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HomeMy WebLinkAboutDrainage Reports - 04/21/2014 (2)I 1 1 1 1 1 City of Ft. Colli Plans Approved By FINAL DRAINAGE REPORT WOODWARD TECHNOLOGY CENTER PHASE I IMPROVEMENTS Prepared for: Woodward, Inc. 1000 East Drake Road Fort Collins, CO 80525 (970)482-5811 Prepared by: Interwest Consulting Group 1218 West Ash, Suite C Windsor, Colorado 80550 (970)674-3300 April 14, 2014 Job Number 1164-108-00 INTERWEST = CONSULTING G R O U P April 14, 2014 Mr. Wes Lamarque City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 RE: Final Drainage Report for Woodward Technology Center —Phase I Improvements Dear Wes, I am pleased to submit for your review and approval, this Final Drainage Report for Woodward Technology Center —Phase I Improvements. City of Fort Collins Stormwater Engineering's review comments dated February 28, 2014 have been addressed in this report. I certify that this report for the drainage design was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual. I appreciate your time and consideration in reviewing this submittal. Please call, 9970) 460- 8485, if you have any questions. Sincerely, Reviewed B Erika Schneider, P.E. Colorado Professiona Engineer No. 41777 � r Robert Almirall, P.E. Colorado Professional Engineer No. 33441 1218 WEST ASH, SUITE C WINDSOR, COLORADO 80550 TEL. 970.674.3300 • FAX. 970.674.3303 ' TABLE OF CONTENTS TABLE OF CONTENTS ................. 1. . GENERAL LOCATION AND DESCRIPTION..............................................................................1 1.1 Location...................................................................................................................................... 1 1.2 Description of Property ..............................................................................................................1 ' 1.3 Floodplain Submittal Requirements..........................................................................................2 2.. DRAINAGE BASINS AND SUB-BASINS........................................................................................6 ' 2.1 Major Basin Description.............................................................................................................6 2.2 Sub -basin Description.................................................................................................................6 ' 3. DRAINAGE DESIGN CRITERIA................................................................:...................................7 3.1 Regulations.................................................................................................................................. 7 3.2 Directly Connected Impervious Area (DCIA) Discussion........................................................ 8 ' 3.3 Development Criteria Reference and Constraints....................................................................9 3.4 Hydrological Criteria................................................................................................................10 3.5 Hydraulic Criteria ......................................... :........................................................................... 10 ' 3.6 Floodplain Regulations Compliance........................................................................................10 3.7 Modifications of Criteria...........................................................................................................11 4. DRAINAGE FACILITY DESIGN..................................................................................................12 4.1 General Concept........................................................................................................................12 ' 4.2 Speck Details...........................................................................................................................13 ' 5. CONCLUSIONS...............................................................................................................................21 5.1 Compliance with Standards..................................................................................................... 21 5.2 Drainage Concept......................................................................................................................21 ' 6. DRAINAGE SYSTEM MAINTENANCE STANDARD OPERATING PROCEDURE............ 22 6.1 Infiltration Pond........................................................................................................................22 ' 6.2 Storm Drain System..................................................................................................................23 7. REFERENCES..................................................................................................................................23 ' APPENDICES VICINITY MAP, DRAINAGE AND FLOODPLAIN PLANS, EXIBITS........................................... A HYDROLOGICCOMPUTATIONS........................................................................................................ B ' HYDRAULICCOMPUTATIONS........................................................................................................... WATER QUALITY AND INFILTRATION POND SIZING................................................................ C D FLOODPLAININFORMATION.............................................................................................................E ' ' SOIL INFORMATION..............................................................................................................................F BACK POCKET -- DRAINAGE AND FLOODPLAIN PLANS I 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Woodward Technology Center development is located in the Southwest Quarter of Section 7, T-7-N, R-68-W and in the Southeast Quarter of Section 12, T-7-N, R69-W of the 6th PM, City of Fort Collins, Larimer County, Colorado. See the vicinity map in Appendix A. ' The project is located at the southwest corner of Lincoln and Lemay and is bounded on the north by E. Lincoln Avenue, the east by S. Lemay Avenue, the south by the recently ' transferred Lot 4 City of Fort Collins Natural Areas property, and on the.west by Baldwin Minor Subdivision and City of Fort Collins property. ' The Cache La Poudre River is located to the south and west of the site. 1.2 Description of Property The proposed site is approximately 61.3 acres, was previously used as a public' golf course (Link-N-Greens) and is currently overlot graded. The land generally slopes north to south at an average slope of 0.5%. An existing irrigation ditch, Coy Ditch, will no ' longer be used to irrigate the property and the existing appurtenances will be removed or abandoned in place. ' The proposed improvements to this site will generally consist of campus employment, C- C-R uses, open space, permitted Cache La Poudre River Buffer Zone uses, and permitted ' floodplain and floodway uses. The project will consist of a manufacturing and office facility campus that will have phased construction, along with a portion of the site reserved for future commercial/retail. Phase I will include one manufacturing/office building (ITS), a Production Support building (PSB), cafeteria, parking areas and walkways. ' A Geotechnical Exploration Report for the site was completed by Earth Engineering ' Consultants, Inc., dated May 24, 2013. Soils were found to be granular with good infiltration rates These soils will allow for runoff reduction via percolation and also for a _ good use of best management practices. Several infiltration ponds will allow the 10-year 0 ' storm event runoff to re-enter the groundwater system via percolation. Please refer to ' Appendix D for information regarding percolation rates. This report addresses Phase I for the development and references the site's Master Plan ' from the "Preliminary Drainage Report Link-N-Greens" performed by Interwest Consulting Group, Inc. Phase I storm system design will assume that all areas draining to ' it are also fully developed. As part of the previously approved Lot 4 River Restoration Plans, the existing wet pond located south of Phase I will also be enlarged and enhanced ' and will be utilized as a water quality facility for the fully developed area draining to it. A variance has been approved to allow construction of hazardous material critical ' facilities in the Poudre River flood fringe. Please refer to Section 3.6 for the conditions of approval. ' 1.3 Floodplain Submittal Requirements 1 The remaining Woodward property, which includes Lots 1, 2 and 3 of the Woodward Technology Center, is approximately 61.3 acres, and a small portion of the site is in the Poudre River Floodplain. Please refer to Appendix E for FEMA FIRM number 08069C0979H. Anderson, Consulting Engineers in conjunction with The City of Fort Collins Stormwater and Natural Areas Departments studied the Poudre River in this area. The study included ' naturalization of the river buffer corridor and bank stabilization in areas addressed in the Master Plan. A"CLOMR (FEMA Case No. 13-08-0614R) has been completed and approved (issue date April 16, 2013) in order to reestablish the floodplain and floodway based on the proposed site development and that of the Lot 4 River Restoration Project. Following the approval of the Link-N-Greens Project CLOMR Woodward entered into negotiations with the City of Fort Collins to dedicate approximately 31 acres of open space, adjacent to the Cache La Poudre River, to the City of Fort Collins Natural Areas. With the Natural Areas Department taking ownership of this property Natural Areas Staff identified some grading and planting modifications to reflect their vision for the open space. These modifications were primarily focused on the additional lowering of the overbank areas and commensurate adjustment of the planting zones. — 2 L I 1 t I [1 To document these revisions an addendum to the CLOMR titled, "Supplemental Data and Hydraulic Analysis for the Cache la Poudre River at Link-N-Greens (Prepared as an addendum to the Conditional Letter of Map Revision Application for the Link-N-Greens Project)" was prepared by Anderson Consulting Engineers and submitted to the City of Fort Collins on September 18, 2013 (referred to as the First CLOMR Addendum). Following the completion of the first CLOMR addendum the following items presented themselves necessitating the need for a Second CLOMR Addendum as follows: • While the overall site grading was being conducted, several areas were field adjusted to accommodate trees, sanitary sewer manholes, and local drainage issues (referred to herein as Site Revisions); • Minor modifications to the Link-N-Greens Woodward Campus buildings and associated site grading (referred to herein as Woodward Revisions); and • In the continuing effort to eliminate (or significantly reduce) the lateral spill over Lemay Avenue to the east, just upstream of Mulberry Street, during larger storm events the City of Fort Collins proposed additional grading within the CLOMR's study reach. Specifically, the proposed grading is limited to the right bank of the Poudre River (looking downstream) at both the Lemay Avenue and Mulberry Street Bridges (referred to herein as the Lemay Spill Remediation Plan). The purpose of the second addendum is to document the items listed above and to provide assurances to the City of Fort Collins that these modifications continue to conform to the intent of the original CLOMR and that the current City of Fort Collins and FEMA regulations continue to be satisfied. The Second CLOMR Addendum was prepared by Anderson Consulting Engineers and submitted to the City of Fort Collins on April 14, 2014. Staging areas (storage of equipment and materials) must be outside the 100-yr floodplain. All picnic tables, bike racks and other floatable items will be anchored to prevent floatation. Fleet vehicles must be parked out of the 100-yr floodplain. Each structure must have a FEMA Elevation Certificate reviewed and approved prior to issuance of the Certificate of Occupancy (CO). Life -safety and emergency response critical facilities are 3 prohibited in the 100-year and 500-year floodplain. Per our meeting March 6, 2014, the project architect has prepared a Memorandum describing the items noted to be below the proposed building finished floor along with notes regarding their use or how they might be flood proofed in accordance with FEMA regulations. Please refer to Appendix E for a copy of this memorandum. A variance has been approved to allow construction of hazardous material critical facilities in the Poudre River flood fringe. Please refer to Section 3.6 for the conditions of approval. The elevation of all structures shall be above the higher of 2 feet above the Effective, Existing or the Proposed 100-year floodplain. Please refer to the following table for elevations. 4 I I L O M �p m C O'D 0 u1 K m m H O, N a N> ON a a a a, v v a c 11 w t LL -W > rl '.rl 1� O N 00 v en v O v N v 0 v m en v ON v v v v a ju W = 0. °o v Z Z Z ob oaj Ch a` i a Ln 0 rl W N r. " w O N 0 '4 O m O. } `' v cr c7 v. a M 0 o m v m v m a m v m v m v a` o LM i a w m N to co 6 at z u+ 06 c ou C r n kc ;Q >— m m v m M m M m m m m m a O O Loi > Ln Ln n o 4 ;m C6 '� O N O N o m c w v v v v v rn N} �X v m v m(n M W 0 .4 m Ln .3- no d Oi .4 ci o 06 r c w m at m v m m X W �.j W O N 0. ti O m v v v v v m m v m v m v m v m v m v W o Ln > w O m m Ln v, O u m -O m O O %D v y m m v m m m v m m m m m W 0 V a C C V m C Y N ?W y N Cy _LU UJ a m w Li ti C4 a. N cc ri d 'C .a a c � � d d 'O. > � t a. w C A. W O s m a " a c' o M ° 3 c m°o v. N v ° A O L : 3 O �0 ? u a v O ° H C .O d d a L.o m m ° 0 !...0 'O N r ' d OI.. d c 3 N N jr L Q7 C Y O• 0 .N. C .Q• w y c eo c e. v O" o d d to > a no O 00 07 OL CL c CL c. « a -0 m w X 00 WO ,X 9 �E 01 ° 0 .0 O OL u N C C 'C W N O -0 07 W' O y = ns C n0 = .No t o C > t o' c y m d N d t m G C A O.w eo ° mc n.r Lq N L L N ?' C 0J °° O .R -Y C t6 C w:-S C E.Zt a —to N" m" w c Ow W O. r N iI 0.�r�.. 00 3 of Wm u a Z 0. u V V,vV✓%a L 5 ' The "City of Fort Collins Floodplain Review Checklist for 100% Submittals" is included ' in Appendix E. ' 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description ' The site lies within the limits of the Cache la Poudre River Basin. The Drainageway ' planning study for this basin is the "Cache la Poudre River Master Drainageway Plan", prepared by Ayres Associates, Inc., dated August 2001. ' The Digital Flood Insurance Rate Map (DFIRM) map indicates that the site is located within a Federal Emergency Management Agency (FEMA) designated 100-year floodplain and floodway and 500-year floodplain. Please refer to Appendix E for a copy of the DFIRM and the City of Fort Collins Flood Risk Map. A Natural Resources Buffer Limit also exists along the Poudre River as defined by an approximate 300 foot buffer ' line from the effective top of bank and a proposed buffer line as depicted on the site grading plans. ' The Master Drainageway Plan identified three areas along the Poudre River, adjacent to the proposed site, as erosion problem areas with need for significant natural area ' restoration. These areas are being protected as part of the Lot 4 River Restoration Project performed by the city Natural Areas Department. 2.2 Sub -basin Description ' The proposed development will generally increase the amount of flows that currently exists on site due to an increase in impervious area. Because the time -to -peak of the ' onsite basins will be much smaller than the time -to -peak of the overall Poudre River drainage basin, and due to the site's close proximity to the river itself, the City of Fort ' Collins Stormwater Department has determined that water quantity detention will not be required. However, water quality treatment measures will be required for the developed site. Three off -site areas have been considered for this report. The first has been designated as sub -basin OS-1 and is the Backporch property located at the southwest corner of Lemay 6 and Lincoln. This basin also includes the west half of Lemay adjacent to the Backporch ' property (sub -basin A-4). Currently, flow from sub -basin OS-1 sheets to the southeast corner of the Backporch property where it percolates into the soil as the Coy Ditch embankment prevents the runoff from continuing to the south. The 2-year existing condition flow (3.1 cfs) from this basin will be passed through this site upon future development of the Backporch property via either the proposed Type R on -grade inlet at ' DP a3 on Lemay Avenue or the area inlet at DP c21 to the south of the Backporch property. ' The second area is designated as sub -basins A-2, A-3, A-5, A-6, A-7 and A-8 and include the south half of Lincoln and the west half of Lemay that are adjacent to the site. The ' 100-year. developed flows from the south half of Lincoln (A-5 through A8) and the west half of Lemay (A-2 and A-3) will also be routed through the site via storm pipe or curb ' cut and drainage swale. ' Finally the third is flow from the Coy Ditch pipe crossing Lincoln that currently discharges to the open Coy Ditch at the northwest property comer. Although the Coy Ditch irrigation water will be shut off to the site, there is a potential for minor storm ' flows to enter the upstream open channel components of the ditch. Therefore, the previous Coy Ditch pipe crossing Lincoln will remain in place so that lingering nuisance ' flows will be allowed to flow onto the site at the northwest corner. During Interim conditions, the existing culvert will direct the nuisance flow east to temporary Infiltration Pond B2. During Ultimate conditions, the nuisance flow will be released onto the site ' where it will sheet east and overtop the curb of the drive aisle. None of the Coy Ditch flow will reach the adjacent western property. ' 3. DRAINAGE DESIGN CRITERIA ' 3.1 . Regulations ' This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage Design Criteria Manual" specifications. Where applicable, the criteria established in the ' "Urban Storm Drainage Criteria Manual" (UDFCD), developed by the Denver Regional Council of Governments, has been used. ' 7 ' 3.2 Directly Connected Impervious Area (I)CIA) Discussion ' Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water ' quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. Due to the timing of acceptance of this development, this process is not ' required; however, every opportunity to employ this process has been considered. Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement ' Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). ' Runoff for this site will be routed through vegetated areas through sheet flow thereby reducing runoff from impervious surfaces over permeable areas to slow runoff and ' increase the time of concentration and promote infiltration. Runoff from building roofs shall drain directly to pervious areas such as the infiltration ponds wherever feasible, thus ' incorporating MDCIA. Flow from some parking areas shall sheet directly to infiltration ponds located in parking lot islands. Finally, some runoff shall travel via grass/cobble swales in order to slow runoff and promote infiltration. Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow ' Release Once runoff has been minimized, the remaining runoff shall be treated through capture and slow release of the WQCV. Two facilities will accomplish this: The infiltration ' ponds located throughout the development and the existing wet pond located in the southeast portion of the site. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. This will be accomplished by the stream bank stabilization project for the Poudre River and riprap at ' all outlets (by others). IStep 4: Implement Site Specific and Other Source Control BMPs ' Proactively controlling pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system or receiving waters is important when protecting storm systems and receiving waters. This can be ' accomplished through site specific needs such as construction site runoff control, post - construction runoff control and pollution prevention / good housekeeping. It will be the ' responsibility of the contractor to develop a procedural best management practice for the site. ' 3.3 Development Criteria Reference and Constraints ' The runoff from this site has been routed to conform to the requirements of the Master Plan and City Stormwater Department. Water quality facilities are required for the new ' construction proposed on the site. Water quality will be met through the use of several infiltration ponds, grass Swale and the water quality pond located on Lot 4. The entire site has been designed to be fully treated in the water quality pond. However, pre- treatment of the entire water quality capture volume will occur in the infiltration ponds. The grass swale and open spaces will further pre -treat the runoff. The City of Fort ' Collins has agreed that detention is not required.for this development because the peak flow coming off of the proposed site occurs well before the peak flow in the Poudre River and the site's close proximity to the river. 1 1 1 1 ' 9 1 3.4 Hydrologic Criteria Runoff computations were prepared for the 2-year and 10-year minor and 100-year major storm frequency utilizing the Rational Method. The one -hour rainfall intensities used for ' the Rational Method are from Figure RA-16 'of the Fort Collins Amendments to the UDFCD Criteria Manual. ' All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub - basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub - basins and Design Points associated with this site. ' Water quality volume was calculated using the method recommended in the "Urban Storm Drainage Criteria Manual". All hydrologic calculations are located in Appendix B. 3.5 Hydraulic Criteria ' All final hydraulic calculations were prepared in accordance with the City of Fort Collins Drainage Criteria and are included in Appendix C of this report. The storm system has been designed to convey the 10-year flow wherever there is ' overland relief for the 100-year storm event. The 100-year flows will be conveyed overland through the drive aisle and swales in such a way as to prevent flooding of structures. In areas where sufficient overland relief is not achievable, then the system will ' convey the entire 100-year flow or the .100-year flow minus infiltration. Please refer to Appendix C for hydraulic calculations. ' 3.6 Floodplain Regulations Compliance This development is subject to Chapter 10 of the City Code. An updated Floodplain Modeling Report completed by Anderson Consulting Engineers will be provided to the ' City under a separate cover before development approval. A completed "City of Fort Collins Floodplain Review Checklist for 100% Submittals" ' has been included in Appendix E. ' 10 ' The project and any future work is subject to the floodplain regulations in Chapter 10 of ' the City Code. The foundation type will be slab on -grade (no basements or crawl spaces) and the lowest floor and HVAC will be two feet above the regulatory flood protection elevation. A floodplain use permit will be required for each structure and site ' construction element in the floodplain. Any future work will require a separate Floodplain Use Permit(s). Please refer to Appendix A for the Floodplain Plan. ' A variance has been approved to allow construction of hazardous material critical ' facilities in the Poudre River flood fringe with the following conditions of approval as stated by City of Fort Collins Memorandum dated January 7, 2013: ' (1) A FEMA CLOMR and LOMR will be obtained for the property. a. The CLOMR must be approved by the City and FEMA prior to any ' construction in the floodway. b. The LMR must be approved by the City of Fort Collins and submitted to ' - FEMA prior to the issuance of the Certificate of Occupancy for any building designated as a critical facility. (2) The proposed project hydraulic modeling will show 100-year water -surface ' elevations at or below the pre -project regulatory conditions such that there is no adverse impact on any insurable structures, including but not limited to, the City's Mulberry ' Wastewater Treatment Plan and any structures upstream along Lincoln Avenue. (3) The lowest floor and all HVAC, electrical and mechanical shall be elevated to the existing 500-year flood elevation or two feet above the existing 100-year flood elevation, ' whichever is higher.. (4) A FEMA elevation certificate is required to be submitted and approved prior to issuance of the Certificate of Occupancy for each structure built in the 100-year floodplain. ' 3.7 Modifications of Criteria ' A modification of criteria for this site is that storm water detention is not required. However, because the soils in the area are highly permeable and it is desirable to reduce ' the quantity of water which needs to be directly conveyed to the river, several proposed infiltration ponds will allow the some runoff to re-enter the groundwater system via percolation. 11 ' 4. DRAINAGE FACILITY DESIGN ' 4.1 General Concept ' The concept for this site is that the minor storm events will either percolate into the soil via infiltration ponds, pervious swales and open areas or be conveyed via a storm system ' to the water quality pond and the Poudre River. The major storm event will flow overland in a safe manner without causing erosion to the water quality pond and/or Poudre River. Detailed calculations have been provided in Appendix C.. Overland flow to the Poudre River will only occur over areas that have been stabilized where the bank has been laid back and vegetated. The infiltration ponds will also be used as a form of detention in order to decrease flow in the storm systems. An analysis of on -site soil percolation rates found a rate of 5 minutes per inch in the near surface soils of the area that these sub -basins are located. It is recommended by the City that a 50% clogging factor be included when determining a ' release rate. Although these ponds do have a release rate via percolation, this rate is minimal and was not considered in the design of the storm system. However, assuming ' that the infiltration media is completely clogged, once the infiltration ponds fill up, the water will overflow into the drive aisle and inlets and be conveyed via Storm System to the existing pond for water quality. The amount of water overtopping the infiltration ponds was used to size the storm. system. Please refer to Appendix A for Street and Inlet Capacity Exhibits and Appendix B for hydrologic information. ' The contributing offsite flows will safely be conveyed through the site via infiltration, ' overland flow or storm system. All of Phase I will be treated in infiltration ponds or collected and conveyed via storm ' inlets and pipe to the existing pond on Lot 4 where it will be treated for water quality before being released into the Poudre River. ' There is one area in Phase I where overland relief is not readily achievable. The first area ' includes the western portion of the ITS building and the eastern portion of the future expansion of this building (Basins C28 through C29). The storm system at these design points will be designed to handle the 100-year event. Please refer to the Street and Inlet 12 F u I I 1 r i Capacity sheets (SC-1 through ,SC-3) located in Appendix A for further information regarding inlet and storm system design. 4.2 Specific Details A summary of the drainage patterns within each basin for Phase I conditions is provided in the following paragraphs. Basin A has been split into 7 sub -basins and includes the south half of Lincoln Avenue and west half of Lemay Avenue that are adjacent to the site. Lemay Avenue is being expanded during Phase I of this project. This expansion is the ultimate condition of Lemay. Lincoln will also be expanded for this project; however this expansion is an interim condition. The ultimate condition of Lincoln will occur sometime in the future. However, this analysis considers both Lemay and Lincoln to be in their ultimate conditions. Sub -basin A-2 is the west half of Lemay adjacent to. the south end of the project. This basin will drain via curb and gutter to a 10' Type R sump inlet at design point a2. This inlet will also collect carryover flow from design point a3 and is a part of Storm System 1 and will convey flow to the existing pond that will be used for water quality. Sub -basin A-3 is the west half of Lemay just north of sub -basin A-2. This basin will drain via curb and gutter to a 10' Type R on -grade inlet at design point a3. This inlet is a part of Storm System 3 and will convey flow to the infiltration pond at design point c16. Sub -basin A-4 is the west half of Lemay adjacent to the Backporch (sub -basin OS-1) property. This basin will sheet off of Lemay Avenue's asphalt onto the Backporch property where it will percolate into the soil as it does during current conditions. Once the frontage is developed, flow will either enter Storm System 1 via the area inlet at design point c21 or Storm System 3 via the on -grade inlet on Lemay Avenue at design point a3. Sub -basin A-5 is the south half of Lincoln adjacent to northeast portion of the site. During the interim condition of Lincoln, this basin will sheet to a swale adjacent to the Backporch property where it will then flow to infiltration pond C21. Overflow from this 13 l ' pond will enter Storm System 1 at the area inlet at design point c21 and will be conveyed ' to the existing pond that will be used for water quality. Sub -basin A-6 is the south half of Lincoln adjacent to north middle portion of the site. ' During the interim condition of Lincoln, the basin will flow to an 18" flared end section at design point a6 which will convey water to Storm System 1. ' Sub -basin A-7 is the south half of Lincoln adjacent to northwest portion of the site. ' During the interim condition of Lincoln, the basin will sheet flow to a 24" area inlet at design point a7 which will convey water to Storm System 1. ' Sub -basin A-8 is .the south half of Lincoln adjacent to northwest portion of the site. During the interim condition of Lincoln, the basin will sheet flow to an infiltration pond ' at design point b2 and adjacent to the drive aisle where infiltration will occur. Overflow will sheet south through the undeveloped western area. ' Basin B has been split into 3 sub -basins and includes the northwest portion of the site. The proposed imperviousness for these basins was assumed to be 85%. The majority of ' Basin B will sheet flow to a low point where infiltration will occur. The basin will overflow the low point across the open space where further infiltration will occur. ' Sub -basin B-I includes the western portion of the site and will sheet flow to a low point where infiltration will occur. The basin will overflow the low point across the open space where further infiltration will occur. Sub -basin B-2 is just to the north of sub -basin B-1. The basin will sheet flow to an infiltration pond at design point b2 and adjacent to the drive aisle where infiltration will ' occur. Overflow will sheet south through the undeveloped western area (sub -basin B-1). Sub -basins B-3 is located in the northwest portion of the site and is just east of sub -basin ' B-2. During Phase I, The basin will sheet flow to a temporary infiltration pond at design point W. During Phase I, overflow will sheet east to the area inlet at design point c26. ' Once the area is developed into a loading dock in the future, flow will be directed west and collected in a future storm system. ' 14 I n 1 Basin C includes the eastern portion of the site and is 52.5 acres. It has been split into 19 sub -basins and will include manufacturing and office buildings, parking lots, drive aisle, walkways and open area. Existing Pond Used for Water Quality has been designed using Urban Drainage and Flood Control District's criteria and includes full treatment for sub -basins A-2 through A- 8 and Basin C. The existing pond which was constructed with the over -lot grading phase of the project will be used to address water quality for proposed and future improvements to Lots 1 and 2. The pond is fed by groundwater and proposed and future stormwater runoff. It is anticipated that, throughout the year, the water surface elevation of the re- graded wet pond will fluctuate along with the water surface elevation of the Poudre River. The outlet is controlled by a concrete cap located along the Poudre River Trail under the pedestrian bridge that was constructed with the Lot 4 River Restoration project. The elevation of the concrete cap has been set to correspond with the 2-year Poudre River flood event. In events greater than or equal to the 2-year flood event, water will backflow over the concrete cap and spill into the existing pond and flood the surrounding vegetation. During minor storm events, the pond will treat the water quality capture volume for Lots 1 and 2. The water quality capture volume (WQCV) for.proposed and future improvements to Lots 1 and 2 is 1.16 ac-ft. For the purposes of the pond calculations, the average/normal water surface elevation of the pond was assumed to be 4930.0. In order to achieve the WQCV, the pond will rise to a water surface elevation of 4930.6. When the water surface of the pond reaches 4931.50, any additional runoff directed to the pond will spill over the concrete cap and flow directly into the Poudre River. Water quality of Lots 1 and 2 is also treated on -site in infiltration ponds located throughout the site. The WQCV that is treated on -site in the infiltration ponds is 0.35 ac- ft. The WQCV that is treated off -site in the existing pond is 0.82 ac-ft. The total available volume in the pond (above the average water surface elevation) is 3.28 ac-ft. Therefore, the entire Phase I WQCV (1.16 ac-ft) can be treated in the existing pond. Please refer to Appendix D for more information. Sub -basin C-I is located in the middle of the site and is the large open space located south of the ITS building in Lot 4 and is mostly off -site water. This basin will drain 15 I I ' across the large open space to the existing pond located in Lot 4 that will be used for ' water quality. Sub -basin C-2 contains the southern portion of the ITS building. Roof flow will be collected in the conveyance swale located just south of the building. Flow will then be collected at an 18" culvert (design point c2) that will direct flow to conveyance swale at design point c3. Please refer to Appendix C for all culvert and swale calculations. ' Sub -basin C-3 contains the area southeast of the ITS building and includes patio areas. Flows will be collected in the conveyance swale at design point c3. All flows (including overflow from infiltration ponds c4 and the swale at c2) will be collected at an 18" ' culvert (design point c3) that will direct flow to Swale C. Swale C will then direct flow to the existing pond for further water quality treatment. The 18" culvert and Swale C ' were analyzed using the largest flow from either the overflow of infiltration pond c4 or the C-2 and C-3 sub -basin flows based on time of concentration. Please refer to Appendix C for further information of the determination of downstream flow amounts. Sub -basin C-4 includes the east half of the ITS building. Roof flow will be collected in ' the infiltration pond located just to the east of the building. Overflow of infiltration pond c4 will occur at an elevation of 4942.0 ft.. During the 10-year storm event, 1.4 cfs will ' overtop at a time of 180 minutes. During the 100-year storm event, 17.4 cfs will overtop at a time of 17 minutes. Flow will overtop to infiltration Swale C3. Please refer to Appendix C for overtopping weir and swale calculations. Sub -basin C-5 includes the parking area to the east of the US building. Flow from this ' basin will be collected in infiltration pond c5. Overflow of the pond will occur at an elevation of 4940.4 ft. During the 10-year storm event, 2.3 cfs will overtop at a time of ' 10 minutes. During the 100-year storm event, 7.6 cfs will overtop at a time of 19 minutes. Flow will overtop through the parking lot to infiltration pond c6. Sub -basin C-6 includes the parking area to the east of the ITS building and to the south of sub -basin C-5. Flow from this basin will be collected in infiltration pond c6. ' Overflow of the pond will occur at an elevation of 4940.3 ft. During the 10-year storm event, 0.4 cfs will overtop at a time of 180 minutes. During the 100-year storm event, 5.0 cfs will overtop at a time of 16 minutes. Flow will overtop through the parking lot and 16 rdrive aisle to an on -grade, 10' Type R inlet at design point c13. The on -grade inlet was. ' analyzed using the largest flow from either the overflow or basin flow based on time of concentration. Please refer to Appendix C for further information of the determination of downstream flow amounts. ' Sub -basin C-7 includes the future drive aisle off. of Lemay Avenue. Flow from this basin ' will be collected in infiltration pond c7. Overflow of the pond will occur at an elevation of 4937.6 ft. During the 10-year storm event, 0.6 cfs will overtop at a time of 79 minutes. ' During the 100-year storm event, 5.4 cfs will overtop at a time of 9 minutes. Flow will overtop the drive aisle at an elevation of 4938.4 and then sheet to the existing pond for further water quality treatment. ' Sub -basin C-8 is located just east sub -basin C-7 and accepts carryover flow from the on - grade inlet at design point c12 and overflow from storm system capacity at design point c9. This basin includes infiltration pond c8 which overflows at an elevation of 4938.1. During the 10-year storm event, 0.2 cfs will overtop at a time of 180 minutes. During the 100-year storm event, 0.4 cfs will overtop at a time of 180 minutes. Flow will overtop the drive aisle at an elevation of 4938.4 and then sheet to the existing pond for further ' water quality treatment ' Sub -basin C-9 is located north of the Lemay and Magnolia entrance and includes future parking lot area. Flow from this basin and overflow from design point c14 will be collected in a 10' Type R sump inlet located at design point c9 and be conveyed via storm ' system 1 to the existing pond for water quality treatment. It is expected that about 59.5 cfs of flow from the 100-year event will overflow from this inlet and travel to design tpoint c8. ' Sub -basin C-10 includes the intersection of Loop Road and the Lemay and Magnolia entrance. Flow from this basin will be collected in a 5' Type R sump inlet and be conveyed via storm system 1 to the existing pond for water quality treatment. Sub -basin C-ll includes the south half of the Lemay and Magnolia entrance. Flow from ' this basin will be collected in a 5' Type R sump inlet and be conveyed via storm system 1 to the existing pond for water quality treatment. 17 ' Sub -basin C-12 includes future expansion of the Headquarters building and future ' parking lot adjacent to the expansion. Flow from this basin and carryover flow from design point c13 will be collected in a 10' Type R on -grade inlet located at design point c12 and be conveyed via storm system 1 to the existing pond for water quality treatment. ' Carryover flow from this inlet and the 100-year overflow will travel south in the curb and gutter of the drive aisle to a curb cut at design point c8. It is expected that about 15.1 cfs ' from the 100-year event will overflow from this inlet and travel to design point c8. ' Sub -basin C-13 includes the future. Headquarters building and proposed parking lot adjacent to the building. Flow from this basin will be collected in a 10' Type R on -grade inlet located at design point 63 and be conveyed via storm system 1 to the existing pond ' for water quality treatment. Carryover flow from this inlet will travel south in the curb and gutter of the drive aisle design point c12. Sub -basin C-14 is adjacent to Lemay on the west side and includes the Loop Road drive ' aisle. Flow from this basin and carryover flow from design point c17 will be collected in a 10' Type R on -grade inlet located at design point c14 and be conveyed via storm system 1 to the existing pond for water quality treatment. Carryover flow from this inlet will ' travel south in the curb and gutter of the Loop Road drive aisle to design point c9. ' Sub -basin C-15 includes the parking area to the west of the Loop Road and the north Lemay entrance intersection. Flow from this basin will be collected in infiltration pond C15. Overflow of the pond will occur at an elevation of 4940.5 ft. During the 10-year ' storm event, 0.8 cfs will overtop at a time of 55 minutes. During the 100-year storm event, 6.0 cfs will overtop at a time of 8 minutes. Flow will travel south in the curb and ' gutter of Loop Road drive aisle to design point c14. ' Sub -basin C-16 includes the landscape area adjacent to Lincoln Avenue just south of the north entrance. Flow from this basin will be collected in infiltration pond C16. Overflow of the pond will occur at an elevation of 4940.3 ft. During the 10-year storm event, 1.0 tcfs will overtop at a time of 180 minutes. During the 100-year storm event, 9.6 cfs will overtop at a time of 26 minutes. Flow will travel south in the curb and gutter of Loop ' Road drive aisle to design point c14. ' 18 1 ' Sub -basin C-17 includes the west half of the parking lot located south of the Backporch ' property. Flow from this basin will be collected in a 10' Type R sump inlet and be conveyed via storm system 3 to infiltration pond C16. The 100-year overflow from this inlet will travel south via the curb and gutter of the Loop Road drive aisle to design point ' c14. Sub -basin C-18 includes the east half of the parking lot located south of the Backporch property. Flow from this basin will be collected in a either a 5' Type R on -grade inlet ' (design point c18A) or a 5' Type R sump inlet (design point c18B) and be conveyed via storm system 3 to infiltration pond C16. ' Sub -basin C-19 is located to the west of sub -basin C-17. Flow from this basin will sheet to and be collected in the 10' Type R inlet located at design point c17 and be conveyed ' via storm system 3 to infiltration pond C16. Sub -basin C-20 includes the parking lot located northeast of the ITS building. Flow from this basin will sheet to and be collected in the 10' Type R sump inlet located at design point c20A. The 100-year overflow from this inlet will travel south via the curb and ' gutter of the Loop Road drive aisle to 5.' Type R sump inlet at design point c20B and will continue on to design point c 17. Sub -basin C-21 includes the landscape area on the west side of the Backporch property. Flow from this basin will be collected in infiltration pond C21. Overflow of the pond ' will occur at an elevation of 4939.5 ft. During the 10-year storm event, 0.4 cfs will overtop at a time of 180 minutes. During the 100-year storm event, 3.5 cfs will overtop at ' a time of 37 minutes. Flow will be collected in the area inlet located at design point c21 and be conveyed via storm system 1 to the existing pond for further water quality treatment. Sub -basin C-22 includes the future expansion ETC -East building and adjacent drive ' aisle. Flow from this basin will sheet to and be collected in the area inlet located at design point c22 and be conveyed via storm system 1 to the existing pond for water ' quality treatment. ' 19 t ' Sub -basin C-23 includes the east service/loading dock area of the ITS building. Flow ' from this basin will sheet to and be collected in the trench drains located at design point c23 and be conveyed via storm system 1 to the existing pond for water quality treatment. ' Sub -basin C-24 includes the future expansion area of the ITS building on the north. Flow from this basin will be collected in infiltration pond C24. Overflow of the pond ' will occur at an elevation of 4941.0 ft. During the 10-year storm event, 0.8 cfs will overtop at a time of 180 minutes. During the 100-year storm event, 1.9 cfs will overtop at a time of 180 minutes. Because the time of concentration for both storms is 180 minutes, flow for this basin was not included in storm system 1 analysis. ' Sub -basin C-25 includes the PSB building on the north. Flow from this basin will be collected in infiltration pond C25. Overflow of the pond will occur at an elevation of ' 4941.9 ft. During the 10-year storm event, 0.2 cfs will overtop at a time of 180 minutes. During the 100-year storm event, 0.4 cfs will overtop at a time of 180 minutes. Because the time of concentration for both storms is 180 minutes, flow for this basin was not included in storm system 1 analysis. ' Sub -basin C-26 includes the west portion of the PSB area and the adjacent drive aisle. Flow from this basin will sheet to and be collected in the area inlet located at design point ' c26 and be conveyed via storm system 1 to the existing pond for water quality treatment. Sub -basin C-27 includes the west service/loading dock area of the ITS building. Flow from this basin will sheet to and be collected in the trench drains located at design point c27 and be conveyed via storm system 1 to the existing pond for water quality treatment. Sub -basin c28 (sub -basins C28A through C28H) includes the west portion of the ITS ' building. Flow from this basin will be collected in roof drains and be conveyed via storm system 2 to the existing pond for water quality treatment. There will not be overland relief for storm system 2; therefore, the inlets and storm system will be designed for the 100-year storm event. Storm system 2 was also designed to take flow from the eastern portion of the future expanded ITS building. ' 20 Sub -basin c29 includes the drive aisle located to the west of the ITS building. Flow from ' this basin will be collected in area inlets and be conveyed via storm system 2 to the existing pond for water quality treatment. ' Sub -basin C-30 includes the west portion of the PSB building. Flow from this basin will be collected in the roof drains and be conveyed via storm system 1 to the existing pond ' for water quality treatment. ' Basin OS-1 includes the Backporch property. This basin currently sheet flows to the south where the runoff percolates into the soil as the grades along the southern boundary are higher than the site grades to the north. Should this property redevelop, 2-year ' historic flows have been accounted for in Storm System 1. An area inlet located at design point c21 can be utilized and runoff would then be conveyed through the Woodward property and ultimately to the Poudre River. The Backporch restaurant has a sump pump located on the north side of the building. It discharges water via a 2-inch pipe to the west into the previous Coy Ditch conveyance channel. This segment of the old Coy Ditch will remain under this development and the sump pump outlet and discharge water will be accommodated. ' Please refer to Appendix D for all infiltration pond analysis. ' 5. CONCLUSIONS ' 5.1 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. All floodway information is in compliance with Chapter 10 of the City of Fort Collins Municipal Code. ' 5.2 Drainage Concept t The concept for this site is that the minor storm events will either percolate into the soil via infiltration ponds, pervious swales and open areas or be conveyed via a storm system to the water quality pond and the Poudre River. The major storm event minus infiltration ' and detention will flow overland in a safe manner without causing erosion to the water 21 ' quality pond and/or Poudre River. Overland flow to the Poudre River will only occur ' over areas that have been stabilized where the bank has been laid back and vegetated. The contributing offsite flows will safely be conveyed through the site via infiltration, overland flow or storm system. ' All of Phase I will be treated in infiltration ponds or collected and conveyed via storm inlets and pipe to the existing pond on the southeastern most portion of the site where it ' will be treated for water quality before being released into the Poudre River. The proposed drainage concepts presented in this report and on the construction plans ' adequately provide for stormwater quality treatment of proposed impervious areas. Conveyance elements have been designed to safely pass required flows and to minimize ' future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of ' Health Construction Dewatering Permit will be required. ' 6. DRAINAGE SYSTEM MAINTENANCE STANDARD OPERATING PROCEDURE: ' Records shall be kept regarding perpetual maintenance activities. The records shall show when and which facilities have been inspected and cleaned. Spill and illegal dumping tincidents and responses to both incidents shall also be documented and tracked. 6.1 Infiltration Pond Inspect the infiltrating surface at least twice annually following precipitation events to determine if the infiltration pond area is. providing acceptable infiltration. If standing water persists for more than 24 hours after runoff has ceased, clogging should be further ' investigated and remedied. Additionally, check for erosion and repair as necessary. Remove debris and litter from the infiltrating surface to minimize clogging of media. ' Remove debris and litter from the overflow area. ' Maintain healthy, weed -free vegetation. 22 ' If ponded water is observed in an infiltration pond for more than 24 hours after the end of a runoff event, check outfall location for blockages. If clogging is primarily related to sediment accumulation of the filter surface, remove excess accumulated sediment and ' scarify the surface of the filter with a rake. If the clogging is due to migration of sediments deeper into the pore spaces of the media, remove and replace all or a portion of ' the media. Full media removal and replacement is anticipated every 5-10 years. 6.2 Storm Drain System Inspect and clean as needed all drainage catch basins (inlets) and roof drains at least once ' a year. ' Remove as much debris, silt, trash and sediment as possible from the storm drain system when cleaning. Prevent material from washing into adjacent storm sewers, streams or channels. t 7. REFERENCES ' 1. Interwest Consulting Group, Inc., "Preliminary Drainage Report Link-N-Greens", dated January 30, 2012. 2. City of Fort Collins, "Fort Collins Stormwater Criteria Manual Amendments to the Urban Drainage and Flood Control District Criteria Manual", adopted December 2011. ' 3. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria ' Manual", Volumes 1 and 2, dated June 2001 (Revised April, 2008), and Volume 3 dated November 2010. ' 4. Ayers Engineering, Inc., "Cache 'la Poudre River Master Drainageway Plan", dated August 2001 ' 23 u 1 1 1 1 1 1 1 1 1 APPENDIX A VICINITY MAP, DRAINAGE AND FLOODPLAIN PLANS, EXHIBITS A u t r I I I I I I I I I f WOODWARD TECHNOLOGY CENTER PHASE I IMPROVEMENTS VICINITY MAP N.T.S. LOCATED IN THE SOUTHWEST QUARTER OF SECTION 7, T-7-N, R-68-W & IN THE SOUTHEAST QUARTER OF SECTION 12, T-7-N, R69-W OF THE 6TH PM CITY OF FORT COLLINS, LARIMER COUNTY, COLORADO NALEY, C ODELL BREWING COMPANY L VANWORKS NOR7HLEMAYSUBD/Y/5/ON I ' \ 4 IY I 1 F/R T /LING 1 --- 11 \ I III JAN/CE J - - F/RSTRE L !.. LOT7 LOT2 M/NORSUBOMS/ON F/RSTF/L/NG FORTCOLL/NS BREWERYL I Ij _.. -.-_ � � : �_ �..- � ^"`,, _-•-� \""• �^' � � � �\"' `.18 � � s � � L/NCOLNAyEd �-.m� -07 1 / ♦I ♦ /� IN L AnON 1 _ _ — - _ �I 11 ��\II l (ice\-.r� r rj �,� N •`I p / ♦ 't- f PonD B2 2 l■ - -r. z� t6 -� ¢n \ \ I ,v O p ,I� l i I ♦. < ' I - FUTURE 1l (�� L)] ¢ l k l jZi > % r • - _ FUTURE PARKING/ EXPANSION �.f' = \ \ / I I l �} ' I \ \ 1 I BUILDING EXPANSION ' I I 1 _ I (ETC -EAST) I II / VP�1 ��� ��' \\ �. 1 �� — ' ! I �I ILL II!` ` f /\\ p� ^/ - - f / ;_ ` - - - - I ` (ETC -WEST) a YPRODUCTION -� _ ' 11 BACK PORCN�:AFE \ \ I 100 50 O 100 200 /02 „�. I / I suPPORT J I \ w _ / - - 0! ¢0 (PSB) y aN I yy 6 Ik OWNER.' ELLSWOR7NI DAN/ELL®\. �� \ r SCALE: 1"= 100' I / BSN/RLEYE. " W'(1 / / \. _ I 1 fREC.'NO. SIOS!!SB/ < \ 7C Z RmTmAnoN PaeD cgs' \ \ \ I V I_ -1 \ r/ / / / I I IR�UT ATI - 1 71'/ I , i ate n �- t.aa n POW C2a\ -- \VVI/, - FUTURE ` i ) ♦ \ ( ` \ , ! \ �'_ If/ I I \ EXPANSION- - _ _ �'�' - • i r\ ` \ \ Itt / - � I I � i 1 ' � --_-__ `-'�^.,-\ J • t\ I � - I i / / I � � , an ¢ - - - - - - - . 1 IS t , ♦: r , .1 � \ ` a I III � �) 71 INFILTRATION POND C5 \ \ 1 �.I1 FUTURE \�;ja "\� - �I"•�\ nn. � 1 / /l I � � r - - IJ ® L'I /I- Ts / 1 \ \` �\`t __ - •� \ \\ _J I l I I I EXPANSION INDUS• �/ \ F 1 . % " ' 1 ~ 1 �a\l\\'�;.I. % �♦ \ 1 f - I' (ES) ' TRIAL TURBOMACHINERV O `]! b \•`� \ I/ I — SYSTEMS (ITS) f' NRLTRAIION _ I \VA�'VA,\v�V�� �ww—w\ • \•V•\•�\ �\ �� � „I. �1 I �,I I I. FLDPIAN INFORMATIONSHOWN BASED ON 1I OND TING ENGINEERS CLOM we ADDENDUM DATED APRIL 114,20 4 t ('� `-'r 1 1 i l 2. SEE SHT DT5 FOR INFI-RATIONPONDTYPICAL INFILTRATION PONDG / ` \.\f- I DETAIL AND GRAVELTRENCH MINIMUM DIMENSIONS. Po C \ \\\\ ��• 1 ^ /.w-+ / / \ I I1 ' _ - �- 6 'INRLTRAIION r. C ¢tl 0. \ / t \\. ��, \�f ) 1 i _- \ • �^- / / I ' ' ae2 n :gl f ae, _ \� a I/IO I 1 I J NRLTRATION III I i \ \ I' _ eo a ; 1 t ..;d - (\ ,a, n , \ o D C1 i il \} 11 I`, 11 A Iq'I [��'l\1\'`�.\ 1 �\ _ _ ._ _o-- l 'i .� � __� _ \ I` ` \ '' CAFETERIA i II ' / ' I i Il,i �tl 1 1�� +� \ •• - .. w, I.m e a HEADQUARTERS r'STORY I' B oPosED� '� _ _ it - •- HQ) J i ( 1 I ROOOPLUN ' % 'I ROPOSED- (TI— — _. 11 ,�/ r '� 4 I /�) 'I I _.-.� \\ ` ■ - P) 500-YROWP R WN _ _ __ _ _ S� a G\,` -t 11; ��,� r STORM SYSTEM 2 \ I �\\ \• / I PRW ORAWAGE / ` A \ I Q II \\ `+ \iASEYENT (lYP) �_ r IB' CULVERT CS FUTURE 'I/ \ -�� �� I \\� • / /nDmDD I _ 4 'I. / \,\\ \\\\\••/ / %PROPEATY LINE(TYPr-/ ,\ r - �� -C-..�=.•�`=...�\ \I \ \\\\'1� \ /� I ) -/:�/ Ir WOODWARD rECNNOLOGYCEN7ER / I; / E%WETPOND/ / // WATER DUALITY POND )' \ \ ♦ '• LOT4�/-'\\\\ \ INiILm I ` % - \)-/ �.. \\ \` t n n �' L , I L L O CENTER OF NOT IFICA O 811 LEGEND \ \ \ \ EX DRAINAGE 4 // _— \ - \�•: `\\�\ \1 MRUIRAnONI \\ I , yALL 2-BUSINESS DAYS W ADVANCE EASEYEN`(TYP)\I \\\\� \ \ �\\ \ \ ` ` • a) � - I / i -.F OBEFR THEEYMKNO OF UNDEEXCAVATE RpVWND XXy.iF' EXISTING MINOR CONTOUR \\ / I �' - - '�\ L �� -. !' _ I \\ \ \ \ ,i1 \ \\ \\\\ `\ - �_ _ ` - -' ,d 1\I ' 1 MEMBER UTILITIES - -XXYX- EXISTING MAJOR CONTOUR / \\_ - I I' _ - '■'�--;;_� --- 7 ��-- \ \ \.. \-` I I' �\ t � \--*_. I ��t7l.... �I 'I MAGNOL/A I PROPOSED MINOR CONTOUR _I \ ,_ \ \ \ r.w■ j I Ii"� `\� �_• `\ % rI I 1 I "CI`., -�t I I PROPOSED MAJOR CONTOUR \ I -'-`� ��^ \ \ \ J �- \ I II �` I I CITY OF FORT COLUNS. COLORADO \cA x \ \.\ II I I �L WDODWARD 7ECNNOLOGYCEN7ER m PROPOSED DRAINAGE BASIN DIVIDE LINE /�- ^ -- / I '} -� __ -- •- - \� `\ 'V 1 I Ill" r I LOT9 \ I I \ I/ I UTILITY PLAN APPROVAL s s DRAINAGE BASIN ID ` �H / _ . \\�\.\• ill, 1111111l -- I, 1I it t � APPROVED: ow FxnNLFA MINOR STORM RUNOFF COEFFICIENT CHECKED BY: u DRAINAGE BASIN AREA. ACRES CACHE LA ADUDRER/VER 1 `l I wA,A r \ (I Ln AslEwAtER ,Dr /� `.i �a \ ` // 1\� j \ ��'Y CHECKED BY: Mw PROPOSED DIRECTION OF OVERLAND FLOW ' _ V ` —_= \ .\\ \ \ I % STOINwA1ER �?�� _ =l/�. `» ��� �n{T_- \\ �•-_ -\... \ • I II\\1I�\ i Q1 DRAINAGE DESIGN POINT L—d • \• I I \ :•\\�' CHECKED BY: F�SYREarcAnON -'R___X_ �`.,`V•V �.' o A Ll �. -.v v v A V A' y CHECKED BY: mAmc exaxEw - \ / I CHECKED BY: QIn N- ¢ Z LUW� (V QMtn Q O a a a O z b a 3 r�ITI W Q N J .. L O WUZ 3 00M� �a OLL m F UZ W �1 W OJ W a Gx� 0 W U IL a O L11 G Z a H = Q as ° °a O DATE: 04/14/2014 R". ft DATE I BY SCALE(M: 1"'1CO' SCALE(W N/A DESIGNED BY: SB CHECKED BY: RA Are, 33M1 014 .. /d/AU PROD. NO. I1Sb10B00 DRN-1 0.00 31 52.0' FUTURE HQ 15.0' FF=41.0 Q100=74.6 CFS FL=40.5 DEPTH=0.86 FT FG=41. FG=40.5' FG=40.2 FL=39.4 CROSS-SECTION A -A N.T.S. 50.5' 28.0' 19.5 Q100=59.5 CFS DEPTH=0.80 FT FL=39.75' FL=39.06 / CROSS-SECTION B-B N.T.S. HP=40.5 DRAINAGE SUMMARY TABLE Dill, ANTI TNeuta 6u0-0pM Ain. 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K c21 G21 2.15 am am 024 137 137 137 08 1.4 36 W&W. pond 2 l G23 am .m ON a t m 5.0 5.0 50 2.2 3.7 95 rx onionct] Gm 0n ON 0% t.m so 5o 50 0.6 10 22 VechniaF .24 G24 1.0 Om Om an e.4 64 54 32 55 14.7 HArlilnn c25 GE Om OH OM am 55 5.5 50 07 1.2 3.1 &&.Uen INGm 071 0W OW 1.m 5.0 5.0 50 1.9 3.2 20 mNt cn or 0.18 Om 01101 I.m 5.0 50 50 OS 0.8 16 5wcA6ni, c28 G28A 019 no Om I 5.0 50 50 0.5 0.9 19 nnf. c2M Gm8 0.24 ON ON I 5.0 50 50 0.6 1.1 23 roof knn c24 GmL 050 0% ON I 5.0 50 50 1.4 23 50 nn,f&. .2W GAD am ON 0% l.m 5.0 50 50 1.4 23 50 rpPlrti, c26e Gm Off 00 00 fm 50 SD 50 D3 0.5 1.1 np trim, c26 G26F 0.16 0.95 0% I 50 5.0 s0 04 Ofi 1.6 roll tr.i, '289 Gm 0.34 0% 0A5 I 50 50 50 09 16 34 nNftr. cm, Gm all 0% 0% l.m 50 50 50 1.9 3.3 7.1 nnf train c23 G29A a am 0% 1m 51 51 50 22 37 83 .. cm Gm 2m 0.0 ON I 50 50 50 TO 134 28.7 roof trm .3o Gm am m 00 1.m 50 50 so oa om 0m n.f tr.n ml ml 1.n 0m 0% ael 5.5 55 5D 3.1 5.3 14.1 8ckftrcN .3 A-3 ,I oW On an O.B. lal 10.1 88 16 27 7.4 "'iY '17 G11�19 136 OFF an 0" 50 50 50 27 4.6 116 Iyperist c16 Gl60ry G19 n 15 15 10 525 1855 ow c21 02 08 0m 12f 121 11.8 12 HAra m CALL UTIUTY NOTIFICATION CENTER OF COLORADO 811 OALL 2-BUSNESS DAYS IN ADVANCE BEFORE Yml MG. GRADE. OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES CITY OF FORT COLLINS. COLORADO UTILITY PLAN APPROVAL APPROVED: an D aNEER CHECKED BY: MMR A WA9IIWAWR U1IUW CHECKED BY: _ SImYWA1FR UIIUn CHECKED BY: _ PMKS k RECREATION CHECKED BY: _ WWK ENPNEFA CHECKED BY: _ MMONNNTAL PLANNER L0 N-- M Z �roR�i V LL O Q O V ¢ Q OD 0 Z d Im r w IL 0 �0iii Z 3 00--a 0 �O LL m LW r Z W (n UH >- Z W w OJ W V 2 O WUa 0Wi a I- oW min oa O O 3 II II[ EL W z a 0 DATE: 04/14/2014 1EV.O DI IITE 1 BY SCALE (H): SCALE M: N/A DESIGNEDBY: SE, CHECKED BY: RA REC]d $,'t Wljj�fq ]3N41 20NAL E PROD. NO. 1164108-00 32 OonLMMiN2CW.PAM q'al. AaSFxETLIT �N.I PA1R/GRRR ° LPTI PIYOIA -- ' � � %�--�aa.�..'.��`- _ -- zr_ �i-•� ``-s���- .fins II i i - o ✓4 p S, L 3 �.. . (I\ \ J $III Is I -� III 1) fj • Q �� 1 N II �Q \ - /�11 NOaTNLQIAYMOINw>V AaysrP/saUc _ 1 tlpr �as a..a �i s AOvrnxJ,Nseaew4Rr ♦ // Wig\ 1 /!l 1,/v.i; I` -'a ` • 4/�� 1 - _ _ '�- \ jJ"`��� as \1♦ If\ r CNYOPN.T X M / \ \ r i II w \\\\\�IFIF,�1'1L/LOT(1DD-1R fAwss /FLOODPLAIN -_xx ic OODWAY�`\ Ir -FIR flood he net- it [ a Slab on grade foundation BuIlding Effective 100-YR Elev. Effective SOPYR Elev. Existing MYR Elev. Existing SOD YR Bev. Proposed 2OD-YR Eley.(5) Proposed S06YR Ele,(5) Regulatory Flood Protection Elev(3) Lowest FF, HVAC, Mesh, Elec Elev (2) Proposed Finished Floor Ela"'on$(31 ITS 4939.0 4940.4 4939.1 4940.S 493IL3 4940.5 4941.1 4941.1 4943.0 ES4940.9 4942.2 4941.1 4942.5 4940.2 494ZO 4943.1 4943.1 4943.5 4 6 PSB 4939.3 4940.6 4939.3 49407 4938.5 4940.7 NA 4940.7 4943.S ETC -West 4940.5 4941.6 4940.5 4942.0 4939.8 494LG NA 4942.0 49431 ETC - East 493&4 4910.1 493a0 49401 4937.E 494a2 NA 4940.2 4913 4 NO 4936.6 4939.0 493],4 4939.8 4936.9 4939.7 4939.4 4939.8 4943 / 'f EMA ]3®ORY m ro n V M O b f3.6. (1) Based on the higher of 2 het above the Effective, Existing wthe Proposed Myearfloodplain (2) Cdteds used being the higher of the Regulatory Flood Protection Elevation Or the NO-yrfloodplain (3) Pwpoted Finished Flow of Building based on floodplain, grading and drainage design Island, (4) Related Boor elevation shown reflects the approximate elevation to be used as these buildings have not yet been designed (5) Proposed elevations are pending CLOMR addendum approval (prepared by Anderson Consulting Brpneen dated April A 2924) (6) The future ES bundling shall be seff contained from the ITS building Nmllstructed prim to an approval of the LOMR ` w4aTEww rIsVTeurArarr/ANr , �� _ . 1 AO • ♦ r qN 22243 T�� �` •�� 2 �.-- 222377 1 14?io� I (tj \I� > l< z \� \ y' ` y� 0 a`v9 14 953 I ��'1 mmleesnmeoa I_ "7- .. FIL_� a{934_4d 100-YR.4934�10 4936.32 f r \I \\ assrwLOAWV I A� MN/ELL aA»,/Av 1 ' , 1 aQ N 11 5 FLOODPLAIN NOTES: U O O DD I. SEE LANDSCAPE PLAN FOR PLANTINGS THROUGHOUMTHE SITE. O Y O 2. THIS PROPERTY IS LOCATED IN THE POUDRE RIVER (FEMA DESIGNATED) I OPYEAR FLOODWAY AND FLOOD Ia Q 6, - ) � FRINGE AND IS SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF TH E FORT COLLINS MUNICIPAL CODE. W LL N m a ❑ z_ b III 3. ALL CONSTRUCTION ACTIVITIES ON THE PROPERTY MUST BE PRECEDED BY AN APPROVED FLOODPLAIN USE 1 3 f- -.1`i L • 1 yp I PERMIT. EACH PROPOSEDSTRUCTURE BUILT PRIORTO THE LOMR APPROVAL BY FEMA REQUIRES A SEPARATE 0 U) -I `-' F-CODPLAIN USE PERMIT AND PERMIT FEE THAT MUST BE SUBMITTED WITH THE BUILDING PERMIT W O Q O W APPLICATION. ALL RESTORATION AND SITE GRADING CAN BE DONE AS ONE PERMIT.ANYFUTUREWORKWILL C w z REQUIRE A SEPARATE FLOODPLAIN USE PERMITS. {L O O 4. A CL3OMR(FEMA CASE NO. 106 14m HAS BEEN APPROVED (ISSUE DATE APRIL 16.2013). A LOMR WILL BE 0 III SUBMITTED TO REVISE THE FLOODPLAIN MAP. O (L LL I I, iY�l,l t II 5. STAGING AREAS (STORAGE OF EQUIPMENT AND MATERIALS) MUST BE OUTSIDE THE I MYR FLOOOPLAIN. r 6. STORAGE OF MATERIALS OR EQUIPMENT WILL NOT BE ALLOWED IN THE FLOODWAY. N ` U v M IIl I >. BUILDING BENCHMARK IS CITY OF FORT COWNS BM A300 ELEVATION 49". IS FT-NGVD 29. e. ALL BUILDING FINISH FLOOR ELEVATIONSWILL BEA MINIMUM OF 2 FT ABOVETHE I OOYE_AR FLOOD ELEVATION, I\ K 1 +\•/ I iT, lIt III'1p 9. ALL BASE FLOOD ELEVATIONS OFES), CROSS SECTIONS, AND BOUNDARIES SHOWN ON THIS PLAN ARE \ / \ ` / (JI III Poi, PgOVIDED BY ANDERSON CONSULTING ENGINEERS AND SUBJECT TO APPROVAL OF THE FEMA CLOMR/LOMR. gN ` Exp �eyl,+ 1I I Y_ AVARIANCEHASBEENAPPROVED70ALLOWPOTENTIALLYHAZARDOUSMATERIALSTOBEOREDWITHIN S� 10. STW♦ Z BUILDINGS CURRENTLY LOCATED IN THE I OOYR FLOODPIAIN. F ee VARIANCE CONDITIONS I. A FEMA CLOMR AND LOMR WILL BE OBTAINED FOR THE PROPERTY IN THE CLOMR MUST BE APPROVED BY THE CITY AND FEMA PRIOR TO ANY CONSTRUCTION IN THE FLOODWAY. Ux THE LOMR Z MUST BE APPROVED BY THE CRYOF FORT COUANS AND SUBMITTED TO FEMA PRIOR TO THE ISSUANCE OF THE W CERTIFICATE OF OCCUPANCY FOR ANY BUILDING DESIGNATED AS AGRITICAL FACILITY. 2. THE PROPOSED VI��..11 PROJECT HYDRAULIC MODELING WILL SHOWIODYEARWATERSURFACEELEVATIONSATORBELOWTHE U I- IL T PRE -PROJECT REGULATORY CONDITIONS SUCH THATTHERE IS NO ADVERSE IMPACT ON ANY INSURABLE Z1 STRUCTURES. INCLUDING BUT NOT UMDED TO. THE CT S MULBERRY WASTEWATER TREATMENT PLAWAND NY ; W ASTRUCTURES UPSTREAM ALONG LINCOLLE N AVENUE. 3. THE LOWEST FLOOR AND ALL HVAC.ECTRICAL AND MECHANICAL SHALL BE ELEVATED TO THE EXISTING 50DYEAR FLOOD ELEVATION OR TWO FEET ABOVE N ,I THE EXISTING I YEAR FLOOD ELEVATION. WHICHEVER IS HIGHER. 4. A FEMA ELEVATION CERTIFICATE IS O REQUIRED TO BE SUBMITTED AND APPROVED PRIOR TO ISSUANCE OF THE CERTIFICATE OF OCCUPANCY FOR W J W i 11 EACH STRUCTURE BUILT IN THE IODYEARFLOODR-AIN. 1 a I I�_I 1. NOWORK IS PLANNED FOR THE HISTORIC BARN AND STRUCTURES ATTHISTIME. ANYFUTURE-1- Z I.) O C ` .� �IN -� SUBJECTTO CITY CODE CHAPTER IOFLOODPLAINREGULATIONS. I�FZ 0 O \ 1 IIAQT+ 12. ALLPICNICTABLES. BIKE RACKS AND OTHER FLOATABLE ITEMS INTHE FLOODPLAIN WILL BE ANCHORED TO V Ii O /L PREVENTFLOATATION, FLEETVEHICLES MUST BE PARKED OUT OF THE I MYR FLOODPLAIN. W U flan \ W c .J S. 13. ALL BUILDINGS WILLBEDESIGNED AS SLABONGRADE. REFER TO SLAB ONGRADE FOUNDATION DETAIL 7Y BOUNDARY( j I Y� I , HEREON. fl �•• W �1 (7yp) I \ll, I 1 I� If I4. EACH STRUCTURE MUST HAVEAFEMA ELEVATION CERTIFICATE REVIEWED AND APPROVED PRIORTO Q W \ ISSUANCEOFT-IECO. N W / �xV00 >ECNNq.OPICEA7FR b Y1I FP `"\ LPTa 11 I I Imo/ b 15. FUFESALOODFETY AND EMERGENCY RESPONSE CRRICAL FACILITIES ARE PROHIBITED IN THE IOOYR AND 50PYR Q I I y I FLOODPLAIN 1 I6, ANY ELEVATORS" BE DESIGNED IN COMPLIANCE WTi FEMA TECHNICAL BULLETIN 4. W IL W �It l� •�I�I '1�/ � 1 I)s �1/ I, ,g 1� I as arrasb b y / --as T , LEGEND --XKX:4-- OUSTING MINOR CONTOUR EXISTING MAJOR CONTOUR I PROPOSED MINOR CONTOUR �jDDDr' PROPOSED MAJOR CONTOUR g�laaaaaa I OOYR FLOODWAY WFFECTIVO) gailialle I ODYR FLOODPLAIN (EFFECTIVE)) NillBag nogg SOOYR FLOOOPLAIN(EFFECTIVD 4939 BASE FLOOD ELEVATION IBFD 225052 CROSSSECTH NNUMBER M1` \ 150 75 O 150 300 ----- SCALE: I'= 150' CALL UTIUTY NOTIFICATION CENTER OF COLORADO 811 9" 2-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UPURES aTY OF FORT COLLINS. COLORADO UTIUTY PLAN APPROVAL APPROVED: _ arr olsvml CHECKED BY: _ was • wsRwTw unm CHECKED BY: _ .sARA UTUIY CHECKED BY: xaxa CHECKED BY: _ vNTK owxEP CHECKED BY: _ DATE: 04/14/2014 lEV.tl DATE BY SCALE (16: 1 "=100, SCALEM: N/A DESIGNED BY: SB CHECKED BY: RA REG,sr A4, $�. o 37411 ^ f>� 'GVAL PR11641.1 oB EP-1 33 e ewjrmxx, /ewNY rwarwaeGr � ...n.-.re., ll uruuwE � LnNI ji W]S I( I' 1� 500-YR FLOODPLAIN OJ ��l '. �k�e�rt-. I !l� I � �11� �1 1\ _ _ ♦+, ! �-�/ _�� ]ass l r !J C/IYIYMwICpLIM/ ?ice onol. Fill Slab on grade foundation Building Effective 100YR Elev. Effective 500YR Nev. Existing 10D-YR Elev. Existing 503-YR Elev. Proposed IDOYR Elev.(5) Proposed 506YR Elev,(5) Regulatory Flood Protection Elev(1) lowest FF, NVAC, Mach, Elec Elev(2) Proposed Finished Flow Elevmlons(3) 115 4939.0 4940.4 4939.1 4940.5 493&3 4940.5 494L1 494L1 4943.0 ES 494&9 4942.1 49411 4942.5 4940.2 4942.0 4943.1 4943A 494&5 4 6 PSB 4939.3 4940.6 4939.3 4940.7 493&5 4940.7 NA 4940.7 4943.5 ETC -West 494M5 4941.6 4940.5 4942.0. 4939.8 4941.6 NA 49420 I943 4 Ell: -East 493&4 4940.1 493&0 49401 4937.E 4940.2 NA 4940.2 4943 4 NO 4936E 4939.0 4937.4 4939.8 493&9 4939.7 1939.4 4939.8 49414) VAN111lfw! NCp)NLG/wY#Lggy/ypy 6U9pVQ/ON /]NIT//UNP MWTRUL NIm AI cHIWRY CEP BYBRW FFM]O h]M . /]MIGVI[/M pLM'LwY / \ tttt Ir FVTVRE wLawo p NMPCNGAC OWNp' r- 11 a ]u.ml I pML6Y 6. ' I N6 A4oeI//w 01 ' l �N1mE 9JLpU aW EXIsrVIGHIRMIC b1RVL1VAF3 N]ME r. /iloo-rR tea\ LOTI � l � �'ili \\BEVATJNY9M0 �\\ G]TTy.t1wTCPILwp(f ..r-- NArrwALwwaAs / C // .__- _ •�'\ \\fie /WAl)LM'AnnFIIFGTMLNr/IANINa / ♦ J - wg: ♦ le cy�! r J LEGEND �rpj o z7 -XXh:X-'EXISTING MINOR CONTOUR as^P"P w EXISTING MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSEDMAJORCONTOUR f'Iu i \ wlifALEMM AlAwnelNA --40001-� Iagagagal gagagaill FLOODWAY (PROPOSED) 0 \ 1 I M I agg I gag I ODYR FLOODPLAIN(PROPOSED) 50OYR FLOODPLAIN(PROPOSED) i \ 150 75 0 150 300 i SCALE: 1"= 150' 4939 BASE FLOOD ELEVATION MFO zzsosz CROSS SECTION NUMBER / 1 , FLOODPLAIN INFORMATION SHOWN IS BASED ON ANDERSON 1 CONSULTING ENGINEERS CLOMR ADDENDUM DATED APRIL 14.2014. N O o m I t Z t, IN 1 cm o a LLI � a yy qq99 C Q d 1 FLOODPLAIN NOTES: a Q Z I- -i gSgFS 1. SEE LANDSCAPE PLAN FOR PLANTINGS THROUGHOUTTHE SITE. 2. THIS PROPERTY IS LOCATED IN THE FOUDRE RIVER (FEMA DESIGNATED) I ODYEAR FLOODWAY ANDCOLLINS z 01\j Q Na J .. W O nil / FRINGE AND IS SUBJECT TO THE REQUIREMENTS OF CHAPTER IO OF THE FORT COLLINS MUNICIPAL CODE IL O F O I 3 O II 3. ALLCONSTRUCTION ACTIVITIES ON THE PROPERTY MUST BE PRECEDED BY AN APPROVED FLOODPLAIN USE O f M •F•` IlI III PERMIT. EACH PROPOSED STRUCTURE BUILT PRIOR TOTHELOMR APPROVAL BYFEMAREQUIRES ASEPARATE FLOODPLMN USE PERMIT AND PERMIT FEE THAT MUST BE SUBMITTED WITH THE BUILDING PERMIT _ 0 d IL APPLICATION. ALL RESTORATION AND SITE GRADING CAN BE DONE AS ONE PERMIT. ANY FUTURE WORK WILL 11 r REQUIRE A SEPARATE FLOODPLAIN USE PERMIT(SI. 4 I 4. A CLOMR (FEMA CASE No. 13 C)S 14M HAS BEEN APPROVED (ISSUE DATE APRIL 16. 2013). A LOMR WILL BE SUBMITTED TO REVISE THE FLOODPLAIN MAP. FLOOOPLAIN INFORMATION SHOWN ON PLAN PER ANDERSON CONSULTING ENGINEERS. INC. CLOMR ADDENDUM DATED APRIL14.2014. 5. STAGING AREAS (STORAGE OF EQUIPMENT AND MATERIALS) MUST BE OUTSIDE THE I ODYR FLOODPLAIN. I T�/ L$y3y1 6. STORAGE OF MATERIALS OR EQUIPMENT WILL NOT BE ALLOWED IN THE FLOODWAY, III 7. BUILDING BENCHMARK ISCFTYOFFORTCOWNSBM#300 ELEVATION 4954.15 FT-NGVD 29. \ l �{� 4 y 8. ALL BUILDING FINISH FLOOR ELEVATIONS WILLBEAMINIMUM OF2FTABOVET(EIWYEARFLOOD ELEVATION. F Z z U 1 9. ALL BASE FLOOD ELEVATION$MFEx). CROSS SECTIONS. AND BOUNDARIES SHOWN ON THIS PLAN ARE W aeL J ( II ) ! 1 PROVIDED BYANDERSON CONSULTNGENGINEERS AND SUBJECT TOAPPROVAL OFTHE FEMA CLOMR/LOMR. U H IL 10. A VARIANCE HAS BEEN APPROVED TO ALLOW POTENTIALLY HAZARDOUS MATERIALS TO BE STORED WITHIN BUILDINGS CURRENTLY LOCATED IN THE I OOYR FLOOOPLAIN. `` Z Z VARIANCECONDRTONM 1. AFEWCLOMRANDLOMRWILLBEOBTAINEDFORTHEPROPERTY(A/1NECLOMR ,r 111 W MUST BE APPROVED BY THE CRY AND FEMA PRIOR TO ANY CONSTRUCTION IN THE FLOODWAY. (0) THE LOMR MUST BE APPROVED BY THE CRY OF FORT COLLINS AND SUBMITTED TO FEMA PRIOR TO THE ISSUANCE OF THE O (gD CERTIFICTE OF OCCUPANCY PROJECTAHYDRAUUCMODEUNGWII.LSHOVJ IODYEARWATERSURFACEELEVATOFACILITY. RS TORBELOWTHE PRE -PROJECT REGULATORY CONDITIONS SUCH THATTHERE IS NO ADVERSE IMPACT ON ANY INSURABLE Q � O ` a STRUCTURES. INCLUDING BUT NOT LIMITED TO. THE CnY'S MULBERRYWA5TEWATER TREATMENT PLANT AND Z O Z AN R A O (+ - STRUCTURES UPSTREAM LONG LINCOLN AVENUE. 3.THE LOWEST FLOOR AND ALL HVAC ELECTRICAL _ • AND OUSTING C�S10GYEA FLOOD N. WHICHEVER HIC EVERSHIGHER FLOOD4.AFEMA ELEVATION TWO FECATE IS )`, T O THE EMBD TO BE SUB ITTEDA ELEVATOVEDP IORTORISJAN E OFTH EMAELEYAT ON CERTIFICATE I. LT FBI /L� REQUIRED CTURE BUILT THE I APPROVED TO LSSUANCEOFTHECERTIFICATEOF OCCUPANCY FOR .�0 '\ r` EACH STRUCTURE BUILT IN THE IOOYFAR FLOODPLAIN. O ,•' 11. NO WORK IS PLANNED FOR THE HISTORIC BARN AND STRUCTURES ATTHISTME. ANYFUTUREWORKIS M P _ SUBIECTTOCITY CODE CHAPTER 10FLOODPLAINREGULATIONS. W Q 12. ALL PICNIC TABLES. BIKE RACKS AND OTHER FLOATABLE ISMS IN THE FLOODPLAIN WILL BE ANCHOREDTO �w }, nFOinwnl'pP l I I�I11Iy aAO PREVENT FLOATATION. FLEET VEHICLES MUST BE PARKED OUT OF THE I ODYR FLOODPLAIN. FLI VI SOT) 1 ( I• 9 13. HLLL BUILDINGS WILL BE DESIGNED AS SLABONQIUDE REFER TO SLAB ON GRADE FOUNDATION DETAIL O L \ i I II III/� Ae 14 HAVE EACH STRUCTURE MUST HE A FEMA ELEVATION CERTIFICATE REVIEWED AND APPROVED PRIOR TO O O / \ I ISSUANCEOFTHECO. O /L 15. UFESAFETYANO D EMERGENCYRESPONSECRITICAL FACILITIES ARE PROHIBITED IN THE I ODYR AND SODYR Qx FLOODPLAIN. 16, ANY ELEVATORS WILL BE DESIGNED IN COMPLIANCE WTH FEMA TECHNICAL BULLETIN 4. 3 \�►11� �\ 1 11\'T II l ITFit 21?8 rl c 1' m ro fZ eet above sAm the (11 Based on tlhe higherof 2feet ahwe the Effective, Existing or the Proposed lOPyesrfloodplein- (1) Based (2) Cikeds used beingthe higher of the Regulatory Flood Protection Elevation Futhe SOOYriloodplain F---`s'�J Ie+�� \ \ \ \ \ \ / r// \- i 1 v ♦� i� °`7/ / 1 ) I i � • - ` �I `\� T" - i i , ` O1 (3) proposed Finished Fhnorof Building based on noodplaln, grading and drainage design Oiteda . .��--L ,� (4) Finished flow elevation shorn reflects the approximate elevation to be used as them buildings have not Yes been designed (S) Proposed elevations are pending CLOW addendum approval (prepared by Anderson Consulting Engineers dated April 14. 2014) (6) The future ES building shall be self contained fiom the ITS building if tolBbuceed prim to an approval of the LOMR DATE 04/14/2014 CALL UTILITY No7incAnoN REV.r DATE BY CENTER or COLORADO 811 LAl1 2-BUSINESS DAYS IN ADVANCE BEFORE YOU or GRADE. OR EKCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UFUTIES SCALE 00: I"= I W' DCALEM: N/A DESIGNEDBY: SE; CHECKED BY: RA are, Ott OF FORT GOWNS, COLORADO UTILITY PLAN APPROVAL ("fC(i. lt^, APPROVED: an Dixon oArz 33441 s L CHEOFED BY:,'+.,, uTwl • wASTLaATm V]rm o.rz/44/AL f \ CNECKED BY: sray.ATm urLm oArz PROD. NO. I IS&I01300 CHECKED BY: rues • AcmtAla wrz CHECKED BY: �a FRG ]x4iC twJEN pLR CHECKED BY: wrz 34 1 1 1 t 1 rN) ._-�_ +r.� �i � : _• ye' _ � 4 mac �R - _ - � � — __• _ YF/i■F^4Wip .N)N-W-- it ■ ■ ■ ■ f.a3 `• ■ f ■ ■ f ■ 0-■ • f f f�Y•�. V`fFi f f f f f f f f f f ■ f-1 f'f'fT7 f7 w'7 f7Tt'77� +:. - It _ ori9"``-lq -- _ - _ �� -._. �I-'. •NJ ;- 9.18 .067 19 O:H §" i . ■■ —= — — — — — -- — 4�'���.TI�IJ_.•nu _ --494i _ -.�- ■ 9 4 I I 49,4IMIRAYM i vnaPo go oo •h F s �9 7 I ,y • `... DP b2 W5 :`-•1 I' "" • 010-1.5 CFS,- Tc-180-MIN 4-1 i '':� •4 1 • •... f Q1 OVERFLOW TO BASINMB1 OFFICEAV Ilk &assets PRORRN BOLMDARY A91) •. (TYP) • . IN 1��.\ 11 11 rN) ♦i 1t 9v \ RICO-M \ .- — \ 1 t9AT �I m) �� nowime sinows Innomis B7• BTU ti , sonnon ti b2, �� J --,,— . -B=Z 1 r r • 0.71 0.94 3.19 0.79 T\ • r. 1.51, 6.79 4 b a - 7- _� DP'c28. _ O10>•3.2CFS,_Tc--�5 yLEI��N n�iYLr= atK I rrq DP b3 010■0.8 CFS, TLe180 MIN 0100-4.4 CFS, Tc-58 MIN DURING PHASE ONE OVERFLOW TO DP c26 DURING FUTURE PHASEOVERFLOW TO BASIN B1 . a r � 2.ss o.s5 a r h CO I ` � r r� r r� NO LAND RELIEF. RDESIGNED I r SYSTEM TO ! rr HANDLE 1OD-YEAR EVENT r r, r r' r , r , 1 r r • ' rsr,, r 010001 RONNIE BT• Bfi MATCH LINE - SEE SHEET SC-5 it M 7-FS- S� 1 -- C2 N 6:18 0.95 F- lWi1 I� N N iLij U) —28 z 0.71 D.95 Z O Z _28 0 t[!95 } U ONana 0.16 #11 4 10.2410. ELNG i SC-1 - SC e Yq 4a99gggg o ai$p� e e SC-3lu � m EFS £ j _ GOLFC < s S o u SC-4 qq WATER RE FACR�IY N us e 'gyp al IRJfERRVsr M N LJ) N Lo J In y m D: rc D18- u. W aum w F- (1) - ¢ Y In WZO0 w <<�m a �zuz 50 25 O 50 100 7 Z 1 0u 0 a.O SCALE: 1"e 50' N N LEGEND EXMINORCOWOI . - EXMAJDRCONTOUR PRDPMINORC9NTOUR �apppr/ PRoP MAJOR cDNTolm Ing PROPDAMNAGEBASIN A DRAINAGE BASIN ID Q' STORM RUNOFFCOEF. DRAINAGE BASIN AREA �. PROP DIRECMW OF O,TRL D FLOW Ql DRAN EDESIDNPDINF N w W Z Y J I' r CALL U711M NOMFICAMON CENTER OF COLORADO 811 r•�I 2-8I151E55 DAYS OR ADVANCE W R N BEFORE YOI DID, GRADE, OR EXCAVATE u NA FOR THE RXNG a IDAIERGM MD IICRJER \ 2 i Ol UTKJTIM O = G 2 Y PRELIMINARY w. a 8T NOT FOR CONSTRUCTION o qqq CITY UTILITY IL FORT NAP ROVALDD F PLAN APPROVAL ppp-III y nr& ,Qq`,IN:Tp-, .gg OMI APPROVER CHECKED BY: w.Tu • tA2IIMK11uwn Wn ��XJ JEE�gI, ♦F. CHECKED Br ,ry CHECKED Br. PROD. NO. 11840 CHECKED Dr. .� _ sc-1 CHECKED Br. ,�� Ip!'�-INJ _-_ - { �1 �y, �e _ 1 INC- 'CS LIJVCOWAVE - �r■ DTI ■ 1 f 17 7 r■ r■ r■ r■ %T7�7 r■ r■ ■777T7 ■ 1 7 0 ■?y .r G/NCOA. V6 L -- -'-'= 11' i I � ♦ 94 - - 1 i / d • _ 1 494 94 (TvPPRIr)aTaD RDR " - - Ia a -- _ _ /i II q r-'i _'� �I �, 1, 1 • $. I \\ . - '";- ._ _ 942 sg C-2 llII r'i tt d A-4 9 - - - - - 06 - 94 0.25 ! I/ 1'` Ir - I ice. i \`N. 42 /�-4, 1.58 I r l�� t l :.lrl �S , 0.52 0.81 t _..__ \y - - - - - Q10=0 2 CFS, Tc=180 MIN -.. •�J- -- -. _ - - __ - i l � I II� L-?iI 1.73 0.65 0100-0.4, Tc=180 MIN f , I Ht-\I \ i ♦ 1. \ I MINIMAL OVERFLOW 11I1 1 �- as in j11 f S1 'ONmminini� �as1•as��jug as 1 ` 111, BACKPORCH\ C 1i/ it I OWNER.' 0.56 0.44 0.95 0.80 .1 I.11� I ELLSWORTH, DAN/EL L. \` y \\ \ I 1 i a •, !q I & SH/RLEYE. �� ♦ m 3 O ' ' I 943 -pjp� CFS, Te=5 MIIN /a9 I ` I ,l I (REC. NO. 94091198) ` • \\� %\ \\ c ARRYOVER 010=0.0 CFS ' I �? .. ! ♦\`/F� \ \� . U) -7. ' - 93 2 I ,, 0100=10.7 CFS, Tc=5 MIN qJJ I \ \1 Z F- .. .. - 4944 - _ CARRYOVER 0100=0.0 CFS' i `.1 ''� _ • �7 \ '•\ W DP e21 \�,DP 3 10' _aW _ - _ - _ - - - `� I, I OIO=0.4 C Tc=160 MIIN1010=27 CF2 _ _ - = - _ - TM CARRYOVER 010=0.0 CFS •_ , C q+OPlT IBOH1+nART-t - - = _ = 2 - _ -1 `. `INLET CAP in - - - - - - - - - 0100=6.1 CF51 Tc=S.MIN'\ 100=7.8 f l - Atovaa,m, - - - - - - \ LLI - - - - �- r _ (INCLUDES BACKPORCH FUTURE RELEASE) • , - _ CARRYO 0 (INLET CAP W = - = CFS 4 \ TORRY ZVE In - ,..iN FUND �x. ��''• ! DIP I nw�� 1 \- J -'L 9 r 0.22 0.95 j DP c20A 10' TYPE-R SUMP' . / "O_, _� \'.03 1♦'• \`\ `- Z i 010=5.7 CFS, Tc-5 MIN' 20 _ / - ♦� \ + i I INLET CAP 010-63 CFS / °J , _ _ �'• V •'` N SC-1•--E LMIC LNA LC•'2 iY O 3 C, � , SC3 1$D NK EQJB d GOLFC y F � O i < u SC-4 rl MUL + WATFR RECTAL A N FACILITY '+�I. E ULBERRYST K � D0 N J J JU'iom {ry(y�y�I Do DO W FQun o 2 <Fw ¢ Y N W Z w z 1 FU0Z Z 00 2: IL Z f U 50 .25 0 50 100 0 SCALE: 1 •• - 50' O r R ON -GRADE N 2.7 CFS -6.2 CFS 10-1.6 CFS O - - 1.95. 0.63, / DP c24-0. DO/a - CARRY OVER 1410=0.0 CFS .�' h 1' '�i DP 06-,W.TYPE R SUMP IF 01100�0010=0.8 CFS, TC:=18I MIN ' g - 01OD=14.61CFS, Tc-5 MIN �91. �- A-3' 010=24 CFS MINIMA.8,VERF O MIN l �� INLET CAP 0100-11.6 CFS C2. � " 1 ' `• INLET CAP`010=3.6 CFS ' MINIMAL OVERFLOW \, I CARRY OVER S7EM V CFS + 1 \ 9g 1 , , I J I 0.44 0.68 S, CARRY OVER-010-0.0 CFS d j220 CFS ROM .SYSTEM OVERFLOW I �. i Ig1oo=CA 01 Z_ ._ 94,- a ,v+ TO'DP c17 0 1 � � � '� `..• II'Y,ET CAP g10Q=9.2 CFS I- I _ _ - - - I ' : ! ♦ I / a •., CARRY OVER 0100=0.0 CFS z s - • / I i '!, 1, I O _ _ C-5 �1I. -2 20' '` I , c1 6 j f♦'\DP c17\10' TYPE R SUMP -'9'°-� 0.83 0.7Z a y¢ r '�� I� INLET CAP 010=3.8. CFS ' m in m m m m m m m ■ ■ ■ ■ ■ ■ ■ ■ ■■ I i gg ♦ - 2:18 0.55 / , < ' 1A lfQ100R=Y OVER 0+' ' CFS ■ ,- /g \�� .y r ' 1 0.80 ,0.62 1 `�t 1rg100=2544CFS FROM rI • 94 `� 1, +, SYSTEM OVERFLOW C-4 -' µNITTPI •' 4cAP g1DD=n.s CFs / '/ 1CARRY OVER(0100-10.4 CFS ■ 1 nu •+ 1• , 4 0100-5.1 CFS FROM rR r LEGEND ' EK MINOR CONTOUR "MAIORCONIDUR PR0PMINDRCONiOUR PROPMAIORCONiOUR PROPDR.MNAOEBASIN W DRAINMJEBASIN ID Q STORM RUNOFF COEF. DRAINAGE BI1=IN MEA PROPDIRECTIDNOF OVERLNJDFLCW QURAWPGEUESIGNPOINi U IL rn 4 Z U w Z Z Z W a Z Z J w W It 2.92 0.78 • _ 0.73 0.83 . - - .. I r T mdP. a .. / v 4 / '*• / / J TOTiRM SYSTEM OVERFLOW U) `IN J c5 i l�•� . : .., : II+'y� N ■ $r rn / C I 0.11 0.95 m m r ■ a s ���, 1 I'I CALL UTILITY NOIIFICAIION ' , 1!'`°`• DP c5 I n1- •� J��b�oV• - Y 1 fI i i O CENTER OF COLORADO DP C4 I 010=2-3 CFS, Tc=10 MIN �\ r I 1 QII QQ11 -218 ■ 010-1.4 CFS, Tc=160 MIIN ,3;'p 100=7.6 CFS, Tc=5 MIN__ C'-19 / \ I 9 �,� I CALL=-Brsw$1A IN ADWNCE m 0 N ■ 0100=17.4 CFS, Tc=17 MIN RauRADax OVFj,(fLOW THROUGH LOTS \ - A� _ A-2 R I I V DEFOTE Yw DID, DRAu'aR ExuvA1E 0.50 0.95 ■ -0.53 0.64 �I� C ar 1 FOR! ME +o+Kern DDDSERaouKD \ OVERFLOW TO DP c3 r r TO D�'c6 , - .T 11 I ir, 2 ■ J +> 1.68 0.63 ANIN I I 2 o i iDP !�,9 bCr I C_6 q;0=�.6-CFS. TD=55 NAND. �LMA, - -�. \ '' ,, '.• j PRELIMINARY W n m an n in MM in m MM11 :j I _ - 49 0.89 0.72 I�_Q100-6.0 CPR, TO-DP MIN 0.45 0.34 -I � DP, ct' �: ,+'' I I � w � o Yn In D u \ 01o=I:u• cFs, LTD=1eolM6NI J J Z NOT FOR CONSTRUCTION ■ `� 4 �'h C6 / , I I� ,cl c1 01W=9.6 CFS, Tc-26 MIN t4 J ■ OVERFLOW nDD . �! `W TO, DP c14 I I� r CrFf OF FORT COLLINS, COL➢RADO RFOIsr -28 �` �/ / , _`9g ' -� .I 9g oD1LmA r , ■ �.� UTILITY PLAN APPROVAL c -1 9. i I i APraovm - 0.50 0:95 e_ I I I W ■ C4 MIN P CIS ` I S Ro0 I I I m CxECKED Br. -gyp• k d 11 I . rrWf• aunrz+wl Imm wrz +Dryµ f.^ IN 1 4010=0.4 CFS. T6-160 MIN I I ,t f. j ■ li III J ■ 100=5.0 CFS, Ti ;16 MIN CHECKED ITr. - ■ - OP c130W LOT TO DRIVE AISLE CHECKED RM rrz PROJ.NO. 11 in inmmMEMMw■■■■■■■■■■■■■■■■ ■■ ■ L. I;- SENIOR! Ewhom= CHECKED BCC Ira SC`AG MATCH LINE - SEE SHEET SC-3 CHECKED OF..- _ wa CONTINUATION LINE - SEE SHEETSC-2 J' \�') �, C-3�I _ 12 10' TYPE R ON -GRADE I t ■ . i¢, C I I C-Z \�+\ 1.49 0.82 g s•1010=_3,9 CFS, Tc=S MIN A-ZI I 0.62 0:25 • g C/0 FROM-DP-c13-1.4 CFS, 1.28 0.59 INLET CAP 010-4.7, CFS T 1 I ' CARRY OVER 010-0.6, CFS TO DP CB 1,68 0.63 I 01DO-10.0 CFS ` / \ C/o FROM, DP c13-12fi"CFS, I q 1 'INLET CAP'01W�9.9 CFS I 1 �' �•. a• 94 - C2 - ' r' �.. \ - _ _ CARRY OVER 0100-12.7 CFS + 0100-2-4 CFS STORM .SYSTEM OVERFLOW. ( 1, y+ �• I I y - II ,� ` - \ ,, E e• oaEv� � ,� TO'DP c8 I I rl`. a 4A94_- -._ DP 03 10' TYPE R ON -GRADE/ , '� -1 a , I IX ■' I III -QIO-4.6 CFS, T6-10. MIN .. ■, .a I I y DP c2 C/O FROM DP C5-2.3 CFS, TC-10, MIN ''. \ \ -� ` ■ I I I O 010-2.8 CFS, Tc-1/ MIIN ' INLET _ ET CAP 010-5.5 CFS 0, , 1.131 A '1 11.00 0.64 i -'■ ' QM* ?I I V w 100-7.4-CFS, TC-10 MIN , CARRY OVER 010-1.4 CFS TO DP 02 , I / y1jj I 0 FLOW TO DP c3 c3 - 0100-14.9 CFS, Tc-5 MIN » \ ' I ! ) TI x I • I I , �-r-� - . C/O FROM DP C6-7.6 CFS,`Tc-5 MIN '' , ,�/ i c1 �� f : III I 'S O I / DP c14 10'; 1YPE R ON -GRADE �. INLET CAP 0100-9.9 CFS � � I R an I Ii3 t CARRY OVER Q100-12.6 CFS TO OP C12�' , ',� / / i I ,' 010-2.4 CFS,' Tc .11 MIN ,�` , \ INLET CAP, q10- .4 CFS ut IaIr♦ I� I �I \ -. / ,` CARRY OVERIQ70-0.0 CFS O 49J1 , / I jl I 0100-13.5, CFS, TE.26 MIN J 1 _ 1 (INCLUDES CARRY OVER FROM 3 DP c3 / `'�, -- I I DP'C14 O1ITc-26 MIN) + ,� 010-3.4 CFS, Tc-10 MIN \\ �.' - ` I 0100-10.4� CFS ?iOM UPSTREAM 4. rk ' - 0100-17.4 CFS, Tc-17 MIN . - / 1 , 9 +j + 0100-5J',CFS FROM STORM OVERFLOW TO SWALEI CSYSTEM OVERFLOW '1' K � INLET CAP 0100-11.1 CFS W CARRY OVER 0100-17.9 cte m C SWALE C OD- • ' 1.12 0. 49 • , w� � � , \ A DP-9 ' , / Ii I � ►i f 1 _. npapnAw -___I _ �\\\ �: 1 1" �' _.9J9 MI I j I Z •aTf j '1 k ,� *MTRATIDM I, 4439---93 j t cN I 37 DP, a2I10' TYPE R SUMP \. \ DP c7? i / 1.30 0.69o10-a.t CFS P Q10-0.6 CFS, Tc-79 MIIN _ _f INLET CAP 010-7.7 CFS 0100-5.4 CFS, TC-9.MIN c7 C'� I y� I CARRYt OY RCF50+01 CF S ,�� �• ROIm �9�J OVERFLOW TO EX POND DP c1OM DP a3 , C_8 . �• A3B �' DP c9 10' TYPE RjSUMP NLET CAP 0100=12.5 CFS Q10-4.0 CFS I CARRY OVER Q1OD-O.0 CFS INLET CAP Q10--6.3CFS ; \ \ j •` OtARRY6VER 010-6.0 CFS/ 0? 1\ _ �_ r ��/� 0100-�70.7 CFS,+ •/ \'.'- i �,: ('/ 100-17.9.CFS'FROM D14 + {r! I I rI g1G0-10.4 CFS STORM 'SYSTEM OVERFLOW 'II .. - - - .' -. •�_ •-..� 1. \ \ / S `. I INLET CAP 0100-17.9. CFS I I f I DP c8- . C8 j CARRY OVER Q100>•21.1. CFS + I I - - -'i 010-0.2 CFS,' Te=180 MIIN' \ ,' 0100-59.5 STORM SYSTEM OVERFLOW % _ _ 0P c10 5' TYPE R SUMP \ - ! 010=0.6 FROM C12 Cl 010=0:7.CFS ITC- TQ . C8 I t I �. 1- •0100=0.4 CFS, T�180 MIN 5-MIN-MIN \, •c,7, �.� ;\- �• /' INLET CAP 010-5.9 CFS \ �� ` • '01TO'EX 7'FROM C12' -� CARRY OVER 010=0:0 CFS =µ# '001iRFLOW TO EX PON DP 1 ~ �• '- e ' \f\ 0.20 0.3°s INLET A CFS Tc-S.MN I � ■ I` / ==----- \ ` INLET CAP 410:2 CFS y I `. \(.,� 1 CARRY OVER 4100=0.0 CFS .1 I♦ - ;, _ � \ � • S�2EET FLOW \ , �AT e8 '01 0.9 CFS\Tr-12,MIN =MT "op y, �\\ • ' i '„` \ \ 01 0.6 FROM 02 { , I I •rG. • '' , \-� 0100=�.4 ''.T�12i MIN _•1 •1\ `'�- C-� �-- >rv,, - r 1 I I t 'DP 11 5' TYPE R SUMP L + 0100=59. CFS FROM c9 -III- �♦ C1 t I 1 _ 0.53 0.57 - 010=1:3-CFS TC-7 MIN _ _ - +Q100=,127-CFSIFROM,e12 �. - - - \ • -`�-. ` - OVERFLOW jG EX- POND' DP C1 e - ' INLET CAP 010-5.4-CFS" I _ - _ - _ l ••�• ` CARRY OVER-010-0.0 CFS tI >.i \� /, I _, ■ 1 L J '� wl�CAP 010w1o4 CFS I r I r, I I I �`.... \ \ \,.- •y, /� t li / I ' I :.. �YR, '• ICARRY OVER 0100-0.I CFS II 9J9 ]+ 1 !�• - PRD'EATT DDIwDIwY •�. -' �•\ .�./, ' i yj �, i I .` i I I I 77.5 ROOM•pi WOODWARD TECHNOLOGYCENTER LOTS J I N k I, \ I -_ _... 0.,\ \ ''•tr. �� " - I / ' ./ , // • i , �3 =it ,I 10 �E jt7 O SC-1❑ SA 11.0 e r,qu.� �h• E uLaERRvsr j JUom o i I- <u M Y �WZ� a' z5 3 ZUOZ 0 so 25 0 50 Too mimmi,SCALE: Z 0 0¢ 0 IL I-- 50• i U LL N N LEGEND Ex MR R CONTOUR EKMAIORCONIWR PROPMNJORCONTOIM riDODh� PROP MAJOR CONTOUR � � � � � PROP DRAINAGE BAEW /{ DRAT E D 1,110 O. B STORM Jk, G COED. DRAPUGE MIIN Ai@A �. PROPDIRECTKNi OF C IH.AND ROW Q1 DRANAGE DESIGN POM U) z W W z i J a U L z N CALL UTILITY NOMFICATXIN CENTER OF COLORADO $11 LAL2-pU9M98 DAYS INADVANCE m po n m W Q tt BEFORE DIN CRADE, EXCAVATE ; idt 11E MD=R OF UMDERtllDUND E M D IQwI1BER UiMES ♦ Z � PRELIMINARY o Z n B NOT FOR CONSTRUCTION D M M D 07Y DE FORT COWNS COLDItADD UTILITY PLAN APPROVAL �C%t-uy�, SNAI//tt CHECKED ER: -v A�Tttum n Wig / F/TP a1AL CHECKED BY. CHECKED er... PRO.). M. F I CHECKED BY: SC-3 CHECKED DY: �� HAL£Y. I OOELL BREWING COMPANY 1 A F% STFIUNG� O 1 ✓ANWORKs NORTH LEMAY9UBD/✓/S/ON I f 1 L___ - J j JAN/CE V,' F/FSTREPLAT I� LOTI _j LOT2 M/NOR SUBO/V/5/ON F/RS7FlUNG / j�frOLLBJSBREWERY \ escoTr��� ---��� r-� —___mac---- '�� -r —'— �•.�,�..s•-- _.. �—T. —.— — — — I a� ri INFLIRAIM PM 0 G�pZ IURE FUTURE PARKING , r E%PN1910N BUILDING EXPANSION i 1—"i— - --�. - I I (ETC -Ewan i 1 y Ili I Ip. kO I ' I SI FORT I I I HACKPORCN CAFE �C 100 so c IIXJ 20': J L- 1 I F (PSB) _ I OWNER: ` �I ` T -j I - I I ELLSBSHRTHLEDYA�IELL\\, a Vc0 �y SCALE I"= IW' / - - ` ` q I \ \ Ia - -• �- �\ L - - — — _ -1 lREC. NO. 9409\ 9B/ D'P r �rtnuna C \ -� -► �� BRTM PBID =saa a Poo W F-i \ \ \ L-J 1 BNLWA= 1 r5 1 i III E%PA IGN Li FUTU 1 I 1 EXPANSIONINDUSTRIALREINDUSTRIALTlRSOYACRAFERY II SYSTEMS(RB)CEP BBITBARoI I : i• �, I SIRLPoo 1 11 V I ON- Q i &0 D wo�0 U wmir a ozd IL 33m a p UZ o - U. It w cl z W ow a -J" ' `` _ zz 0 o m ....�•. .— HEAWIIARTERS sr, BYBBBI �! (FISTS, '�,��5\j I I ; W o a Q X 11 11 ------ -- �, & w g Ir w \ smBR sysim Tr }INRf \,\ \ ` T\ IL FUTURE z EXPANSION— / o a N LINE EX WET Porgy \ WOODWARD TECHNOLOGYCENTER / WATER DUALITY POND \ \ I% /\ \ \ /I l I I `.• DATE 02/12/2014 .•••^•, `. \ / I \ ` r' �± - / 1 I I I �I CALL. av oNOWI ABno811 °N REv. DwTE By \ 1 --..—...—...1 • •\ ..� I BR�IA \ 1 \\\ ! 1 EASO ,, mP, , l \ ''\ '•'\•' \\\ \\ ' = I - RIFOR T 1dl DA,NO G OF OR FXCAYAIE Tpt 11E IIAMVIP Rf UOEAONlI1D `\\ ♦ - _ - , _. — — — I I IOmI UTaITFS ----------- ----------- �.-, 1 \ - =- I IIAfAGsr PRELIMINARY ! _ SCALE M: N/A DESIGNED BY:50 111 i I � I � I I � • r NOT FOR CONSTRUCTION CHECKED BY: RA \ \ •'� II I �WAROTECHNOLOGYCENIOP OITY OF TORT OOL1115, COLORADO LOTS --I I I I I r unuTv ww APPROVAL RED/ APPROVED \ , 'PJ� ♦ \ 11 I I I I alr R>Rucu wR gR� 33" r BY: CHE \ 11 \ _ I r CKED J J -- `ACHE LA PoUDRE R/VER \\ I\ I 11 �\ I I i I I IMIIRn �..s,...,a 11BRI RrR �• l� 1 i CHECxCD 11>MaXX vlanrMIT CHECKED sw BY: • I \ \\ \ I I I rCHECKED BY. PNi3 a I�ZlIG yR PROJ. NO. 1164101L00 Y ■ X \ ,^� X � X \\ \ I I I pEq(FD Br TmnaNDrtK nRBa rv.R u 1 1 1 1 i C 1 1 11 1 APPENDIX B HYDROLOGIC COMPUTATIONS FY VIVITI:►1 I 1 11 J I II DRAINAGE SUMMARY TABLE Dea19n Pohl Tributary subbed. Arne (.) C12) C(10) C(100) 1.(2) (min) tC(10) (min) W(IOO) (min) D(2)UA (Cf.) D00Uot (c4) 0000*4 (Cfe)) ORAWAGE STRUCTURE /REMARKS a2 Ad 1.68 0.63 013 0.78 9 A 94 8.0 2.4 4.1 11.1 r wet 83 A-3 0.44 0.68 0.68 0,85 10.4 t0A 9.3 02 1.1 30 r Nat e4 A4 0.62 0.81 0.81 1.00 9.7 9.7 8.4 1.0 IS 4.4 Beek Poreb 05 A3 057 0.51 051 0.63 8.0 8.0 7.2 0.7 12 31 mltrairon pCnd a6 A-8 1.82 0.31 0.31 0.39 82 8.2 L7 1A 2.3 6.1 aroe ins! a7 A-7 1.19 029 029 1 0.36 1 10.6 IDA 10.1 0.7 1.3 3.3 at"Wel e8 A-8 1.18 0,67 0.0 0.83 14.6 14.6 13.5 1.5 2.6 6.7 Infihatlon pond b1 B-1 12.36 0.70 0.79 0.99 136 136 7.6 19.0 32.5 104.6 Fut n. Phaaaa b2 B-2 319 0479 0.79 0.99 13.6 13.6 7.6 4.9 8.4 27.1 in@aetion b3 e-3 1.51 0.79 0.79 0.99 5.0 5.0 5.0 3A 66 14.8 initlmtlal Pond C1 C4 19.63- 010 0.10 0.13 18.3 18.3 18.3 36 5.9 15.1 eapond (wa C2 C-2 128 059 059 073 10.5 10.5 9.5 1.6 2.6 7.4 ram rice Swale c3 C3 0.62 0.25 025 0.31 IiA 8.4 80 CA 0.6 1.6 Conveyance awolo C4 C4 2.92 0.78 0.78 0.90 12.6 12.6 11.3 4,6 7.9 21.1 Ntanton Pad C5 C-5 0.83 0.77 017 0.96 5.7 5.7 5.0 1.7 3.0 7.9 Mlttnbon Pond C6 C46 089 0.72 012 0.90 5.6 5.6 5.0 1.7 30 8.0 InfJ0abon peril 07 C-7 1.12 0.49 0A9 0.61 5.0 50 5.0 1.5 2.6 67 Inittnbon pond C8 C41 1,13 1 0.23 023 028 116 11.6 11.6 0.5 0.9 2.4 inlot,s .Pond C9 C-B 1.30 0,69 069 0.87 6.6 6.6 5.5 2.3 4.0 10.7 riNN C10 C-10 020 0.74 0.74 0.92 5.0 5.0 1 5.0 0.4 0.7 1.8 rinlat all C-11 0.53 057 0.57 0.71 7.3 7.3 1 5e 0.7 1.3 35 typerinbt C12 C-12 1.13 0.71 0.71 0.89 5.0 SO 5.0 2.3 3.9 10.0 typor lnW 013 C-13 1.49 Offi 0.82 1.00 5.0 5.0 5b 3.5 6.0 14.9 rinbi c14 C-14 1.00 0.64 0.64 0.80 10-6 10.6 8.2 1.4 2.4 6.7 rm r klbt c15 C-15 1.01 055 055 0.69 5.0 5,0 8.9 1.6 1 2.7 1 5.7 NIYaanon pad d6 C-16 0.45 ON 0.34 0A2 10.3 10.3 92 0.3 0.6 IS v taatbn pond C17 C-17 0.73 083 0.83 1.00 5.0 5.0 5.0 1.7 3.0 7.2 'Wal .18 C-15 0.80 0.62 0.62 0.77 9.1. 5.0 5.0 1.1 24 6.1 rinlol 09 019 0.53 0.64 0.64 0.80 71 5.6 5.0- 0.9 1.6 4.2 Infiltration grand C20 C-20 1.61 0.73 0.73. 0.91 6.2 5.0 5.0 3.1 57 14.6 r inn .21 C-21 2.15 020 0.20 024 13.7 13.7 137 0.8 IA 316 Infiltao MW .22 C-22 0.95 0.80 O.BO 1.00 5.0 1 5.0 5.0 2-2 37 95 .ma knot W 0-23 022 0.95 0.95 1.00 5.0 5.0 5.0 0.6 1.0 22 0endi dram C24 C44 1.95 0.93 0.63 0.79 6.4 64 5.4 3.2 5.5 14.7 infilbetbn pond C25 CR5 056 0.44 a." 0.55 55 65 5.0 0.7 12 31 'u fut,. i.n Pad c28 C-26 0.71 0.94 0.94 1.00 SO 5.0 5.0 1.9 32 7.0 am Inlat .27 C-27 0.18 0.95 0.95 1,00 6.0 5.0 5.0 OS OB 1.B "non drain c28a C4BA 0.19 1 0.95 0.95 1.00 5.0 5.0 6.0 OS 0.9 1.9 roofdroin c28b C288 024 0.95 0.95 1.00 5.0 5.0 5.0 0.6 1.1 2.3 mop drain C28C C40C 0.50 0.95 0.95 1.00 5-0 50 50 IA 2.3 5.0 roof drain C28d 028D O50 0.95 0.95 1.00 5.0 5.0 1 5.0 14 2.3 50 nwdran C7Ba C-26E 0.11 0.95 0.95 1.00 5.0 5.0 5.0 0.3 OS 1.1 roofdraN C2BI C-2BF 0.16 am 0.95 1.00 5.0 8.0 5.0 04 0.8 1.6 r Wdmm -289 C-28G 0.34 0.95 0.95 LOU 50 5.0 6.0 0.9 1.6 3.4 roof drain c7Bn C-28H 0.71 0.95 0.25 1 1.00 5.0 5.0 5.0 1.9 3.3 7.1 mafdmin c28e C-29A am 0.a5 0.95 1.W 5.1 5.1 6.0 2.2 37 8.2 area Inks C29b C-299 2.69 0.95 0.95 1.00 5.0 5.0 5.0 7.8 13.4 28.7 roof drain C30 C30 O.OB 0.95 0.95 1.00 5.0 5.0 5.0 020 0.35 0.76 mop drain C51 0S-1 1.73 0.65 0.65 Oel 5.5 5.5 6.0 3.1 5.3 14.1 Bacfc Porch e3 A3+A4 0.97 0.76 0.75 0.94 10.1 10.1 8.8 tii 2.7 7.4 rpo,inlal 07 C-17+C-19 126 0]5 UJS 0.91 5.0 5.0 5.0 2.7 4.6 11.8 rinlat C16 C-161hru C-19 251 0.63 0.63 0.78 12.5 12.5 10.0 32 5.5 15.5 Infiltration pond t21 C-21+A•5 2.72 0.26 026 0.33 12.1 12.1 11.6 1.5 2.5 6.5 InBlbelbn prod 4.38 0. .7 4. 189 m iaration pond Page t I� C..v ,O p I 11 aF4HFlPftOY/.> RUNOFF COEFFICIENTS E %IMPERVIOUS U ATUN: Radv.dA•.eO- MOWTNU: lla1.OFA00 C UTAT BT: ET DATE LN JOI4 R•cam .d Rurofl Cwffo Wfromj.WR 11 d Q, of Fart{4NM Daag0 c ft Reaomm J %Imyetwaa Irom T-N. RO3 f UN•a Sm1m D1•Ia•Ba Cnlab Idanwl Ru % .."kiIint I c Slnata WDdnq bta laapri). 0.0 IN SbewBlb fwn nmk 0.Z 00 P.O.: 0.0 W Landsup Mua: 0.05 0 ammarrr�mammo' am�ar•�mommro amma��aommro amrrm.arm.®o®mro amrrm•m®marrr�rt�rm �m�orrr�msmmr�.� amrr�a�®mamr•�m �®�©m�soosmo; am�maoaormo. am�s�a�aoammo. �t•�t•t•�C•t•t•I<•' �m©�mammmma amrrm•rmo®®metro mmmmamammro am�mao®®m© �mrmaa®o®mo amr�arrEs��ammrr0 �r�s�arm.rmammrE� amrrrrm,ar��msmmrro ammo®mamma �mrtrt�o�®om�o ®rmssrn�a®mo�mrm ®mrm•m®�r�®ommm ��mmm��ommo mmm•orr�asmmo ®mrrm.am•aa��mo �m�rarr�oa®me mmrm•orm.ma�r�e�o �m©rvaam•oammo �m®rearm.®rrB®mo mmr�am•�amrr�© ®®rm•mamammm �mrrm•sx�amammo mmm.amaaame ®mrrrm.mm•mar�armo ©mrrm.mmammmro mmrrm•m�oaromo ®mm•arrrr�aaamo omrm•maaaamo �mrrm•maaaamo mm��aaaaamo m rrrrrrrm yes a a a s �� e ��m�aoaomo mm�maaaomo r.r�mmmaaaomo om�r�aaaoomo mmrrm.arm.aaamo met®moaaamo omrm•maaaomr•� ®mmm�.���mm�r• m metro ®srr�m�orm�c�m� �m�r��r�®mr�mrrr� Emmtsm -c.wrra c w.Bmaaa s x Imo•rylwa w.a. wyMae G. i{ci MlfN Ci. rumfl waflo•mmr eF1db area. N N . anm d sudaca wim nxofl cvslfbwn d Ca' n • nanNV d dffranl awlzaa b aeKY.1p N • mitl am a+v wNCN C N aop4ntls; IM aum d aC N'a JR Engineering =o E Pmaped R6. sN. IOD FslC .CA 00dz5 STANDARD FORM SF-2 TIME OF CONCENTRATION -2 YR LOCATION: WDOdwud Phan 0. PROJECT NO: 1164-099-M C-0MPLTATIONS BY: ES DATE L242014 2-yF51Otrl CI= 1.00 Sue-B.WN DATA iN1TW 10VFJ3LAND TIME" TRAVEL TIME I GUTTER OR CHANNEL FLOW in) kCHECN full aZED BASIN) FINAL Id REMARN6 DESIGN M T 6lRBASIN(.) (1) Alro lu) (2) C W LW9N (M1) (4) Eope (14} (5) a (miN (a) Lm01a (k) (7) Skw [Y) 48) n (8u.ilp rwp4 VLL (Nn) (9) t1 pninl 11 (10) k tits (11) TaIAL (Nl (121 kgVta0M10 (mill (13) (mini 114) ei h3 100 O.m N 20 at bin am owe lA an 94 6m tat 9.1 rWd 83 M3 04 a" 20 2a 2.8 6m am 000 1.4 7.82 104 670 132 10A I rrcNl .4 M 0,52 06+ 20 z0 2a Om am gold 1.4 7.74 91 Goo 13.0 0.7 Beck Pinta a3 M5 0,57 051 N 2.0 19 W 0..m Dols 1.4 ..It to 370 l2t 00 aflr.lbn and m A-0 1.82 0.31 2D 2.0 a2 250 am cold 1l 2.93 0.2 270 11.5 e2 at MT 1.19 02p N 2A 54 2N am cam 0.0 5.15 10.a 264 11.4 las ur INN .a A2 1.10 0.83 N 20 2.91, im0 am 1016 1.4 11.73 146 ion 15,7 14.61ri511re0on bi a.1 1236 on me 1.0 10.0 3m 1m 0030 1.5 3.00 I'D em 13.0 13.6 b2 &2 3.19 0.76 add f.0 10.0 3m I'm am 16 3.90 Ike 622 13.6 136 b3 8-3 1.51 C.19 N 20 21 rb OSD 0.010 1.4 ads 20 0 10.5 60 a1 CA 19.63 C.10 SOO 2.0 Me 1200 200 dead 1.5 13201 see IWO 18.3 let u W t2 C-2 1.28 0.52 20 2.0 3.4 4m 1.02 0.030 1.1 TOD tad 126 12.6 10.5 aWe t] C-3 0.82 M2u N 20 61 NO ZOO VON le 2.15 5..4 310 11.T 04 BWIa W C< 2.92 on 20 20 2.1 411 ON Dow 08 10.49 12e AOT +2.6 12,6 er4r.VOI cartel p5 Gd an On 75 L2 5.D 130 4.02 a020 3.2 067 5.1 205 11A at irillnOon parld dO 46 On an 02 24 4.0 130 am a= 2e a" 06 212 11,2 6A iMAlnaon iolW 47 4> 1.12 0.49 20 2.0 4.1 160 CAS awe is 0.82 5.0 170 10.9 6a nOMdin 01 Ca 1.13 023 125 24 13.6lei 285 am 1A 1." 15.1N�124 ts IlA HJtrilkn aM a 49 I'm use N 20 ti 335 am owe 1A 3.0! 0s2.0 4.61 rMat C10 410 an 07. f0 20 1.7 TO 0.2f sold 1.3 a1T 2Afee 5.01 Iwo all 411 a53 052 40 2.0 SA 21t am awe 1.0 1" T31A 7.31 rMd 012 412 1.13 DTl 20 2a 2s led 122 0.06 3.0 1.m 3.01.1 6.01 riNd 413 C-13 14p am 20 2.0 1.0 174 2.41 0,010 3.2 0.0 2a11 SO HiIw c14 C-14 1.00 064 12i 26 1.0 mil am cold to 3,61 1"124 10.61 ri11dC15 G15 1.a1 OAS 157 26 DO 146 1." Dead 1.3 1.e5 1.0+11 5.01r16100 or,.16 tits 045 am 25 2.1 0.6 m am eow 00 066 tag10.6 10.3 'm5lb.aan Goneoil (>W a13 e.L3 Ila 22 0.0 in Om date 1.4 1.51 1.51.4 5.0 er EJM .13 G18 an 082 lip 2.0 7.8 to am awe 1.4 1.N at1.2 9f l lira C19 G10 C.5] 0.6a 49 22 4.6 lie am 0.000 a6 2m 11ap 7.256dtra5on at L20 1.61 i On 01 1.0 44 255 1.32 awe 23 I.UI 6.2 317 Its 63 lyri,Iai al 421 2.15 ON 20 20 6.0 651 1.12 am 12 *321 15.3 611 13.7 103 INlMabsl port, c32 42t a" Om 0 20 0.0 20 Led am 16 0.22 02 20 10.1 5.0 mad ilvd c23 4m 0.22 ads 0 20 DO 10 2.00 a= 1.5 0.11 0,11 10 lei 60 U9 dnk 424 424 1.05 0,53 N 20 3.1 IN 0,50 0.030 0.0 IN 0.4 130 10A 04 WAID.VoI pone ad G25 a.5a 0." 20 20 4.4 m a" am O.8 1.10 S5 TO 104 5.5 inMb.lian in P26 0.71 0.94 20 20 I.0 a 140 act$ 2.4 0.48 is m 106 5.0 arse Nd aD 427 0.16 0.05 D 2.0 0.01 10 2N am 1.5 0.11 0.1 10 10.1 5.0 trams dr.m aba ONA a19 0.05 0 z0 00 10 am Dole 14 0.12 c,l 10 10.1 30 mafben as, 4289 024 0.96 0 20 0.0 10 am awe 14 0.12 0.1 10 10.1 &0 rap(Main 036e 420C a30 OAS a 20 0.0 10 am acid 14 a12 0.1 lei 101 SO lmldren as4 G261) am 0.0 0 20 00 101 OW awe 14 O.12 0.1 10 101 SO and Main t26e 420E a,I O.Ml 0 20 0.0 t0 Om Awe, 14 0.12 at 10 10.1 5.0 r0e/dain aid 420F 0.16 a95 0 20 0.o to 0.m QWOI l a 0.12 0.1 10 at SO rid Men a2 4200 0.34 add 0 2.0 Do 10 am awe 1,4 0,12 at 10 10,1 S0 mddain am C-28H 0.71 0.0 0 2.0 O.0 10 050 awe 19 O.I2 a.1 10 and 5a Men t294 420A 0.82 0.95 20 20 1.0 3m am vote IA 4AI &1 370 12I St..Ir4al add c290 2.89 010 0 2.0 DO 10 Om awe I• 0,12 at 10 Ia1 6e roaf Jnln 430 430 OW to 0 20 DO 6 am Vale 1A 0% at 6 tme SO racf bale ml 05-1 1.n 0.0 N 20 3.0 m0 I'm 0010 20 249 as 3N 11.6 5.6 B Psis .l A-3-" 097 0.75 20 20 23 am Om owe lA 7.74 10" 8m laa IDl tN<d ati D-11�0-tp 1a Q25 4D 22 36 its.Om awe 1A 1.30 AA 167 lag SO rlNd CM Ole aau 4f9 251 a03 fill zol 1.6 427 Om cols to Sw 125 548 130 126 iMIdriiion 021 C-Ztsq.S 2.T2 0.20 z0 2.0 56 I58 1.20 a030 la am 12A 618 12T 121 iMl.woo, a2 :V Iad 0.5] 20 2.d 3.6 lWa am DO1d 1.4 11.73 15.5 ION tS.T I" i�ifraNan iM EOUATIONS: tc=a.a 0=11.87(1.1-CC,)12')IS1D 0- Wel. Velocity "in Manning% Equation With R=0.1 (WriespWds to Flgum"of City of Fort Collins Design Manual) final W = min5n13m of ti 4 it and urban¢ed basin CheCk min. tC = 5 rih, due to limits of OF curves 01-2 14 POP FLOWY. L JR Engineering AN E. P1949au AC she 190 Fm Ctl2,m.WaCm,S STANDARD FORM SF-2 TIME OF CONCENTRATION -10 YR LOCATION: Wood vd Phase One PROJECT NO: 1164-099-00 COMPUTATIONS BY: ES ' DATE lt14^_014 10-YS1Dnn Cf= 1.00 1 r SUI&EMUIN DATA wmALN1VERLAND TIME pq TRAVEL TIME I QU ROR CI NNEL FLOW (e) HCHECK (URBANIZEO BASINS FINAL t REMARKS DESIGN BOAT SUBBA51441a) (1) At. 1-1 (2) C (3) L"dI (k) (4) 81" (k) (5) 6 (min) (0) Lwgah (6) (7 Save (N) (a) n Ma ruQh. Vva. (") (9) a (dn) ;) Ic= O-U 111) TmtlL -00 (12) K=IV160)"o (m ). (13) (14) e2 A-2 Tall ads A 20 3.1 530 D.5 Dofe 1l am a4 6N 13.1 all rNai a3 A-3 0.N 066 N 2.0 2A 550 OS 0018 !A T62 104 67D 13.7 104 ,V N M 0.52 0.61 N 20 20 No a5 ome 1.4 7.74 9.T SN 13A ai BelaP M a5 A-5 0.57 0.51 21 2n 3.9 3N OS 0010 1.4 111 B.0 370 12.1 2A ufinraon od al, M 1.02 031 A 20 5.2 260 DA 0.018 14 2.0 82 270 14.5 0.2. Wei aT A-1 1.10 an 20 2.0 5A M 03 0.030 ad 5.16 1DA 251 11.4 We see klM N A-6 IAB t61 20 2.0 2.0 I= as OAIe 1.4 11.13 14.6 ION 15.7 H.0 iMl,al,anoonO 51 8.1 123e .0.70 WO 1.0 10.0 35D I.0 awo to 3.90 14a ON 13,6 13A l,2 B.2 3.19 0.79 300 to iao 350 1.9 am 1.5 3.00 14U eel 13.0 13.6 W E.3 1.51 0.79 20 2.0 2.1 75 0.5 0,01e 14 O.eB 2.9 95 has 5.0 cf Gt IDN a.la NO 2.0 250 12()0 2a COW 1.6 13N ",a 15N 10.3 16.3 a199nd1 02 G2 1,29 0.59 A 2.0 3,4 IN 1.0 DON 1., 1.00 10,5 470 Its 104 coma wM a3 G3 0.62 am N 2.0 5.7 290 2.7 am 1.4 2l3 0A 310 11.x 64 ta aeela U CH in an N 2.0 2.1 4" 05 am as tU.19 12.6 4" it$ Ito VdlaamI a w am an M 11 so IN 4.0 O.ON 32 0.67 5T 205 11.1 aT Vd40a5m porial c6 C-0 On 072 az 24 4,9 1N 3A 0.020 26 Dn 5A 212 11.2 5a iiuuaiwD cx C-] 1.12 049 w to 4,1 160 to Cold 20 060 50 170 10.9 50 iMd0atim aertl CB w 1.13 0.23 125 2, 15A 161 2.9 a.= 1012W Idi Us Ild IID udiva C9 w 1.30 on N 20 2.1 333 OS 0014 1.4 SA N5 120 0.0 ,wel e10 G10 am 0.74 10 2.0 1.7 is 0.7 ODIS 1.7 2.5 66 106 50 t ridN c11 GIt 0.63 0.5I 4D 2.0 5.0 211 OA 0,010 1.a 7.3 251 11.1 1,3t ,W4 C12 G12 1.13 0.71 N 2.0 2.5 1N 2.2 0.016 30 31 mo 11.1 SC 1 , Vaal 113 C-13 149 0m 20 2.0 1.0 174 2.5 O.D15 31 26 1N 111 501 rYJal eH G.I. 1.00 061 121 25 7.0 ]OB 0.3 OAIfi 11 IO.B 420 124 1Q6 e94N ct5 G15 1.01 0.0 IST 25 MD 145 Is O.ON 13 1.6 N2 11.7 5.0 vdWa54n c10 Gn D" 0.N 75 2A an N a5 OON ad ta3 IN 106 10.3 id .ban pond Ctx G17 0xJ On 113 22 0.0 1>7 as 0016 14 Is 2" 11.4 5.0 rWal c19 GIs ON an A 2.0 3.2 IDS 0.5 0.015 14 45 125 10i SA llya, wIi nD G19 ad- Dd1 20 20 3.0 116 0.5 am a8 5.6 136 10.0 6.04,WWw1 c20 G20 1.01 an 20 2.0 2d 255 1.3 Q016 2.3 1.64 4.3 On 11.5 LO r'vM c21 G21 215 0.20 N 2.0 do a, 1.2 0030 11 on I5.3 671 137 13.7 i A"Odn d ON G22 Q95 a.N I N 201 2.0 N 20 am 1.5 on 2.2 1D 102 SC ma i" 023. G23 a." am N 20 1.0 10 2.0 DOW, 1.5 0.11 1.1 N 102 6.0 V.h 4,ein C14 G24 1.9s 063 N ]A 3.1 ISO 0.5 am OS 3.30 6.4 ITO 10.9 6.4 Ilvtwq C25 0.25 aSO 0." 20 2.0 44 50 QS DOW DB I.1D 65 70 10.4 56 irdllrvabn c26 C-26 all 0.94 N 20 1.0 as 1.4 0.010 2A a 1.6 a5 105 To.W/. 07 G27 ate 0.95 20 2,0 1,0 10 2.0 4.ON 1.6 Ott 11 so 102 6.0 aex31Ga91 c25a G25A 0.10 0,95 N 2.0 1.0 40 0.5 C.Ole 1.4 0.12 1.1 N 10.2 5.0 rod Hain c2BD C-21lB 0.24 0,95 N 20 1.0 10 OA Cold lA 0.12 1.1 N 102 5.0 ro &Awl u20c wBC ON add N 20 I.a 10 as 0.010 1.4 0,12 1., N 10.2 DO 1Oxff a c230 GaSD am 0.95 N 20 1.0 lal all 0.016 IA D.12 1.1 N 102 5A mM drdn C25a G22C' 0.11 OAS N 20 I.D 10 0.6 aria 14 012 IA N 102 5.0 r9d Gain C200 C2 aid 0.96 20 20 1.0 10 0.6 0old 14 0,12 1.1 30 10.2 Sa m*N,I 28, G263 C34 0.95 20 20 10 10 0.5 0.010 14 0.12 In N 10.2 5.0 rod Gam c28h G26N 011 1 095 1 20 20 1.0 10 0.5 0.016 IA 0.12 11 N 10.2 5.0 rod Gem C29a C-m 06M CIO 20 2.0 1,0 35D 0A Can 1.4 4.11 6.1 370 12.1 5.1 aq V4va call, G2DS in Los 20 2.0 10 ID 0.6 Can 14 0.12 1., N 101 8.0 roWGain CN CJO 006 0.05 0 2,0 DO 6 od tole 1A Call 0.1 5 lao 5.0 and Gain OSI OS-1 1." 005 20 2.0 30 NO 1.0 Cold 20 249 55 320 11.0 55 BIIkP a3 M3Nh1 0.97 0.75 N 2a 2.3 No 0.5 Cold 1.4 ).74 ICA am 131 10t ruiva e4 G17�19 1X 0.75 N 2A 23 lie 0,5 Dole 14 "a 37 in 10.9 501 ,viva Cie G1e0 G19 2,51 0.03 119 20 1,5 421 05 0.010 14 6.01 Its 546 13.0 125 iGSrNenaId al G21Md ail Ca N 201 1.0 458 1.2 DOW 1.2 6.60 121 476 12.7 12l i9laalien 62 Aa•B-2 Am ail N 20 3.5 IpOD os 0.015 161 1173 561 IPA 161 15.5 infiWalm.pvG EQUATIONS: to ii-9 ' li [1.97(1.1-CC1)Ld.aj ISw n = wel. Velocity bon Manning's Equation with R-0.1 (ctnespands N Figute 3.3 of City of Fort Collins Design Manual) foal tc = m mmum of 6 4 it and urbanized basin check ' ,tun. tC = 5 min. due to Omb of OF wwas I ' Of-23HFTW FIOW.da JR Engineering 2820 E. PrasaeCl Rd.. S1a. IN Fen Cahn, CO a0525 STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION. Woodward Ruse One PRO1ECf NO: 1154.099-00 COMPVGTIONB BY: ES DATE V24R014 100-yr storm C7= 1.25 51,08,6ASIN DATA WITIALIDVERLANO TIMEhB TRAVEL TIME f GUTTER OR CNANNEL FLOW 01 III CHECK (URBANIZED BMW) FINAL is REMARKS DESIGN POHiT sU8 austake) ft) A,ea Irl (2) C (3) M Len91h (ft) V) SMpa N (6) ti tan) (5) Length (ft) f7) Sbp4 N IS) n Marring tou9R Val. "A) (0) a (Wnl (10) It, U.It (111 TnuI, 00 (12) W(U1Nr10 (Mn) (12) (mn) (14) e1 A-2 1.68 aN 0.70 20 20 2.1 a" 0.5 Dole 1.4 6.22 83 65O 111 8.3 hlDlI,INN 43 AJ 0.N QU DAS DU 2.0 1.6 NO 05 0.010 1.4 ].82 9.9 870 19.T 0.31 IInot a4 As O52 0.01 IN 20 2,0 0.7 COD 0.5 O.DIG 1.4 7.74 64 an 13.8 6A Be1k9 a5 AS a5T "1 0.03 20 20 3.1 350 0.5 O.D10 to 4.11 7.2 3" 12.1 7.2 M.W. onM M AE 1.82 0.31 032 20 2.0 4.7 250 0.5 0.010 1.4 293 7.7 270 11.5 7.7 arx'N•1 e7 A-7 1.19 029 0,30 20 2.0 4.0 234 D5 0.010 08 5.16 f0,1 264 11.4 10.1 a8 A41 118 0.67 0.93 20 2.D I's 1000 D.5 OOM to 11J0 13.6 1020 757 13.5 61 8.1 lass on 0.9D 300 1.0 as 350 1.91 0ow 1.5 3.99 7.01 No, 110 7a b2 6-2 3.10 0.79 0.90 ]DO 1.0 3.8 an 19 acm 1.5 399 7.6 Sea 13e 7.0 W 6-3 1.$, 0'r9 so ZU 2.0 OJ 75 0.5 001E 1.4 0.88 1.6 95 10.5 5.0 Ci C-1 Is" 0.10 0.13 no 20 24.9 law 2.0 00X 1A 13." 38.1 1No 183 163 as • 0 C-2 1.28 0,59 0,73 D0 2.0 14 450 1.0 OQGO 1.1 TOO 9.5 470 12.6 OS op... ewale C] G3 062 D.25 031 20 2.0 6.3 2" 2.7 0.030 I's 2.75 8.0 310 11.7 a come Me swats d CJ 2.92 0.7e 0.98 20 2.0 0.0 477 0.6 O.GN 0A 10.49 11.3 427 12.8 11.31rlilluu n M c5 CS D.03 0.7] 0.Be 75 11 2A in 4.0 002D 32 0.67 2.7 205 11.1 So Infwik npoM M C5 D.a9 012 0.90 82 74 2A 130 al O020 2.3 0.77 3.3 212 112 6.0 Mtralbn ptnd O C-7 1.12 0.40 OAi 20 2.0 33 150 20 0016 2.8 OA9 41 17D 10.0 6.0 MDaNn pone M CS IA3 0.21 0.28 725 14 12.7 lei 2V 0.030 1.8 1A5 14a 2N 11.6 11.6 iditrp9on Pcnal c0 C41 1.30 069 09137 20 201 IS 335 0.5 able 1.4 193 6.6 as$ 12.0 as himrist CID C-ID 0.Do 0.74 0.0 10 2.0 0.8 ]e 0.7 0010 17 On 1901N 1D.5 501 •i441 "I C-11 0." U57 0.71 40 2.0 3.7 211 D.5 0016 1.0 2.29 6.9 261 1+,4 So ,wet 02 C-12 1.13 0.71 0.89 20 10 14 In 2.2 0.010 S.D In 24 No 11., 80 Ciput C13 C.13 1a9 0.W 1.00 20 2.0 0.7 174 2.51 0.019 1 3.2 092 1.6 1" 111 5.0 q,, rNel 04 614 In Oat am 121 21 4.6 we 0.5 0016 L4 3.61 81 429 l24 68l CNN C15 C-15 lot 0.65 O,ap 157 2.5 7.0 +45 LS 0.030 1.3 1.a5 60 302 11.7 89 iIfil"lbn aOM me C-16 0.4S O.34 0.42 75 2.1 66 DO 0.5 0.030 OA 0So 9.2 1D5 100 9.21Wavelipn pand C17 C117 a.73 0.83 1.00 113 21 1.5 In 0.5 Dole 1.4 1,54 11 2" 114 Got rHal C18 C-l8 0.80 0.62 0.77 2D 2.0 2.2 105 0.5 0.016 14 +23 3.4 126 10.7 80 ! , input C19 C-19 OLD 0." a." M 2.0 2.0 lie oe Do" 0.8 2.60 4A 139 IDS 50 idp0a4Dn 00 G20 IAt 0.T9 091 20 2.0 1.3 255 1.3 0.016 2.3 1.54 3.1 275 11.5 5.0. ,i+Ml C21 F l LIS ON 0.24 20 2.0 5.7 051 1.2 0.an 1.2 9.32 150 671 117 117 infdpal9n paW r22 C-22 0.95 am 1.OD 20 2.0 0.7 20 2.0 0(Dal 1.6 0.22 0.0 40 10,2 SO arM C23 C-23 on 0.95 1.OD 20 2.0 0.7 10 20 00aO 1.6 0.11 as 30 1D1 5.0 uanch bruin 04 G24 1AS De3 1179 20 20 2.1 160 as 0030 0.8 130 5,4 170 14.0 6A nfr6449n C25 C35 on a" call 2D 20 1e 50 05 0.090 09 110 4.7 TO tat 5.0 nw.u,,n no Off C-26 0.71 0.04 1.00 2D ZO 0.7 65 1.4 0.046 2.4 0." 11 85 106 6.04ne WWI Or C-27 0.18 0.95 1.00 20 20 0.7 10 2.0 0.030 1.6 011 0.8 a0 102 5.0l hdrain ON C-28A 0,19 0.0 IN 20 2.0 07 10 D.5 0.016 14 0.12 0.6 30 10.2 60 roof &«. ORD C-2Pa 024 0.95 Lao 20 2.0 D,7 10 0.5 O,Did 14 0.12 0.0 as 10.2 5.0 m04braln ON C48C 0,50 0.95 1,00 20 20 0.7 10 0.5 0.016 1.4 0.12 0.5 30 102 60.1 dutn ON C-28D 050 0.95 1.00 20 2.0 0.7 10 OS 0.at6 14 0.12 0.9 D0 lea 5.0 real Min ON F2aE 0.11 0.05 100 n 2.0 0.7 ID 0.5 0.010 1.4 0.12 Me 30 101 5.0 maf Min C21% C-26F 0.10 0.95 I In 20 2.0 0.7 10 0.5 D.O10 t 4 0.12 0.6 30 102 S.0 IN! Mn Oaq G260 0,04 CAS I'm 20 20 0.7 10 es 0.016 14 012 as 3D 10.2 5.0 mot Min ON C-IM1 0.71 D96 1.00 DO 2.0 0.7 10 0.5 0.016 1,41 0.12 Dal wl 101 as roofdWit Opts C-29A O.a2 0.95 1.00 2D 2.0 0.7 35D 05 0,010 1A 4,11 48 370 12.1 80 area truM On F290 2.89 0.95 1as 20 2.0 0.7 10 0.5 0.018 1.4 0.12 a's 30 10.2 5.0 teal dni+ Off D-JO 0.06 DOS 1.00 0 2.0 0.0 5 0.5 0.015 14 006 0.1 5 10.0 &0 rpOf Mein O51 0S-1 1.73 CAS 0.91 20 2.0 1.0 an 1.D 0.010 2.0 149 44 no 114 50 Bark P.h a3 A-3•Ar 0.97 0.75 0.94 20 2.0 1.1 ND OS 0.016 1.4 7.74 68 ON 13.6 OLD ,trial M UTG10 In 0.76 0.94 20 2.0 lA lie as 0018 IA 1.36 14 in ion S.OI rnlN 06 C-150ill C-19 151 0so 0.70 110 20 5.0 427 0.5 Dole fA 5.01 10.0 546 13.0 Uda1ralb� 10.0PH c21 C 1-A-S 2.72 036 033 20 2.0 5.1 4" 1.2 0.030 1.2 6So 11.6 47a 121 11.6 wftt, n M O2 A.a-B-Z 4.36 0,53 68 0. 20 10 2.p 1000 0.5 0.018 to 11." 14.7 1020 16.7 14.7 4i.a nnO EQUATIONS: tD=ti+B 5=11.87(1.1-CC,)La"]1S 1a n= LAfeL Velocity from Manninga EOuation vdh R=0.1(Corresponds to Figure 32i of City of Fort Collins Design Manual) final lc=1lerdmum of • D and urbanized be91n check min. If; - 5 min. due to limits of IDF wnes t ' 01.23.14 FDP FLOWAS JR Engineerklg MD E. Prospect Rd.. Su. 190 FM CaDbtF. CO M25 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2•Yr Storm) LOCATION: Woodward Phase One PROJECT NO. 1164-099-00 COMPUTATIOM BY: ES DATE: 124Q014 2 yr storm, Cf = 1.00 OIRECT RUNOFF CARRYOVER TOTAL REM KS DIWpn pow Tnb" Sbbd.m A Pcl CCI I 1a (min) I aamr) a(-) (as) from 0..g. Pow 012) (ate) e(2)W (da) s3 A4 168 0.63 94 2.28 24 24 reset el AJ 044 a," t0A 2.19 0.7 0.7 rviel e1 A.4 052 O81 97 2.25 1.D io Beak Porch e5 Ad OS] 0.51 5.0 2,42 O) 01 wml.tbn paw e6 Ad 1.62 0.31 82 2.40 to 1A en. wet a] d] 1,19 on t06 2.19 0.7 0.7 4fY INe1 eB Ad 1.10 0.07 14A 1.90 ?5 1.6 wipekM pow M 8•t 1256 0.79 13.6 t m 19.0 Ito FUmm Ph . b2 B-2 3A9 0.12 136 to 4.9 4.0 63 B-3 1.51 0.70 6.D 2.85 3A 34 C1 C-1 19.0 0.10 18.3 1,69 18 35 sF Caw 1 az C-2 1.28 0,62 105 2.18 16 ?6 Cants na wmN e3 C-3 am 0.26 04 2.38 UA 0.4 cones nce eWe 94 G4 202 0.78 126 2.02 4.6 4.6 idde.tlon pad a5 C-6 Do 0l2 5.7 2.70 1.7 1.7 wlwtion pow C6 U ou 0.72 56 211 1.7 1.7 wVaOan pow O G] 1.12 DAO 6.0 2.85 1.5 1.5 br"Wry pad all 1:-0 1.13 0.23 11A 2.09 0.6 0.5 im968an paw c9 Gp 1.30 0.09 0.6 Z66 2.3 2.3 type reset 00 G10 0.20 0J4 5.0 2.05 CA DA ryes r Cast C11 G11 0.53 657 7.3 2.50 0.7 0.7 type I w.l .12 C-12 1.13 021 00 245 2.3 2.3 1".,k 1 C13 G13 140 0.92 50 2.86 3.6 3.5 rktlet 04 G14 1.00 064 10.0 2.1] to to rb9e1 .16 G15 1.01 0.56 50 2.85 1.6 1.0 im9wtk,n mw 06 G16 0.45 ON 10.3 220 02 03 im906fun Cord ct] C-17 0.73 0.63 5o 2.85 11 1) hw I Im01 .15 C-10 0.W ow 9.1 2.31 1.1 1.1 1 . i'W1 C19 C-10 0.53 0,64 7.2 2.51 D6 0.0 bmv.won a20 G20 1.01 C,73 6.2 263 31 3A a,", 8 1 c21 G21 2.15 0.20 131 1.94 OB 0.8 wme00n paw C22 G22 0.95 0.80 So 2.85 22 2.2 rose keei .23 C-Z3 022 0.95 5.0 2.86 0.6 0.6 bewh dmm 04 C44 1.95 0,02 6A 2.51 3.2 1 3.2 wirmioapow as C46 0.60 0.44 5.5 2.73 0.7 1 0.7 WiluaWn Card C26 G20 0.71 0.94 5.0 2.85 1.9 1 1.9 nib. wet C27 G27 OAS 095 6.0 2.35 0.6 OS 9ertch drab aft C-2M 0.12 095 6.0 2.85 06 0.6 roof mein am G258 024 O95 6.0 2aS 00 06 reel drain of "m 0.60 0,95 50 285 IA 1.4 reef drew Cm c280 0.50 0.95 5.0 2.86 1A 1A mot dmb C29a C m 0.11 0.05 6.0 ZW 03 0.3 rodhab 0281 C.29F 0.16 0.95 5.0 2.85 O4 0.4 and drab a2s, G25G 0.m 0.95 5.0 2.85 09 0.9 rod hem 028h C.2W 0.11 0.95 6.0 2.85 to 1.9 root;;-. c2G G29A 0.82 COS 9.1 2.7a 22 2.2 enew.t a22C C.298 28D 0165 66 2AS 7.8 ].e root drab ad 0.30 0.08 0.0 6.0 285 0.20 020 mot dnm C51 QS-1 1.73 005 ss 2.73 3.1 3.1 Beck Poch a3 A- AA 0.97 075 10.1 2.22 1.6 1.6 t r wet cl] 1.26 a76 so 2.es 27 2.7 typrlNel 06 C-16 Oe0 G19 2,51 003 125 2.02 3.2 32 wleaWn Caw 021 G2teA5 2.T2 020 12A 2.00 1.5 1.5 wlb.lbn 62 A-0�B-2 4.38 0.53 15.5 123 4.2 42 wntr ,, peril O=C1 CiA 0 = peak discharge Ids) C = runoff coefficient CI= frequency adjustment factor 1= rainfall intensity (inMr) from City of Fort Collin IDF;urea (4118199) WALUE! A= drainage area(acres) 1-242211(10. lcf° 01-2Y14 FOP FLOWN; JR Engineenng 2620E P'bo od rt .. 6ta.100 Fort Cony CO6o525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Wwdw d Piave One PROJECT NO: 1164-099-00 COMPUTATIONS BY: FS DATE 1242014 10Jo Storm, C1= 1.00 DMCT n1n1OFF c"RY oven TCTu rtFAlA Da.pn Pd5 Td ry SuP .6. A red CCf t (mil) i DMr) O(l0) (do) loom D.egn PCIN Olio) (Ole) o(loaa (do) a2 >2 1.66 0.03 94 3.00 4.1 4.1 t 'no.t .3 A4 044 DOB 1DA 3.74 1.1 1.1 1 'ld.i M M 0.52 OAt 9.7 3.05 1.0 is Back Pacn a5 A6 0.51 0.51 B.D 4.13 12 11 oinmt 0. pow b Ad 1,62 0,31 0.2 4.10 2.3 2.2 arse vd.l .] A-T IA9 020 106 3.T2 1.3 L3 areal t b AJ1 1.19 OA] 14.0 322 2A 2.6 id30p'afl pow e1 B-1 12.36 OA 13.0 333 32.5 U.5 Futoe Plpu. 62 B-2 3.19 on 1Da 3.33 34 64 of BJ 1.51 0.79 5.0 1 4.07 - SA 5.6 ai G1 19.W 010 163 2.85 6.a so sa wMlaw) r2 G2 1.28 D.Sp 106 3.73 2.8 2.0 wnwyoaw reek 03 W 062 0,25 8.4 4.00 OA 0.6 wnw ew w.1. O4 U 2.92 0.79 12.6 3,45 7.9 7.2 iwllb wo Pud C5 GS 0.83 0]] 5.7 462 3a 3.0 idlbi;6on Pap 0 C-0 an an 6.6 4.64 3.D 3.0 wioaon pow C2 Gi 1.12 0!9 5.0 4.67 26 20 wtuelb: pap <6 C2 t.13 0.23 11A 355 0.9 D.9 MdpaOon ppM N CA 130 0.89 D6 4.40 4.0 4a 1 r'viat CID C-10 0.2D 0.74 60 487 O) 02 1 'i I Cii C-11 0.63 OA] 2.3 427 1.3 1,3 'H 012 G12 1.13 0.71 60 ♦.or 29 3.9 ridvl .13 G13 1.40 O.B2 I &a 46] 6.0 0.0 tm riral .14 C-14 100 0,So 1D5 3.71 2.4 2A live r ovot cis G15 1.01 0,55 5.o 417 27 2.7 6di5.0on bord 00 G16 0,45 0.64 10.3 3.70 0.0 0.0 wjhr.lW pow .17 C-17 0.73 0.63 50 4.62 3.0 3.0 tint Cie G18 aw 0.62 5.0 4.8] 24 2! '" C19 G19 0.63 D.64 6e 4.0 to 1.0 i ft ftn Pap c20 GA 1.01 D13 5.0 4.67 5.7 S2 1 '5 021 G21 2.15 0.20 13.7 332 1.4 1! i40raf Pend c23 G22 0.96 0.60 5.0 4A7 3.7 37 .ru i9al 023 c-M 022 am 5a 467 1.0 1.0 P.rcO dean C24 c- 1.05 Ga3 04 4!5 5.5 5.5 infi9eL9n Pap C25 G25 am 0." 56 4.06 1.2 1.2 lnftl"e pap c26 GA 0.71 0.94 50 4.67 32 3.2 eraa iiel c2] GP able 0.95 5.0 4.61 0.8 0.8 InnOndnin 25o C-25A 0,10 0.95 60 4.97 0.9 1 0.0 npftN C266 G289 024 0.05 5.0 4AI 1.1 1.1 of drat, CM G28C 0.5D 0.06 60 4,61 23 2.3 of Crew am G280 0.60 a." 50 4.87 2,1 2.3 rwi drain aSu C-. 0.11 0.0 5.0 4.62 0.6 0.6 roof drain CM G29 0.15 on 5.0 4.87 0.6 00 rad draN aea G260 06N 0.95 $a 4.82 to 1.0 rod d ob, Mh G2M 0.71 D95 50 4A7 3.3 3.3 mW era's, 029. Gi9.A 0.w 0.95 5.1 4.76 37 31 .n. i.al Q9D GAB 2,0 0.0 5.0 4.87 13+4 1 134 roddrab ct0 G3a 0.06 0.05 $.a 4.67 0.35 1 0.36 root Gpin 0 O51 D l 1.73 0.0 6A 4.07 6.2 563 Beck Porch .3 A-3." 0.97 0.75 10.1 370 2.7 z.] ''vial M G11M-19 1.A 0.75 So 4.67 48 1 4a l r>4.1 .Is G169au C49 2.51 D.03 'US 340 6.5 0.5 wg .Dw portd a, 1 G21.Ab 1 2.12 026 12.1 361 2.5 2.6 iovr lim pot 62 A41�2 4.38 am 16.6 313 762 1.2 wAeOon pod it it D=GCLA 0 = peak discharge (co) C = snuff coeedient C1= frequency adjustment factor i = raintau intensity (in01r) from City of Fan Collins IOF curve (411T21gg) A drainage area (Scroll f=41u1 oo. xf"' 01-2 14 FOP FLMW JR Engineering 2520 E. Pmapad Rd., Sle. led, FM C.MM CO 80525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, t004Yr Storm) LOCATION: Woodward Phase One PROJECT NO: 1164-099-00 COMPLITATIOWS BY: ES DATE: 1/24/2014 tog yr MOM Cf= 1.25 DIRECT RUNO" CARRYOVER TOTAL REMARKS Dn: pain Arm Dsalpn. A (ac) CCf tc (min) 1 (whr) 0(1w) (dc) from Daso PON 0Ow) (do) 0000po1 (de) a2 A-2 1.68 0.78 8.0 845 11.1 "rinlet e3 A-3 O.R dw 9.3 elm 10 3.0 ravel e1 M M62 1.00 BA 6.36 44 4A Back porch, a5 AS 0.57 0.63 72 8.7E 3.2 3.2 inf8ratbn pond a8 A4t 1,82 0.32 7.7 848 6.1 8.1 wm inlet 87 A7 1.12 am 10.1 7.74 31 3.3 arminm a6 A41 1.16 0.83 13.5 -am 0.7 5.7 InMmlion pond 6/ e-1 12,36 9.99 7a &W 104.8 1N8 Fmwa palm, w B4 3.10 aw TB 8.50 27.1 27.1 w B.3 1.51 0.09 1 5.0 1 9.95 14.8 14.8 ct 61 1263 0.13 18.3 5.88 15.1 15.1 ft 1'F 62 128 0.73 94 7.92 7.4 7.4 cemaarcs awNa CI 63 0.62 0.31 8.0 8.45 1.6 1.0 wrn enm W"o 04 C4 102 am 11.3 7.30 21.1 21.1 MBrdion ports C5 C4i O.B3 0.00 5.0 0.05 7.9 1 9raaon pond ed C-6 ON 0.90 5.a 005 &0 iblan pnd C7 0.7' 1.12 0.61 5.0 9.95 6.7 iretbn nd C41 1.13 O.iB 11.6 7.31 2.4 BVW on pond1.30 0.57 6.5 am 10.7 a r INet00 610 a" 0.92 5A 9as 1.9 OWUBVW�p� rINCOfl 6f/ 0.53 0.71 5.D 0.31 16 r1n1etm2 C-12 1.13 am 6.0 995 10.d, 1INdC13 C-13 149 I'M 4.0 aD5 14.0 resetc14 614 1.W aw 6.2 an 0.7 ,IMs,C15 615 1.01 V69 8.9 &13 51 iftman pod d8 616 045 a. 9.2 8.02 1.5 1.5 mritudion pond c17 C-17 0.73 1.00 so 0.05 72 1 72 hie,murt C18 C-I8 0.60 0.77 5.0 ale 0.1 6.1 rinbt C19 I C-19 M53 1310 &0 am 42 42 insl union MW c20 620 1.81 0.01 5.0 9.0 14.0 144 type I INC C21 621 215 014 131 6.78 3.6 3.0 wi6m0on pond c22 622 0.06 1.00 5.0 9.0 &5 9.5 ram Wet C23 C-23 012 1.a0 1 5.0 0.0 22 22 fmCh drain 04 C-N 1.95 64 am 14.7 14.7 InMkdlpn pond c25 C." OLD 5.0 9.05 &1 al in0llration pond C26 628 UJi 5.0 C95 7.0 7.0 armBdal Q7 D27 0.18 5.0 9.95 I's 1A 0ma0 drain C2Ba C-26A 0.19 5.0 9.0 1.2 ti? roof drain C28b C-288 024 R0.79 5.0 2.0 2.3 22 me.drain C28< C-29C des 5.0 0.95 5.0 50C28d C46D 0.50 5.0 9.95 50 5.0 moral"CM 0.28E 0.11 6.0 ads 1.1 1.1 moldrain 628E ale 50 0.05 I's 14 mordmnC289 C-29G 0.34 5.0 0.05 34 14 mot drain Cm C-28H 011 1.00 5.0 9.95 7.1 T.1 mot drain C29a C-29A 0.82 1.00 5.0 9.05 82 8.2 arm INC C2110 C2m 2.09 1.D0 6.0 9A5 28.7 28.7 roof drain C30 0.30 009 IN 5.0 9.0 0.75 0.75 mof drain 051 OS1 1.73 0.81 5.0 9.95 14.1 14.1 BarkN a3 A-34A4 097 0.N as 8.15 7.4 74 type reset M Ct1.6W I aw 6.0 9.96 1is Me ",war c16 C-16t1e0619 2S1 0.79 10.0 T.TB 15.5 15.5 mrinalian pod C21 i C-2NA5 2.72 0.w 11.8 7.29 &5 &!i intitration pond wA•B•&2 4]6 ami4,T 6.0 18.9 fe.9 aJltrffiicn pond 0=CIA. 01-23.14 FDIC FLOW k6 O = peak discharge (cfs) C = rimoff coefficient i = rainfall kferoky (Whr) from City of Fort Collins OF wive (4/16196) A=drainage am (acres) I=64.eaz7(1a lCf rsn ojNLt�t Project No.:Prona Client: Subject: !'KV Date: By: -With: 'Af • -2 1 (f 2 �2 ....... . ... .... . v , Of) 7- -4 a%4 0C r _ _M . .... .... .. . 1218 W. ASH, STE C WINDSOR, COLORADO 80550 TEt.970.674.3300 - FAX.970.674.3303 ' Project Name: Project No.: ' Project Name: Project No.: Project Name: Project No.: Client: Subject: Date By: -With: v ;.s Cd 3, AA, A rf ....... .... . tf CV. Clq qc,4 L7 !7 ILA. 14 04 7c_ 1215 W. ASH, STE C WINDSOR, COLORADO 80550 TEL.970.674.3300 - FAX.970.674.3303 ' Project Name• Project No: 0 APPENDIX C HYDRAULIC CALCULATIONS C r STREET AND INLET HYDRAULICS Version 3.14 Released November ZU13 Urban Drainage and Flood Control District Denver, Colorado Purpose: This workbook aids in estimating gutter or channel conveyance capacity and assists in sizing inlets. Function: 1. To calculate the peak runoff flow from a catchment at the location of a proposed inlet. 2. To determine the max. street gutter or grass -lined channel hydraulic capacity for minor and major events. 3 To determine the flow condition in the street or channel and to size inlets to capture that flow. Content: The workbook consists of the following 5 worksheets: Q-Peak Use this sheet to determine the peak discharge at your proposed inlet location. The peak is based on rainfall characteristics (return period), imperviousness, overland/gutter lengths and slopes, and existing gutter flows from upstream design points (carry-over flow). If the peak discharge is already known, enter it at the top of this sheet and the rest of the sheet may be ignored. Q-Allow Use this sheet to determine the maximum allowable discharge for one side of the street at your proposed inlet location. This is based on the regulated maximum flow spread and gutter flowline depth, the street longitudinal and ' transverse slopes, the gutter section geometry, the street roughness, and any conveyance capacity behind the curb face (e.g. that area above the sidewalk). If a longitudinal slope of zero is entered on this sheet, the condition will default to a sump, or sag location. If the maximum allowable discharge at this location is smaller than the peak discharge determined on the previous sheet, the proposed Inlet location should be moved upstream. Inlet On Grade Use this sheet to select the inlet type and number of inlets best suited for your proposed location on a continuous grade, determining the intercepted flow and the bypassed (carry-over) flow. The carry-over flow will need to be applied to the next downstream Inlet In addition to the local runoff determined for that inlet. Inlet in Sump Use this sheet to select the Inlet type and number of inlets best suited for your proposed location in a sump, or sag location. The type and number of inlets in a sump is based on the desired maximum flow depth and spread. There will be no bypassed (carry-over) flow from this inlet. ' Area Inlet Use this sheet to first determine the maximum allowable discharge for a trapezoidal grass -lined channel at your proposed inlet location based on channel geometry. If the maximum allowable discharge at this location is smaller than the peak discharge determined on the Q-Peak sheet, the proposed inlet location should be moved upstream. This sheet is then used to select the inlet type best suited for your proposed location on a continuous grade, determining the Intercepted flow and the bypassed (carry-over) flow. The carry-over flow will need to be applied to the next downstream inlet in addition to the local runoff determined for that inlet. Inlet Photos This sheet provides pictures of the various inlet types included in this workbook. ' Acknowledgements: Spreadsheet Development Team: Dr. James C.Y. Guo, P.E. ' Professor, Department of Civil Engineering; University of Colorado at Denver Ken A. MacKenzie, P.E. Urban Drainage and Flood Control District John O'Brien ' JOATA Solutions Derek N. Rapp, P.E. Peak Stormwater Engineering, LLC ' Comments? Direct all comments regarding this spreadsheet workbook to: UDFCD email Revisions? Check for revised versions of this or any other workbook at: Downloads InletA1.xism, INTRO 1/2912014, 1:12 PM t DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project Woodward Phase One Final Inlet ID: A3 (Once BackPorch is fully developed) _ Show Details `ROADWAY (INTERLINE LY 1. aim nodwr met Mim kV(•nf nftl pmtC Ia^ 8wi psk Deal is 12 M%Vwft OR praaN cltenpik-Qeno.n-1 21...( 7.8 values In Row IA side the mat of this sheet and proceed to sheet O-Allow or Ama Inlet. ICIS FILL IN THIS SECTION OR_ n ormaeon: ithte, m Om co. FILL IN THE SECTIONS Suecatchmenl Area= BELOW. Percent hnpervioukrless= PEqAcrat % - Sio Type Fb a Developed Poi: - NRCS Soil Type - A. R. C. or D QSmisObm IC)SM Qlrct alto, Slop! ") Length(h) is Nwutm (DAree Weis in a an Ovenmie Flow= Channel Flow= wa Muv torn Mawsimn Design Sion Return Period, T,= years Realm Period On Hour Precipealion, P,= inches. C,= U1mr-De ired Sturm Rnoff oefff erlt (I gave Otis Monk lo scowl a elmlo m0 value). C l/ser-Defined Syr. Runcg Coeffxiem (have INs otank b accept a Calwlaled value). Cr = Bypass (Carty -Over) Plow from upelmam Subcatchmems, Ds = 0.0 D.0 ck Total Design Peak Flow, D= 2.7 7.8 ds Inlet A3 (FUTURE BACKPORCH).aLsm, O-Pe8k 2/412014, 223 PM 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Stonn) num Allowable Width for Spread Behind Curb Ta.cx = 16.0 h Slope Behind Curb (leave dank for no conveyance credit behind curb) Sep« = 0.020 Nh ung's Roughness Behind Curb (typically between 0.012 and 0.020) = 0.020 tj of Curb at Gutter Flow LIre H,,,, = 6.00 Itches rice from Curb Face to Street Crown Tcaowa = 36.0 it x Width W = 2.DD it a Transverse Slope Sx = 0.020 Rift .r Cross Slope (typically 2 inches over 24 inches or 0.083 tUh) S•v = 0.083 ft/ft 4 Longitudinal Slope - Enter 0 for sump condition So = 0.008 wft drg's Roughness for Street Section (typically between 0.012 all 0.020) msmser = 0.016 Minor Storm Major Storm Allowable Spread for Minor It Major Storm Tw = 16.0 24.0 ft Allowable Depth at Gutter Flowfire far Minor & Major Storm d u = 6.0 8.4 inches Flow Depth at Street Crown (leave blank for no) 0 check = yes A STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm DR STORM Allowable Capacity is based on Spread Criterion O.m,,. = 7.1 20.0 its. r storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' r storm max, allowable capacity GOOD - greater then flow given on sheet'Q-Peak' Inlet A3 (FUTURE BACKPORCH).xlsm, O-Allow 2/4/2014, 2:23 PM 1 1 1 1 1 1 1 INLET ON A CONTINUOUS GRADE Project: Woodward Phase One Final Inlet ID: AS (Once BackPOrch is fully developed) f-Lo (C)-x. H-Curb t1-Vert W Lo (GJ u IniormNon n MINOR MAJOR Ty" al I.W Typa= COOT Type R Curb Doering Deprasaion(a1dlllprW mmn6awa gu0adeorasaion'e'Imm'O-ADvN). k.- SO inCtm atai Numbs of Umb in die Wet(Gras w Curb Opemrq) No= 2 rgm of a Shoo Urn Wei ((3rate or Curb Opening) L. 5.00 ititlm of a Unit Grate (carrot be 9raaler Ilan W from 0-A6ow) W.= WA 0 legging Fodor fore Single Unit Gotta (typical min. va1ue-0-5) CrG- NM WA bggtg Factor la a Single Unit Curb Opening (typical min, value = 0.1) arc = 0.10 0.10 St t Nvd sulk : OK • O <nmmim.. allowable from ah..VO-AIIaW MINOR MAJOR 27D 63 Total lnbllMorwpUon Caoaeiry 0' ale 0.0 1.6 Total Inlet Cary -Over Flow (flow bypo"Ing inlal) O.= efs 100 90 Caplum Percentage=O.fO.= C%= % Intel A3 (FUTURE GACKPORCH)jfta . Inlet On Grade 4/a7 -6 AS 21d2014. 224 PM V::a A<heet P�oknen DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project Woodward Phase One Inlet 0: Cia OVERLAND SIDE I I YZT I� Show Details i C1Jf1ER FLOW GUTfER PLUS CARRYOVER FLOW — — T� — ` ROADWAY CfMERUNE — — _ — 1n Ftow:ONLY1 ar - tlatemloa 0uoujh &W m Mkror Blom, Major Storm - Osra✓patrowwrtnwWMORpnM ntcmnmf, -0,_ =1 2A 6.1 11ce FILL IN THIS SECTION ,venter "less in Rory 14. the rest of this shaat and proceed to sheet 0-Allow or Area Inks. n— lrapna I donation: rnal data n urc ue FILL IN THE SECTIONS SrIDmlpmald Area= Acres BELO.Y. Percent lmpen,"ness= % <" Sae Tyw rlows Dm,&ped Fen NRCS Sea Type = A B. C. or D rO SIM'sum, rO+weet was Scpe (Mt) Lenflh to 0'*° NxUba, I Q4minessinaMedal O"ItandFlow= Channel Flow= a norm n: me r x < Storm ' r malt Design Slone Rom Palled. T, - yeas Realm Period One -Hag PredOU100 t P,= inches; User -Der, Senn w„oa Coffiiiet (leave INs planko accept acelmed aahre).C=� User-Derared }yr. Runde LDUTaem leave Osa blank m accept a cslaaaled Yalue), G = Bypass (Carry-O<erl Flow from upstream auecatchmmns, C, • OA 0.0 eta Total Design Peak Flow, O= 2A &1 Us Inlet C16.alsm. O-Peak 2/5M14, 11:12 AM Project: Inlet ID: ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Stone) ay — Tarowx T, TnWes_ T Geometry fEmer data in the blue cells) mum Allowable Width for Spread Behind Curb Tsr =Pil flSlope Behi dCrb (leave blank for no conveyance credit behind wrb) Ss =ft/hlags Roughness Bet" Crab (typically between 0.012 and 0.020) r1,Au = M of Curb at Gutter Flow Lire Hcum = 6.00 inches once from Curb Face to Street Crown Tcsoww = 41.0 it lr Width W = I= fl at Transverse Slope Sx = 0.020 ftt t a Cross Slope (typically 2 inches over 24 Inches or 0.063 Wit) SW = 0.003 ft/fl st Longitudinal Slope - Emor 0 for sump condition So = 0.000 fVfl ift's Roughness for Street Section (typically between 0.012 and 0.020) nen¢eT = 0.016 Minor Storm Major Storm Allowable Spread for Mirror & Major Stone Tu = 16.0 30.0 It Allowable Depth at Gutter Flw4kne for Minor & Major Storm dr = 6.0 9.4 inches r Flow Depth at Street Crown (leave blank for no) 11 check = yes A STORM Allowable Capacity is based on Depth Criterion M'mw Storm Major Storm OR STORM Allowable Capacity Is based on Depth Criterion Q, SUMP SUMP Jcfs it storm max, allowable capacity GOOD -greater than flow given on sheet'Q-Peek' ,r storm max. allowable capacity GOOD -greater than flow given an sheet'Q-Peak' Inlet C1 Bxlsm, Q-AII0w 215/2014.11:13 AM INLET IN A SUMP OR SAG LOCATION Project = Woodward Phase One Inlet ID = __. cis ,p--Lo (C)—K H-Curb H-Vert WP \. W \, Lo(G) on IMerma0on fhmut) Of Irdat Wet Type: I DePreaa tx,(ad9aorW to contaaous gutter doWession'a'fMM'O-AIbW) a,: ber of Unit Wait (Greta w Cuo Opening) No. Y Doplh et Flpwgoe(cu610e of local dB OM00n) Pardng 0epm: e odo.ation Mof s Unit Grate L.(G)' h of a Ural Grate W. Opening Ratio for a Grate ("Icat vaWea 0.15-0.90) Ate. peg Factor for a Single Grale (typical value 0.50 -0.70) G (G)= f Wak CoeftM(local value 2.15-3.60) C. (G). e Orifice Coeftera (typical value 0.60. 0.60) C.(G); , opening Information In of a Unt Curb Opening L. (c) nit of vertical Curb Opening In h1d M H-1 hl of Cub Orifice Throat In Indus e of TIMM ism USDCM FWe Sf-5) TWO � WWM tar Depression Pan (typically the gu0erv4dlh of 2leet) Wp: gbg Fansa for a Single Cub Operdng (typfral value 0,10) Cr (c)' Opmtig Weir Codiklent (typical vaem 2}3 6) C. (C) Opening Orifare CDeffidmt (typical value 0.60- 0.70) C. (c)= it Inlet Interception Capacity (assumes clogged condition) o. Capacity IS GOOD for Minor and Major Storms (>Q PEAK) O w W.aaan' MINOR MAJOR COOT Typo R Curb Opening 300 Go fry t 1 4.6 6.0 Incnea MINOR MAJOR MNIANIA feel feet 5.00 f• 6.00 f.• 6.00 coo 63.40 tA0 h• 0.10 0.10 160 :+tv 0.67 W 7 Inlet Ct6.dsm, Inlet In Sump 2(52014, 11:13 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD PAC Woodward Phase One Inlet ID: C13 LShow Details ROADWAY CENTERLINE lesrgn Flow: easy ooarn om roMinor Sloan M! ,�p> mwrartadmaaat 4.s Srdmaldanent Alen= Apes Penx+N A. I uanese =� SeeTYae time Dedoped Po: NRCS RCS S Soil Types A. B. C. or r05=-.s bm �QStreekim Slope (ft9Q. (asL (a 09te'alJv,4bm 0l4®IrkE mahk381 Or'edend Flow Chanty Flow = Major Slorm Major StOrm Oestgn Slortn Ream Period. T, = yeare Rebon Pero One -How Preciplwmp P.- Indas UW-DeflMd SID" Rurod Coeladae (leave Ins 0" to accept a mlculi valuel C = user -Deleted Syr. Runoff Ccelyjderd (leave this bleak b accept a calcutaud vawe). c, By""(Carry�Over) Flow from upstream Subealchment% Oe= 2.] yb cfs Total Design Peak Flow. 0 = 0.9 225 cfa Work heel Puleded TMS SECTION THE SECTIONS Inlet C13.ztsm. O-Peak 2/512014. 10:29 AM Project Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 it Geometry (Enter data in the blue cells) mum Allowable Width for Spread Behnd Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ihtg's Roughness Behind Curb (typically between 0.012 and 0.020) it of Curb at Guitar Flow Line we from Curb Face to Street Crown M W kb t Transverse Slope r Cross Slope (typically 2 inches over 24 Inches or 0.083 ft/ft) t Longitudinal Slope - Enter 0 for sump condition I4g's Roughness for Strect Section (typically between 0.012 and 0.020) Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowllne for Misr & Major Storm Fiow Depth at Street Crown (leave blank for no) Inlet Ct3.dsm, 0-Allow Taac = 14.3 111 Sancx= 0.020 ItIft- riaAm 0.016- Hcurm = 6.DO inches Taawn = 30.0 it W= 1.00- ft Sx= 0.02C ftM Sit = 0.083 NM So = 0.005 fift %mm 0.016 Minor Storm Major Star TNVx = 16.0 1 30.0 ]it dr'• 6.0 9.4 inches 11 C]. check = yes STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm STORM Allowable Capacity is based on Spread Criterion Q.s,w = 6.1 32.9 cfs VG: MINOR STORM max. allowable capacity is less than flow given on sheat'Q-Peak' tort max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' 21512014, 10:29 AM INLET ON A CONTINUOUS GRADE Project Woodward Phase One Inlet ID: C13 {'—Lo (C)--N H-Curb M-Vert Wo W J—Lo (GI Depression (additional to mnUnw goome depinum 'a'Irom'0~) lout= N.J. of Urdu in the Wet (Grate or Cwb Opening) No = h of a Sirple Unit lnlal(Grate or Curb OpwW L. of a UN( Got. (carrot be greater thin W fmm CAlbw) W. • ing Factor for a Single Unit Grate (typical min. value • O S) CrG n ing Factor I. a Single Unit Cum Op urg (typical min. vane = 0.1) CrC • 30 ^1• nc1Me It R 2 5m .'.oQ NIA N WA WA 0.10 0.10 t HrdraalM: WARNING' 0> ALLOWABLE 0 FOR MINOR STORM' MNDR MAJOR Inlet Interception Capacity 0. 65 99 ch Inlet Carry-0ver Flow (Row bypaaelnp IniMl 0. • 1A 12.6 a. ... o.....,,...,.. a M. C%. T9 u 'A Inlet C13.>dSfR M!et On Grade 2/52016,10:30 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD pry Woodward Phase One Inlet ID: C12 Stow Details .j — — _ ROADWAY CENTERUNE — -- Design Ign if areaay de sled Ileough alnef melroda: Minor Slam M r Storm oca Fl pule lice foriRN aK,.,. hI OR aruMmed damdx-OK= 3. t A G{5 lPer %A, B,C., a D e Type Foes Demoaal NRCS Soa Type= Osm:ml.kbm Qseest NfS Sigw(erc)TTLendihp0 ()Sim is NxKtt n QArea lrye6inaMein Overland Flow=L ChanMl Fbw = an orm on: n eren - r n nror Sbrm Majw bnn ' DesignStainRetainPeriod, T, Retwn Period Orhu Preclpliakon, Pf ==1I l xmha Usar-Defined Slam Runoff CoellkieN (luaus N6 dank to 870e0 a calmAided value), C - Ucw-Defo»0 5-yr. R•sWf CoalAdent (leave aft We* to accept a C& Waed vahmL C•= Bypass (tarry. v Flow from upstream Suecatdlmanls, D. = 7.4 15.R do Total Design Peak Flaw, O= 5.3 R53 ds Irdet C72dsm. O-Peak WorkcheB! P,12COed SECTIONS f.1 4/BMiAl, 5,46 PM I Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 mum Allowable Width for Spread Behind Curb Taux =1 14.3 Ift Slope Behind Gab (leave blank for no conveyance credit behind curb) Sa. =1 0.020 ifttft dng's Roughness Behind Curb (typically between 0,012 and 0.020) rtortak '1 0.020 Y of Curb at Gutter Flow Line Hcvm = 6.00 inches me from Curb Face to Street Crown Tonpwry = 30.0 it .r Width W = 1.0D it d Transverse Slope Sx = 0.020 R/ft a Cross Slope (typically 2 inches over 24 inches or 0.0831tfft) Sou ^ 0.093 tuft d LorgdWinal Slope - Enter 0 for sump condition So = 0.005 ftM ring's Roughness for Street Section (typically between 0.012 and D.020) nsTa T = 0.016 Minor Storm Mayor Storm Allowable Spread for Minor & Major Storm Twos = 16.0 30.0 1t Allowable Depth at Gutter Rowlme for Minor & Major Storm d " = 6,0 9.4 Inches Flow Depth at Street Gown (leave blank for no) ❑ ❑ check = yes )R STORM Allowable Capacity is based on Spread Criterion Minor Storm- Major Storm DR STORM Allowable Capacity is based on Spread Criterion Qr = 6.1 32.7 cfs r storm main. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' r storm max allowable capacity GOOD - greater than flow g given on sheet'Q-Peak' Inlet C12.klsm, O-Allow VK014, 6:46 PM INLET ON A CONTINUOUS GRADE Project: Woodward Phase One Iniat ID: C12 r—La H-Curb H-Vert W Lc (G) of Intel Typo • Depra mion (Mdilunel b cotr'sruoua queer, deprecelon'a' fmm %Anoer) Moro' bhmibar of Untie in Ore Intl (Crab W Curb OPenfag) No= h of a Single Unit Inlet (Grolo or Curb Opening) L. = of a UnO Crate (cannot be greater ten W from O-AO(nw) W.= OR Faetr lea a Single Una Grew ttypieel min.value =0.5) GG• CDCT Type R Crab Op., 3A 2 S. W `I WA WA WA c101 D• 4.7 9.9 flow bypaeahp Inlet) Q6 • 0.615A = C% -1 Be 1 79 Inlet C121dsrn, Inlet On Grade VM014, 546 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Proms; Unk-N-Greens Inlet ro: CIO _Show Dateas `— ROADWAY CENTERLINE o ma Nut trot Row 1m 12 er W 1OR pt Inta ehdn-Q: *Q1l-=1 0.7 ( 1.8 ICfa If vou enter values In Row 14, Aig the rest of this sheet and pmceed to sheet O-Allow or Area Inkl oBre7 o an: raw Oau In tmn Suacetchmem Area = Acm Percentlmpervbosnms - % rSHe Ty For NRCS SW Type= AB,C.wV l 0Sm*Utw r()Reet Hen I Spe(m) � m((I) QguWttaQNmlNenneMedaOvernFlow Channel Flow = oral n: , , Minor aNm mwr rm Design Sturm Rehm Patios. T, a years' Rehm Period OwHou Precippdon, P,-r inches User -Defined Storm Ruoff Coeffbant (Iwm Ins bW* to oGmpt a cdWated vast el tber-Dehled Syr. Rung CoeTOCId (leave ass dark In accept a calctsaW vahm} Bypass (Carry -Over) Flow from upstream Suacalclemm , I TOW Design Peak Fbw. O= 0.7 1.a Ns Inlet C10.)ism, C-Peak WOn.enEet Pmtecte:: IN THIS SECTION IN THE SECTIONS 21312D14. 2:10 PM r ' Project: Inlet ID: r u 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 CID '�-Teaox ToaavR T. Tw,c yy� V Tx tree t / Hc�o TYOP�� num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Bet" Curb of Curb at Gutter Flow line ;e from Curb Face to Street Crown Transverse, Slope Cross Slope (typically 2 inches over 24 Inches or 0.083 ftM) Longitudinal Slope - Enter 0 for sump condition g's Roughness for Street Section Allowable Spread for Mirror & Major Storm Allowable Depth at Gutter Flowlioe for Minor & Major Storm Flow Depth at Street Crown (leave dank for no) Tancs = O.D ft Sancx = 0.020 ftlft rbr 0.016 He = 6.00 fiches Tcnown = 28D It W = 1.00 it Sx = 0.020 ftlft Sw = 0.083 ft/ft so = 0.00o wit rlwReer-= 0.016 Minor Stem Major Storm Twu ` 16.0 28.0 it Cl x = 6D 6.0 inches ❑ ❑ check = yes t STORM Allowable Capacity Is based on Depth Criterion Minor storm Major Stonn R STORM Allowable Capacity is based on Depth Criterion Q.m..= SUMP I SUMP Jcfs storm max. allowable capacity G600 -greater than flow given on sheet'Q-Peak' . storm max. allowable capacity GOOD - greater than flow given on shoat'Q-Peak' Inlet C10.xlsm, (I -Allow 2132014, 2:19 PM INLET IN A SUMP OR SAG LOCATION Project a Link-N-Greens Inlet ID = C70 F—Lo (C)—,( H•DYrO M•Ven V7p W Lo (G) art Information flnamA of Intel Inlet Type Depresson(addamel lowtllm gWaCepMWn'a'fw 'QAflW) sent ber of Unit Was (Grate or Cue Opening) No' f Depth at ROWWIO (outside of local deprasson) Pondng Depin = s fi fornu0on th of a Unit Grate 1 of a Unit Grate W ` Opening Ratio for a Grate (rMcW vales 0.15-0.90) A+..' Slog Fapat far a Single Grate (fif)" value 0.50-0.70) Ct (G) ` Wei, Cobnkiet(typal veke 2.15- 3.60) C. (G)` Orifice Coe fident (typcal vatue 0,60. 0,00) C. (G)' Opening i fomution IN of a Unit Cure opening L. (C) s v of Venal Cue Opening In Indies t1+m ` di of Cure Orifice Throat In Inches Kd' i W TWOat (see USDCM Figure ST-5) Taela: Width for Depression Pan (4picaly are 9urter Width of 2 fool) W.' 31,1g Faeler for a Single Cue Opening (typical value 0A0) Q (C)+ Opening Weir CodScient(fyplcni value 73.36) C-(C)t Deering Orifice Coe0icien t (Npicw value 0.60-0.70) C. (C)' if Inlet Interception Capacity (assumes clogged condition) Q. Capacity IS GOOD for Minor and Major Storms (>O PEAK) O K"wou to' MINOR MAJOR CDOTTyPBR CM Opening 300 exit" 1 i 6.0 ea rICNI1 MINOR MAJOR feet feel N!A 4'A WA N5 WA WA WA h.= WA h 5.00 td• Sim 4. 6.00 20D : op 0.10 0,10 3.60 D.67 0, act nchas notes legrm eel Inlet C10xism, Inlet In Sump 2fd72014. 2:19 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project: Link-N-Greene Inlet ID: C11 Show Details WofnEI*el Protcc:e:i — — _ _ — �_— ROADWAYRDADWAY CENTERUNE _ — — — n aueaoy oetennimeo twoughomer and MLWSWnn M or Storm <-- nmal peak lbw for Il of s l OR prspsanatl olrnmlL •Q,n 1.] J.5 e(e GILL IN THIS SECTION • If to. enter values in Row 14. sAlp the rest of this sheet and prpftad to shorn PAllow or Area inlet, R- " Geograpluc onMion: ratrwwm hkle cessr PILL IN THE SECTIONS SubceWunent Arm = Acres 5ELOW. Pemem Imperviousness- % <-- S mTyoc Flom pevtleped For: NRCS 80 Type= A;B,C.wD OSImisubaf (Dstn4ieo Slope (10) �051eNNnllbn �QNro Length(0) lrte¢ina Medal tMAantl Floe= Ch+nntl Fbw = on: n : •minorslorm Majortorn . Design Sbml Return Pedoe. T,= years Resun Period Orx Howlp edp6efion. P, - ealbs aC. Usa-Oefred Strrn Runoff Coefficient (leave VU blank to accept a circulated value). C llur-0eMed 5-yr. Runoff Coeffuiad (leave INS blenk 0 eaept a whisked value). Cs= Bypass (Carry -Over) Flow from uplan fan Subcatchmerds, 4= 0.00 0.00 cis Total Design Pon Flow, G = 1] s.g cis Inlat C71.Ffsm, 04 eak ZWO14, 2:16 PM ' Project: Inlet IW 11 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & MaJor Storm) 11 T. Trwr Tx' Uuw' VOYMr QW Qx H d y SI`� jcUlU e do um Allowable Width for Spread Behind Curb lope Behind Curb (leave dank for no, conveyance credit behind curb) tg's Roughness Behind Curb of Curb at Gutter Row Line :a from Curb Face to Street Cm Width Transverse Slope Cross Slope (typk;a8y 2 inches over 24 inches or 0,08311/11) LorgBudi al Slope - Eder 0 for sump condition Allovrade Spread for Minor & Major Storrs Allowable Depth at Gutter FkwAi ne for Minor & Major Storm Flow Depth at Street Crown (leave dank for no) ' Inlet C1lxlsm, Q-Allow Tamcx =1 12.0 Ift Saws = 0.020 ft/ft Haim = 6.00 inches Tca = 32.0 ft W = 2.00 it Sx = 0.020 ftHt Sw - 0.083 f ftt So = 0.000 wit nsrr = 0.016 Mkar Storm Major Stonn Tura = 16.0 28.0 ft &0 8.9 inches O 0 check = yes STORM Allowable Capacity Is based on Depth Criterion. Minor Storrs Major Storm STORM Allowable Capacity Is based on Depth Criterion Qr =1 SUMP I SUMP Jets torn max. allowable capacity GOOD - greater than Bow given on sheet'Q-Peak' Corm max. allowable capacity GOOD - greater than flow alven on sheet'Q-Peak 2/32014, 2:17 PM I INLET IN A SUMP OR SAG LOCATION Project = Unk.N.Greena Inlet ID = C11 x—Lo (C)—T H-Curb H Vart Wo Wp ti w Lo(G) an eMormrtlon 1lnautl of lnid' Inlet Type+ •sn��.`1n� 1 Oepreunn(addibmlef b caYlnCUS guW depreSslon'a-fmm'6ANDW) qd: beraf w,n Imem (Grade or Cub Opevng) No: w OepN w, FOw{ep(ou151de of Ioeal cepresson) Ponellg 0ep01 In of a UNI Grate LAG): In of a Unit Gri It W.' Opening Raft for a Grate (tyFkd Wklas 0, 150.90) A...: gbg Factor fora Single Grate (lypifal vabie 0.50-0.70) Cr(G)' e Wm Coeffid*M (typical vaka 2.15. 3 So) C. (G): e OMce Coefficient (typical vakm 0.60- 0.60) C.(G)' i Opening Nfmnatlon in of a Unit Cut, Opening L.(C)' N of Venial Curb Opening M bYJles m of Cub Orifice TNoat In inches H.. . eof Trucial (see USDCM FguR ST-5) Theta , WidM for Depression Pan (typically the gutter wknnof 2 reel) w, < Bing Floor for a Single Cub Opening (typical vehre 0.10) Cl (C) Doug Web Coefficient (typical vakm 2.3-36) C. (C) Opening Om-" Coefficient (typical value 0.60 - 0.70) C.(C): tl Inlet Interception Capacity (assumes clogged condition) Q. _ Capacity IS GOOD for Minor and Major Stones f OPFAKI Ovcrtrao:nao' MINOR._._._. MAJOR..... COOT Type R Cub Opening 3.OD :: Ins brine i 1 6.0 8.8 inches MINOR MAJOR WA R.c Ifed feet, WA I:=: WA NlA WA NIA WA A WA A 5OD ao 6.00 1.ld 600 bbD 63.40 1 440 zoo c W. OAD 0.10 360 nu 0.67 1•( 7 id I hes lclm agrees Wet C1lxlsm, Inlet In Sump 413/2014, 2.17 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project.. Woodward Phase One Final Inlet ID: A2 Show Details RDADWAY CENTEPoJNE 9n FlOw: L wvoy Ietmeie0 mmu2 OpW me 9: Minor Stem M sw (kcal peer Dow to,In? of e , OR waerli!wd efwnml : 4.1 1 1D.9 ids SubrretChMWAma= Acres Percent Impen chnnaes =�% r 9N Type, y Dm,� NRCS Sol Type- A. B. Cl. ar D I 0srersll4n r(Dswwwas Slope") L (R) QSitea W,Uba, I Owed lHao maMtln DnwlmMFlow= Channel Flaw= mmor farm milorsturn, Design Slorm Return Period T,=��yaars User-Definch! Smash Runoff Ccetkient (leave an blunt to adept a Wkulalml v"). C = Dett-DCPomd Syr_ Run Coefficient (leave the blank Is accept a calculated value). C.= BypasF(Cany-wb) Flow from upstream Subpalchmont, q= on +.s cis TOW Design Peel, Flow! O= d.t t25 ds Inlet A2.>15m, O-Peak W THIS SECTION IN THE SECTIONS 2/4f2014, 2:25 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) u Project: Inlet ID: Gutter Geometry Enter data in the blue pellet Maxbnum Allowable Width for Spread Behind Crab Ty = 16.0 It Side Slope Behind Curb (leave Manic for no conveyance credit behind curb) Se.cK = 0.020 Ifitit mtingt Roughness Behind Curb (typically between 0.012 and 0.020) = 0.020 Height of Curb at Gutter Flow Line Hcuae = 6.00 inches Distance from Curb Face to Street Crown Tc m = 64.0 It Gutter Width W = 2.00 it Street Transverse Slope Sx = 0.020 Wit Gutter Cross Slope (4VIcaly 2 inches over 24 itches or 0.083 ft/ft) Sw = 0.083 Rift Street Longitudinal Slope - Enter 0 for sump condition So = - 0.000 Wit Manning's Roughness for Street Section (typically between 0.012 and 0.020) ryraeer = 0.016 Mirror Storm Major Storm Max, Allowable Spread for Minor & Major Storm TU c = i6.0 42St ItMax. Allowable Depth at Gutter Flovdine for Mirror & Major Storm cl u ` 6.0 8.8 IInches ow Flow Depth at Street Crown (leave blank for no) ❑ ❑ check = yes MINOR STORM Allowable Capacity is based on Depth Criterion _ Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Q, .1 SUMP I SUMP ,efe Minor storm mm allowable capacity GOOD -greater than flow given on shaet'Q-Peak' Major storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' 11 Inlet A2AIsm, Q-Allow 214/2014. 2:25 PM INLET IN A SUMP OR SAG LOCATION project = Woodward Phase One Final Inlet ID - A2 ,�—Lo (C)--,( H-Curb H-Vert ,,Iwo yyp yi Lo(G) on Information (Mout) of inlet Intel Type: I Deorusion(Bmbd*H1eI to Wnlinuatrs g" deprension'a' from'O,AOOW) a.w' by of Unit M IM (Great or Cu> Opening) No: !r Depth m FbW hV (otx;ide of focal Oqupsion) Pontling Depth: e lnfotmaaon in of a UM Grate t.(G): not a UNf cram W. Opening Ratio For a Grate (typical vabea 0.15-0.90) A., ;I g Furor for a Single Grate (typical value 0.50. 0.70) G (G)' t Weir Coefficient (typical value 115 - 3.60) C. (G): ONfoa Coefficient (ypick vaame 0.60 - 01D) C. (G)' � Opening Information th of a Uric Cub Opening L.(C) � Mof Vertical Curb Opening In Inches H.. ht of Cub Orifice Throel in Inches tii. ; e of Thoel (ace USDCM F We ST-5) Theta' Width for Depression Pan (typically the gLIW width of 2 tea) Wr' gig Factor for a Single Cub Opening (typical value 0.10) CI (C)' Opening Weir Coefficient (typical value 2.3.3.7) C. (C)' Opening onfLce Coefyidehl (IypWA value 0.60-0.7D), C. (C)' III Inlet Interception Capacity (assumes clogged condition) Capacity IS GOOD for Minor and Major Stomms (>O PEAK) -0>Br.macwaa' MINOR MAJOR COOT Type R Cum Oparirg 300 : n.• hxhw 2 i 5A 78 nchee MINOR MAJOR WA feet WA L:: feet NIA NIA WA NIA 1..A WA tie:. 5.00 6.00 6.00 6340-'..r 2.00 0.10 0.10 3,00 0.67 Inlet A2.dSm, Irdel In Sump V412014, 2:25 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project Woodward Phase One Inlet ID: C17 Slow Details _ ROADWAY CENTERLINE _ _ Dario. WiRy &MMM ;Mh oeror melloca: senor Sbrtn MI (lain lmak f� Imt`. of W tOft 11.n4cner,ml� 'Gleu�,_�0 r Subcaldmwd MB= ARp Percent lmper Auteness- 4 SteTp Fiaw oembped for- NRCS Sal Type= A, S, C. or IIr QS¢�s Ufa+ Q6oaetHec Slope (ftM Le th fl) QSrek NonUdm ()AMINMinaMbdan Ovnald Flow= Chanel Flow = Il1Mf SWnn Ma)0f Storm Design Slone Return Period. T. = yeas' Rahn Period OrnE Haa Pred0latiM Pr ° inches � e User -Defined Strom RM0 Coenlclent (leave eki damn 10 accept a Catulaled vaW)). C = User -Defined 5-yr. Fha oll Coefficient (leave ads elerlk to amept a ralmiated vaktej C.= tlypass (Cury•Over) Flow (rain upstream 9ubeacameMs. O. = 0.0 21.h cis Total Design Peas Flow, G - ].0 28.s Cfe )neat C17.x)sm, O•Peak i':Jhshe Et Pfolecled IN THIS SECTION IN THE SECTIONS 2ref2014, 3:40 PM Project: Inlet ID: 1 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 C17 eon - T I y 0 L num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for ro conveyance credit behind curb) ang's Roughness Behind Curb (typically between 0.012 and 0.020) rd of Curb at Gutter Flow Litre ince from Curb Face to Street Crown Width :t Transverse Slope ;r Cross Slope (typicaly 2 Inches over 24 inches or 0.083 ftfft) ;t Longitudinal Slope - Enter 0 for sump condition Tvg's Roughness for Street Section (typically between 0.012 and 0.020) Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Tertx = %S it $snac= 0.020 018 ns,vx' OA2D Hwrm = 6.00 Inches Tcnc•vn = 28.0 It W = 1.00 It Sx - 0.020 ItIft Sw = 0.083 f1m So = 0.000 It/8 naTRM 0.016 Minor Storm Major Storm Tw = 16.0 28.0 1 d-- 6.0 8.5 inches 0 check = yes R STORM Allowable Capacity Is based on Depth Criterion Mmor Storm Major Storm offs o STO M Allowable Capaclty is based on Depth Criterion _ Qw. = SUMP SUMP J storm mm allowable capacity GOOD • greater than flow given on shest'O•Peak' storm max allowable capacity GOOD • greater than flow given on sheet'O-Peak' Inlet C17.dsm, O-Allow 2/912014, 3:40 PM INLET IN A SUMP OR SAG LOCATION Project = Woodward Phase One Inlet 10 = C17 ,f---Lo (C)— N-Curb Wvwrt �\ W. w Lo(G) _ of bite( Irdet Type = - Dppresebn(add0lonel b corltill guitar depre6fbn'a'hom'O-Allow) 11�. tar a Unit trials (Grate or Cab OPen5V) No r Depth at Floe (outside of local depression) P:rldug Dw I btonmatlon 4fG1 � eta b of a UNGrate n of a Un0 Grate W' , Opening Rau: for a Grebe(tyPirel mitres 0.15490) - A^"' Ing Factor for a Single Grab (typcal vaba 0.50- 0.70) CI (G) , I welr Coefncient(typical witue LIS-3.60) G. (G), I Or ice Coe fitlmt (typcat value 0.60-. 0.80) C• (G)' Open" Inforenatton L,(C)' A of a Unit Cab OPanng 1:1 VeMcal Cab Opening in Inches H.: N of Curb Orifice Throat In Inches P. f of Throat (sea USOCM Figure ST-5) Tacta Witte for Depression Pan (typically the guitar vA=of 2 feet) Wa gag Factor for a Single Cab OPererg (trPloei vabra 0.10) Cr (C) Opening W& Ccamdmt (typical value 2.3.36) C. (C) Opening Otte, CoeSkimt (typical value 0.60- 0.70). Co (C) al Inlet Interception Capacity (assumes clogged condition) Qa' ININ, Inlet Canachr lose than O Peas for MAJOR St:rio. Orrsrgrouwa ffm MIIeUK WA me.rwa NA WA NA WA NA WA WA WA N A WA Id A MINOR MAJOR 5.00 P 00 6.00 00 6,00 N 63.40 (<a0 1.0D 1D0 0.10 0.10 .jo-�b:J�s `/� tv ,14 Intel C17adsm, Inlet In Suinl) VW014, 3:40 PM 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WorkSheel Prol',pIFJ DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project Woodward Phase One Inlet ID: C14 � D J PI � I' I �AD E �1 I 1 snow Devils GUTTER FLOW GUTTER PLUS CARRYOVER FLOW—/ - ROADWAY (NIERI.INE �L —e , b t ,r.. i 1 /,t'� ^3. C^,� r JGs �-i' on I akeacy delann m MiwgSb Ma)orb <— (bcal wtaawb t2Ww«t OR araa+rtwdcMnrot) 'Dam` 2d 13.5 ch FaL IN TMS SECTION ou enter values In Row 14 eW lM rest or tnW sMet and roceed to sMel O-Allow orAna Inlet. paPnlc oral : ma m ue W FILL IN THE SECTIONS Suecalchment Area hues SELOI'l. Percent lmPerviousrws!, F:EqA. % _ Ae TyFe: Rues Devebped NRCS SOB Type= B. C. or resdwr Nets (M L th(tl) �QAaisrlban QSta is mm-llbat I QArmlrie¢maMetlat OEM Flow` . Channel Fqw. o = r Mupr Storm `Return Major Starm Design Sam Return Pella, T,- yeas Period Ona-Hour Precipitation. Pe=inches Um4)eGnW storm Rume Coellioern (leave aac blank In accept a calculated value). Um-Defired 5-yr. Runuff CoetfKient (Wave ties blarik to accept a W Wdaim value). Bypass (Carry -Over) Flow from ups vem, Suacatchmi rs, i 7olal Design Peak Flow, 00-30 Inlet C14.XlSPL O-Peak VV2014, 3:49 PM Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 S � - T. Tw TmavH s.or w — Tx aw Q a Hie d y Saf e de ♦. mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) arg's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line :e from Curb Face to Street Gown Width Transverse Slope Cross Slope (typically 2 inches over 24 kxrhas or 0.083 ftlft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and 0.020) Allowable Spread for Minor & Major Storm Altowable, Depth at Gutter Flowline for Mirwr & Major Storm Flow Depth at Streit Crown (leave Wank for no) T"= = 0.0 ft Se = 0.020 RM newt Hcum =F 6.00 1richm Toro = 28.0 it W = 1.00 it Sx = 0.020 fNR Sw = 0.083 Nit So = 0.006 ftlit NTRM'j 0.016 Minor Storm Major Storm Tr = 16.0 28.0 ft dux ` 6.0 6.0 inches ❑ ❑ check - yes 3 STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm R STORM Allowable Capacity is based on Depth Criterion Q. = 6.1 13.0 cfs storm max. allowable capacity GOOD.- greater than Flow given on sheet'Q-Peek' ING: MAJOR STORM max. allowable capacity is less than MAJOR STORM max. allowable capacity is less than flow given on sheet'Q•Peakon sheet'Q•Peak' ' Inlet C14.xlsm, C-Allow 2/9/2014, 3:49 PM INLET ON A CONTINUOUS GRADE ' Pro*&. Woodward Phase One Inlet ID: C14 (C)--,f '—La F4Co1b N-Vert YVo IN Lo CG) MINOR MAJOR D"im 11WEluftl0al n Ty" = COOT Type R Curb Oparenp ypa of lMet IaulOwmssion(adaebnalbmnOnriun 9uesrdoPesaron'C fmn'QAIIOW) 4wx==3.0:I;:bWtmTOWNumbm of Units in Me lnlal(Grele" CuA Openbp) 'Oof a S44o Udt IMal (Gents or Cut Owd-9) d01 of a UMt Grate (caNbt be 9.W dun W OvnW.=N .L.=It W Facto tar a Sirryk Unit Gmte (typ"min. value • 0.5) CrG =Cicgpirg Factor W a skmie Urv1 Curb OpanbO (typical n*t Idua = 0.1) CIC = Str draWks:PARNING, Q > L S MAJ RST MINOR MAJOR aW Inlat Inlarcaptim Capacity O • 2A 11.1 eh Total InW Cawy4Dvar Row(fbw byp—l-91n100 Cy= 0.0 172 ' Lepton Perardage •CIJQ' C%• 100 28 ' G t7 21912014, 3:49 PM Inlet C14.xlsm, lr lel On Grade Wohoheel ProlectL'I DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project unk-NGreens Inlet ID: CS ERLA �F`DW LAN° ' 1 PI STREET SIDE I ' FLON ND I V Show Details GUTTER FLOW�� GUTTER PLUS CARRYOVER FLOW �7 _ _ — — ROADWAY CENTERUNE gn Flow:. ONI.Y it alreadf, e." Mugh otrff me Minor Strom ma' Sim<-_ (boot oast Now br 1F1 of seam OR yaaHinM ohennaq: 'air— _ 10.7 ds FILL IN THIS SECTION m enter values In Row 1e, skip the rest of Mis ahaot and proceed to sheet O-Allow or Arta Inlet. OR:'.. Trap c n:( ntwoaa mule Wuecaa' - FILL IN THE SECTIONS Siitca$ nenl Area= Acres BELC'N. PercvMlmpdNggnees= % — r see Type fiwn Ikwebped Far: — NRCS Sell Type = A-13, C. or O �09mlaubal r()SUM Was Sbpa(fM) LengthIll) OSis is Na uban I OAm lrleo mafWar OvenareFlow= Channel Flow = Orl: eria� = r r rMino,slorn, WSM Design Stonn R eWp yeas . R, ==m Return Perna One -Hour Cr= I I IaptBS (leer-Defaea Slam Runoff Coetriwnt (leave 11tn blaft a accept a akualea value), User -Defined 5 yr. Runoff Coelklent (leave tNs dark In accept a calculaed value} Bypass (Carry -Dear) Flow from upstream SuhaachmeMa Total Design Peak Flow, ' Inlet C9,dsm. 0-Peak 614 61 q 10, f /wM �jj yi AA taq,/(lnLj (� y (-bfq) 8I M14, o:t3 PM Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 T-�� Gutter Geome" (Enter dIn the bluecalls) Maximum Allowable Width for Spread Behnd Curb Ta = 12.0 it Side Slope Behind Curb (leave blank for no conveyance credit behind nab) Ss = 0.020 fV8 Mamuiug's Roughness Behind Curb rl w = 0.018 Height of Curb at Gutter Flow Lino Hcum = 6.00 inches Distance from Curb Face to Street Crown Tu = 28.0 it Gutter Width W = 1.00 0 Street Transverse Slope Sx = 0.020 Rift _ Gutter Cross Slope (typicaay 2 inches over 24 inches or 0.083 ftRt) S,v = 0.083 &it Street Longitudinal Slope - Enter 0 for sump condition So = 0.000 Rift Mantrig's Roughness for Street Section nv,w = 0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm T� _ 16.0 - 28.0 It Max. Apowabte Depth at Gutter FkwAma for Minor & Major Storm cimm = 6.0 8.9 inches Allow Flow Depth at Street Crown peeve blank for no) ❑ ❑ check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Q,u,,, = SUMP I SUMP -lots Minor storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' Major storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' Inlet C9.xlsm, Q-Altow V912014. 4:13 PM 1 1 1 1 1 1 1 1 i i INLET IN A SUMP OR SAG LOCATION ProjectUnk-N-Greens, Inlet l0 = C9 T—Lo (C)—� H-Curb H•Vert �o WP W Lo(G) it arinlet bid Type I Depression(adilbrol to osntalde gutter deprnssion'a' from IOW). a_ ber of Iktl loft (Grew or Curb Opening) No r DopgI asF17MM (outsweOf local depression) Pools g Depth t Information Ih W a Unit Gate L. (G)'. i of a LIM Grate W., Opening Rato for a Grate (typ" values 0.15-0.90) As,.., 3ng Factor for a Single Gww(1yp value 0.50-0.70) Or(G)2 I Wdr Coetficiem (Apical value 2.15 - 3.60) C. (G): r Dittos CueaKlem(Iypicsl valve 0.60 - 0.80) C. (G): Opening Information In of a Unit Cum Opening L.(C)' it of Vertical Curb Opening in Irk itof Cub Onfao TMost M Indit I ofThroat (tee USDCM F-gure ST-5) Then, WM for Depression Pon(lypical':y ere gutter width of 2 fed) W.+ ling Favor fora Single Cub Opening (typicat value 0,10) Cf (C): Dp" Weir Coefficient (Weal vane 2.3-3.6) C.(C)+ Opening OnOce Caepkiem (typical valve a60 - 0 70) C. (C)+ J Inlet Interception Capacity (assumes clogged condition) Q. ` NINO: Inlet Capacity less than 0 Peak for MAJOR Storm 0.......+ COOT Type R Cure Opening 3.00 0: 2 4.6 7.5 WA N:F WA kA WA WA WA NIA WA 1'; MINOR MAJOR 5.00 bh 000 tli 1.00 1 o 0.10 0.10 3.60 •+� 0.81 ii7 IINOR MAJOR 6.3 77.9 4.0 39.0 Intel C9.xlsrn, Intel In Sump 21912014, 4:13 PM Wotash,nt Prolecte DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Prnjed: Woodward Phase One Inlet ID: C2DA I ' ' �� I ' �°� 1HI�!11 Show Details ROADWAY CENTERLINE gn tow: ONLYarm o m Mire {oml pearlMMra oiarset OR vussBnW shamrslk 'Ocm.n=r— SuecalCunonl Arse =�Atrea Patent Mpwvbusrress= % r Sae Tnw Fiwa 0e.bprd For.— NRCS SW Type = A, B, C. or O 9:eisuta r()I; a irie Sbpe Wft th(0) 09mmNov-ftin I ()keslrkm,namhdm OvenenO Flow= Charnel Fbw = Minor Siprtn Majorftm Design Storm Retran Period. T, = years Realm Period OwHout Precipitaion. Pr= inttw C,= Cx= User -Dented SIM Runoff Coefficient (kayo INS clerk to accept a calotdated rdWeL C = User -Dented 5-yr. Runoff Coelklent (leave ttka blank b accept 8 celwkkd value). Cr = Bypass (Carry-0var)Ftow from upatnam 9ubcatClmerru6 Qs= 0.0 0.0 cis Total Design Peak Flow, O= Q7 tab de Inlet C20.msm. Q-Peak IN THIS SECTION IN THE SECTIONS 219/2014. 3:12 PM I Id I I 0 k Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 T. Tµ X T�•y a.a W g I Ctr981 _ rvAm QW QR/� H� d y a do A mum Allowable Width for Spread Behind Curti Slope Behind Curb (leave Wank for no conveyance credit behind curb) ring's Roughness Behind Curb (typic^ between 0.012 and 0.020) of Curb at Gutter Flow Lim ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0,063 ft/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and 0.020) Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Stoma Flow Depth at Street Crown (leave blank for no) Ta.�R = 24.0 ft Sa.« = 0.o2o Rift r§�pc= 0.D20 He = 6.00 Inches Tcaowe = 28.0 It W = 1.00 ft s, = 0.D20 1tA Sw = 0.063 fUft So = o.000 ftm rkrnctrt = 0.016 Mk w Storm Major Sform Tax = 16.0 28.0 ft dWx = 6.0 6.0 inches check = yes t STORM Allowable Capacity is based on Depth Criterion Minor Storm Majw Stoma R STORM Allowable Capacity is based on Depth Criterion Q.00,. =r SUMP SUMP cfs storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' Inlet C20.11sm, Q-Allow 219M14. 3:12 PM INLET IN A SUMP OR SAG LOCATION project = - Woodward Phase One Inlet ID = C20A -r-Lo (C)-; H-Curt, H-Vert Wa WP ��- W Lo(G) of In a Imet Type I Oepressrn(ooditional to continuae gu0ar depression W from'O-Aflow) lhy flmof Un01Mob (Graft or Curb Opeing) No rr Dci» n al Floweret (outside of local depression) Pondirg Depth s Information Ih of a Unit Grate L. (G) 1 of a UM Grate W. Openng Ratio for a Grate (typical vahus 0.15.0.90) A. ilog Fa=r fare Single Gratc(typicaf vokm 0.50 - D.70) G (G)' 1 Weir Coefficient (typical value Z15-16D) C. (G)' I Ory" Cordecient (typical value 0.60- 0.80) C. (G)' Opening Information Ih of a Ihdl Cam Opedng L. (C)' r or VaNcal Curb Opening lot Inches H.a; eof QaD Onfce TWW in inches f", I of Throat (sea USDCM Figure ST-5) Theta Widih for Depression Pan(typica9y the gutler kth of 2 feet) W,: frog FarJor for a Single Cup OpeR9 (typical value 0.1D) Cn (C) I Opening Weir Coemden(ty" value 2.33.6) C. (C): OoeNrg OrirM Coef iont(typiUl value 0.60-0.70) C. (C) iI Inlet Interception Capacity (assumes clogged condition) Q. NING: Inlet Capacity less than O Peak far MAJOR Storm 0....-- CDOT Type R Cure Opening 3.00 to 2 2 4.6 6.0 MINOR WA MAJOR N'A NIA WA N:A WA NIA WA hn WA MINOR MAJOR 500 6.00 N 6.00 0 63.40 (144 1.00 w: 0.10 0.10 nehft ndm ❑ U'°n'Oe [kptnc NI eel ya 4;71--P C � 3ro<� Inlet C20JCsm. Inlet In Sump 2 92014. 3:13 PM I I 1 I I Interwest Consulting Group 1218 W. Ash, Suite C Windsor, CO 80550 Inlet Flow Calculation for Area Inlets Project: Woodward Phase One Job Number: 1164-108-00 Calculations by: es Date: 1/28/2014 Objective: to find the number of grates required for Type C area inlets in grassy areas WSEL Geometry at inlet: Grate Dimensions and information: Close Mesh Grate Width (W): 2.625 feet Length (L): 3.3542 feet Open Area (A): 6.6944 sq ft Reduction Factor (F): 50% Grate Flow: Use the orifice equation Qi = C*A*SQRT(2*g*H) to find the ideal inlet capacity.* 'See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ftIS2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. Qc = Qi * (1-F) DP C-26 Q10 = 3.2 cis H = 0.55 ft Single Type C Inlet A = 1*A = 6.69 ft2 Q; = C*A*SQRT(2*g*H) 26.69 cfs QG= Qi*F 13.35 cfs ' USE: Single Type C Inlet 010 = 7 cfs Double Type C Inlet A = 2*A 13.39 ft2 Qi = C*A*SQRT(2*g*H) 53.39 cfs Qc= Qi*F = 26.69 cfs Pagel Triple Type Clnlet A = 3*A 38.00 ft2 Q; = C*A*SQRT(2*9*H) 151.52 cfs Qo= Qi*F 75.76 cfs I I Interwest Consulting Group 1218 W. Ash, Suite C Windsor. CO 80550 Inlet Flow Calculation for Area Inlets Project: Woodward Phase One Job Number: 1164-108-00 Calculations by : es Date : 1/28/2014 Objective: to find the number of grates required for Type C area inlets in grassy areas WSEL Geometry at inlet: Grate Dimensions and information: Close Mesh Grate Width (W): 2.625 feet Length (L): 3.3542 feet Open Area (A): 6.6944 sq ft Reduction Factor (F): 50% Grate Flow: Use the orifice equation Qi = C*A*SQRT(2*g*H) to find the ideal inlet capacity.* 'See Hydraulic Design Handbook by McGraw-Hill for vedflcaiton of equation use and Cvalue C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) -.open area of grate g = gravitational constant = 32.2 ft/s? H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. QG = QI * (1-F) DP C-22 Q10 = 4.3 cfs H = 0.6 ft Single Type C Inlet A = VA = 6.69 ft2 Qi = C*A*SQRT(2*g*H) 27.88 cfs QG= CQ*F 13.94 cfs ' , USE: Single Type C Inlet Qloo = 10.7 cfs Double Type C Inlet A = 2*A 13.39 ft2 Qi = C*A*SQRT(2*g*H) 55.76 efs QG= Qi*F = 27.88 cfs Pagel Triple Type Clnlet A = 3*A 38.00 ft2 Qi = C*A*SQRT(2*g*H) 158.26 cfs QG= Qi * F 79.13 cfs I r Inlet Flow Calculation for Area Inlets Project: Woodward Phase One Job Number: 1164-108-00 Calculations by: es Date : 1/28/2014 Objective: to find the number of grates required for Type C area inlets in grassy areas. WSEL Geometry at inlet: Grate Dimensions and information: Close Mesh Grate Width (W): 2.625 feet Length (L): 3.3542 feet Open Area (A): 6.6944 sq ft Reduction Factor (F): 50% Interwest Consulting Group 1218 W. Ash, Suite C Windsor, CO 80550 Grate Flow: ' Use the orifice equation Qi = C*A*SQRT(2*g*H) to find the ideal inlet capacity.* *See Hydraulic Design Handbook by McGraw-Hill for verl8caiton of equation use and C value C = Orifice discharge coefficient= 0.67 ' A = Orifice area (ft) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multlply by the reduction factor for the allowable capacity, �^ QGi i = Q. * (1-F) INCIM<_i� DPC-21 =3.0c Q10= 0.4 cfs Qtoo= 6.1 rfs (^ ONA. 1 \,yra �. c �::yn•-C�t H = 0.5 ft Single Type C Inlet A = 1 *A 6.69 ft2 Q; = C*A*SQRT(2*g*H) 25.45 cfs QG= Qi*F 12.73 cfs USE: Single Type C Inlet Double Type C Inlet A = 2*A 13.39 ft2 Qi = C*A`SQRT(2*g*H) 50.90 cfs QG= QI*F 25.45 cfs Pagel Triple Type Clnlet A = 3*A 38.00 ft2 Qi C*A*SQRT(2*g*H) 144.47 cfs QG= Qi*F 72.24 cfs 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Circular Area Inlet Capacity 18" FES (I-A7) LOCATION: WOODWARD INLET A5 PROJECT NO: 1164-095-00 COMPUTATIONS BY: ES SUBMITTED BY: 1NTERWEST CONSULTING GROUP DATE: 1 /15/2013 Inlet Data: Weir Length 4.7 ft Open Area 1.8 ft^2 Solve for h using Orifice Equation Q = CA sgrt(2gh) where Qe = flow through orifice (cfs) Co = orifice discharge coefficient g= gravitational acceleration= 32.2 ft/s A. = effective area of the orifice (ft2) h = head on the orifice (ft) Qo = 2.30 cfs 10-yr Event Ao = 0.88 ft2 (Assume 50% clogged) Co = 0.65 Solve for h: 0.25 ft Qio= 1.30 cfs Required Head d= 0.25 ft Available Head Prior to Overtopping 1.00 ft Q, = 6.10 cfs 100-yr Event A. = 0.88 ft2 (Assume 50% clogged) Co = 0.65 Solve for h: 1.75 ft Q100= 3.30 cfs Required Head d= 1.75 ft Available Head Prior to Overtopping 1.00 ft Circular Area Inlet Capacity 18" FES (I-A6) LOCATION: WOODWARD INLET A5 PROJECT NO: 1164-095-00' COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 1/15/2013 Inlet Data: Weir Length 4.7 ft Open Area 1.8 ft^2 Solve for h using Orifice Equation Q = C.A. sqrt(2gh) where Qo = flow through orifice (cfs) Co = orifice discharge coefficient g= gravitational acceleration = 32.2 ft/s Ao = effective area of the orifice (ft) h = head on the orifice (ft) Qo = 2.30 cfs 10-yr Event Ao = 0.88 ft2 (Assume 50%, clogged) Co = 0.65 Solve for h: 0.25 ft Q10= 230 efs Required Head d= 0.25 ft Available Head Prior to Overtopping 3.00 ft Q. = 6.10 cfs 100-yr Event A. = 0.88 ftZ (Assume 50%o clogged) Co = 0.65 Solve for h: 1.75 ft Quo= 6.10 cfs Required Head d= 1.75 ft Available Head Prior to Overtopping 3.00 ft Worksheet for Swale C21 (BackPorch) Flow Element: Triangular Channel Friction Method: Manning Formula Solve For. Normal Depth __ Roughness Coefficient: N0.030 Channel Slope: 0.01400 ft/ft Left Side Slope: 4.00 ft/ft (KV) Right Side Slope: 4.00 ft/ft (H:V) Discharge: 6.80 ft3/s - rftesufts. _ NormalDepth:_ _ 0.75._.._..�. It Flow Area: 2.27 ft' Wetted Perimeter: 6.21 ft ' Top Width: 6.03 it Critical Depth: 0.71 It ' Critical Slope: 0.01929 ft/ft Velocity: 3.00 ft/s Velocity Head: 0.14 ft Specific Energy. 0.89 ft Froude Number. 0.86 Flow Type: Subcritical GVFInput�Data s -4 Downstream Depth: 0.00 ft ' Length: Number Of Steps: 0.00 0 ft ' GVF Output Data — m Upstream Depth __ 0.00 m; • ; It Profile Description: WA Profile Headloss: 0.00 It ' Downstream Velocity: 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: Critical Depth: 0.75 0.71 ft ft Channel Slope: 0.01400 ft/ft Critical Slope: 0.01929 ft/ft I 1 I ' Cross Section for Swale C21 (BackPorch) ProtecUDescnption _ Flow Element: Triangular Channel ' Friction Method: Solve For: Manning Formula Normal Depth edon Date Roughness Coefficient: 0.030 Channel Slope: 0.01400 ft/ft Normal Depth: 0.75 It ' Left Side Slope: 4.00 ft/ft (H:V) Right Side Slope: 4.00 tuft (H:V) Discharge: 6.80 ft /s 1 0.75 ft 1 r V. I Ft 1 7 1 ' Worksheet for Swale C3 through Plaza Flow Element: Irregular Section Friction Method: Manning Formula, ' Solve For: Normal Depth ..Y �+.w,wyft 'd•-F` -'`$ ' ga flk w$4�® .�0 1M Ms `9Y�.ffiW 6'-`S A n 5 $ Y m% v'=�� �b84j WA i 9 k i �'�' 4 P ma•t��d A v i' �e @i,� Input Data „ ,� � � s 9 a� k m � , .,�..,�,x.._.,.�_,»,� �...�E Channel Slope 0.01000 ft/ft Discharge: 23.14 �,` i , ft'/s pa . Opt+o s Current Roughness Weighted Methr ImprovedLotters Open Channel Weighted Roughnes ImprovedLotters ' Closed Channel Weighted Roughne Hortons ' r�#� ��" JResulis �M �� h m Roughness Coefficient: 0.032 Water Surface Elevation: 0.93 ft Elevation Range: 0.00 to 1.50 ft Flow Area: 6.78 ft' Wetted Perimeter 10.91 ft Top Width: 10.00 ft ' Normal Depth: 0.93 ft Critical Depth: 0.80 ft Critical Slope: 0.01942 tuft ' Velocity: 3.42 ft/s, Velocity Head: 0.18 ft Specific Energy: 1.11 ft Froude Number. 0.73 ' Flow Type: Subcr tical 1 (-0+05 1.50) (-0+05, 0 50) 0.013 (0+05 O 50) 0 (0+05, 0.50) (0+05, 1.50) 0.013 1 1 11 Cross Section for Swale C3 through Plaza ProlectTDescnption _ _ _ _ c Flow Element: Irregular Section Friction Method: Manning Formula Solve For. Normal Depth Roughness Coefficient: 0.032 Channel Slope: 0.01000 ftlft Normal Depth: 0.93 ft Elevation Ranger 0.00 to 1.50 ft Discharge: 23.14 ft /S 10.00 ft tWorksheet for Swale C-Max Capacity Flow Element: Triangular Channel ' Friction Method: Solve for: Manning Formula Normal Depth ' Roughness Coefficient 0.030 Channel Slope: 0,01000 ft/ft Left Side Slope: 4.00 ft/ft (H:V) ' Right Side Slope: 4.00 ft/ft (H:V) Discharge: 23.14 35 fP/s Normal Depth. 1.27 8 Flow Area: 6.45 ft' Wetted Perimeter: 10A7 ft ' Top Width: 10.16 ft Critical Depth: 1.16 ft ' Critical Slope: 0.01638 ft/ft Velocity: 3.59 ft/s Velocity Head: 0.20 ft t Specific Energy: 1.47 ft Froude Number. 0.79 Flow Type: Subcritical Downstream Depth: 0.00 ft ' Length: Number Of Steps: 0.00 ft 0 Upstream Depth. 0.00 ft Profile Description: N/A Profile Headlow 0.00 It ' Downstream Velocity: 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 1.27 ft ' Critical Depth: 1.16 ft Channel Slope: 0.01000 f Ift ' Critical Slope: 0.01638 Wit 1 I ' Cross Section for Swale C-Max Capacity Flow Element: Triangular Channel ' Friction Method: Solve For. Manning Formula Normal Depth Section Data;" r am at Roughness Coefficient. a� a ' e ',s wg77" 0.030 Channel Slope: 0.01000 ft/ft Normal Depth: 1.27 ft t Left Side Slope: 4.00 f /ft (H:V) Right Side Slope: 4.00 fi/ft (H:X� Discharge: 23.14 ft'/s J 1 L r I I I I 1 i VA L Ft 1 i ' Worksheet for C4 Weir Prgect:Descnpbon 71 Flow Element: Irregular Section Friction Method: Manning Formula ' Solve For. Normal Depth Input;bata Channel Slope 0.00500 ft(ft Discharge: 17.40 fNls Ppbons Current Roughness Weighted Methc ImprovedLotters Open Channel Weighted Roughnes! Improvedl-otters tClosed Channel Weighted Roughne Hortons ' Roughness Coefficient: 0.029 Water Surface Elevation: 42.40 ft Elevation Range: 42.00 to 43.00 ft ' Flow Area: Wetted Perimeter. 9.72 28.50 ft' ft Top Width: 28.08 ft ' Normal Depth: Critical Depth: 0.40 0.27 ft ft Critical Slope: 0.01944 fink Velocity: 1.79 ft/s ' Velocity Head: 0.05 ft Specific Energy: 0.45 ft Froude Number. 0.54 ' Flow Type: Subcritical r..._ ��.___---. „�,s,.-- ...rv-----•tea �9 StartStation End"Station R�°pess' s -x-- �; (-0+22, 43.00) (-0+22, 42.50) 0.013 (-0+22, 42M) (0+12 ,42,00)� t0:i)30 (-0+12, 42.00) (0+08, 42.00) 0.030 (0+08;42:00) (0+08;4300).~0.013 .. . SectwnGeometry �� a 4 ' t ' Cross Section for C4 Weir Protegt Descnphoh� __ Flow Element: Irregular Section ' Friction Method: Solve For: Manning Formula Normal Depth 1 Roughness Coefficient. 0.029 Channel Slope: 0.00500 Wit ' Normal Depth: Elevation Range: 0.40 42.00 to 43.00 ft ft Discharge: 17.40 ft'/s I L T 0.4D ft ' 28.08 tt ' V:5 Ft 1 J r Ll Culvert Calculator Report ' 18" @ DP C2 1 Sotve For: Discharge Culvert Summary Allowable HW Elevation 40.25 ft Headwater Depth/Height 1.87 Computed Headwater Elev: 40.25 ft Discharge 12.94 cfs Q< ' Inlet Control HW Elev. 40.18 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 40.25 ft Control Type Outlet Control ' Grades Upstream Invert 37,45 ft Downstream Invert 37'30 ft ' Length 34.00 ft Constructed Slope 0.004412 ft/ft ' Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 1.35 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcriticai Critical Depth 1.35 ft ' Velocity Downstream 7.73 ft/s Critical Slope 0.013362 ft/R Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.50 ft Section Size - 18 Inch Rise 1.50 ft ' Number Sections 1 Outlet Control Properties , Outlet Control HW Elev. 40.25 ft. Upstream Velocity Head 0.83 ft Ke 0.20 Entrance Loss 0.17 ft 1 inlet Control Properties Intel Control HW Elev. 40.18 ft Flow Control Submerged ' Inlet Type Groove end projecting Area Full 1.8 ft' K 0.00450 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 3 C 0.03170 Equation Form 1 ' Y 0.69000 J > 0, -: 2, g <(:1; ' Title: Front Range Community College Parking Lot Expansion Project Engineer. Interwest Consulting Group x:\ ..\design\culvertmaster\18 in @ dp c2.cvm Interwast Consulting Group CulvertMaster v3.0 [3.0003] 02/06/14 09:52:53 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ' Culvert Calculator Report 18"@DPC3 ' Solve For: Discharge Culvert Summary Allowable HW Elevation 37.24 ft Headwater Depth/Height 1.63 Computed Headwater Elev. 37.24 ft Discharge 11.81 ofs :> ,p Y, '- Q' o = t �" Inlet Control HW Elev. 37.24 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 37.08 ft Control Type Inlet Control Grades Upstream Invert Length 34.80 ft 29.50 It Downstream Invert Constructed Slope 34.30 ft 0.014706 ft/ft V� r' 3 A- 5.l¢ C �5 Hydraulic Profile Profile" S2 Depth, Downstream 1.17 ft Slope Type Steep Normal Depth 1.14 ft Flow Regime Supercritical Critical Depth 1.31 ft ' Velocity Downstream 8.00 ft/s Critical Slope 0.011516 ft/ft ' Secton Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.50 ft Section Size 18 inch Rise 1.50 f6 ' Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 37.08 ft Upstream Velocity Head 0.81 ft Ke 0.20 Entrance Loss 0.16 ft ' Inlet Control Properties Inlet Control HW Elev. 37.24 ft Flow Control Submerged 1 Inlet Type Groove end projecting Area Full 1.8 ft' K 0.00450 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 3. C 0.03170 Equation Form 1 1 Y 0.69000 Title: Front Range Community College Parking Lot Expansion Project Engineer: Interest Consulting Group xA... Weslgn\cuivertmaster118 in @ dp c2.cvm interwest Consulting. Group CulvertMaster v3.0 [3.0003] 02/06/14 09:53:15 AM ®Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666 Page 1 of 1 1 ' Worksheet for HQ Frontage @ DP c12 Cr ss -Sc t�'+0N Pmject..Description Flow Element: Irregular Section Friction Method: Manning Formula . ' Solve For: Discharge Channel Slope. 0.00500 Tuft Water Surface Elevation: 40.40 ft Options �.t _ . Current Roughness Weighted Metht Improvedt-otters Open Channel Weighted Roughnes: Improvedl-otters ' Closed Channel Weighted Roughne Hortons Results•. � Y Roughness Coefficient: 0.013 Discharge: 123134 Elevation Range: 39.40 to 41.00 ft Flow Area: 27.69 ft' ' Wetted Perimeter: 66.51 ft Top Width: 65.99 ft Normal Depth: 1.00 ft ' Critical Depth: 1.07 ft Critical Slope: 0.00331 ft/ft ' Velocity: 4.45 We Velocity Head: 0.31 ft Specific Energy: 1.31 ft Froude Number. 1.21 Flow Type: Supercritical (Segment Roughness End: Station Roughness: . ((Start Station 6oelflaent (-0+21, 41 00) (-0+15 40.20) 0.020 40 20) 0+09 40 OB) 0013 (.0+09, 40 08) (0+00, 39 90) 0.020 ' (0+00, 39.9 (0+01, 39 48) b:013 (0+01, 39.48) (0+52, 40.50) 0.013 Sectiom(ieometry' e', .1 I I I I I I I 1 i 4-1 i 1 Station SItaton .0 EJ on -0+21 41.00 -0+?1," 40:50: .0+15 40.20 0. 0+00 39.90 0+01 39.48 4die 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Cross Section for HQ Frontage @ DP c12 Projecf Descnptioii Flow Element: Irregular Section Friction Method: Manning Formula Solve For. Discharge Section Data `- " � .i4 »•�i.::" 't sue.. .r.. _.. ....... e... �.... _... . .... ....... ..�t..m ...s. Roughness Coefficient: 0.013 Channel Slope: 0.00500 ftfft Normal Depth: 1.00 ft Elevation Range: 39.40 to 41.00 It Discharge: 123.34 ff'!s n T 1mff 1 V: 10 H1 Worksheet for Loop Road Prolect-Dascnptton � s �"� r Flow Element Irregular Section Friction Method: Manning Formula ' Solve For: Discharge InputsData f Channel Slope: 0.00500 tuft Water Surface Elevation: 40.06 ft Options,_._.._,. Current Roughness Weighted Metht ImprovedLOfters Open Channel Weighted Roughness Improvedl-otters ' Closed Channel Weighted Roughne Hortons Results � ' - ' Roughness Coefficient: 0.013 /111.35 i i 1 ^ Discharge: ft /s Elevation Range: .06 to 41.50 ft K N 7 Flow Area: 20.93 �, t G/o ft' t Wetted Perimeter. 39.21 ft Top Width: 38,37 ft Normal Depth: 1.00 ft ' Critical Depth: 1.10 ft Critical Slope: 0.00298 fttft Velocity: 5.32 ft!s ' Velocity Head: 0.44 It Specific Energy: 1.44 ft ' Froude Number. 1.27 Flow Type: Supercritical SegmenhRoughness (Start Station Entl Station 6loug pesseM (-0+50 5, (0+47.5 40 50) 0.013 41.50) Section Geometry x = s Stehon Elevabgn ` c .D+50.5 4t.50 0+00.0 - • 40.25 i Worksheet for Loop Road - futdon Elevation€" .. ' 0+00.0 39.75 0+01:0:0 : 39 87s•_ p 0+27.0 39.14 0+39.06- / ` 0+28.0 39.56 40.6-0 . ■ I ICross Section for Loop Road Project Description _ Flow Element: Irregular Section ' Friction Method: Solve For. Manning Formula Discharge Sechon Data a Y Roughness Coefficient: 0.013 Channel Slope: 0.00500 Will Normal Depth: 1.00 It Elevation Range: 39.06 to 41.50 It Discharge: 111.35 fills n 1 i---MX ft ----I .T Imft v: 10 b. tt t -1" nj kA ' Worksheet for HQ Frontage @ DP c12 Q 100 Depth Flow Element: Irregular Section ' Friction Method: Manning Formula Solve For: Normal Depth 'yi Input -Data Channel Slope: 0.00500 y 6 u k ftift Discharge. 74.60 ft'!s Current Roughness Weighted Methr ImprovedLotters Open Channel Weighted Roughnes ImprovedLotters ' Closed Channel Weighted Roughne Horton .`Results ' Roughness Coefficient 0.013 Water Surface Elevation: 40.26 ft Elevation Range: 39.40 to 41.00 ft ' Flow Area: 19.02 Wetted Perimeter. 56.53 ft, ft Top Width: 56.02 ft ' Normal Depth: 0.86 Critical Depth: 0.90 ft. ft Critical Slope: 0.00346 fttft ' Velocity: 3.92 Velocity Head: 0.24 ft!s ft Specific Energy: 1.10 ft ' Froude Number. 1.19 Flow Type: Supercritical ' Segrent Roughness ,Start SfaSon End,Sta"hon Roughness ., Coefficient:. _ ' (-0+21,41.00) (-0+15 4020) 0.020 (-0!15,4020) (-W094008).0:013 (-0+09, 40.09) (0+00, 39.90) 0.020 (W1, 39 4a)', -0.013 ., (0+01, 39.48) (0+ 52,40.50) 0,013 Section Geometry'' r Depth Worksheet for HQ Frontage @ DP c12 Q 100 Staflon Elevauon S -0+21 41.00 -0+21.. ' -0+15 40.20 -0+09 40.08 . . ' 0+00 39-90 0+00. 39.40� 0+01 39.48 ' 0+52 :=. "40:50.. n I C 1 1 1 I Cross Section for HQ Frontage @ DP c12 Q 100 Depth Project Descriptroh Flow Element: Irregular Section Friction Method: Manning Formula Solve For. Normal Depth Section Data e', � � _ Roughness Coefficient: 0.013 Channel Slope: 0.00500 11x} Normal Depth: 0.86 It Elevation Range: 39.40 to 41.00 ft Discharge: 74.60 fV/S i--- 58A2It — -- --I T 0.86 ft 1 Y:10 L Kt ' Worksheet for Loop Road Q100 Depth Project'Descnptiori _ _> Irregular Section Flow Element: Friction Method: Manning Formula Solve For. Normal Depth Channel Slope: 0.00500 fVft Discharge: 59.60 fN/s Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes: ImprovedLotters ' Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.013 Water Surface Elevation: 39.86 It Elevation Range: 39.06 to 41.50 It Flow Area: 13,72 ftz ' Wetted Perimeter. 34.88 it Top Width: 34.25 ft Normal Depth: 0.80 ft ' Critical Depth: 0,86 It Critical Slope: 0.00331 Wit Velocity: 4.34 ft/s ' Velocity Head: 0.29 It Specific Energy: 1.09 It ' Froude Number. 1.21 Flow Type: Supercritical — — - �Segment,Roughness fStaif:Station ErM'S fion , Ro`ughrress Cbetfinent, -0.013 ' (-0+50.5, (0+47.5 40 5-0) 41.50) Seepon.G66rifidt Sri Station:y Elevation -0+50.5 41.50 ' 0+00.0 40.25 - Worksheet for Loop Road Q100 Depth WTVI-MIT-7 ' r y`i lAsta. 0+00.0 39.75 39,97 0+27 0 39.14 0+28 0+' 39.56 0+47.5` �, .. 40.60:. `' ICross Section for Loop Road 0100 Depth Project Descriptian Flow Element: Irregular Section Friction Method: Solve For. Manning Formula Normal Depth Section;Data�� Roughness Coefficient: 0.013 Channel Slope: 0.00500 ft/ft Normal Depth: 0.80 ft ' Elevation Range: 39.06 to 41.50 It Discharge: 59.50 fP/s L I i v: Io tt: � [l C I I 11 I Worksheet for 2' curb cut ProjecE'Descnp[ion � .._ _ .. _ Flow Element. y Rectangular Channel Friction Method: Manning Formula Solve For. Discharge Data Ilnput Roughness Coefficient: 0.01�3 Channel Slope: 0.00500 ft/ft Normal Depth: 0.50 ft Bottom Width 2.00 ft �ResuKs:,..�1 Discharge 3.89 O �l c�c 2 �, ft'IS Flow Area. 00 ;,S ft' Wetted Perimeter. 3.00 8 Top Width: 6a,N, 2.00 J ft Critical Depth: 0.49 G G ft Critical Slope: 0.00532 ft/ft Velocity: 3.89 ft/s Velocity Head: 0.23 ft Specific Energy: 0.73 ft Froude Number. 0.97 Flow Type: Subcritical Input Data iGVF _ — Downstream Depth: 0.00 ft Length: 0.00 ft Number Of Steps: 0 GVF Q'utput Data; u,....u,r.»...r..:.a.—,3............,»..�t�:w,�..n....6M,."w". _ Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Downstream Velocity: 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 0.50 ft Critical Depth: 0.49 ft Channel Slope: 0.00500 itlft Critical Slope: 0.00532 ft/ft 1 Cross Section for 2' curb cut ProtectDesonphon Flow Element: Rectangular Channel T ' Friction Method: Solve For. Manning Formula Discharge Roughness Coefficient: O.D13 Channel Slope: 0.00500 fttft Normal Depth: 0.50 ft ' Bottom Width: 2.00 It Discharge: 3.89 ft'/s I n ft 1 01% ft v:2 L�, tt I N N O. O M"" m N N T n N .-i N Ot m N. T— S. m M 7 N IM N m m m .-I T tD O m C% C% m T O v tD O .+ N.{ t0 .-a %0 Ot m .-� T T IM IM tD N N N c0 T T T T Vi ui m N tL m cD 00 W O 1, o tD M M M M M M M M M M M M M M M M M M M M M M M M M f+1 M O^ m VO' N O OOi .mi Iwil ONi O c0rl 0 m O- N m m O^ O N v N— n M m M T u1 IA tD t0 I-Z n n O T Mt 1 i 6 I i In n W W 00 O T O n O O M m m M M M M M M M M M M M M M M M M rn fM M M M M M M T tM O 1, O CO O O n O M O1 . -t M O M M W N M M tD W 00 ti T 00 iti Vi T Ili f"i T V' Oi Li O .+ n Oi Oi .-4 vi tD V' fV h O 1•9 .4 Oi m vi 2 Ol T T m N N fD M C. T .{ O M O Ot n N T T .-� -Ot N IM M n N n t0 cD N I� O N T .+ N n T 00 N ri N M I� OD N O Il N r, tD M m %o V1 Ln In V T M T M I v T T. M O N N. O T O �cC . 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N t0 AD I� O w = N ) �a v �O = N u as E ti rl� m N 7 m o mvLMvi E O m m m m co N ' W � d C% O C N m c v v ' c _d w ' M oS c , m m P v v, W � rl m co y m U U V Q E E m w J n n n n m H � O m� IL IJ 1 I� � N O_ o m _ y N 1 ' O A N v y r`ri O m W v i C E � yam. 0 m C a VO O �y N O N i ? m 0) tet / tlL . 6k ww � « 2§ m §CD §>> / f> )e /0 > gems -Mn �oww 0 \2�\£\kk $»/tocm °%( ■2/2B {kk\\))$ Q2= °,a& \%;§/)/% kƒ/\ 77/f{f\� = CD > ® \f \\ . b§ && w\ co I §\ Q2 og [i j \\ \) §)$ ae �22 J00 k) »E -jwq j ƒ b \ [ f .E § \ / © /0 / )k ( E)w =/64) N J£1)o0 3)ffO(§ /2�� 2§ ob£k) -«�,� / �(}\\ A I k$3 ef#I.- w co n „ > /\ /7 \� k\ 0 \/ \k b§ kƒ $� CLkg5-2a R R°� a \ 9 \ DRAINAGE CRITERIA MANUAL (V. 1) . MAJOR DRAINAGE 1 1 1 i 1 1 1 1 KS In 4C 0 a MENEEMEMEM MEN =AFAFM ME E ME ON m0da I MEEMMMOMM P ago ldm� -�WWiiillllllllW wp�� .2 .4 Y !D .6 .8 1.0 t Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 31) downstream. Figure MD-21—Riprap Erosion Protection at Circular Conduit Outlet Valid for QiD2.5 _< 6.0 Rev. 04/2008 Urban Drainage and Flood Control District MD-107 MAJOR DRAINAGE DRAINAGE CRITERIA MANUAL (V. 1) I 11 I S = longitudinal channel slope (ft/ft) d5o = mean rock size (ft) G, = specific gravity of stone (minimum = 2.50) Note that Equation MD-13 is applicable for sizing riprap for channel lining. This equation is not intended for use in sizing riprap for rundowns or culvert outlet protection. Information on rundowns is provided in Section 7.0 of the HYDRAULIC STRUCTURES chapter of this Manual, and protection downstream of culverts is discussed in Section 7.0 of this chapter, as well as in the HYDRAULIC STRUCTURES chapter, Section 3.0. Table MD-10 shall be used to determine the minimum size of rock type required. Note that rock types for ordinary riprap, including gradation, are presented in Table MD-7 and Figure MD-1 1. Table MD-10—Riprap Requirements for Channel Linings YSo.i7 (l7 -1y.66 s Rock Type < 3.3 VL� (d5o = 6 inches) >_ 3.3 to < 4.0 L (d5o = 9 inches) z 4.0 to < 4.6 M (d5o = 12 inches) z 4.6 to < 5.6 H (d5o = 18 inches) 5.6 to 6.4 VH (d5o = 24 inches) Applicable only for a Froude number of < 0.8 and side slopes no steeper than 2H:1 V. Use G, = 2.5 unless the source of rock and its density are known at time of design. Table MD-10 indicates that rock size does not need to be increased for steeper channel side slopes, provided the side slopes are no steeper than 2.5H:1 V (District 1982). Rock -lined side slopes steeper than 2.5H:1V are considered unacceptable under any circumstances because of stability, safety, and maintenance considerations. Proper bedding is required both along the side slopes.and the channel bottom for a stable lining. The riprap blanket thickness should be at least 1.75 times d5o (at least 2.0 times d5o in sandy soils) and should. extend up the side slopes at least 1 foot above the design water surface. At the upstream and downstream termination of a riprap lining, the thickness should be increased 50% for at least 3 feet to prevent undercutting. 4.4.2.4 Riprap Toes Where only the channel sides are to be lined and the channel bottom remains unlined, additional riprap is needed to protect such lining. In this case, the riprap blanket should extend at least 3 feet below the channel, thalweg (invert) in erosion resistant soils, and the thickness of the blanket below the existing ' MD-64 04/2008 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE 8 7 G = Expansion Angle r EMENEENE 0 rid Ed VAA U, so 1, mWE EVIANVANXIME EFAV,J"lg,IAMEMM mmummomm SORa m mmmm TAILWATER DEPTH/CONDUIT HEIGHT, Yt/D Figure MD-23—Expansion Factor for Circular Conduits Rev. 04/2008 Urban Drainage and Flood Control District MD-109 C 1 1 APPENDIX D 1 WATER QUALITY AND INFILTRATION POND SIZING i 1 1 J 1 1 1 1 1 1 1 1 u f ' Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility EXISTING POND ' Project Name: Woodward Phase One Project Number; project number Company: INTERWEST CONSULTING GROUP Designer: ES ' Date: 1/24/2014 1. Basin Storage Volume (Total Site) ' A) Tributary Area's Imperviousness Ratio (i=la/100) Ia = i= 45 % 0.45 IN�I� o�e s 1J�:S JS B) Contributing Watershed Area (Area) A = 59.87 acres ;A A l?i ' C) Water Quality Capture Volume (WQCV) WQCV = 0.192949 watershed inches (WQCV = 1.0 ' (0.91 ` i3 -1.19 ' 12 + 0.78i) ) D) Design Volume: Vol = WQCV/12 `Area1.2 Vol. = 1.16 ac-ft 2. Basin Storage Volume (Water that is treated On -site —Infiltration Ponds) A) Tributary Area's Imperviousness Ratio (Mall00) B) Contributing Watershed Area (Area) C) Water Quality Capture Volume (WQCV) (WQCV =1.0-(0.91'13-1.19'i2+0.78i)) D) Design Volume: Vol = WQCW12 `Area' 1.2 Ia = 53 % I = 0.53 A = 16.1 acres WQCV = 0.214607 watershed inches Vol. = 0.35 ac-ft 3. Basin Storage Volume (Water that Is treated Off -site —Existing WO Pond In Lot 4) A) Tributary Area's Imperviousness Ratio (i=la/100) la = I= B) Contributing Watershed Area (Area) A = C) Water Quality Capture Volume (WQCV) WQCV = (WQCV =1.0•(0.91'13-1.19`12+0.781)) D) Design Volume: Vol = WQCW12' Area' 1.2 Vol. _ 1 43 % 0.43 43.77 acres 0.18772 watershed inches 0.82 ac-ft Proposed WO Pond A - Stage/Storage LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: smb DATE: 10/9/2013 Average WSEL WQCV - WSEL TOP OF CONC. CAF 02-12-14 Existing Pond.xls V = 113 d (A + B + sgrt(A*B)) where V = volume between contours, W d = depth between contours, ft A = surface area of contour WATER QUALITY READ: TOTAL PROVIDED: 1.16 (Ac-Ft) -7 3.28 (Ac-Ft)� Stage, (Elev) Surface Area (Ft^2) Incremental Storage (Ac-ft) Water Quality Capture Vol (Ac-ft) Total Storage (Ac-ft) 4925.0 31954 0.00 0.00 0.00 4926.0 39700 0.82 0.00 0.82 4927.0 45617 0.98 0.00 1.80 4928.0 52122 1.12 0.00 2.92 4929.0 62608 1.32 0.00 4.24 4930.0 79600 1.63 0.00 5.86 4930.6 91568 1.18 1.18 7.04 4931.0 99546 1 0.88 1 2.06 7.92 4931.5 113903 1.22 3.28 9.14 Note: Anticipated high ground water elevation: 4930.20 Anticipated low groundwater elevation: 4928.90 1 1 1 1 INFILTRATION FACILITY SUMMARY LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/21/2014 Percolation Rate per Earth Engineering Consultants: 5 min/inch = 12 inch/hr *0.50 = 6 inch/hr Rate used for calculations = 6 inch/hr Sub Basin Area (ac) Q10 (cfs) Q100 (cfs) Pond Vol. (ft3) 10-yr Qoverflow Max (cfs) I00-yr Qoverflow Max (cfs) Infiltration Area (ft)* Infiltration Rate (cfs) C-4 2.92 0.6 1.6 17977 1.4 17.4 1498 0.21 C-5 0.83 7.9 21.1 1466 2.3 7.6 122 0.02 C-6 0.89 3.0 7.9 1 4811 0.4 1 5.0 401 0.06 C-7 1.12 3.0 8.0 2958 0.6 5.4 247 0.03 C-8 1.13 2.6 6.7 7456 0.2 0.4 621 0.09 C-15 1.01 2.4 6.7 2693 0.8 6.0 224 0.03 C-16 through C-19 2.50 5.5 15.5 15010 1.0 9.6 1251 0.18 C-21+A-5 2.72 2.5 6.5 7810 0.4 3.5 651 0.09 C-24 1.95 5.5 14.7 22685 0.8 1.9 1890 0.27 C-25 0.56 1.2 3.1 1 6736 1 0.2 1 0.4 561 0.08 B-2+A-8 4.38 7.2 18.9 26461 1.5 10.7 2205 0.31 B-3 1.51 5.8 14.8 15254 0.8 4.4 1271 0.18 * Infiltration area based on 24-hr drain time of pond volume Total Storage/Required Drain Time/Perc Rate=Infiltration Area LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: 01-22-14 Pond-C4.xls Pond C4 - Stage/Storage Woodward Technology Center 1164-108-00 srab 1/28/2014 V = 113 d (A + B + sgrt(A'B)) where V = volume between contours, fe d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (W) Total Storage (W) 4939.0 0 0 0 4940.0 2803 934 934 4941.0 8785 5517 6451 4941.5 11555 5069 11520 4942.0 14324 6457 17977 Note: Anticipated high ground water elevation: 4932-4935 VOLUME CALCULATIONS - Pond C4 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/28/2014 Equations: Area trib. to pond = Developed flow = Qp = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins OF Curve with (1.71 ") rainfall 10-vr storm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi (ft) 5 4.87 11.0 3305 10 3.80 8.6 5160 20 2.75 6.2 7469 30 2.19 4.9 8906 40 1.83 4.1 9940 50 1.58 3.6 10743 60 1.40 3.2 11401 70 1.26 2.8 11957 80 1,15 2.6 12441 90 1.05 2.4 12868 100 0,98 2.2 13251 110 0.91 2.1 13599 120 0.85 1.9 13918 130 0.81 1.8 14213 140 0.76 1.7 14487 150 1 0.72 1.6 1 14743 160 0.69 1.6 14984. 170 0.66 1.5 15211 180 0.63 1.4 16426 Provided Storage Volume: 17977 ft' Overflow: 1.4 cfs 01-22-14 Pond-C4.xis,FAA-10yr 2.9 acre 0.78 2.3 acre 0.00 cfs 0.8 (from fig 2.1) VOLUME CALCULATIONS - Pond C4 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/28/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T Qp Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi- Vo K = Rainfall intensity from City of Fort Collins OF Curve with (3.67") rainfall 100-vr storm Storm Duration, T (min) Rainfall Intensity, 1 (in/hr) Qo (cfs) Vol. In Vi (ft') 5 9.95 28.3 8483 10 7.77 22.1 13243 16 6.30 17.9 17189 17 6.11 17.4 17722 18 5.94 16.9 18228 20 5.62 16.0 19169 30 4.47 12.7 22858 40 3.74 10.6 25509 50 3.23 9.2 27572 60 1 2.86 8.1 29258 70 2.57 7.3 30687 80 2.34 6.7 31926 90 2.15 6.1 33022 100 1.99 5.7 34006 110 1.86 5.3 34899 120 1.75 5A 35717 130 1.65 4.7 36473 140 1.56 4.4 37176 150 1.48 4.2 37833 160 1.41 4.0 38451 170 1.35 1 3.8 1 39033 180 1.29 1 3.7 1 39585 Provided Storage Volume: 17977 ft3 Overflow: 17.4 cfs 01-22-14 Pond-C4.xis,FAA-100yr 2.9 acre 0.98 2.8 acre 0.00 cfs 0.8 (from fig 2.1) I t fJ 1 1 1 1 LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Spill Elev. 01-22-14 Pond-05.xls Pond C5 - Stage/Storage Woodward Technology Center 1164-108-00 smb 1/28/2014 V=1/3d(A+B+sgrt(A`B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (ft) Total Storage (ft) 4937.5 0 0 0 4938.0 48 8 8 4939.0 436 209 217 4940.0 1202 787 1005 4940.4 1439 462 1466 1 VOLUME CALCULATIONS - Pond C5 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/28/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S= Vi - Vo K = Rainfall intensity from City of Fort Collins OF Curve with (1.71 ") rainfall 10-vr storm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi W) 5 4.87 3.0 900 10 3.80 2.3 1405 11 3.66 2.3 1487 12 3.52 2.2 1563 20 2.75 1.7 2034 30 2.19 1.3 2425 40 1.83 1.1 2707 50 1.58 1.0 2926 60 1.40 0.9 3105 70 1.26 0.8 3256 80 1.15 0.7 3388 90 1.05 0.6 3504 100 0.98 0.6 3609 110 0.91 0.6 3703 120 0.85 0.5 3790 130 0.81 0.5 3871 140 0.76 0.5 3945 150 0.72 0.4 4015 160 0.69 0.4 4080 170 0.66 0.4 4142 180 0.63 1 0.4 1 4201 Provided Storage Volume: 1466 W Overflow: 2.3 cfs 01-22-14 Pond-05.xIs,FAA-10yr 0.8 acre 0.77 0.6 acre 0.00 cfs 0.8 (from fig 2.1) VOLUME CALCULATIONS - Pond C5 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/28/2014 Equations: Area trib. to pond = Developed flow = On = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall 1 nn-vr ctnrm Storm Duration, T (min) Rainfall Intensity, 1 (in/hr) On (cfs) Vol. In Vi (ft) 5 9.95 7.6 2292 10 7.77 6.0 3579 16 6.30 4.8 4645 17 6.11 4.7 4789 18 5.94 4.6 4926 20 5.62 4.3 5180 30 4A7 3.4 6177 40 3.74 2.9 6893 50 3.23 2.5 7451 60 2.86 2.2 7907 70 2.57 2.0 8293 80 2.34 1.8 8628 90 2.15 1.7 8924 100 1.99 1.5 9190 110 1.86 1.4 9431 120 1.75 1.3 9652 130 1.65 1.3 9856 140 1.56 1.2 10046 150 1.48 1.1 10224 160 1.41 1.1 10391 170 1.35 1.0 10548 180 1.29 1.0 10697 Provided Storage Volume: 1466 ft3 Overflow: 7.6 efs 01-22-14 Pond-05.xls, FAA-1 00yr 0.8 acre 0.96 0.8 acre 0.00 cfs 0.8 (from fig 2.1) F 11 I LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Spill Elev- 01-22-14 Pond-C6.xls Pond C6 - Stage/Storage Woodward Technology Center 1164-108-00 smb 1/28/2014 V = 1/3 d ( A + B + sgrt(A`B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (ft3) Total Storage (ft) 4937.9 0 0 0 4938.0 18 1 1 4939.0 1476 553 554 4940.0 4460 2834 3387 4940.3 5039 1424 4811 VOLUME CALCULATIONS - Pond C6 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/29/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (1.71 ") rainfall 1 n-vr ctnrm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. in Vi (ft) 5 4.87 3.1 936 10 3.80 2.4 1462 11 3.66 2.3 1546 12 3.52 2.3 1626 20 2.75 1.8 2116 30 2.19 1.4 2523 40 1.83 1.2 2816 50 1.58 1.0 3043 60 1.40 0.9 3230 70 1.26 0.8 3387 80 1.15 0.7 3524 90 1.05 0.7 3645 100 0.98 0.6 3754 110 0.91 0.6 3853 120 0.85 0.5 3943 130 0.81 0.5 4026 140 0.76 0.5 4104 150 0.72 0.5 4177 160 0.69 0.4 4245 170 0.66 0.4 4309 180 1 0.63 0.4 4370 Provided Storage Volume: 4811 ft' Overflow: 0.4 cfs 01-22-14 Pond-C6.xls,FAA-10yr 0.89 acre 0.72 0.6 acre 0.00 cfs 0.8 (from fig 2.1) VOLUME CALCULATIONS - Pond C6 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/29/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) _ Vol. In = V= T C I A= T Qo Developed C A= Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall 1M-vr stnrm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi (ft3) 5 9.95 8.0 2391 10 7.77 6.2 3733 16 6.30 5.0 4845 17 6.11 4.9 4995 18 5.94 4.8 5137 20 5.62 4.5 5403 30 4.47 3.6 6442 40 3.74 3.0 7190 50 3.23 2.6 7771 60 2.86 2.3 8246 70 2.57 2.1 8649 80 2.34 1.9 8998 90 2.15 1.7 9307 100 1.99 1.6 9584 110 1.86 1.5 9836 120 1.75 1.4 10067 130 1.65 1.3 10280 140 1.56 1.2 10478 150 1.48 1.2 10663 160 1.41 1.1 10837 170 1.35 1.1 1 11001 180 1.29 1.0 1 11157 Provided Storage Volume: 4811 ft3 Overflow: 5.0 cfs 01-22-14 Pond-C6.xls,FAA-100yr 0.89 acre 0.90 0.8 acre 0.00 cfs 0.8 (from fig 2.1) LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Spill Elev. 01-22-14 Pond-C7.xls Pond C7 - Stage/Storage Woodward Technology Center 1164-108-00 sorb 1/28/2014 V = 1/3 d ( A + B + sgrt(A'B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (ft3) Total Storage (ft3) 4936.0 0 0 0 4937.0 2957 986 986 4937.6 3629 1972 2958 VOLUME CALCULATIONS - Pond C7 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/28/2014 Equations: Area trib. to pond = Developed flow = Qp = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage. = S = Vi - Vo K = Rainfall intensity from City of Fort Collins OF Curve with (1.71 ") rainfall 10-vr stnrm Storm Duration, T (min) Rainfall Intensity, I (infhr) Qo (cfs) Vol. in Vi (ft) 5 4.87 2.6 787 10 3.80 2.0 1229 11 3.66 2.0 1301 12 3.52 1.9 1367 20 2.75 1.5 1780 30 2.19 1.2 2122 40 1.83 1.0 2368 50 1.58 0.9 2560 60 1.40 0.8 2717 70 1.26 0.7 2849 78 1.17 0.6 2943 79 1.16 0.6 2954 80 1.15 0.6 2964 90 1.05 0.6 3066 100 0.98 0.5 3158 110 0.91 0.5 3241 120 0.85 0.5 3317 130 0.81 0.4 3387 140 0.76 0.4 3452 150 0.72 0.4 3513 160 0.69 0.4 1 570 170 0.66 0.4 3625 180 0.63 0.3 3676 Provided Storage Volume: 2958 ft3 Overflow: 0.6 cfs 01-22-14 Pond-C7.xls,FAA-10yr 1.1 acre 0.49 0.5 acre 0.00 cfs 0.8 (from fig 2.1) VOLUME CALCULATIONS - Pond C7 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/28/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T Qp Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo . K = Rainfall intensity from City of Fort Collins OF Curve with (3.67") rainfall 1 on-vr Rtnrm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi (ff') 5 9.95 6.7 2003 7 8.84 5.9 2492 8 8.45 5.7 2721 9 8.09 5.4 2932 10 7.77 5.2 3127 17 6.11 4.1 4184 18 5.94 4.0 4304 19 5.77 3.9 4417 20 5.62 3.8 4526 30 4.47 3.0 5397 40 3.74 2.5 6023 50 3.23 2.2 6510 60 2.86 1.9 6908 70 2.57 1.7 7245 80 2.34 1.6 7538 90 2.15 1.4 7797 100 1.99 1.3 8029 110 1.86 1.2 8240 120 1.75 1.2 8433 130 1.65 1.1 8611 140 1.56 1.0 8777 150 1.48 1.0 8932 160 1.41 0.9 9078 170 1.35 0.9 9216 180 1.29 0.9 9346 Provided Storage Volume: 2958 ft3 Overflow: 5.4 cfs 01-22-14 Pond-C7.xis,FAA-100yr 1.1 acre 0.61 0.7 acre 0.00 cfs 0.8 (from fig 2.1) I 1 r C F 1 LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Spill Elev- 01-22-14 Pond-C8.x1s Pond C8 - Stage/Storage Woodward Technology Center 1164-108-00 smb 1/28/2014 V = 1 /3 d (A + B + sgrt(A`B)) where V = volume between contours, W d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (fe) Total Storage (W) 4935.9 0 0 0 4936.0 22 1 1 4937.0 2514 924 924 4938.0 9382 5584 6509 4938.1 9567 947 7456 C VOLUME CALCULATIONS - Pond C8 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/28/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City, of Fort Collins IDF Curve with (1.71 ") rainfall 1 n-vr ctnrm Storm Duration, T (min) Rainfall Intensity, I (inthr) Qo (cfs) Vol. In Vi (ft) 5 4.87 1.2 370 10 3.80 1.0 577 11 3.66 0.9 611 12 3.52 0.9 642 20 2.75 0.7 835 30 2.19 0.6 996 40 1.83 0.5 1112 50 1.58 0.4 1202 60 1.40 0.4 1275 70 1.26 0.3 1337 78 1.17 0.3 1381 79 1.16 0.3 1386 80 1.15 0.3 1391 90 1.05 .0.3 1439 100 0.98 0.2 1482 110 0.91 0.2 1521 120 0.85 0.2 1557 130 0.81 0.2 1590 140 0.76 0.2 1620 150 0.72 0.2 1649 160 0.69 1 0.2 1 1676 170 1 0.66 0.2 1701 180 0.63 0.2 1725 Provided Storage Volume: 7456 ft3 Overflow: 0.2 cfs 01-22-14 Pond-C8.xis,FAA-10yr 1.1 acre 0.23 0.3 acre 0.00 cfs 0.8 (from fig 2.1) VOLUME CALCULATIONS - Pond C8 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: l /28/2014 Equations: Area trib, to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall 100-vr storm Storm Duration, T (min) Rainfall Intensity, 1 (in/hr) Qo (cfs) Vol. In Vi (ft) 5 9.95 3.1 919 7 8.84 2.7 1144 8 8.45 2.6 1249 9 8.09 2.5 1346 10 7.77 2.4 1435 17 6.11 1.9 1921 18 5.94 1.8 1975 19 5.77 1.8 2028 20 5.62 1.7 2077 30 4.47 1.4 2477 40 3.74 1.2 2765 50 3.23 1.0 2988 60 2.86 0.9 3171 70 2.57 0.8 3326 80 2.34 0.7 3460 90 2.15 0.7 3579 100 1.99 0.6 3685 110 1.86 0.6 3782 120 1.75 0.5 3871 130 1.65 0.5 3953 140 1.56 0.5 4029 150 1.48 0.5 4100 160 1.41 0.4 4167 170 1.35 0.4 4230 180 1.29 0.4 4290 Provided Storage Volume: 7456 ft3 Overflow: 0.4 cfs 01-22-14 Pond-C8.xls,FAA-100yr 1.1 acre 0.28 0.3 acre 0.00 cfs 0.8 (from fig 2.1) I F LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Spell Elev- 01-22-14 Pond-Cl5.xls Pond C15 - Stage/Storage Woodward Technology Center 1164-108-00 smb 1/29/2014 V= 1 /3 d( A+ B+ sgrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (ft) Total Storage (ft3) 4938.1 0 0 0 4939.0 317 92 92 4940.0 2430 1208 1300 4940.5 3158 1393 2693 I 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 VOLUME CALCULATIONS - Pond C15 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/29/2014 Equations: Area trib.. to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (1.71 ") rainfall 1 n-vr stnrm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi (ft) 5 4.87 2.7 804 10 3.80 2.1 1255 11 3.66 2.0 1327 12 3.52 1.9 1395 20 2.75 1.5 1816 30 2.19 1.2 2166 40 1.83 1.0 2417 50 1.58 0.9 2612 53 1.52 0.8 2663 54 1.50 0.8 2680 55 1.49 0.8 2696 60 1.40 0.8 2772 70 1.26 0.7 2907 78 1.17 0.6 3003 79 1.16 0.6 3014 80 1.15 0.6 3025 90 1.05 0.6 3129 100 0.98 0.5 3222 110 0.91 0.5 3307 120 0.85 0.5 3384 130 0.81 0.4 3456 140 0.76 0.4 3522 150 0.72 0.4 3585 160 0.69 0.4 3643 170 0.66 0.4 3699 180 0.63 0.3 3751 Provided Storage Volume: 2693 W Overflow: 0.8 cfs 01-22-14 Pond-C15.xls,FAA-10yr 1 acre 0.55 0.6 acre 0.00 cfs 0.8 (from fig 2.1) VOLUME CALCULATIONS - Pond C15 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/29/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K Qpo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall 1 nn-vr stnrm Stone Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi W) 5 9.95 6.9 2060 7 8.84 6.1 2562 7.5 8.64 6.0 2682 8 8.45 5.8 2798 10 7.77 5.4 3215 17 6.11 4.2 4303 18 5.94 4.1 4425 19 5.77 4.0 4542 20 5.62 3.9 4654 30 4.47 3.1 5550 40 3.74 2.6 6193 50 3.23 2.2 6694 60 2.86 2.0 7104 70 2.57 1.8 7450 80 2.34 1.6 7751 90 2.15 1:5 8017 100 1.99 1.4 8256 110 1.86 1.3 8473 120 1.75 1.2 8672 130 1.65 1.1 8855 140 1.56 1.1 9026 150 1A8 1.0 9185 160 1.41 1.0 9335 170 1.35 0.9 9477 180 1.29 0.9 9611 Provided Storage Volume: 2693 ft1 Overflow: 6.0 cfs 01-22-14.Pond-Cl 5.xls,FAA-100yr 9 acre 0.69 .0.7 acre 0.00 cfs 0.8 (from fig 2.1) I I L 1 LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Spill Elev 01-22-14 Pond-C16.xls Pond C16 - Stage/Storage Woodward Technology Center 1164-108-00 smb 2/4/2014 V = 1 /3 d (A + B + sgrt(A'B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (W) Total Storage (ft'') 4935.8 0 0 0 4936.0 338 23 23 4937.0 1289 763 785 4938.0 2668 1937 2722 4939.0 4452 3522 6244 4940.0 8300 6277 12520 4940.3 8300 2490 15010 VOLUME CALCULATIONS - Pond C16 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 2/4/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (10) = Vol. In = Vi = T C I A = T Qp Developed C A = Vol. Out = Vo =K Qp0 T Release rate, Qpo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (1.71 ") rainfall 10-vr storm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qp (cfs) Vol. In Vi (ft) 5 4.87 7.7 2310 10 3.80 6.0 3607 20 2.75 4.4 5221 ' 30 2.19 3.5 6226 40 1.83 2.9 6948 50 1.58 2.5 7510 53 1.52 2.4 7657 54 1.50 2.4 7704 55 1.49 2.3 7761 60 1.40 2.2 7970 70 1.26 2.0 8359 78 1.17 1.8 8633 79 1.16 1.8 8665 80 1.15 1.8 8697 90 1.05 1.7 8996 100 0.98 1.5 9264 110 0.91 1.4 9507 120 0.85 1.4 9730 130 0.81 1.3 9936 140 0.76 1.2 10127 150 0.72 1.1 10307 160 1 0.69 1.1 10475 170 0.66 1.0 10634 180 0.63 1.0 10784 Provided Storage Volume: 15010 ft3 Overflow: 1.0 cfs 01-22-14 Pond-C16.xls,FAA-10yr 2.51 acre 0.63 1.6 acre 0.00 cfs 0.8 (from fig 2.1) 1 t 1 VOLUME CALCULATIONS - Pond C16 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 11 b4-108-00 COMPUTATIONS BY: SMB DATE: 2/4/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. ln=Vi=TCIA=TQo Developed C A = Vol. Out = Vo =K Opo T Release rate, Qpo = storage = S = Vi - Vo K Rainfall intensity from City of Fart Collins OF Curve with (3.67) rainfall 1 nn-vr storm Stone Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi (ft) 5 9.95 19.7 5919 10 7.77 15.4 9240 20 5.62 11.1 13374 25 4.97 9.9 14784 26 4.86 9.6 15034 27 4.75 9.4 15274 30 4.47 8.9 15949 40 3.74 7.4 17798 50 3.23 6.4 19237 60 2.86 5.7 20414 70 2.57 5.1 21411 80 2.34 4.6 22275 90 2.15 4.3 23040 100 1.99 4.0 23726 110 1.86 3.7 24349 120 1.75 3.5 24920 130 1.65 3.3 25448 140 1.56 3.1 25938 150 1.48 2.9 26397 160 1.41 2.8 26827 170 1 1.35 1 2.7 1 27234 180 1 1.29 1 2.6 1 27619 Provided Storage Volume: 15010 ft3 Overflow: 9.6 • cfs 01-22-14 Pond-C16.xIs,FAA-100yr 2.51 acre 0.79 2.0 acre 0.00 efs 0.8 (from fig 2.1) fJ 1 LI r I d LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Spill Elev- 01-22-14 Pond-C21:xls Pond C21 - Stage/Storage Woodward Technology Center 1164-108-00 smb 2/5/2014 V = 1/3 d (A + B + s4ft(A'B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (FtA2) Incremental Storage (ft3) Total Storage (ft) 4936.0 0 0 0 4937.0 2040 680 680 4938.0 5667 3702 4382 4938.5 8118 3428 7810 4939.0 12195 8725 13107 4939.5 12196 6098 19205 C VOLUME CALCULATIONS - Pond C21 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 2/5/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (10) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (1.71 ") rainfall 10-vr storm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qp (cfs) Vol. in Vi (fe) 5 4.87 3.4 1033' 10 3.80 2.7 1613 11 3.66 2.6 1707 12 3.52 2.5 1794 20 2.75 1.9 2335 30 2.19 1.5 2785 40 1.83 1.3 3108 50 1.58 1.1 3359 53 1.52 1.1 3424 54 1.50 1.1 3446 55 . 1.49 1.1 3466 60 1 A0 1.0 3564 70 1.26 0.9 3738 78 1.17 0.8 3861 79 1.16 0.8 3875 80 1.15 0.8 3889 90 1.05 0.7 4023 100 0.98 0.7 4143 110 0.91 0.6 4252 120 0.85 0.6 4351 130 0.81 0.6 4444 140 0.76 0.5 4529 150 0.72 0.5 4609 160 0.69 0.5 4685 170 0.66 0.5 4756 180 0.63 0.4 4823 Provided Storage Volume: 7810 ft3 Overflow: 0.4 cfs 01-22-14 Pond-C21.xls,FAA-10yr 2.72 acre 0.26 0.7 acre 0.00 cfs 0.8 (from fig 2.1) VOLUME CALCULATIONS - Pond C21 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 2/5/2014 Equations: Area trib. to pond = Developed flow = Qp = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins OF Curve with (3.67") rainfall 1 nn-vr stnrm Stone Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi (ft) 5 .9.95 8.9 2679 6 9.28 8.3 2998 7 8.84 7.9 3333 8 8.45 7.6 3639 9 8.09 7.3 3922 10 7.77 7.0 4183 15 6.50 5.8 5251 20 5.62 5.0 6054 30 4.47 4.0 7219 36 4.00 3.6 7750 37 3.93 3.5 7829 40 3.74 3.4 8057 50 3.23 2.9 8708 60 2.86 2.6 9241 70 2.57 2.3 9692 80 2.34 2.1 10083 90 2.15 1.9 10430 100 1.99 1.8 10740 110 1.86 1.7 11022 120 1.75 1.6 11281 130 1.65 1.5 11519 140 1.56 1.4 11741 150 1.48 1.3 11949 160 1.41 1.3 12144 170 1.35 1.2 12328 180 1.29 1.2 12502 Provided Storage Volume: 7810 W Overflow: 3.5 cfs 01-22-14 Pond-C21.xis,FAA-100yr 2.72 acre 0.33 0.9 acre 0.00 cfs 0.8 (from fig 2.1) . I 1 iJ t IJ 0 1 1 1 u LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Spill Elev- 01-22-14 Pond-C24.xls Pond C24 - Stage/Storage Woodward Technology Center 1164-108-00 sorb 1/29/2014 V = 1/3 d (A + B + sgrt(A'B)) . where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (ft'). Total Storage 4938.0 0 0 0 4939.0 2960 987 987 4940.0 11980 6965 7952 4941.0 17671 14734 22685 VOLUME CALCULATIONS - Pond C24 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/29/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K Qao T Release rate, QPo = storage=S=Vi-Vo K= Rainfall intensity from City of Fort Collins IDF Curve with (1.71") rainfall 1 n-vr stnrm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. in Vi (ft) 5 4.87 5.8 1749 10 3.80 4.6 2730 20 2.75 3.3 3952 24 2.49 3.0 4292 25 2.43 2.9 4369 26 2.38 2.8 4443 30 2.19 2.6 4713 40 1.83 2.2 5260 50 1.58 1.9 5685 53 1.52 1.8 5796 54 1.50 1.8 5832 55 1.49 1.8 5867 60 1 A0 1.7 6033 70 1.26 1.5 6328 78 1.17 1.4 6535 79 1.16 1_4 6559 80 1.15 1.4 6583 90 1.05 1.3 6809 100 0.98 1.2 7012 110 0.91 1.1 7196 120 0.85 1.0 7365 130 0.81 1.0 7521 140 0.76 0.9 7666 150 0.72 .0.9 7802 160 0.69 0.8 7929 170 0.66 0.8 8049 180 0.63 0.8 1 8163 Provided Storage Volume: 22685 ft3 Overflow: 0.8 cfs 01-22-14 Pond-C24.xls,FAA-10yr 1.9 acre 0.63 1.2 acre 0.00 cfs 0.8 (from fig 2.1) VOLUME CALCULATIONS - Pond C24 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/29/2014 Equations: Area trib. to pond = Developed flow = Qp = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = -Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall 1 nn-vr cfnrm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi W) 5 9.95 14.9 4480 6 9.28 13.9 5014 7 8.84 13.3 5574 8 8.45 12.7 6086 9 8.09 12.1 6558 10 7.77 11.7 6994 15 6.50 9.8 8781 16 6.30 9.5 9078 17 6.11 9.2 9360 20 5.62 8.4 10124 30 4.47 6.7 12073 40 3.74 5.6 13473 50 3.23 4.9 14562 60 2.86 4.3 15453 70 2.57 3.9 16207 80 2.34 3.5 16862 90 2.15 3.2 17441 100 1.99 3.0 17960 110 1.86 2.8 18432 120 1.75 2.6 18864 130 1.65 2.5 19263 140 1.56 2.3 19634 150 1.48 2.2 19982 160 1.41 2.1 20308 170 1.35 2.0 20615 180 1.29 1.9 20907 Provided Storage Volume: 22685 W Overflow: 1.9 cfs 01-22-14 Pond-C24.xls, FAA-1 00yr 1.9 acre 0.79 1.5 acre 0.00 cfs 0.8 (from fig 2.1) i 1 1 1 i 1 1 1 1 1 1 1 1 LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Spill Elev- 04-02-14 Pond-C25.xls Pond C25 - Stage/Storage Woodward Technology Center 1164-108-00 smb 4/l/2014 V = 1 /3 d (A + B + sgrt(A'B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (ft) Total Storage (ft) 4939.8 0 0 0 4940.0 856 57 57 4941.0 3305 1948 2005 4942.0 6318 4731 6736 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 VOLUME CALCULATIONS - Pond C25 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 4/1/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T QD Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (1.71 ") rainfall 1 n-vr stnrm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qp (cfs) Vol. In Vi (ft) 5 4.87 1.3 386 10 3.80 1.0 602 20 2.75 0.7 872 24 2.49 0.7 947 25 2.43 0.6 964 26 2.38 0.6 980 30 2.19 0.6 1039 40 1.83 0.5 1160 50 1.58 0.4 1254 53 1.52 0.4 1278 54 1.50 0.4 1286 55 1.49 0.4 1294 60 1.40 0.4 1331 70 1.26 0.3 1396 78 1.17 0.3 1441 79 1.16 0.3 1447 80 1.15 0.3 1452 90 1.05 0.3 1502 100 0.98 0.3 1547 110 0.91 0.2 1587 120 0.85 0.2 1624 130 0.81 0.2 1659 140 0.76 0.2 1691 150 0.72 0.2 1721 160 0.69 0.2 1749 170 0.66 0.2 1775 180 1 0.63 1 0.2 1800 Provided Storage Volume: 6736 ft3 Overflow: 0.2 cfs 04-02-14 Pond-C25.xls,FAA-10yr 0.6 acre 0.44 0.3 acre 0.00 cfs 0.8 (from fig 2.1) 1 1 1 1 1 1 1 1 1 1 f 1 1 1 1 1 VOLUME CALCULATIONS - Pond C25 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 4/1/2014 Etc uations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T Qp Developed C A = Vol. Out = Vo =K Opo T Release rate, Opo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (3.67') rainfall i nn-vr storm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Op (cfs) Vol. In Vi (ft3) 5 9.95 3.3 985 6 9.28 3.1 1102 7 8.84 2.9 1225 8 8.45 2.8 1338 9 8.09 2.7 1442 10 7.77 2.6 1538 15 6.50 2.1 1931 16 6.30 2.1 1996 17 6.11 2.0 2058 20 5.62 1.9 2226 30 4.47 1.5 2654 40 3.74 1.2 2962 50 3.23 1.1 3201 60 2.86 0.9 3397 70 2.57 0.8 3563 80 2.34 0.8 3707 90 2.15 0.7 3834 100 1.99 0.7 3949 110 1.86 0.6 4052 120 1.75 0.6 4147 130 1.65 0.5 4235 140 1.56 0.5 4317 150 1.48 0.5 4393 160 1.41 0.5 4465 170 1.35 0.4 4532 180 1.29 0.4 4596 Provided Storage Volume: 6736 ft3 Overflow: 0.4 cfs 04-02-14 Pond-C25.xls,FAA-100yr 0.6 acre 0.55 0.3 acre 0.00 cfs 0.8 (from fig 2.1) LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Spill Elev- 01-22-14 Pond-B2.xls Pond B2 - Stage/Storage Woodward Technology Center 1164-108-00 sorb 1/29/2014 V=1/3d(A+B+sgrt(A'B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (ft3) Total Storage (ft3) 4938.9 0 0 0 4939.0 3751 125 125' 4940.0 11509 7277 7402 4941.0 22674 16779 24181 4941.1 22925 2280 26461 VOLUME CALCULATIONS - Pond B2 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 2/4/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (10) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins IDF Curve with (1.71 ") rainfall 1 n-vr storm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi (ft) 5 4.87 11.4 3407 10 3.80 8.9 5319 11 3.66 8.5 5628 12 3.52 8.2 5916 20 2.75 6.4 7700 30 2.19 5.1 9182 40 1.83 4.3 10247 50 1.58 3.7 11076 53 1.52 3.6 11292 54 1.50 3.5 11362 55 1.49 3.5 11430 60 1.40 3.3 11754 70 1.26 2.9 12327 78 1.17 2.7 12731 79 1.16 2.7 12779 80 1.15 2.7 12826 90 1.05 2.5 13266 100 0.98 2.3 13661 110 0.91 2.1 14020 120 0.85 2.0 14349 130 0.81 1.9 14653 140 0.76 1.8 14935 150 0.72 1.7 15199 160 0.69 1.6 15448 170 0.66 1.5 15682 180 0.63 1.5 15904 Provided Storage Volume: 26461 ft3 Overflow: 1.5 cfs 01-22-14 Pond-B2.xls,FAA-10yr 4.4 acre 0.53 2.3 acre 0.00 cfs 0.8 (from fig 2.1) 1 1 1 1 1 VOLUME CALCULATIONS - Pond B2 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 1/29/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage=S=Vi -Vo K= Rainfall intensity from City of Fort Collins IDF Curve with (3.67') rainfall 100-vr storm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi W) 5 9.95 28.9 8668 10 7.77 22.6 13532 15 6.50 18.9 16989 16 6.30 18.3 17564 17 6.11 17.8 18108 20 5.62 16.3 19587 30 4.47 13.0 23357 40 3.74 10.9 26066 41 3.68 10.7 26299 42 3.62 10.5 26526 43 3.57 10.4 26748 50 3.23 9.4 28173 60 2.86 8.3 29897 70 2.57 7.5 31356 80 2.34 6.8 32623 90 2.15 6.2 33743 100 1.99 5.8 34748 110 1.86 5.4 35660 120 1.75 5.1 36496 130 1.65 4.8 37269 140 1.56 4.5 37987 150 1.48 4.3 38658 160 1.41 4.1 39289 170 1.35 3.9 39885 180 1.29 3.7 40449 Provided Storage Volume: 26461 ft3 Overflow: 10.7 cfs 01-22-14 Pond-B2.xis,FAA-100yr 4.4 acre 0.66 2.9 acre 0.00 cfs 0.8 (from fig 2.1) LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: Spill Elev 01-22-14 Pond-B3.xis Pond B3 - Stage/Storage Woodward Technology Center 1164-108-00 smb 2/5/2014 V = 1/3 d (A + B + sgrt(A*B)) where V = volume between contours, W d = depth between contours, ft A =surface area of contour Stage (Elev) Surface Area (Ft^2) Incremental Storage (W) Total Storage (W) 4938.9 0 0 0 4939.0 1146 38 38 4940.0 7818 3986 4024 4941.0 12302.. 9976 14000 4941.1 12787 1254 15254 i i 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 VOLUME CALCULATIONS - Pond B3 Rational Volumetric (FAA) Method 10-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 2/5/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (10) = Vol. In = Vi = T C I A = T Qo Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo = storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins OF Curve with (1.71 ") rainfall 1 n-v ctnrm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi (ft) 5 4.87 5.8 1743 10 3.80 4.5 2721 20 2.75 3.3 3939 30 2.19 2.6 4697 40 1.83 2.2 5242 50 1.58 1.9 5666 53 1.52 1.8 5776 54 1.50 1.8 5812 55 1.49 1.8 5847 60 1.40 1.7 6012 70 1.26 1.5 6306 78 1.17 1.4 6512 79 1.16 1.4 6537 80 1.15 1.4 6561 . 90 1.05 1.3 6786 100 0.98 1.2 6988 110 0.91 1.1 7172 120 0.85 1.0 7340 130 0.81 1.0 7495 140 0.76 0.9 7640 150 0.72 0.9 7775 160 0.69 0.8 7902 170 0.66 0.8 8022 180 0.63 0.8 8135 Provided Storage Volume: 15254 ft' Overflow: 0.8 cfs 01-22-14 Pond-B3.xls,FAA-10yr 1.51 acre 0.79 1.2 acre 0.00 cfs 0.8 (from fig 2.1) 1 1 1 1 1 VOLUME CALCULATIONS - Pond 133 Rational Volumetric (FAA) Method 100-Year Event LOCATION: Woodward Technology Center PROJECT NO: 1164-108-00 COMPUTATIONS BY: SMB DATE: 2/5/2014 Equations: Area trib. to pond = Developed flow = Qo = CIA C (100) = Vol. In=Vi=TCIA=TQD Developed C A = Vol. Out = Vo =K QPo T Release rate, QPo storage = S = Vi - Vo K = Rainfall intensity from City of Fort Collins OF Curve with (3.67") rainfall 1 On-vr S}nrm Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi (W) 5 9.95 14.9 4462 10 7.77 11.6 6966 15 6.50 9.7 8746 16 6.30 9.4 9041 17 6.11 9.1 9322 20 5.62 8.4 10083 30 4.47 6.7 12024 40 3.74 5.6 13418 50 3.23 4.8 14503 58 2.93 4.4 15225 59 2.89 4.3 15308 . 60 2.86 4.3 15390 70 2.57 3.8 16141 80 2.34 3.5 16793 90 2.15 3.2 17370 100 1.99 3.0 17887 110 1.86 2.8 18357 120 1.75 2.6 18787 130 1.65 2.5 19185 140 1.56 2.3 19555 150 1.48 2.2 19900 160 1.41 7.1 20225 170 1.35 2.0 20532 180 1.29 1:9 20822 Provided Storage Volume: 15254 W Overflow: 4.4 cfs 01-22-14 Pond-B3.xis,FAA-100yr 1.51 acre 0.99 1.5 acre 6.00 cfs 0.8 (from fig 2.1) 1 1 APPENDIX E 1 FLOODPLAIN INFORMATION 1 41 �1 1 �k1 v� 1 1: Y+ `}1 1 City of Fort Collins Floodplain Review Checklist ' 100% Development Review Submittals Instructions: Complete this checklist by marking all boxes that have been adequately completed. Put an "NA" next to any items that are not applicable to this particular ' submittal. Any boxes that are left blank and do not have an "NA" marked next to them are considered incomplete. ' Date of Review: Reviewer's Name: i Plat Man ❑ The following required items are on the plat: ❑ 100-year floodplain boundary ❑ City ❑ FEMA ❑ Floodway boundary 0 City 0 FEMA ❑ The benchmark number and elevation of benchmark ❑ These items match the FIRM. (FEMA Basin) ❑ These items match the Master Plan. (City Basin) ❑ The benchmark number and elevation match with those published in the City of Fort Collins benchmark system. Site Plan The following required items are on the site plan: ❑ 100-year floodplain boundary- FEMA and City ❑ 500-year floodplain boundary (if proposed structure is a "critical facility" and a 500-year floodplain is mapped) ❑ Floodway boundary ❑ Erosion buffer zones ❑ Restrictions related to use (ie. critical facility or no residential use of lower floor if floodproffed mixed use structure) Drainage and/or Grading Plan (or a separate Floodplain Sheet if it is too cluttered on Drainage and Grading Plan) The following required items are on the drainage and/or grading plan: 0 100-year floodplain boundary- FEMA and City lei 500-year floodplain boundary (if proposed structure is a "critical facility" and a 500-year floodplain is mapped) ' ® Floodway boundary ONO Erosion buffer zones ' 64 Cross-section locations P BFE lines 175 Lowest floor elevation of structures (bottom of basement or crawl space is tconsidered the lowest floor) . The floodplain and floodway boundaries are in the correct location and labeled ' properly. The cross-section and BFE lines are in the correct location and labeled properly. datum: ® Elevations are referenced to the appropriate I FEMA basins — list in both NGVD 29 and NAVD: 88 ' N�❑ City basins — list only in NGVD 29 IT Floodway regulations have been met. .00 No fill in the floodway unless a hydraulic analysis shows "no -rise". �P❑ No manufactured homes, except in an existing park, can be placed in the floodway. ❑ No changing a nonconforming non-residential or mixed use structure to a residential structure. ONO Landscaping meets requirements for no encroachment in the floodway without a hydraulic analysis to show "no -rise". t� No storage of materials or equipment. ' 0 A note'is on the plans about the above floodway restrictions. Critical facilities regulations have been met: ® 100 year —no life safety, emergency response or hazardous material ' critical facilities R 500 year Poudre — no life safety or emergency response critical facilities NQ❑ Any pedestrian bridges in the floodway that are notable to pass the.100-year flow are designed to be "break -away". ' Fences in the floodway will not block conveyance. Example: split -rail fence cabled together to not float, flap at bottom of privacy fence to allow water through (flap at BFE or above). W Any items in the floodway that can float (Example: picnic tables, bike racks, etc.) are noted as being anchored. 1+01 Erosion Buffer Zone requirements have been met: ❑ Design of any allowed development minimizes disturbance to channel bed and banks. I 0 u 1 u t 0 1 1 L No structures allowed. ❑ No additions to existing structures allowed. ❑ Any fencing is split -rail design and break -away, but cabled. Must be orientedparallel to general flow direction. ❑ No detention,or water quality ponds. ❑ No bike or pedestrian paths or trails expdpt as required to cross streams or waterways. / 0 Road, bicycle and pNestrian bridjes must span erosion buffer zone. ❑ No fill. 0 No outdoor storage of n6n7,residential materials or equipment. ❑ No driveways or parking'areas. 0 No irrigated vegetation and non-native trees, grasses, or shrubs. 0 No utilities except'as necessary to cross streams or waterways. ❑ No grading or,ekcavation except as required for permitted activities in erosion buffer zone. ❑ No construction traffic except as required for permitted activities in erosion buffer zone. 0 Anyconstruction in the erosion buffer zone shows thaf'it will not impact i the channel stability. N p� 0 A note is on the plans about the above erosion buffer zone restrictions. Q Any necessary floodplain modeling has been submitted and approved. All modeling must follow the City's floodplain modeling guidelines. Special Poudre River Regulations (9 Poudre River Floodway Regulations have been met. ET No construction of new residential, non-residential or mixed -use structures. No redevelopment of residential, non-residential or mixed -use structures. No additions to residential, non-residential or mixed -use structures. 1� No fill unless hydraulic analysis shows "no -rise". Poudre River floodplain regulations have been met 0 No construction of new residential or mixed -use structures 1� No additions to residential structures No additions to mixed -use structures if there is an expansion in the residential -use area of the structure. rf No floatable materials on non-residential sites Information Related to Structures in the F000dplain 13 For structures in the floodplain, a table is shown that lists the following: �j D City BFE at upstream end of structure R FEMA BFE at upstream end of structure (if different than City BFE) I 14 Regulatory flood protection elevation EK Lowest floor elevation (bottom of basement or crawl space is considered lowest floor) �P ❑ Floodproofing elevation for non-residential structures (if applicable) 0. 0 Garage slab elevation W HVAC elevation X The BFE at upstream end of structures are correct based on interpolation between the cross -sections. n The regulatory flood protection elevation is correct. flood R The lowest.floor and HVAC are at or above the regulatory protection elevation. 0 Elevations are referenced to the appropriate datum: & FEMA basins — list in both NGVD 29 and NAVD 88 �fk❑ City basins— list only in NGVD 29 1gi A typical drawing detail is included for each foundation type proposed (slab -on - grade, basement, crawl space) showing the elevation of the HVAC and lowest floor elevation (which includes bottom of the basement or crawl space) relative to the BFE. 1 ImIUJA A5 1,1^lk NP ❑ If. garage is not elevated to the regulatory flood protection elevation, then a drawing detail is included showing vent placement, size, and number. ❑ There is 1 square inch of venting for every 1 square foot of enclosed area. ❑ The bottom of the venting is not higher than 1 foot above grade. 0 The venting is on at least two sides, preferably on upstream and downstream sides. (Does not have to be divided equally). p,o 'If a non-residential structure is to be floodproofed, one of these conditions is met: 0 All requirements on separate sheet titled "Floodproofing Guidelines" have been met. ❑ If floodproofing information is not submitted as part of the plans, then a note is on the plans stating that floodproofing information will be submitted at the time of the building permit application. For manufactured homes, all submittal requirements on separate sheet titled "Installation of a Mobile Horne Located in a Floodplain: Submittal Requirements" have been met. If the floodplain use permit is not going to be submitted until the building permit is applied for, then a note is on the plans stating that the floodplain use permit will be submitted at the time of building permit application. I I I n I u 1 A note is on the plans stating that a FEMA elevation or floodproofing certificate will be completed and approved before the CO is issued. This is required even if property is only in a City floodplain. Drainage Report S The site is described as being in the floodplain. Floodplain name and if the floodplain is a FEMA or City -designated is described. Any floodway or erosion buffer zones on the site are described. The FEMA FIRM panel # and date and/or the Master Plan information is cited. 9 A copy of the FIRM panel with the site location marked is included in the report. IS If a floodplain modeling report has been submitted, that report is referenced. The reason for the floodplain modeling report is described. �9 If a FEMA CLOMR or LOMR has been approved for the site, the case number is referenced. The reason for the CLOMR or LOMR is described. ® If a FEMA LOMR is required after construction, this is stated in the report. The location of the structures relative to the floodplain is described. If there is both a FEMA and.a City floodplain on the site, the location of the structures relative to both is described. 1 The use of the structures is described. This is to determine if the structure is residential, non-residential, or mixed -use. Also, structures in all 100-year and Poudre River 500-year floodplains cannot be used as a critical facility. (See Chapter 10 of City Code for definitions.) (8 The report describes how the development is in compliance with the applicable floodplain regulation (Chapter 10 of City Code). (Examples: elevation of lowest floor above regulatory flood protection elevation, floodproofing, floodway regulation, erosion buffer zone regulation, no -rise, etc.) 16 The type of foundation construction for the structures (i.e. slab -on -grade, crawl space,. basement, etc.) is discussed in the report. 6 The type, of foundation matches with the lowest floor elevations and grading plan. 01 0 If any of the garages are not going to be elevated above the regulatory flood protection elevation, the hydraulic venting requirements are discussed. For structures in the floodplain, a table is included (same table as on the Drainage/Grading Plan) that lists the following: ' 1J ❑ City BFE at upstream end of structure 9 FEMA BFE at upstream end of structure (if different than City BFE) Regulatory flood protection elevation IT Lowest floor elevation (bottom of basement or crawl space is considered lowest floor) ' ® Floodproofing elevation for non-residential structures (if applicable) 2� Garage slab elevation ® HVAC elevation 0 Elevations are referenced to the appropriate datum: 5 FEMA basins — list in both NGVD 29 and NAVD 88 ' 00 City basins — list only in NGVD 29 0 If the floodplain use permit is not going to be submitted until the building permit is ' applied for, then a note must be included in the report that states the permit will be submitted at the time of building permit application. ' 0 If floodproofing information is not submitted as part of the plans, then a note must be in the report stating that floodproofing information will be submitted at the time of the building permit application. ' til A note is in the report stating that a FEMA elevation or floodproofing certificate will be completed and approved before the CO is issued. ' @ In the compliance section, Chapter 10 of City Code is listed. Floodplain Use Permit ❑ Floodplain Use Permit has been submitted for each structure. ❑ Permit fee has been submitted ❑ All information on permit matches the plans ❑ All information on permit meets floodplain regulations FEMA CLOMR Approval ❑ FEMA has approved any necessary CLOMRs. Additional Comments: I Terms to Note Lowest Floor Elevation — Elevation of the lowest floor of the lowest enclosed area ' (including bottom of basement or crawlspace). This is not the same as finished floor. The lowest floor should be distinguished from finished floor on plans and reports. Regulatory Flood Protection Elevation — For all floodplains except the Poudre River, the regulatory flood protection elevation is eighteen (18) inches above the base flood elevation. For the Poudre River floodplain, the regulatory flood protection elevation is twenty-four (24) inches above the base flood elevation. If there is both a FEMA and a City BFE, the higher BFE should be used to determine the regulatory flood protection elevation. Additional floodplain terminology is defined in Chapter 10 of City Code. ' NOTE: Issues specific to individual sites may arise that result in additional requirements. These will be discussed during initial meetings with the applicant. 1 1 11 L1 11 0 1 I 4Z v �I J Erosion Buffer Limits FEMA Flood Risk Map ' High Risk ® FEMA Floodway - Area of 100-year floodplain with greatest depths and This information is based or. the Federal Emergency Management fastest velocities. Agency (FEMA) Flood Insurance Rate Map (FIRM) and the City of ' FEMA Flood - FringeMay Include: y Fort Collins Master Dminageway Plans. This letter does not imply that the referenced property will or will not be free from flooding or - Areas of FEMA 100-year floodplain (FEMA Zones A, AE, AO, and AH) damage. A property not in the Special Flood Hazard Area or in a - Areas of City 100-year floodplain including ponding areas and sheet City Designated Floodpwri may be damaged by a flood greater flow areas with average depths of 1-3 feet. than that predicted on this map or from a local drainage problem There is a 1% annual chance that these areas will be flooded. an me ear, of me Cftnot shown fihe map. This map does not create licar for y, or any o'or employee thereof, for any damage ' Moderate Risk that results tram reliance on this information. May include: All floodplain boundaries -Areas of FEMA500-year floodplain (FEMAZone X-shaded). are approximate. City of - Areas of FEMA or City 100-year floodplain (sheet flow) with For} Coltins ' average depths of less than 1 foot. t l - Areas protected by levees from the 100-year flood. x Low Risk ' Areas outside of FEMA and City mapped 100-year and 500-year w F 1 inch = 500 feet floodplains. Local drainage problems may still exist. q Printed: 6/06/2012 JOINS PANEL 0977 L ZONE AE LL0480 X E S ar LARIMER COUNTY UNINCORPORATED AREAS 080101 ova XLL0479 3120000 FT 105T3'45.0' 40935'37.5" LINDEN ZONE AE GEDREf? FLOODING EFFECTS FROM CACHE LA POUDRE RIVER BUCKINGHAM STREET GP NOTE: THIS AREA IS SHOWN AS BEING PROTECTED G� w FROM THE 1-PERCENT-ANNUAL-CHANCE OR GREATER y�P FLOOD HAZARD BY A LEVEE SYSTEM. OVERTOPPING cc OR FAILURE OF ANY LEVEE SYSTEM IS POSSIBLE. FOR i ADDITIONAL INFORMATION, SEE THE "ACCREDITED bOG f f i w w LEVEE NOTE" IN NOTES TO USERS. �qF 4957 �� Ob6, ZONE AH 1- ST9FP CiP = (EL 4948)\ v n l CITY OF FORT COLLINS to -r c z ¢ oOQ 102 N 7 I 4954 ' G2 �O 50 id AVENUE �49 71 b� ab 44Doom 93N 12r« OAK STREE LL 1029X ZONE At 4 MAP SCALE 1" = 500' 50 0 500 1006T — — METE �� FANtL UN/HH FIRM a) FLOOD INSURANCE RATE MAP LARIMER COUNTY, ® m COLORADO m AND INCORPORATED AREAS PANEL 979 OF 1420 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) m CONTAIN S: COMMUNITY NUMBERPAN L SUFFIX L AIMERCOU =10, wn " rnm cau"S. Cl"cv oeolo2 Can H Not. to Ake. Tfa YR Wmeer .. Oat. sro�wr M MtItl1 r2eO e+ e' tlM lopl*cm, Punt. stxr xl In ebwe"iv Mlatl an IneMexe eppFraeoa lay ae aubea w � arvmemy MAP NUMBER ® 08069CD479H 0 MAP REVISED MAY 2, 2012 Federal Emergency Maoagemeat Agency This Is an ollIciel copy of a portion of the above referenced flood mapki was extracted using F-MIT On- lne This map dose not reflect changor amendments which may have been made aubssquent to the dateUUedock. For the latest product Information about National Flood hlprogram eood meq check the FEMA Flood Map Store et vw+v. msc. 080102 NOTE THIS AREA IS SHOWN AS BEING PROTECTED FROM THE 1-PERCENT-ANNUAL-CHANCE ORIGREATER FLOOD HAZARD BY A LEVEE SYSTEM. OVERTOPPING OR FAILURE OF ANY LEVEE SYSTEM IS POS4IBLE. FOR ADDITIONAL INFORMATION, SEE THE "ACCREDITED LEVEE NOTE" IN NOTES TO USERS. I LL1020x 17 1 r6 ZONE AE Dry Creek , (South of Canal) PROFILE BASE LINE Old Dry Creek fistoric Channel) V 0 V 3 COUNTY RATED AREAS )i01 CO '_REEr 1%ANNUA FLOOD DI CONTAINED 1% g- MAP SCALE 1" = 500' 50 0 500 1006T PANEL U9WJH FIRM FLOOD INSURANCE RATE MAP LARIWR COUNTY, COLORADO AND INCORPORATED AREAS PANEL 993 OF 1420 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) CONJAIN,k UPoMEAOW W101 W® k FORFCC`Uws OT"Or MIU OND r fat® ro ilea. TM tirp NumMr fro Caw M..d m Ineita 0son,,,.W wdae: Ire C...ky faeeber eeean eeore N he wetl m Inaeme a' am^e la ft ea i. mm v ey MAP NUMBER u 08069C0983H MAP REVISED `fr�xo rt�� MAY 2, 2012 Federal Emergeucy Management Agency Thle Is an oficial copy or a portion or the above referenced flood map. h was extracted wing F-MIT On -Line. This map does not reflect than, or amendments which may have been made subaequeM to the date on the title dock For the latest product information about Nabocal Flood Insurance Program flood maps check the FEMA Flood Map StOrc at www. mac. Tema. gov I 1 1 1 1 C 1 1 1 LJ 1 1 1 1 GHAFARI No u MEMORANDUM TO: Marsha Hilmes-Robinson, CFM DATE: March 31, 2014 Floodplain Administrator City of Fort Collins Utilities SUBJECT: Flood Proof Construction Certification FROM: Michael Neville, AIA CLIENT: Woodward PROJECT NO.: 127213 PROJECT: Woodward Lincoln Campus — WLC Based on the development of the plans/specifications, the design of the items below will be in accordance with acceptable standards of the practice for flood proof construction. The building and all utilities and sanitary facilities will be watertight to the regulatory flood plain elevation. The building's structural components are designed to resist hydrostatic and hydrodynamic flood forces including buoyancy. The PSB (Process Support Building) is out of the limits of the 100 year flood plain. The following items are within the building and will be below the proposed ITS building finish first floor elevation of 4943.0'. The regulatory flood protection elevation for the ITS building is 4941.1 which is 2 feet above the existing 100-year flood plain elevation. • Process fluid containment trenches and sump pits with grating covers. Sumps will be 2'-0" x 2'-0" x 2'-0" and the trenches will be V-0" x V-0" sloping toward the sump. These will not contain any electrical or mechanical equipment. Trenches and sumps will be constructed out of reinforced concrete. • . Proposed elevators will be Machine Room -Less traction type. Pits are 4'-0 deep and will include a dry sump, V-0" deep. Pits will be constructed out of reinforced concrete, sealed to resist the intrusion of water. Pits will contain (1) 120v receptacle, (1) switch and (2) light fixtures. These devices are for elevator maintenance only. The elevator cab will be designed to stop/retum at the finish floor elevation 4943.0'. The elevators will comply with FEMA Technical Bulletin 4, Elevator Installation. The following items are exterior to the main building, will have access points at grade and the structures will be below the proposed ITS building finish floor elevation 4943.0' • Irrigation tank. Tank will contain a submersible pump. All electrical feeds and piping will be sealed. • Grease trap. Tank will not contain any electrical feeds. All piping connections will be sealed. • Primary feed electrical Vaults. Vaults will be completely sealed. All conduit penetrations will also be sealed. The following items are exterior to the main building and will be mounted on a concrete pad near the proposed ITS building finish floor elevation 4943.0'. Emergency generator. II1jjjj1,i Regards ICHAEL 11L" .90 Michael Neville, AIA = �� !A NEV►llE .0 1 No. 306373 1 (p'�t �f�� �o `y Utilities electric • stormwater • wastewater - water 700 Wood Street llins Box 560 ort co Fo Port Collins, CO 80522 970.221.6700 619—fax ' 970224.6003—TDD Ut=es@logoy.com fc9ov.0vm/usties MEMORANDUM DATE: January 7, 2013 ' TO: Water Board THRU: Brian Janonis, Fort.Collins Utilities Executive Director Jon Haukaas, Water Engineering and Field Services Manager Ken Sampiey, Master Planning and Floodplain Manager FROM: Marsha Hilmes-Robinson, Floodplain Administrator ' RE: Woodward Floodplain Variance Link-N-Greens Golf Course, 777 E. Lincoln Ave.. ' Variance Request Description ' The attached application for "Variance to Floodplain Regulations" has'been submitted for your, consideration and action. The application, requests a variance to the City Code as cited below: Section 10-76(8). Critical facilities are prohibited in the Poudre River Flood Fringe. ' Section 10-16,defines Critical Facilities as' Critical facilities shall mean structures or facilities that produce, use or store hazardous, ' flammable, explosive, toxic and/or water -reactive materials, liquids, gasses and solids as such are defined in the Uniform Fire Code as adopted in Section 9-1 and as amended in Section 9-2... ' VARIANCE REQUEST:, s Allow construction of hazardous material critical facilities in the Poudre River flood Tinge. Proiect Proposal The project is located at the existing Link-N-Greens golf course at 777 E. Lincoln Ave. The proposed critical facility structures will be manufacturing operations for Woodward: The Woodward campus also includes offices and other commercial structures. The site lies in the FEMA-designated Poudre River floodplain (Attachment'l). 1 �Y �O%Eins. This variance proposal is to allow construction of critical facilities in the Poudre River flood fringe. The applicant plans to submit a FEMA Conditional Letter of Map Revision (CLOMR) and Letter of Map Revision-(LOMR) that will show the building sites to be located outside the 100- and 500-year floodplains after the map is revised. The variance is .needed because the ' applicant plans to apply for a building permit prior to the LOMR being approved by FEMA. Thus, at the time of building permit, they will be subject to the provisions of Chapter 10 of City Code prohibiting hazardous material critical facilities in the 100-year floodplain. After the ' LOMR is approved, the critical facilities prohibition will no longer be an issue. For all buildings currently mapped in the 100-year floodplain, the lowest floor, HVAC, electrical, and mechanical will be elevated to the existing 500-year flood elevation or two feet above the existing 100-year flood elevation, whichever is greater. ' An elevation certificate is required to be submitted and approved prior to issuance of the Certificate of Occupancy for each structure built in the 100-year floodplain. The applicant has prepared a variance submittal that includes the following items that are attached: • Variance application form (Attachment 2); • Memo summarizing the reasons the applicant is requesting the variance (Attachment 3); te; • Draft hazardous materials impact analysis (Attachment 4); • Site plan showing the effective FEMA floodplain in relation to the proposed ' Woodward Campus (Attachment 5); • Draft map showing the proposed condition floodplain (Attachment 6); ' • Draft floodplain use permit (Attachment 7); and. • Draft no -rise certification (Attachment 8). Please note that the layout, size and location of buildings, etc., is subject to change as the ' property continues through the development review process. ' Floodalain Information The property is located in the FEMA-designated Poudre River100-year floodway, flood fringe ' and the Poudre River 500-year floodplain (Attachment 1). The portion of the property where the critical facilities.are proposed is in.the Poudre River flood fringe. The flood elevations vary across the site. The effective flood elevations at the upstream end of the property are: 100-year flood elevation: 4939.92 ft. NGVD 29 500-year flood elevation: 4941.00 ft. NGVD'29 Hardship Requirement This variance request, according to City Code See. 1 0-29(c), would not have to meet the hardship ' requirement of Sec. 10-29(g)(2) because the prohibition of critical facilities provision is more restrictive than federal provisions. J C,C,lly�o�.w`, �ft # ! �At Variance Options Staff has compiled the following variance options for the Board to consider: ' Option #1: Deny the variance request based on the regulations adopted in City Code and thereby prohibit construction of any hazardous materials critical facilities in the Poudre ' River flood fringe. Option #2: Grant the variance request to allow hazardous material critical facilities to be constructed in the Poudre River flood fringe, with the following conditions: 1. A FEMA' CLOMR and LOMR will be obtained for the property. a. The CLOMR must be approved by the City -and FEMA prior to any construction in the floodway. b. The LOMR must be approved by the City of Fort Collins and submitted to FEMA prior to the issuance of the Certificate of Occupancy for any building ' designated as a critical facility. 2. The proposed project hydraulic modeling will show 100-year water -surface elevations at or below the pre -project regulatory conditions such that there is no ' adverse impact on any insurable structures, including but not limited to, the City's Mulberry Wastewater Treatment Plant and any structures upstream along Lincoln Avenue. 3. The lowest floor and all HVAC, electrical and mechanical shall be elevated to the existing 500-year flood elevation or two feet above the.existing 100-year flood elevation, whichever is higher. 4. A FEMA elevation certificate is required to be submitted and approved prior to ' issuance of the Certificate of Occupancy fbr each structure built in the 100-year 'floodplam. Staff Recommendation ' Staff recommends approving Variance Option #2, with the stated conditions, to grant the variance to allow construction of hazardous materials critical facilities in the Poudre River flood fringe Staff supports the variance for the following reasons: 1. The applicant has worked closely with staff to mitigate the flood damage potential by elevating the structures and grading the property to remove the building sites from the 100- and 500-year floodplain. ' 2. The applicant will be obtaining a FEMA CLOMR and LOMR to change the floodplain maps to reflect that the future structures. are no longer in the 100-year and 500-year floodplain. ' 3. The need for a variance comes from a timing issue. The applicant plans to apply for a building permit prior to the LOMR being approved by FEMA. Thus, at the rtGo[tins time of building permit, they will be subject to the provisions of Chapter 10 of City Code prohibiting hazardous material critical facilities in the 100-year floodplain. After the LOMR is approved, the critical facilities prohibition will no longer be an issue.Therefore, the conditions set forth in Variance Option #2, establish performance measures to ensure the floodplain maps are formally changed through the FEMA process. 4. The applicant has adequately addressed the relevant factors stated in City Code Sec. 10-28(e)(1-9), and based on the information provided it is staff s conclusion the variance will not result in any increased flood heights, any additional threat to public safety or to public or private property, any extraordinary public expense, any nuisance or trespass, any fraud on or victimization of the public, or any conflict with existing local laws or ordinances. Suggested Motion for Appmval of the Variance I move approval of the floodplain variance for Woodward at 777 ' E. Lincoln Avenue., requesting to allow construction of hazardous material critical facilities in the flood fringe of the requesting River, with the following conditions: 1. A FEMA CLOMR and LOMR will be obtained for the property. ' a. The CLOMR must be approved by the City and FEMA prior to any construction in the floodway. b. The LOMR must be approved by the City of Fort Collins and submitted to FEMA ' prior to the issuance of the Certificate of Occupancy for any building designated as a critical facility. 2.. The proposed project hydraulic modeling will show 100-year water -surface elevations at' ' or below the pre -project regulatory conditions such that there is no adverse impact on any insurable structures, including but not limited to, the City's Mulberry Wastewater Treatment Plant and any structures upstream along Lincoln Avenue. 3. The lowest floor and all HVAC, electrical and mechanical shall be elevated to the existing 500-year flood elevation or two feet above the existing 100-year flood elevation, whichever is higher. ' 4. A FEMA elevation certificate is required to be submitted and approved prior to issuance of the Certificate of Occupancy for each structure built in the 100-year floodplain. I make this motion based on the record showing that 1) the variance is the minimum necessary, ' considering the flood hazard, to afford relief, 2) that there is good and sufficient cause for the variance to be granted; and 3) that the granting of the variance will not result m any increased flood heights, any additional threat to public safety or to public or private property, any ' extraordinary public expense, any nuisance or trespass, any fraud on or victimization of the public, or any conflict with existing local Iaws or ordinances. 1 1 1 1 1 1 1 1 1 1 1 1 A 1 1 1 1 1 1 Attachments: Floodplain Map (Attachment 1) Variance application form (Attachment 2) Memo summarizing the reasons the applicant is requesting the variance (Attachment 3) Draft hazardous materials impact analysis (Attachment 4) Site plan showing the effective FEMA floodplain in relation to the proposed Woodward Campus (Attachment 5) Draft map showing the proposed condition floodplain (Attachment 6) Draft floodplain use permit (Attachment 7) Draft no -rise certification (Attachment 8) I APPENDIX F 1 SOIL INFORMATION I F Hydrologic Soil Group—Larimer County Area, Colorado (Woodward) 40. 39 26' 40' 34' 47" Map Sale: 1 �5$00 it printed on A size (8.5" s 11") sheer. m m Meters 0 So 100 200 300 0 N Feet 0 200 400 800 1,200 40' 35' 26' 40' 34' 47' USDA Natural Resources Web Soil Survey 11/26/2012 Conservation Service National Cooperative Soil Survey Page 1 of 4 W d a rn c o Co _� d_ c W E 0 W � L J b W tttUppp `o m N O W 3 C N W N m C T O W W a G1 0 'C W uubm _ m a o cy 'omo Z W a W d W O W 0 b D 0 O % d tNpp U W C W a N T V O= i0 `w w E W ry W N p Z U o u E w Q m ; r p E O E OL W O J Z 0 Q W W L 0 N _ pp W a O Q O Q O W d .` O C m J d d 3 CO V p W a H d LL O T m > L O 0 0 C O 0 yo.N Eo O r U_c O E> m W Z a N .n am�t O W C N W d W a d�E� N a p C {Up LN .2 W W y a O U T W a L a W v+ d N �`p Q E N m W W J W of m= J h L C d nao_W W W> Z� > E c W oYp� (D a y o. E` d L w d m Q' d m E O m w c vmi.' r m Z .O 5 m 0 p 0 j m L c n N O) W W W d 0 V) 0 p 0 C O N_ O 2 Q t0 0 a J W _C O. W .. m N y U 0 W CD N 'S w E aw a E iq3:0 wto 0 c :. L r d m 10 b b Q Q ? � l9 = T Z m m c U 3 L W 00 a = b b E = 1p S v b a a V W Q v b K 0 b b d b 0 O d IL Q to m Q a m O] U U ❑ Z q U E fn O( = 7 i J d E d C d d Y O L D ❑❑❑ 11 11� m^ N p N ` a O w d ` i IN v ' Hydrologic Soil Group-Larimer County Area, Colorado Woodward C Hydrologic Soil Group . Hydrologic Soil Group— Summary by Map Unit- Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres inA06 Percent of AOI 64 Loveland clay loam, 0 to 1 percent slopes C 47.3 47.2% 92 Riverwash A 7.8 7.8% 105 Table Mountain loam, 0 to 1 percent slopes B 45.2 45.1 % Totals for Area of Interest 100.3 100.0% ' Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the. rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. ' The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, BID, and CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly ' wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. ' Group B. Soils having a moderate infiltration rate when thoroughly: wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained. soils that have moderately fine texture to moderately coarse texture. These soils ' have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or ' soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission: Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is ' for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method., Dominant Condition ' USDA Natural Resources Web Soil Survey I M62012 ® Conservation Service National Cooperative Soil Survey Page 3 of 4 u 1 1 1 1 1 1 1 1 1 1 i 1 1 i i 1 1 1 1 Hydrologic Soil Group—Larimer County Area, Colorado Component Percent Cutoff.None Specified Tie -break Rule: Higher Woodward USDA Natural Resources Web Soil Survey 11/2612012 aiiiiiiiiiii Conservation Service National Cooperative Soil Survey Page 4 of 4 + OOELL BFEW/N°COdLiAMY ,gstaJ I TANK-( __---�BUBC/ E /RB �n S— VG/ / J L M■pVFANIDUWBOOFMKBB/CN NOA'JNLFE/RMYATYF/YLU/NYGON /B/ON M r ,L___J II LL ne wT ■ ue a - - - _ III 7 I�L, I/ I 7,� • � \ INWxD � I e _ _ _ _ _ � � z� '��I�'1py� @ I / I + 1 B ` I FUTURE PAAKINGI 1 —J` EWA"I 0. I O I 9UILDING E%PANBICN =LEAS W I I T; �. __ e, o g � L � � , • � � � . va"a� ' IET;awean I .PRovooa�N _7 III � II 11,1�L 1 M U 1 1 1 __ .w 6 rySB) O,� P ® III ELLBWORTN. DAN 2= �I S• ■ IAI n II BBN/FLEY6 iW FI Dues. No. ciw\i 2 i � �a 3 i ' -` J G J — n IxnL RNn N ND CPE _ _�- _ — NFMO �OU f — I I nERMA9 �� . M93 1:. L I INnL ARM P \ / Meta vn Pao A / � V II � I � FIRURE ♦ ��� � SYS 100, knew see, Aws Nestle AN As M / :� EXPANSION ♦ J Ln aT 1 xn oe ♦ \ 1 I ..�_ 1 1 T • 1 I seen mnLmAnox vu♦�� Gn ♦ 1 I• FUTURE .v a _ ♦ 1 I EXPANSION ® 6n o.e r �I, ♦A. 1. III (EST 1 INpUSTRIPLTEMS(IMLHINERY \C • 1 / I SYSTEMS (ITS) VINRIWAn m0 % ♦ I �� 1 awn 1—• e • �A 1 I ` �✓'7 — � IxnL1N/.nax PMD U PON . (Mao .II - t a I - ♦ ®'I 1 a .r .1. � � ■ � � CMETERq � � � . ... . .. S I �\ \\\\♦ we a I i � D "- 1 HEADQUARTERS` _ _ 0M \ H �1 11 \\` \\ 1. "■ S WT WYM RDDMuo- ^ -N==cx FUaEI wI ■ I 1 i 19- WLKRI E3 VA�� �v�•YAeX oA _ QM I A A A� • �PRovoxD eI _ I �♦ - J WAY 1 \ \� ry %ry ♦' MV-MWIAROIPCNN GMa / / J / EAMHw WATER QUALITY FORD SIX Q\ pI HLWP�np\ i �■ ° ■ tl LOU-4 ✓ l (` / I PCI T .. —` L \\ Ez [AEPI°Ir LEGEND \ \\ a DRNN a _ ^ \ \ Poo \\\ \ EXISTING MINOR CONTOUR EXIISINGMAJORCONroLW \\ I �'■ ■ ■lY \ \ \\ _ �_ �AEX.Y� PROroseD MINORCONrwR \\ I I ■IAN �� I •♦ ��\ \\ \ PROWSEDMAIORCONTWR I �♦ A PROPOSED DRAINAGE SASIN DI LINE / /"'- / J _, F� ♦♦ \ \ � � ` I _ �fffl A DRINAGEBArnm ''�,e_. _ ♦ ��� I 1 a] �MINOR STORM RUNOFF COEFFlCIENr / _ \ ♦ I�I r CACNL LAM(/CREAWQ ♦ \�\ OMINAOE BArNPRFA, ACREG � A � � ♦ � A PROPOYppIRECTONOFOVFJllANDFLOW ��4�"��� - �� A ♦♦ OwnAGE pEB Gry PGINr x� \\/ \ Y . \ ' s.■JNot .♦vim i r \\ l 100 SO 0 too 200 SCALE:I tooIS I NOTES, I FLGOCMN INFORMATION SHOWN IE BASED ON ANDERSON CONSULTING ENGINEERS CAMR ADDENDUM DATED API 14. 3014 x. WE EHT DT{ FOR INFILTRATION POND TYPICAL 01 AND GRAVEL TREND H MINIMUM 01MENEIONE CALL UTILITY NOTIFICATION CENTER OF CClORA00 811 DELL 3-EUSINER DAYS N ADVANCE BETORE YOU DIG, GRACE. M EXCAVATE \ ■ FOR THE MARKING OF UNDERGROUND 4EMBER UTUnE1 I Myi9GN01F/A PT 11 I I I CITY W FORT COWNS. COLORADO UTILITY PLAN APPROVAL MPROMED D— \ I I I CHECKED BY: wASA A M411GAIER URX Y - F ` I i I I I I j r LXECNFO BY: naN00ARS UTUR I CHECKED BY:eAas A u�nnw III I i CHECKED BY StYM daxFq CHECKED BY: all ENMK�T� RANKS N u o M22 fV G Qt�O� w T a Z od a ❑ 39 g $ °z 0 �Oa In 1F IW Z 1� I g a iIL If a z I x N Q iIL I I DATE SCALE W' SUL£M: N/A OESIGNEOBY: OR PROJ. N°. I 141 OBOE DRN-1 31 DRAINAGE SUMMARY TABLE 6.0, i s2.0' iA�p� FUTURE HQ 15.0' F€fl FF=41.0 Q100=74.6 CFS FL=40.5 DEPTH=0.86 FT FG=40.5 FG=40.2 FL=39.441 CROSS-SECTION A -A Se N.T.S. 211 pam Ory� Q0$D� U 50.5' 28.0'19.5' _ SON 914 aZ 0100=59.5 CFS HP=40.5 b 0 W DEPTH=0.80 FT 3 $ FG=41.5 O O a �0 FL=39.75 FL=39.06 CROSS-SECTION B-B 11 (r N.T.S. W Z _\ W U OF W Z Of a W J =7 0 o w Z a Fw Q QQ O 3a 0 0 0 3 DATE: 04/14/$014 CALL UTILITY NOTFICATION M CENTER OF COLORADO 811 f:ALL x-BCC NEW DAYS IN ADVANCE WME YW DID, ORADE, m ENCAVAIE -Aw"['n e,mt+ lamer Fm ME MARKING I UXDAGdMD MARKIN DFUNO. SCALENI: N/A DESIGNED BY: SB CHECKED BY: RA CTY OF FORT CO.11NS, COLORADO UTILITY PLAN APPROVAL REaf ux 'e: APPROVED: o ON wDx]a DArz uw1 % CHECKED BT: KAIa A wAsrtw.)m U%N DALE 7G�, .✓.� CHECKED BY:+4xAL ]lmxwtO u7aw DATE CHECKED BY: FA¢Va A PECPGeW DAh RROJ. NO. 116610800 CHECKED BY: mNne xxMxax D rz DRN' CHECKED BY: nMRPMD)u nnen DArz •32 11w1p M T,We ewa.0 Am ew elfq eltml ma mM uHB s mlteK F a]Ka N afro tl[ aImMM [41 IxulxAm nRelvee ArGRa n ♦] f.r u! Am an u u a] a ♦1 n+ ,MN a A4 an am am an fD.. roK a A] tl xa W,nu r AI am Aaf Am xm a •] u 1A xe u e.0 Hnd r Ad aq of au an u u )a u u u ME.w wM r AN f.m m1 Aal am u u v u z> at am INS n M) x» Om as ar age Ine m1 A] xa v r Aa x+e An am am ue us fu +a 3e a .eo, [rv�e s+ ar A» am am ne lie ze as ne twA Ewum.M m w xn A» An nr ne Ise ne .] A[ zit Mu.Im.o,A m Aa am nr u u Beae n4 .ee. we c1 am as af0 an +aa tea a.> u a! +a! w IWaI a G] fa 0.a eB 0.n 1ae ne ae xe 2e lA [mvH[m [rveY d Ei nq pm 0» nm M e.[ a. 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EMrtInB San Elea Imposed 1OOLYR Bev (5) Proposed 501 Elev.(5) Regulatory FIwE ProteClon Elev(1) Wwest Fir, HVAC,MttA, EIKfIev(2) Proposed Finished Fl00 EIIHW m(3) ITS AGE 4940.4 039.1 49415 49383 4940.5 49411 4941.1 BEFOG 5 CODE 4942.1 SORIA 49415 49412 4942C FULL 4943.1 4941E a 6 P5B 4939.3 4940.6 4939.3 491 ART 4940.3 NA 49407 49435 ETC West 4W..5 4941.6 4940.5 BUILD 409.8 490.E NA 49410 49A3 4 ETC -East 49384 4940.1 AIDED 4940.1 6931E 4940.2 NA 0401 IMIJ4 Iq 4935.6 4939.0 037.4 OOPS 4936.E 4939.T 4939.4 4939.8 49414 (1)) Used an the higher of 2hart sbm the ENeetive, Existing NIN Proposed lmyear flaadplaln 121 CNers used befthire higher M the ReNlatory Reetl Pl cian Bervatlon or the S yr Bashi (3) Propmed Finished Boor of Building based on floodplaln, gredly And chminsge design Etter a (4) Finished Bear elevation shoran reflects the approdra to elevation to be used AN these buildings have not pl been hggmd (5) Pmpmed almatlons ale pending CLIMB addendum approral (prepared by AmdelOen Consulbry Engineers dated w111 N, IDL) (6) The future 0 Wilding "I be self mrntamed Seen one ITS building B mnsaussed odor m An APWpvw 0 the 1OMR •1 ` LEGEND EIIETINGMINORCONTOUR INSINGMAIORCON70UR �-XXXX� PROPOSED MINOR CONTOUR ----XDDP� PROPOSEDMNORCONTOUR NNINNINNE BE NNNNNNBNN OCYRFLOODWAYMFFECTNE) gf• I MYR FLOOOPIAN (EFFECTNEI) BEMEMENIM LNYR FLOODPUN EFFECTIVE) 4938 BASEFLOODELEVATONSFE) CROSS SECTION NUMBER �Nf N FLOOOPI AIN NOTE6: U I. BEE urvOSCAPE PLAN FOR PLANTINGS TIROUGHOIR THE SITE. 4 O ILL �T O N 2. THIS PROPERTY IS LOCATEON THE FOUDRERVER OFEMA DESIGNATED) I COYEAA FLOODWAY AND FLOOD FRINGE AMID IS SUBLAI TITHE REQUIREMENTS OF CHAPTER TO OF THE FORT DOWNS MUNICPAL CODE. W uOZn 3. ALL CONSTRUCTION*CTNITES ON THE PROPERTY MUST BE PRECEDED SPAN APPROVED FLOOOPWN USE F PERMIT EACH PROPOSED ST RE BUILT PRIOR TO THE LOMR APPROVAL BY RONA REOURES A SEPARATE Q A J m FLOODFIANUSE PERMIT AND PERMIT FEE THAT MUE7 BE SUBMITTED WITH THE BUILDING PERMIT TN CQW APPLICATION. ALL RESTOMTON AMID SHE IMAGING CAN BE DONE AS ONE PERMIT. ANYRINREWORKWILL VZ IJ z REOUIREASEPARATEFLOODFYAY USE FERMR . a A ACL)WHIP MACASENO. lS 14M) BEENAPPROVEOMUEDATEAPRILI62013).ALOMRWILLBE � $ u I RIBMRTEO TO REVISE THE FLOOOPWN MAP O 0- LL 6 STAGING AREAS 10TORAOE OFEL'1lPMEMAMID MATEflIAL9 MUST BE OUTSIDE THE ICOVR fL000PL41N. S. STORAGE OF MATERIALS OR SOLIR.IENT WILL NOT BE ALLOWED I N THE FLMDWAY. T. WELDING BENCH MARK IS CTTY OF FORT COW NS BM p300 ELEVATION 4064. I B FTC N GVO 20. 8 ALL BUILDING FINISH FLOOR ELEVATIONS WILL BE A MINIMUM OF 2 FT ABOVE THE I COYEAR FL000 ELEVATION. 9, ALL BASE FLOOD 9-EVA71ONS(WMI. CROSS SECTIONS. AND BOUNOAAIEB SHOWN ON TH IS PLAN ARE PHOVIOEO BTµDERSON CONSULTING ENO NEEPE AND SUBI GOT TO APPROVAL OF THE F MA CLOMR/ OM RO AL E E L R.Ix 10. A VARNNC E HAS BEEN APPROVEO TO ALLOW POTENTIALLY HAZAR DOLE MATERIALS TO BE STORE O WITHIN WIWII NGS CURRENTLY LOCATED IN THE I MYR FLDOOPLAIN. VARLANCECONDITIONS.I. AFEMACLOMRANOLOMRWILLMEOBPINEDFORTHEPROPER WTHECLOMR MUST BE APPROVED BYTHE CRYAID'Q FENA PRIOR TO ANY CONSTRUCTON IN THE FLOODWAY (0) THE LOMR MUST BE APPROVED BYTHE CRY OF FORT COLLINS AND SUBMITTED TO FENA PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY FOR ANY BUILDING DESIGNATED ASA CRITICAL FACILITY 2. THEPROPOSEO PROJECT HYDRAVW MODELINGWILL SHOW I MYEAR WATER SURFACE ELEVATIONS AT OR BELOW THE LC EY ME PROJECT REGULATORY CONDITIONS SUCH THAT THERE IS NO ADVERSE IMPACT ON µY INSURABLE L r� STTX)CNRF9.INCLVONGBIRNWLIMITEDTOTIECrt'SMULBERMWASTEWATERTREATNEWP"W"D I/VI'L' i ANY STRUCTURES UPSTREAM CCLN ALONG LINAVENUE. 3.THELOWESTFLOORANOALL WACELECTRICAL µI MECHANICAL SHALL BE ELEVATED TO THE EXISTING YOYEAR FLOOD ELEVATION OR TWO FEET ABOVE S! THE EKIbTNG IWYEAR FLOOD ELEVATION, WHICHEVER IS HIGHER. 4. A FEMA ELEVATION CERTIFICATE IS IL REOUIREDTO BE WBMrTTECµD APPROVED PRIOR TO ISSUANCE OFTHE CERTIFICATE OF OCCUPANCY FOR W ^ EACH STRUCTURE BUILT IN THE I COYEAR FLOODPWN. O LY 11. NO WORK IS PLANNED FOR THE HISTORIC EARN AND STRUCTURES ATTIIS TIME. ANY FVNRE WORK IS I� G SUBIECT TO CITY CODE CHAPTER IO FLOODPOLUMN REGULATIONS. i 0 O 12 ALL PICNIC TABLES BIKE RACKS AND OTHER FLOATABLPL E ITEMS IN THE FLOOOAI IN WILL BE ANCHORED TO ILL PREVENT FLCATATO6. FLEETVEHICLES MUST BE PARKED OUR OF THE I ODYR FLOOOPWN. ; U Bi O 1S ALLBUILCINGSWILLBEOESIfi WE 54BONGMDE. REFORM SLAB ON GRADE FOUNDATION DETAIL g W HEREON. a F Pa IL FRA 14. EACHSRNCTUREMUWT WAFEMAEL ATIONCE"MFl WREVlE OMDAWROVEDMIORTO 59WNCEOFTHECO. V) 15. LIFE SAFETY AND EMERGENCY RESPONSE CRTCAL FACILTESARE PROHIBITED IN THE I COYR AND MOVR Y/, FWCADPW N. Q U III ANYELEVATORSWILLBEDESIONWINCOMPLLWCEWITHFEMATECHNICALBUL IN4. Q IE W O Y LIP W CALL URUTY NOTIFICATION CENTER OF COLORADO 811 A2-BUSINESS 1 !A IN ADVANCE BEFORE VOL DID, MADE, OR EXCAVATE FOR THE MARKNG OF UNDERGROUND MEMBER VTILITES. 150 75 O 150 3OO SCALE: 1 150' CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL APPROVED: pn pu¢T CHECKED BY: WAm A vurtum oars CHECKED BY, a RAT VMIn row CHECKED BY . A nW CHECKED BY 1 CHECKED BY DATE: 04/14/2014 BOALEM: N/A DESIGNEOBY: SIR CHECKED BY: RA 0 MCC/ 8'¢,5p�33NqI HO n y$\..,AU E""' gyAL MOU.NO. IIB6108O0 33 NsUdre WIaN rF ; mF, It is , Ir I - DO ay / a iP Y rl FLOOOPLAIN 11AR 1 0 e lee�- /7/m7 ,1 00 Is YANN.\ .T� c d � GW 4 xhR V o jl�raalMlar�GMrB..RIAA;AM,� FlII / Slab on Building EHecdve 100-m Elev. EffeRlve 59PYR Elea Existing 101VR Elev. Existing SNYR Elev. Proposed 1WYR Ilm 151 Proused SWYR Bev.(5) RegMlmory Flood Protection Elevll) Lowest FF, NVAC, With, Flec EleI Foposed Finished Floor Elevations(3) ITS 09N.0 Ashur 4939.1 4940.5 MA3 49UX$ 6911.1 49411 49E3.O FS 4940.9 4943.1 4941.1 49M13.5 4910.3 49420 49f3.1 491i1 49Ai.346 p50 4939.3 4910.E 494.3 494T7 49345 4940> NA 49tl.] 49135 ER -West 4940.5 WALE 4940.5 49R.O 4939.8 4941.6 NA 49420 49434 ETC - Sort 4930.4 4940.1 SEEMED 4940.1 4937.6 4 ..E NA 4940.3 4943 4 NO 4930.6 1939.0 493]A 4939.0 4936.9 4939J 49394 039.0 MI an the higher of 1hH a the EMeglr+, Existing or the Plopped 1110Lyeer floodplYn e used being Sire higher W she Regmetp Flood P1M2Non EI.Mlnn orth@ Satyr nWdgeln red Finished Floor 0 Building Geed on naodpleln, gleding and dralimp design nl He Id floor elevation shown rtflem the RpmdWWe alw on so G used as Meat bu1M111p Son not yet Man dsftmd wd elevations an paMing CLOMR MMMum SPO l (prepared by MGlson FonMI Inglneem dead April N 201,41) lure USoiling shell Grelf mMalrod from the ITS Gndlng R mnetnN@d prior W m Win'/al either LOmR O 0 j II I' II A@a,IGT q d ISO ]5 O 150 3( �R SCALE: 1"= 150' I CC LEGEND EKIBIING MINOR CONTOUR�IS P C F%ISTNG MApR COMOUR �e Xxll PROPOSED MINOR CONTOUR KillJ �X*Z PROPOSED MAJOR CONTOUR -gliggligg FLOODWAY PROPOSED) ICOYRFLOODIPLAH PROPoS IP (1 (f (♦ Y YRFLWDPWNRROPOSEOJ 4939 BASE FLOOD ELEVATION IBFO Z25O52 CROW SECTION NUMBER FL00DPLMN INFORMATION SHOWN I6 BASED ON ANDERSON CONSULTING ENGINEERS CLOMR ADDENDUM DATED APRIL 14.2014. N QN^ <N m^m C =llomA G QaYaU V W N Kb V - { FLCHODPILAIN NIOTEa5: INSE a,.ggp O I 1. E LANDECAPE PLAN FOR P4ANTNGSTHR000HOUT THE SITE. L OQ IQD J m 9, THIS PROFERIY I9 LOCATED IN THE PoU ORE RIVER SENA DESIGNATED) I MYEAR FLOODWAV AND FLOOD O !I O W Ir FRINGE AND 19 SUB) ECT TO THE REWWEM UNITS OF CHAPTER IO OF TH E FORT COLLINS MU N ICI PAL CODE. 3 RU0 O I' E. ALL CONSTRUCTION ACTVON THE PROPERTY MUST BE PRECEDED BY AN APPROVED FLOO D PLAIN LSE (VYh} S T EB PERMIT. U4H PROPOSED STRUCTURE BUILT PRIOR TO THE LOUR APPROVAL BY FEMA REOUIRE9 A SEPARATE O O. PLOODPLNN USE PERMIT AND PERMIT FEE THAT MUST BE EMITTED WITH THE BUILDING PERMIT ^ IL BSrAtnxPlmn�\ � ' \ , mFar.aFcvus AFPLKATN)N..LLLREETOMTONIND9REORPD NOCPN BE DONE ASONE PERMIT. ANYFUNREWORKMALL I REOU IRE A SEPARATE FLOODFLAIN USE PERM R(SI 1 4. ACLOMRIFEMACASENOISCBOEI4MH MENAPW COMUEDATEAPRIL 0, 20lWALOMRWI-UBE I 9VBMI TORMWK EFLMDPUNMA,FLMD"INNFORMATIONSHMNONRANPERANDER90N I CONWLTIWG GINEERS INC, CLOMRAOOENWMOATEOAPRILI4 2014. IIB, BTAGIMAREA416TORAGEO MUPMEMANDMATERASMUBTBECU DETE OOYRPLMDPLAIN, Y B, WORAGEOFMATERIA190REOVPMEMWILLTJOTBEALLOWEONTHEFLMOWAY. T. BUILOWMNCHMARKISCMY FORTCOLUNSBMFBCOELEVATd "6415FT NGNO20. ,•, �, ,IE•Y• MI ` B ALLBUILONGFNSH FLOOR ELEVATONEWILL BEA MINIMUM OF2 FTASOVETKEI WYEAR FLOOD g ELEVATION. Z • §ig� 9 9 0, ALL BAGS FLOOD ELEVATONS(BMW, CROWMOTION$, AND BOUNDARIES SHOWN ON THIS PLAN ARE Wy 4 PRONDED BY ANDERSON CONSULTING ENGINEERS AND 9JBJECTTO APPIRCI OF THE FEMA CLOMR/LDMR 10. AVARLWOE HAS MEN APPROVEOTO ALLOW POTENTIALLY HAZARDOUS MATERIALS TO BE STORED WITHIN / BUILDINGSCURREMLYLO WDINTKEI00YRFLMOPWN. /w ,•, 1 r 1 VARIANCECONDMONS I. AFEI CLOMRMDLOMRWILLBEOBTAINEDFORTHEPIWPERTYWTNECLOMR aW MVBT BE APPROVED SYTXE CITY f FEW PRIOR TO ANY CONSTRUCTION IN THE FLOMWAY. IBI THE LOMR C MUST BE APPROVED BVTHE CITY OF FORT COLUN9 AND SUBMITTED TO FEMA PRIOR TOTIE ISSUANCE OF THE CERTIFICATE OF MCUPANCY FOR ANY BUILDING OESIGNATED AS A CRITICAL FACILITY. 2.7-RPROPoSED III J W PROJECT HYDRAWC MODELING WILL SHOW I WYEAR WATER SURFACE ELEVATIONS AT OR BELOW THE _ PREP EG REGULATORY COND71ONS SUCH THAT THERE IB NO ADVERSE IMPACT ON ANY INSURABLE STRIJCRIRES.INCLLOINGBUTNOTUMMMTOTIECRMSMULHERRYWABTEWATERTR WENTPL WOOD Z O 0 ANYSTRIICIURESUP3 MALL LINCOLNAVENUE. B.TIELOWEBTFLMRANDALLHVAC,ELECTRICAL AND MECHANICAL SHALL BE ELEVATED TO THE MOOING SDOYEN PLCOD ELEVATION ORTWO FEET ABOVE 2 X THE DIETING IMVEARFLMDELEVATON."ICNEVERIS HIGHER. 4. AFEMA ELEVATION CERTIFICATE I6 GTEOFCCCUPANCFOR (J re e� RSWIREDTOBESUBMR MDAFPROYEDPRORT099VANCEOFTHECERIIP WON STRUCTURE BUILT INTHE ICOYEAR FLOODI LA N. It NOWORKISP NEDFORTIEHIS MCBARNANDBTRUC4RESATTHISTIME. MYFONREWORKIS F SUBJECTTO CRY CODE CI -AFTER IO FLMOP.A N REGULATIONS W 12. A MCNCTAB S. BIKE RACKSM'DOTNER FLOATABLE REMSN THE FLOODPLAINWILLSEANCHOREDTO Y! pEVENTFLOATATION. FLEETVEHICL SMUG REPMKEDOJFOFTNEIWYRFLOODPWN. 13. ALLBUII NO WILLBEMSGNEDAS6IABONGMDE. REFER TO SLAB ON GRACE FOUNDATION DETAJL HEREON w 14 EACH STRUCTURE MUST HAVE A FEMA ELNATON CERBFICATE REVIEWED AND APPROVED PRIOR TO O W "LANCEOFTHEM. O 15, WFES4MMDEMEMEN RE NSECRMI FACILTESMEPRONIBREDINTIElWMANDECOYR O FLOONI- IN `. IS, ANY ELEVATORS WILL BE DMGNEC IN OOMPLMNCEWRH FEMA TECHNICAL B'JLLIMN4. 3 CALL UTILITY NOTIFICATION CENTER OF COLORADO 811 LNL 2-BUSINESS DAYS IN ADVANCE BEFd2 YOU DIG GRADE. OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. Cltt OF FOR DOWNS, COLORADO UTILITY PLAN APPROVAL APPHOLEB: --G� CHECKED BY: FMER A KAmvMa J71H CHECKED By �� CHECKED BY: BASK F IRRU1w1 CHECKED BY: _ CHECKED BY. _ IL Z 5 0 O 4 W U) Na W IL IEV.B D SCALIN": 1"-100' BCALEM: N/A OESIGNEDR : SB CHECKED BY: RA Apo REG,f �9O ]4 1 IN RROJ. NO. I FORDO FR2 34