto P-Facto Comment Number Method Value Value 3 Bare Soil - Rough Irregular Surface 1 0.9 4 Sediment/Basin Trap 1 0.5 6 Gravel Filter 1 0.8 9 Asphalt/Concrete Pavement 0.01 1 16 Established Grass Ground Cover - 70% 0.04 1 19 Established Grass Ground Cover - 100% 0.02 1 20 Sod Grass 0.01 1 21 Temporary Vegetation 0.45 1 23 Hydraulic Mulch @ 2 tonslacre 0.1 1 38 Gravel Mulch 0.05 1 43 Hay or Straw Dry Mulch (21-25 % slope) 0.14 1 MAJOR PS AREA BASIN % ac SITE 79.8 7.45 SUB BASIN AREA Practice C' A P' A Remarks BASIN CONDITION ac DURING CONSTRUCTION 5 PERVIOUS AREA DISTURBED 2.92 21 1.31 2.92 Temporary Vegetation 5 HARD AREA 3.16 38 0,16 3.16 Gravel Mulch 5 UNDISTURBED AREA 1.37 19 0.03 1.37 Established Grass Ground Cover -100% 19 0.00 0.00 Established Grass Ground Cover - 100% 9 0.00 0.00 Asphalt/Concrete Pavement Cnet = [0.45 x 2.92+. +1.37 x 0.02] 17.45 = 0.20 Pnet = [1.00 x 2.92 +..+ 1.37 x 1.00] / 7.45 = 0.80 EFF = (1-C-P)100 = (1-0.20-0.80)100 = 83.91 > 79.8 (PS) RBD, Inc. �.;Z+ ' EFFECTIVENESS CALCULATIONS Total Site MAJOR BASIN PS % AREA (ac SITE 93.9 7.45 Rao. 1. EROSION CONTROL CONSTRUCTION SEQUENCE PHASE 1 Construction FORT ry use of a bar line or symbols when erosion control measures will be installed. cifflcations to an approved schedule may require submitting a new schedule for by the City Engineer. ROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other L EROSION CONTROL STRUCTURAL: Sediment Trapffimun Inlet Fifers Straw Barters Sit Fence Barriers Sand Begs Bare Soil Preparation Contour Furrows Terracing Gravel Mulch AsphetfConcrets Paving Other VEGETATIVE: Permanent Seed Plenting(Chennel) Permanent Seed Planting(Site) MulchingfSeelerd Temporary Seed Planting Sod Installation NettingWartslBlantet s Other STRUCTURES: INSTALLED BY VEGETATIONIMULCHING CONTRACTOR DATE SUBMITTED 1997 MAINTAINED BY APPROVED BY CITY OF FORT COLLINS RBD, Inc. EROSION CONTROL COST ESTIMATE PROJECT: PREPARED BY: FORT COLLINS JAM OTILITY SERVICE CEN #183-039 DATE: 07/31/97 CITY RESEEDING COST - Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 6.07564 ac $650 $3,949 Subtotal $3,949 Contingency 50% $1.975 Total $5,924 EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes 38 Gravel Mulch 3.15847 ac $200 $632 21 Temporary Vegetation 2.91717 ea $750 $2,188 6 Gravel Filter 2 ea $300 $600 5 Straw Bale Barrier 2 ea $300 $600 8 Silt Fence Barrier 650 LF $3.00 $1,950 Subtotal $5.970 Contingency 50% $2,985 Total $8,954 Total Security $8,954 ' Notes: 1. A<1 ac=$1300/ac; A=1-10 ac=$650/ac; A>10 ac=$500/ac. J I 11 11 11 1 J [1 1 II 1 1 1 1 1 1 1 CHARTS, TABLES AND FIGURES N 1 DRAINAGE CRITERIA MANUAL RUNOFF --% 3C I— 2 C Z W 0 Ir a 10 Z W a 0 5 N W ¢ 3 0 c> 2 W F— Q 1 I• NEON OMEN NEON 2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING"UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55. USDA, SCS Jan. 1975. 5 -1-84' URBAN DRAINAGE & FLOOD CONTROL DISTRICT DRCOG No Text INTERPOLATED VALUES FOR 100 YEAR INTENSITIES Tc Value ki \ 5.00 9.0 5.20 9.0 5.20 8.9 5.30 8.9 5.40 8.9 5.50 8.8 5.60 8.8 5.70 8.7 5.80 8.7 5.90 8.7 6.00 8.6 6.10 8.6 6.20 8.6 6.30 8.5 6.40 8.5 6.50 8.5 6.60 8.4 6.70 8.4 6.80 8.4 6.90 8.3 7.00 8.3 7.10 8.2 7.20 8.2 7.30 8.2 7.40 8.1 7.50 8.1 7.60 8.1 7.70 8.0 7.80 8.0 7.90 8.0 8.00 7.9 8.10 7.9 8.20 7.8 / 8.30 7.8 8.40 7.8 8.50 7.7 8.60 7.7 8.70 7.7 8.80 7.6 8.90 7.6 9.00 7.6 9.10 7.5 9.20 7.5 9.30 7.5 9.40 7.4 9.50 7.4 9.60 7.3 9.70 7.3 9.80 7.3 9.90 7.2 10.00 7.2 t 1 1 LJ 1 1 l t 1 Table BB C-Factors and P-Factors for Evaluating EFF Values. Treatment C-Factor P-Factor BARE SOIL Packedand smooth................................................................ 1.00 1.00 Freshlydisked........................................................................ 1.00 0.90 Roughirregular surface........................................................... 1.00 0.90 SEDIMENT BASIN1TRAP................................................................. 1.00 0.5011) STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00 0.80 \ SILT FENCE BARRIER..................................................................... 1.00 0.50 ASPHALT/CONCRETE PAVEMENT ................................................... 0.01 1.00 ESTABLISHED DRY LAND (NATIVE) GRASS .......................... See Fig. 8-A 1.00 SODGRASS................................................................................. 0.01 1.00 TEMPORARY VEGETATION/COVER CROPS .................................... 0.45"' 1.00 HYDRAULIC MULCH @ 2 TONS/ACRE........................................... 0.10'21 1.00 SOIL SEALANT....................................................................0.01-0.60"' 1.00 EROSION CONTROL MATSIBLAN'KETS............................................ 0.10 1.00 GRAVEL MULCH Mulch shall consist of gravel having a diameter of approximately 1/4" to 1 1/2' and applied at a rate of at least 135 tons/acre.............. 0.05 1.00 HAY OR STRAW DRY MULCH After planting crass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. SI o" to 10.............................................................................0.06 1.00 1 1 to 15............................................................................. 0.07 1.00 16 to 20............................................................................. 0.11 1.00 21 to 25............................................................................. 0.14 1.00 25 to 33.............................................................................0.17 1.00 > 33.......................................................................... 0.20 1.00 NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation. (1) Must be constructed as the first step in overlot grading. (2) Assumes planting by dates identified in Table 11-4, thus dry or hydraulic mulches are not required. (3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. (4) Value used must be substantiated by documentation. ' MARCH 1991 8-6 DESIGN CRITERIA /-� ' Table 8-3 C-Factors and P-Factors for Evaluating EFF Values (continued from previous page). Treatment C-Factor P-Factor ' CONTOUR FURROWED SURFACE Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. ' Basin Maximum Slope Length ' ' (°h) Ifeet) 1 to 2 400..........................................................................1.00 3 to 5 300..........................................................................1.00 6 to 8 200..........................................................................1.00 9 to 12 120..........................................................................1.00 13 to 16 80..........................................................................1.00 17 to 20 60..........................................................................1.00 > 20 50.......................................................................... 1.00 0.60 0.50 0.50 0.60 0.70 0.80 0.90 TERRACING Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. Basin ' Slope (N) 1 to 2..................................................................................... 1.00 0.12 3 to 8.....................................................................................1.00 0.10 9 to 12..................................................................................... 1.00 0.12 13 to 16..................................................................................... 1.00 0.14 17 to 20.....................................................................................1.00 0.16 >20..................................................................................... 1.00 0.18 NOTE. Use of other C-Factor or IF -Factor values reported in this table must be substantiated by documentation. .ACH 1991 8-7 DESIGN CRITERIA o=F .� �G t 0 C] 0 O a O U F O r r Ill In in 0 W W W W W O .n 0i Ot 01 O OOOOO O C r r r 111111 In to u Ll r m m W m m m m W m m 0 wmmm O1Q101010 moc1OOO O r r r r y r r r C r r r In 4 In n W W m m m W m W W m W m g W W O r m m W O1 O1 01 O1 O1 Ol O1 01 01 01 11 O1 O1 01 O1 O1 O r r C r r r r -Iry r r C C C r C C C C r N m W W W W W W m m W W W g W W m W m W W O O n v 01D 101D 1D r r r r r r r r r r fh r m m W m W m . . . . . . . . . . . . . . . . . . . . . . . . . . O r r r r r r r r r r r r r r r r r r r r r r r r r r ri m W W W W W W W W m m m m W m m m m W m m W W W m m O W N M r 00 In Q tO 0 lD tD tD h r r r r r r r r r W W W . . . . . . . . . . . . . . . . . . . . . . . . . . . m n r r r v v r r r r r r r r r r r r r r r r r r r r W W W W W m m W W W W W W W W W W m W m W W W W W W O 100 N Mrrl11 U11n In t01010 tD tO tD 1D 1D tp t0 rrrrr r m M a r r r r r r r r r r r r r r r r r r r r r r r r co m W W W m W co m W co W co m co co co co co m m co co co co m O rates N nM r r rr In Inm In Ln Ln In in Ln%D 10101D 1D 1D r r n n r r r r r r v r r r r r r r r r r r r r r r r r mWWWmmmWmWWWWWWWWmWWWmmmmW o Io Omori INNnnnnrrrrrrrrinululvl D D 1D nnnrrrrrrrrrrrrrrrrrrrrrrr m m m W W m W m W m m m g m W m W W m W m m W m m m . O I N N LL r W 0 0 0 11 ri N N N N N M M n M n r r r r r 'In N In M n n n r r r r r r r r r r r r r r r r r r r r m W m m m m m g W W m m W W W m W m m W m W W W m m �1n riW.-+Mrulln�otnrrrmmmmmmmmm00000 r N N n n n n n n M M n M n n n n n n n n n r r r r r W W m W m W m W m W W m m W W W m W W W W m m W m m 0 1D In W O r-I N n r v 00 01D 1D 01D 10 r . r. r. r W W m 0101 r . n M n n M n n n n n* n. n. M. n. n n In M n n P 1 n n m co m W co W co co m m co co co m m co m co W co co m m co co co In riHInr co OO.HNNnnnrrrrrInInLolDtDbrr n r-1 N N N N n n n n n n n n n n 999,4 99 99 n n M m W W W m CO m W W m m W W m W W m W m m m m m W W W O MN 10 m O1O riNNn n nrrrrrr1111111fl lli tD m b 10 . . . . . . . . . . . . . . . . . . . . . . . . . . . cl OrI ri r1 .- NNN NN NNNNNN NN NNNN NN N N WWmmmWmWWWmmWmWWWmmWWWmWWW In In ncINM.1 .na1nr.rWWWmctOt1+mcto.9O.O.O.9 N O 00 ri ri H ri ri ri ri ri ri ri rl ri ri H H H ri N N N N N N r W m W W W CO CO CO CO CO CO Co Co Co Co Co Co co co m Co W W Co Co 0 rinOnln W co co Ok000HriririNNNNMnnnnn . N 1. OOO. O. O. OO. O ri ri r1i i ri rri ri rri ri rrr4 ri ri r tr W W W W co m m m co co m co m W m m co co m m co co W m In W N co rir ulr r co 171010 O.-I.i ri.-I'AN NN M MMM M ri t0mWrnmclm1;1mmmOO000000OooO000 rrrrrrrrrrrWWWWmWWmWmmmWWW O ri in 0 3 H -� azw (y W v a 1D M 0 r r Ot 0 ri N n n r r to In In 0 t0 0 0 m r r b 1D 1D r�rrr`rmm W W wmm WwwmcocnmW Wcocom W rrrrrrrrrrrrrrrrrrrrrrrrrr O1 O r 10 r mmhr r U' 10100 r r M n N N 0110 r ri 011D O N N N N N N N N N N N N N N N N N N N 4 ri ri 4 O O h h h h h h h r r h r h h r h r r r r h r r h h r 00000000000000000000000000 OOOOOOO00000000OOOOOOOOOOO r-i N M r Ifl 1D r m O1 O ri N M r L'1 tD r m n O N O In O Ill O ri ri ri ri ri ri ri ri ri riN NM n r r to MARCH 1991 E-4 DESIGN CRITERIA vxne CgCNF <q F OUp HFR/yFq CACHE LA POUDRE RIVER i 100 t-RM YR FLOW FLOW PATH h r 1, - _ r BUILDING A EWSTNG STORM oxex _ us_._1 __ __ __ E%IS MG ✓e WEST VINE R. M,.- BUI IN6 I WwomEx eox cucvexr \ � 7 a) \ LEGEND w rn xazLuw \`X- \ ESTING CONTOUR PROPOSED CONTOUR WO y. WATER SURFACE ELEVAOON SCOLE P•100' E%ISONG FENCE UNE (APPROX.) r, I ELM_ STREET _ _ LI __ j�7 ` ROgo Tr— 1 1`I � I , RgC�S 100 X. STORM FOWI)PILAIN 100 p. FLOOOPLAINLAIN Z J 7 Z < j 1— Q Z 0 g IT < B O J RD PEC SIM N IE9CAED INEMD „ $EAR -BROWN rzm FORT COLLINS UTILITY SERVICI CENTER 100 YR. STORM INUNDATION EXISTING CONDITION b'°"'°"^`"' '°'°`m'°xK.w"`"°-° FORT COLLINS, COLORAI) ac T Iai-on :ow,;., u,a„a°•.==I °^`^.� aML11 O HEC-2 EXHIBIT N0. BY AlE REMSIM DESCPoPDON a° ov[D DnTE PFDJ"IT xo. (fROi'II yr /wrz-wl, wT/ue-ssm 1191HX3 SVH-03H ON la3^Dad Iva B¢aaddv NOLLdnIDS3o No5N3a 00VU0100 'SN11100 i80j i 10'I� ski <€are3e ix N01110N00 lllj-k1W01 NOIltlONflNI W2JOlS JA OOl 831N30 3OIA83S Alllilfl SNI1100 lidoj MOM -uv3$ Dix>3D° °3e0710 wevaa r O O G! a m i D m D o m O Y ❑ m � NMda00V 'd Wl J " " NIV1dOJS Om .d ('xoaddY) 3Nn 33N3d ONLLSM3 —� m _ J 133tl1S W�3 r NOLLYA3l3 3otldtlfl5 tl3lYM '� 0at Q-----�---- — — — -- 001 .' 3�a]ti 1 anoiwo cmod0ad --•-- \ F tlW1N0O 9NLL$IX3 aN3031 .4, 12[ w 91" MGM L NOROM O 13SM OQl 'e I m mL (dU) SaW1Noq aMOd0ad ' 1 i y.rr w�rrrr.... F �NOLLYo01 OWb'IIne 36a�n3 awe pD ssc Ov 04E681 s T)13 3a d01 f V38v 1I1 31YO10 {r,;'r o6'DB e3 � 'HQ 3NIA 1S3M •�' -- N.Yo lows aulsm ., q -Ir p� IfO� i ONl�lfl - + 1 V 'JNIO'YIB j t _ v e31Nd� IS it clo r'ul -00b ` ` 1 I NIYd MOV l Mgls W Dol l i tl3AIH 3danOd VI 3HOVO bI')Qy� bond r> �bOrO FISTING CENCE EXISTING BUILDING A �—NEW CCNTRGATE _ �.•.>� _j _ OL (SEE ARCHITECTURAL IORAWNGS) _ -- ACP152 m-. N SGa1G4 LIMITS CIF NEW IN 5081.19 E 5966.71 PAMEMENT E SE15.JJ Y > g ( N 4991.16 N 1991.16 S STEED E 5624. 2 E 5896.82 14TELL) u6E CONSISTS or a cn¢ IS LOS INSTALL 8" NOE A ALT W b R� PATH OVER NEW U ELECRAIG LINE. INSTALL ASP ALT PATCH ONLY. ELEC IC f LINE By OTHERS ( ). EXISTING BUILDING C FF= 90.9 AL ED —6 A 6 J E SHEET CG4 LEE E 6E i i 2 STORM SEWEI L // I6 F Q ME p PROVEMENIS EX S NO Ed Lu LID \ µTPCw SEO�IMENTANCI S I l -.-- / RAH / 2 1RWENCX PD)RAIN _ I�M1 ryl LL 0 O a)Ao ME i ED (SEE DETAIL b U SHEET C05) 'a 2 w CONCRETE APR OI N (SEE ARCHITECNRJ c� CRAVINGS) A� INSTALL 8" VIDEASPH/ OVER ANEW GASLT P H \\'uG(.\ \\ o UNE. INSTALL h he �J H 1]B6.50 ASPHALT PATCH s �( S° E WZ4.52 m ONLY. GAS LINE o/ f q 11 Q .50 +'• BY OTHERS �,/A I 3-/ -A O n LID 1W°,82 §210 e7ID SOP ypleT � �)o STORM DRAIN 2' COW PAN MANRCCREATED C RAOVER E 96783 N 4778.21 990611 � aEC 15' /1 j E 5]63 4848 y a I 499] 488E \ `PROPOSED WAIN UNK FENCE (TIP.) LEGEND EXIST. STORM DRAIN h INLET ® EXIST. SANITARY MANHOLE PROPOSED STORY DRAIN O¢ EXIST. STORM DRAIN MANHOLE 9E-6'V—�% EXIST. WATER, VALVE k HYDRANT (J EXIST. UNDERDRAIN MANHOLE EXIST. CAS _—....� °"'., - EXIST CONTOURS �) EXIST. UNDERGROUND ELECTRIC —498ti PROPOSED CONTCUR {f}-SEE —4 JUNCTION BOX. TRANSFORMER PROPOSED CHAIN UNK PIERCE i OR LIGHT POLL I- L) EXIST. SPOT ELEVATION — SET— EAST. UNDERGROUNO TELEPHONE PTV PROPOSED SPOT ELEVATION EXISTING CHAIN UNK FENCE PROPOSED CONCRETE A. • ..]]��;; EXIST. EIGHT AREA OF SLOPE PAMNG EXIST ELECTRIC x O '�l�`O EXIST. POWER PME EXIST TREE F.F. FINISHED FLOOR 4. N 5064.84 ^"E 6022.dJ N Q1 L BUILDING COORDINATES SHOWN LOCATE - ? I OUTSIDE FACE OF WALL REFER A COORDINATE WITH ARCHITECTURAL DIMENSIONS. - Za�SM HCM?Y C - — �ARTH WORK AST LARIMEI STRICT) LOT 450 W. YD. FILL WOE cu. YD. NOTE: THAT QUANTTES ARE BASE ON RNISHED AND EXISTING SURFACES ASPALT DEPTH. TOPSOIL REMOVAL OR QUALITY OF MATERIAL HAS NOT HEREP BEEN CONSIDERED ¢A a P6/ _ _ _ El NEW PAVEMENT SECTION ASPHALT CONCRETE SURFACE 3" ASPHALT BASE 6.5" -.. TOTAL DEPTH 9.5" THATCHING INDICATES LIMIT OF NEW PAMNG _ NALTIC SLOPE PAVING - 3" ASPHALTC CONCRETE ON COMPACTED FILL MATERIAL. ASPHALT TO BE HAND PLACED AND I HAND ROLLED TO OBTAIN A SMOOTH FINISHED •ASPHALT SLOPE SURFACE. PAMNG "II PROPOSED CHAIN UNK FENCE (TON.) VM E8 2x' 2 MATCH EASING ASPHALT T� EXISTING ASPHALT SECTION A NIS W m W G U ¢ w� U y � W N W E�r N _ U =ww > S mow¢ MELI6 3aY Jl7LL 0 dL. U < S Z ¢ i j y ME PRONECT RQ 183-039 W4WG NGI CG2 0100 —192.2 afs DgDRe <q P OVOR P RiyFR CACHE LA POUDRE RIVER � a .� .. A- 3 .0 .... r�w.J Se'uCn 100 YH STORM }}N^^ FLOW PATH + LEGEND EXISTNG CONTOUR 0 100 y. WATER SURFACE El£VAMON �+ CASTING FENCE ONE (APPRO%J O 100 )< STORM FLOODPLAIN 100 ROOD% N Cr) HEC — 2 CROSS—SECTON NUMBER u + SCALE 3. s 'ssPa + �W L+I I ILA Iii IBS'I F m 2 W N Q �M Sl U W_ Z Z F F i0 z U y 0 imw y R CT Np 183-039 pUMHG NO, 1 OF 1 LEGEND EASRNG CONTOUR —99-� PROPOSED CONTOUR — GUTTER RDWLNE GUTFALL CURB It WT INFLOW CURB h GUTTER WET PROPOSED SPOT ELEVATION -� ERI CURB IN GUTTER © HEC-RAS CROSB-SECTION 1� SCe-E �.•-ac PRELINNARY NOT MR CONSTRUCTION 10/99/9- EXISTING BUILDING A I \ J' C O I Y OAS WATER n 1 < SERVICE ELECTRIC VAULT 42' ID TOP OF CITY BW - -- 3 ` E O TO TOP �-\ iRAHSfowRER/ I � � � �£ EXISTING rj22r oTGP BUILDo so U 'F^`�� �oy,Ai OF OF IriDW � i C I 0 AW STRIP DRAIN I I � T i iA, awl 6 I I v I -- I G_ 92 C—=-D �S i � R rd gW V p �Ipaa Y�k€ g ;5�pd34R �@�i„i`e .. 1e onnuMµ -Re meow= amB e>eP i^e ab 5 §§ ¢p • (STEEL)WARMER CWNTV IA7P DITz£ `xPRr. W Q HAT01ING INDICATES UNITS OF s Q , WO Y J �\ YEAR FLOODPUIN (TYR) ? m (L 0 �a¢� i a 06 O a cf)= Cii J (Io0) 096,.56,I 3 I � - .:A El �% 1 "s 1 pOa WOO wdo s�; - I xWx s9�e FLOW —��— _ - _ - 5 niq NOTE: AREA UPSTREAM OF SECTION 14 NOT i - - Aav AEC-RAs MODEL ELM STREET n _ _ ' �ANAL`PRELIMIN� q r-� I L� I I L_J I —J J' r I I I y U Q � a z F � o Q f L8 W 2 ! w gg� ROXCT xo 183-039 WAWING N0 1 OF 1 CITY OF eu FORT COLLINS t r Y .. COLORADO 4:. : ENGINEERING DIVISION It • s. 741. It tt 14 fro tot C A► r 33 ° . tyr _.�•� { ? 3 t t l •' , 4Qz 99 LEGEND e HORIZONTAL CONTROL O VERTICAL CONTROL d r x SPOT ELEVATION -...�.d1I INDEX CONTOUR INTERMEDIATE CONTOUR DEPRESSION J/�• ,«� I Sv _/ STOCKPILE 100 0 ID0 200 300 `►►a' 4 96 J SCALE: 1"=100CONTOUR INTERVAL 2 FEET If -Ittg., • E% IF /�1 1 R E A 960 S (III TOPOGRAPHY COMPILED BY PHOTOGRAMMETRIC ' :,' �, '• (4 _ , V 11`y 9975.0 ��� / / E AERIAL PHOTOGRAPHY EXPOSED ON MAYS, 1981 A sRollo AIM •BY APPLIED EARTH AR%CORPORATION SCIENCE LEGEND .O�E.1 I a. I `• •.• O — , * — 1 * '\ `S' i �_ BA4N NUMBER Y II 4 III 4B.ttOC BASIN AREA IA ' �•�. A+; .. - ti / • ^V ''?h... ICI ` \. 95 ` , �� BASIN BOUNDARY 16 En Wzl: 14 ioo, - e -1 is -+ - uj S `� ` _°' �n,Y ~ .. _., "• � " ' , I 3 Is O � + FORT COLLINS UTILITY SERVICE CENTER Art r. "+ I 7 E `� ', '�' -',• °� 1 = t2. tac .R BASINS BOUNDARIES y FINAL SHEETS BY Is DRIVE ° t h "R.. ,l. E'. �• 4.r S - A;IX CORPORATION . 1 �— !v • .� •rl �� t. C D . _ '? - x nx AI rvexs 48.11cc SEE SHEET 2 OF 3 THE G 0 PBROW FORMERLY FI INC. 20 SOVTR YELORVY FULL ERVICE roRT COWNS. CO batzo-zew SHEET 1 OF 3 . DESIGN PROFESSIONALS (970) 402-5922 ■ r . Rip ZZA J r `- 'tom. '3�' LL-.,...-�- _ 9 � • '" .s _ — —low r! 61* 41 ttt 411y _ I,. • .`w1 �iC � � • •' "!� � � lip =: `t ° 11�.'�. 6 t4'e T 4s It d se rr , I � • c. . — 4- ( r��'~"/i'� .� ,�;'- a p...f .� ^- e.' �:4 i , .i •� ye..�.� WPM SR al oil t. ��' '+�" r :`" 1 b'� - { •"`i � '«� ; ':� _ .;r. � - �.'�!F^, _� -; tic' �� , .�. MA _.. 1. 1 • N .fit' . f'10 _ *� Are •r ppppf pai�c 'POT IF PV, r, - �Jj�y �.✓. v � ems' � p.V �4""., �� f •A + � .,�' i � �a• [�,( ,;�Q•• •,j"'°F...,,i s'�C : ` .ta., 'y���, 4 { *i:ta�L � ✓.f� �,� ,. �` �,,�s ..A• ; � . �4;.+y�f'� L e. .�y `° ` �J-r�, + ,�, • •; �, _ i . �.i�-ty. w,•t�wQF—FI' I •.4 1 IILA i4 'ir _ R I s �• Y ?•' ' I�I! �. `I I d. WK kk Lo y • t z r VOL MAL: r C !�y.:}- �� �•J ' ''pit' ��i' .4 4 �. - `4 �Rt• �. It L �, r. a r a. It DID �. _. NIL, wl µ�lwILL ILL ILL .rn �♦ `\ . ,''a ,i1 1Ka �` � j4 1 +• ..� ,�' ?,tiL 'a • ' 1 IF ,[ y-F j fir- •y ANN lei .i. *\ ? 'MIL_`'..e — •,l n INI �� • ! pp tipp i ■ ' f LIM�.. ?:.. �La 4' !J:,i f, a .,ii. - _ Ss. ILL TY�@S� Y'i IN DID y �.; .. v. . - •emu 1 " Mat t AMR I DO J WWIy r ' � : r { _ J ` SL � f Ad ., __