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HomeMy WebLinkAboutDrainage Reports - 04/11/2015Final Drainage and Erosion Control Report for Mainstreet Health & Wellness Suites Fort Collins, Colorado February 18, 2015 • Fj S 11 PA February 18, 2015 Mr. Glen Schleuter City of Fort Collins Water Utilities —Storm water 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report for the Mainstreet Health & Wellness Suites Dear Glen: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Report for the Mainstreet Health & Wellness Suites. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, Aspen Engineering �o aDD CYAN• S� 43251 w John Gooch, P.E. ASS/ONAo Principal �i • TABLE OF CONTENTS DESCRIPTION PAGE L GENERAL LOCATION AND DESCRIPTION 5 A. LOCATION 5 B. DESCRIPTION OF PROPERTY 5 II. DRAINAGE BASINS 5 A. MAJOR BASIN DESCRIPTION 5 B. EXISTING SUB -BASIN DESCRIPTION 6 III. DRAINAGE DESIGN CRITERIA 7 A. REGULATIONS 7 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 7 C. HYDROLOGIC CRITERIA 7 D. HYDRAULIC CRITERIA 8 E. VARIANCE 8 IV. DRAINAGE FACILITY DESIGN 8 A. GENERAL CONCEPT 8 B. SPECIFIC DETAILS 10 C. DETENTION POND 14 D. STREET CAPACITIES 15 V. STORM WATER QUALITY 15 A. GENERAL CONCEPT 15 B. SPECIFIC DETAILS 15 VI. EROSION CONTROL 16 A. GENERAL CONCEPT 16 VII. CONCLUSIONS 16 A. COMPLIANCE WITH STANDARDS 16 B. DRAINAGE CONCEPT 17 C. STORM WATER QUALITY 17 D. EROSION CONTROL CONCEPT 17 E. EROSION CONTROL ESCROW ESTIMATE 18 REFERENCES 18 APPENDIX VICINITY MAP PAGE A RATIONAL METHOD HYDROLOGY, POND SIZING, ORIFICE PLATE SIZING, B & OVERFLOW WEIR CALCULATIONS PRECISION DRIVE: STORM SEWER PIPE SIZING, INLETS, & STREET C CAPACITY CALCULATIONS LID/PLD BASIN SIZING CALCULATIONS 0 L EROSION ESCROW F PROPOSED & EXISTING DRAINAGE BASIN EXHIBITS AND G • EXCERPTS, EROSION CONTROL PLAN, & EROSION CONTROL NOTES AND DETAILS SHEET • FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE MAINSTREET HEALTH & WELLNESS SUITES FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location The Mainstreet Health and Wellness Suites (referred to as "Mainstreet" here -forward) is bounded to the north by Intel, to the. east and south by vacant land within the HT? Campus, and to the west by Ziegler Road. The project site can also be described as situated in the northwest quarter of Section 4, Township 6 North, Range 68 West of the 6 h P.M., of the City of Fort Collins, Larimer County, Colorado. The Mainstreet site is comprised of approximately 7.52 • acres. It is important to note that rational calculations within this report provide for approximately 10.37 acres of drainage basin areas, . to match previous HTP masterplan basin area modeling and to account for offsite attributing basins. Please refer to the vicinity map in Appendix A for the site location. B. Description of Property The Mainstreet Building site is comprised of an approximate 69,685 +/-square foot building (contained within two stories) along with associated parking lot, entry plazas, and utility improvements, situated over approximately 7.52 acres. Currently, . the Mainstreet Building site is irrigated agricultural land. The majority of existing topography of the Mainstreet site generally slopes from the west to east at approximately 0.5% to 6%, with a small western portion of the site sloping at approximately 1.0% to 6% to the west and out to Ziegler Road. H. DRAINAGE BASINS A. Maior Basin Description The site lies within the McClellands Basin. The site drainage has been previously accounted for in the Harmony Technology Park Site Master Plan (HTPSMP). The project drainage will be in conformance to this study, which can be found in the East Harmony Portion of the McClellands Creek Master Drainage Plan (August 1999). B. Existine Sub -Basin Description The existing Mainstreet Building site is contained within existing sub -basin EXl of the HTP Masterplan, and SWMM basin 501 of the HTP Masterplan report (EXl of the existing Rational Calculations). Existing basin EXl contains approximately 57.08 acres, and was modeled with the entire 57.08 acres having a'c' value of 0.32, with a 100-year runoff rate of approximately 72.86 cfs for the historic condition of the basin. However, the HTP Masterplan Report specifies the Mainstreet site being contained within SWMM Basin 501 (23.0 acres) and being allowed a developed impervious value up to 801/o, with all flow from the Mainstreet site and associated frontage with Precision Drive being allowed to release at 0.43 cfs/acre, per the SWMM Model. Because the Mainstreet Building site has a combined imperviousness ratio of 55%, the site is in conformance with the HTP Masterplan SWMM Model. The Mainstreet site (7.52 acres) and adjacent and attributing basins for Ziegler Road and Precision Drive, and a small area from the Intel site provides for 8.95 acres being utilized for • water quality/ detention pond sizing for the project. An additional 1.42 acres of offsite area has also been accounted for in this report for the southern portion of Precision Drive and the northeastern portion of Precision Drive, which will have water quality and detention needs provided for by future development. It's important to note that the 1.42 acres was not included in the water quality and detention pond sizing calculations for this project The 100-year developed runoff from approximately 7.64 acres of the site and a portion of adjacent attributing basins will be conveyed directly to Pond 100, while the remaining 1.31 acres of adjacent areas (from portion of basins 10 & 11), and additional 1.42 acres of basin area from the south and northeast segments of Precision Drive will be conveyed to proposed and existing storm sewer inlets, either constructed with Precision Drive, or as historically occurs along Ziegler Road. Please refer to the HTPMSP report for masterplan details (excerpts can be found in Appendix G of this report). Please also see the rational calculations (Appendix B) and the drainage exhibit (Appendix G) of this report for the existing and proposed drainage basins for the subject site. Existing SWMM Basin 501 and Existing basin EXl conveys the majority of its flow overland to the east and into a drainage swale system, which conveys runoff and irrigation flows south, along the west side of Lady Moon Drive, then west along the north side of the existing Brinkman Office site, then south, via existing storm sewer pipe and into existing Pond 110 of the HTP Third Filing. 51 III. DRAINAGE DESIGN CRITERIA A. Regulations Since the subject site has been previously modeled, the site is allowed to release at 0.43 cfs/acre, per the HT? Masterplan SWMM Model. The site is also, required to provide onsite water quality and detention needs, utilizing the modified FAA method. Therefore, this report includes these calculations and provides for the proposed development providing water quality and detention needs for,the 7.52 acre site and 1.43 acres of adjacent attributing areas. It's important to note that though water quality and detention pond sizing is provided for 8.95 acres, only 7.64 acres will be physically conveyed to Pond 100, due to topographic constraints and historic drainage patterns. Furthermore, Aspen has accounted for the Mainstreet site and adjacent Precision Drive and portions of basins 10 & I I (total of 8.12 acres), all of . which are within the existing drainage basin EXl and SWMM Basin 501, to set the release rate for the proposed development at 3.49 cfs (8.12 ac x 0.43 cfs/acre). Please refer to the water quality and pond sizing calculations in Appendix B. • LID improvements are also required and have been provided for the project. Please see the LID calculations in Appendix E, as well as the LID Table on sheet 16, which provides impervious area calculations for LID and porous paver treatments. B. Development Criteria Reference and Constraints The criteria and constraints from the City of Fort Collins will be met. Requirements for the site allow for a maximum release of 3.49 cfs from the development (8.12 acres @ 0.43 cfs/acre), while providing water quality and detention needs. for 8.95 acres, which. includes all attributing onsite and offsite basins for the development. BMP's and LID measures are being incorporated into the proposed drainage development plan, with specific details and calculations shown in Appendices E and G of this report. C. Hydrologic Criteria The Rational Method for determining surface runoff was used for the project site. The 2-year and 100-year storm event intensities were used in calculating runoff values. The City of Fort Collins intensity duration frequency curves were used to obtain rainfall data for each storm specified. 7 rIJ 0 • Detention and water quality pond sizing was calculated using the latest City of Fort Collins Criteria as well as Urban Drainage Flood Control District sizing methods. BMP's and LID measures are also being incorporated into the proposed drainage development plan, with specific details shown in the utility plans, and LID/PLD calculations. Please refer to Appendices E and G of this report. D. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. Final storm sewer pipe, chases, curb cut sizing, storm inlet and street capacity calculations, and riprap calculations have been completed using UDSewer and UDinlet from UDFCD, as well as other orificelinlet control sizing spreadsheets and hydraulic software (by Cole). E. Variance A variance is being requested for the provided 11,910 sf of porous paver area vs. the required 16,246 sf for this project, as the site has utilized porous pavers in all downstream receiving parking stall areas (where underdrain and storm outfall points/ curb cuts exist), while also providing an extremely large pond footprint to minimise pond depth and allow for more landscaping aesthetics and infiltration promotion, per City requirements, within the entire length of the bottom of the pond via the soft pan. Furthermore, the LID/PLD basins in conjunction with the proposed porous pavement areas provide for 123,780 sf of impervious area being treated, versus the 84,166 sf required, thus exceeding the requirement by 39,614 sf. Given the nature of the Mainstreet Facility (healthcare facility for outgoing patient recovery), and considering the additional 4,336 sf of porous pavement would require drive aisles be porous pavers, which could pose trip hazards for Mainstreet's patients and cause undue liability to Mainstreet, we respectfully request this variance be approved. IV. DRAINAGE FACILITY DESIGN A. General Concept Seventeen drainage basins will provide conveyance of drainage for the 7.52 acre site and additional 2.85 acres of additional, adjacent, attributing basin areas to proposed detention facilities and existing storm sewer inlets, respectively. Basins 1-8 and OS 1 and OS2 (total of 7.64 acres) will be routed to Pond 100, while the remaining 2.73 r acres of adjacent and offsite areas will flow to existing facilities, as historically occurs, or to interim detention facilities along the south side of Precision Drive. Drainage will be routed to the proposed pond and existing and interim facilities via. overland flow, curb and gutter, curb cuts and chases, swales and channels, and storm sewer inlets and piping systems. Pond 100 provides approximately 1.49 acre-feet of storage for the combination of detention and water quality, while having an allowed 100-year release rate of 3.49 cfs, in accordance with the HTP Site Masterplan Report, by Stantec Consulting, Inc., dated May 19, 2008. It's important to note that Pond 100 has been sized to receive the 100-year developed flow from the Mainstreet Building site and adjacent attributable areas (8.95 acres), with the site's 55% imperviousness falling below the allotted 80% ratio, allotted by the HTP Site Masterplan Report. The calculated composite'C' value for Mainstreet Building is 0.55, which meets the requirements set forth in the previous Masterplan study. The calculated 100-year runoff from the developed site 27.26 cfs. Please refer to the rational calculations in Appendix B, and the Drainage Basin Exhibit and HTP Site Masterplan Report excerpts in Appendix G for additional information. It's important to note that additional storm sewer has been added and stubbed to the north and south of Precision Drive (east and south of the Mainstreet site) to provide outfall and connection points for future development, and has been approved by MAVDevelopment for outflow and basin sizing. Proposed storm sewer stubs will convey runoff from Precision Drive to interim cobble pits until future development . provides for onsite water quality and detention ponds for these areas. The proposed improvements along Precision Drive are in accordance with the HTP Site Masterplan Report and SWMM Model, and shall be tracked with future development. LID measures are provided for .through the conveyance of approximately 74% of impervious area, and 100% of the onsite and adjacent basin areas (7.64 acres; basins 1-8, OS1-OS2) for the proposed building, parking lot, and green areas of the site being routed over or through either the porous pavers, LID/PLD basins, and soft pan/swale, located adjacent to or within Pond 100. The LID basins, shown and called out in the plans, provide for approximately 2,016 ft3 of additional storage/water quality volume, with approximately 1' of ponding depth, prior to the basins overflowing and spilling east and south in Pond 100. Please refer to Appendix E and sheets 29 and 30 of the civil utility plans for details on the LID basins and soft pan/swale. 0 B. Specific Details Basin 1 Basin 1 entails the north -half of the proposed building, portions of the courtyards on the north side of the building, and a portion of green -space off the northwest corner of the building and will convey its runoff to various roof drain and yard drain locations (Nyloplast drain basins), which will convey runoff north and east in proposed storm drain pipe and into Pond 100.. A riprap pad will be placed at the outlet to Pond 100. Please refer to Appendix D for pipe, inlet, and erosion control calculations. Basins 24, and OS1-OS2 Basins 24 will convey their runoff to the east and northeast over green areas and the proposed courtyard, parking lot, drive aisles, and porous paver areas (basins 2 & 3) and then through proposed curb cuts and chases at design points 2-4. Runoff from basins 24 will be conveyed over riprap pads and into the two proposed LID basins just beyond design points 3 and 4. Flows will enter the LID basins and be allowed to pond to a depth of 1', prior to spilling east and then south in Pond 100. Underdrains (4" PVC) will be installed under the porous paver areas, within basins 2 and 3, and will discharge east and into Pond 100. Runoff from basins OS1-OS2 will convey their runoff to the east-southeast and directly into the green space/Pond 100 (basin 8). Runoff from basins OS 1-OS2 are relatively small areas from the Intel site; therefore, these two areas are included in the water quality/ detention pond sizing calculations to improve water quality for the area Please refer to Appendix D for curb cut and erosion control calculations for design points 2-4. Basin 5 Basin 5 entails the south -half of the proposed building and will convey its runoff to various roof drain and yard drain locations (Nyloplast inlets), which will convey runoff east in proposed storm drain pipe, over the riprap pad at design point 5, and into Pond 100. Please refer to Appendix D for pipe, inlet, and erosion control calculations for basin 5. Basin 6 Basins 6 entails the majority area along the south side and the southeast side of the building, and will convey its runoff generally to the east towards design point 6, where runoff will pass over and through porous pavers, with excess runoff being 10 conveyed through the curb cut and into the LID basin, just east of design point 6. Runoff will inundate the LID basin to a depth of 1', prior to spilling east and south in Pond 100. A 4" perforated PVC underdrain will be installed under the porous pavers in basin 6 and will convey runoff south, then east and into Pond 100. Please refer to Appendix D for curb cut and erosion control calculations for design point 6. Basin 7 Basin 7 conveys runoff from the northwestern portion of Precision Drive to the east and towards design point 7, where an on -grade 10' Type R Inlet will capture the runoff from basin 7. Runoff will be routed north in proposed storm sewer pipe and into Pond 100. A riprap pad will be placed at the outlet point into Pond 100. Basin 8 Basin 8 entails the green area/detention pond area, located along the northeast and east boundaries of the site. Runoff from basin 8 will flow overland to the east and south towards design point 8. Runoff from basins 1-7 will ultimately combine with that from Basin 8 in Pond 100 and will flow east and south in the soft pan, located in the bottom of Pond 100. The proposed soft pan/swale, which consists of a 50150 mix of sand and topsoil and is 2' wide x 1' deep, will allow contaminants and pollutants to settle out of runoff, prior to flows reaching design point 8, where a water quality/ detention pond outlet structure will provide extended detention for the site prior to releasing runoff from basin 8 and also that from basins 1-7, and OS1-OS2 downstream. Please see sheet 30 of the utility plans for soft pan and outlet structure details. Basin 9 Basins 9 conveys its runoff to the east along the south side of Precision Drive towards design point 9, where an on -grade 10' Type R Inlet will capture the runoff. Runoff is conveyed south in proposed RCP storm drain pipe an into an interim, cobble pit. The cobble pit will be a 10' diameter pit excavated in a cone from finish grade to a depth of 6'. The pit shall be immediately filled with Type M Riprap or 12" Cobble for the entire 6' depth for safety measures. Runoff from basin 9 will pond • and infiltrate in the temporary cobble pit. Should the pit overtop, runoff at design point 9 will spill east down Precision Drive and ultimately onto Technology Parkway. Future development to the south of Precision Drive shall tie-in to the inlettstorm pipe at design point 9 and convey runoff into their onsite detention and water quality system. Basin 10 Basin 10 entails a small northwestern and southwestern portion of Precision Drive with the remaining area of basin 10 entailing the southeast third of Ziegler Road, along Mainstreet's west property boundary. Runoff is directed to the existing curb 11 and gutter along the east side of Ziegler Road, which conveys runoff south down Ziegler Road. It's important to note that City of Fort Collins requirements for road design clearance over the proposed irrigation pipe (that will replace the old 30" pipe) requires that the west end of Precision Drive be elevated, which -provides for the small area within Basin 10 flowing west to Ziegler Road. Runoff from this small area and remaining area of basin 10 will be conveyed south in the proposed 10' concrete crosspan at the intersection of Ziegler Road and Precision Drive and will continue south until captured by the existing storm system in Ziegler Road. It's also important to note that the existing concrete irrigation ditch is the relative high point between basins 10 and 6, thus providing for the eastern portion of basin 10 being conveyed west and onto Ziegler Road, as historically occurs. Though this area is not conveyed directly to Pond 100, basin 10's area has been included in the.water quality/ detention pond sizing for the project. Please refer to the Mainstreet onsite grading plans for infill of the existing concrete irrigation ditch, as the private ditch will no longer be utilized, per MAVDevelopment, and is being abandoned in -place. Basin 11 Basin 11 entails the northeast third of Ziegler Road, along Mainstreet's west property boundary, and provides for runoff being conveyed to the existing curb and gutter along the east side of Ziegler Road. Runoff is conveyed north in the existing curb and gutter and is captured by the existing inlet, located just north of Intel's southwest drive entrance. It's important to note that the existing concrete irrigation ditch is the relative high point between basins 11 and 3, thus providing for the eastern portion of basin 11 being conveyed west and onto Ziegler Road, as historically occurs. Though this area is not conveyed directly to Pond 100, basin I I's area has been included in the water quality/ detention pond sizing for the project. Basins 12-13 Runoff from Basins 12-13 is conveyed east in the curb and gutter along the north and south sides of Precision Drive, respectively, towards design points 12 and 13, where 5' Type R Inlets (in sump) capture the runoff from basins 12-13. Runoff from the inlets at design points 12 and 13 is conveyed south in proposed RCP storm sewer and into an interim, cobble pit. The cobble pit will be a 10' diameter pit excavated in a cone from finish grade to a depth of 8'. The pit shall be immediately filled with Type M Riprap or 12" Cobble for the entire 8' depth for safety measures. Runoff from basins 12 and 13 will pond and infiltrate in the temporary cobble pit. Should the pit overtop, runoff at design points 12 and 13 will spill east down Precision Drive and onto Technology Parkway. Future development to the north and south of Precision Drive shall tie-in to the inlets/storm pipe at design points 12 and 13 and convey runoff into their onsite detention and water quality system(s). Per the HT? Masterplan SWMM model and current development anticipated near the southwest 12 corner of Technology Parkway -and Precision Drive, it is anticipated that basin 12 will continue to flow south and into an onsite pond, located south of Precision Drive. Basins 14-15 Runoff kom basins 14 and 15 entails the far eastern portions of Precision Drive and will provide for runoff from basins 14 and 15 flowing east in the curb and gutter in Precision Drive. Runoff from basin 14 will then flow northeast and into a temporary riprap pad at the end of curb and gutter, as historically occurs for this area and due to existing pavement along Technology Parkway. Runoff from basin 15 will flow southeast around the curb return, then south down the curb and gutter along the west side of Technology Parkway to the existing inlet, located west of the HTP Flex Office Building. Overflow Conditions: Basin 1 Should roof drains or yard drains clog in Basin 1, runoff will spill overland to the north and into the parking lot north of the building, then east and eventually into Pond 100. Basins 2-4 Should curb cuts clog at design points 24, runoff will overtop the curb and gutter and spill east and into Pond 100. Basin 5 Should roof drains or yard drains clog in Basin 5, runoff will spill overland to the south and into the drive aisle on the south side of the building, then east and eventually into Pond 100. Basin 6 Should the curb cut clog at design point 6, runoff will overtop the curb and gutter and spill east and into Pond 100. Basin 8 Should the outlet structure clog within Pond 100 (design point 8), runoffwill pond to the spill elevation and will overflow out the southeast corner of Pond 100 and onto Precision Drive. Basins 7 & 9 Should inlets clog at design points 7 and 9, runoff will spill east in the curb and gutter along Precision Drive. 13 11 Basins 10-11 Basins 10 and 11 will continue to follow their historic patterns in the existing curb and gutter along Ziegler Road. Basins 12-13 Should inlets clog at design points 12-13, runoff will spill east along Precision Drive (during interim condition). Once development occurs south of Precision Drive, runoff will overtop the curb and gutter and spill south and into the detention pond (future pond). Basins 14-15 Basin 14 will follow its historic flow path to the north and into the open field north of Technology Parkway. Basin 15 will follow its historic flow path south and into the existing inlet along Technology Parkway. C. Detention Pond Pond 100 has been sized to provide water quality and detention for the 8.95 acres of the total 10.37 acres of on -site (7.52 acres) and off -site (2.85 acres) areas. Pond 100 will provide 1.49 acre-feet of volume (0.20 ac-ft for water quality volume at an elevation of approximately 4915.30; 1.29 ac-ft of detention at an elevation of approximately 4917.85). The proposed detention pond will allow for detention up to the 100-year storm event for the development. The lowest outlet elevation of the pond (invert at the front of the water quality/ detention pond outlet structure is approximately 4912.80. The calculated 100-year water surface elevation of Pond 100 is approximately 4917.85. The proposed water quality/detention pond outlet structure will be a 100-year single stage box control structure with an orifice control plate at the back of the box over the entrance of the 18" RCP outlet pipe. Orifice sizing provides for the orifice plate utilizing a 6.20" diameter opening, thus discharging the allowable release rate of 3.49 cfs (0.43 cfs/acre for 8.12 acres) southeast and into the proposed storm sewer in Precision Drive: An Emergency Spillway has been sized, with calculations provided in Appendix B. The proposed spillway was determined to require a 53' width with 0.50' flow depth over the weir. However, it's important to note that the proposed sidewalk along the north side of Precision Drive (south of Pond 100) will be utilized as the overflow weir in -lieu of the standard spillway detail, shown on sheet 29 of the utility plans, with the sidewalk providing a much larger weir length, thus reducing the flow depth The spill elevation (bottom of weir) will be approximately 4919.00 (along the sidewalk) with a pond freeboard (top of weir) elevation of approximately 4920.00. 14 r-� Should Pond 100 overtop, runoff will be released southeast and onto Precision Drive, where flows will be conveyed east to proposed inlets within the Precision Drive street system, which will discharge to interim, cobble pits. Should the interim cobble pits fill up, flows will infiltrate into vacant farmland and spill east down Precision Drive and onto Technology Parkway. Please refer to the Utility Plans for grading and overflow weir details. D. Street Capacities Street capacity calculations for public roads have been analyzed and are included in Appendix C. V. STORM WATER QUALITY A. General Concept The water quality of stormwater runoff must be addressed on all final design utility plans. Therefore, Best Management Practices (BMP's) for the treatment of stormwater runoff for the subject site will include grass/ sod -lined swales with soft pans, riprap pads at culvert discharge points, permanent erosion control fabric or nprap at curb cuts and swale entrances into the pond, grass scrubbing across the bottom of the detention pond during first flush conditions, and a 40-hour extended detention structure with orifice control incorporated into the detention pond design. These proposed water quality features will provide a mechanism for pollutants to settle out of the stormwater runoff before flows are directed downstream to the McClellands Drainage Basin. The proposed water quality/ detention facility has adequate capacity and will provide all of the required water quality and detention up to the 100-year event for the developed condition of the subject site and offsite adjacent areas (8.95 acres total), prior to releasing flows downstream. B. Specific Details LID measures are provided for through the conveyance of 7.64 acres over and through the porous pavers and three proposed LID pre -sedimentation basins within Pond 100, with the total footprint of the three combined LID basins being approximately 2,654 square feet, with all three LID basins having a depth of approximately 1.0'. The 7.64 acres of area being conveyed to the LID basins account for greater than 100% of the site area (7.52 acres), thereby, exceeding the City's LID treatment of 50% of the site area. 15 The three LID pre -sedimentation basins, shown and called out in the civil utility plans, provide for approximately V of ponding depth, prior to the basins overflowing and spilling east and south in Pond 100. Please refer Appendix E, and sheets 29 and 30 of the civil utility plans, for details on the LID basins and soft pan. VI. EROSION CONTROL 0 "1 A. General Concept The subject site lies within the Moderate Rainfall Erodibility Zone and the Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during construction, but should be minimal after completion of proposed development. Silt fence will be installed along the site, as shown in the erosion control plans, to prevent sediment from leaving the site. Tracking pads will also be placed at entrances/exits to the site. Gravel inlet filters will be placed at proposed curb cuts and existing and proposed inlets, with straw wattles installed in green areas and swales to mitigate the build-up of sediment and transport of debris into Pond 100. Riprap and erosion control fabric will also be utilized at concentration points (curb cuts and pipe outlets) to minimize erosion and increase soil stabilization. A. Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. The City of Fort Collins Storm water Utility will not maintain the on -site storm drainage facilities within the subject site. The owners of the subject site will maintain their on -site storm drainage facilities on a regular basis. The following shall be implemented for the private stormwater improvements' operations/ maintenance procedures for the project on an annual or bi-annual basis: 1) Storm Sewer Inlets, pipes and flared -end -sections, curb cuts and concrete sidewalk culverts/chases, structures, manholes, and the water quality/ outlet control structure shall be cleaned through the removal of debris and sediment from the associated items to allow for adequate drainage through the site to the proposed detention facility. 2) Sedimentation/ silting shall be removed to allow for adequate drainage along the bottom of the swales and LID basins. Grass scrubbing along the bottom 16 of the LID basins and Pond 100 may be required to remove sediment and promote grass growth. 3) Re -vegetation through the use of Natural Seeding/ Sod shall be provided for disturbed areas and other permanent erosion controls shall be provided for areas where erosion has taken place and requires remediation back to the proposed condition shown in the plans The Stormwater Operating/ Maintenance Procedures listed above are guidelines to the minimum procedures that shall be implemented for the site, with these and additional measures being utilized on an as -needed basis. B. Drainage Concept The proposed drainage concepts presented in this study and shown on the utility plans adequately provide for the transmission of developed on -site runoff to the proposed detention pond, located in the southeast comer of the subject site. The proposed storm sewer system will provide for the 100-year developed flows to reach the proposed water quality and detention pond, prior to flows being released downstream in accordance with the allowable release rate of 0.43 cfs/acre for 8.12 acres of onsite and adjacent offsite attributing areas. The existing storm sewer systems in Zeigler Road, and interim storm improvements along Precision Drive will provide for the 100-year developed (and historic) flows and drainage patterns from adjacent offsite basins to continue to be conveyed to discharge points, per the HTP drainage Masterplan or as historically occurs along Ziegler Road. - If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required C. Storm Water Ouality - The preliminary design has addressed the water quality aspect of stormwater runoff. The existing grass -lined detention pond and extended detention will provide an . opportunity for stormwater pollutants to filter out of the stormwater runoff before flows are directed downstream. Furthermore, the LID items presented in this report for the proposed site provide for additional water quality and treatment of runoff, prior to flows being directed downstream. D. Erosion Control Concept Proposed erosion control concepts have been provided for and adequatelyprovide for the control of wind and rainfall erosion from the proposed development. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance standards will be met. The proposed erosion control concepts presented 161 rl in this report and shown on the erosion control plan are in compliance with the City of Fort Collins Erosion Control Criteria. Erosion Control Escrow Estimate The Erosion Control Escrow Estimates for the Mainstreet Site and Precision Drive are approximately $26,582.00 and $19,785.00, respectively. Please refer to Appendix F for these calculations. 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1997. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991, Revised January 1997. 3. East Harmony Portion of McClellands Basin 100-Year Master Plan, by Icon Inc., Fort Collins, Colorado, August 1999. 4. Final Drainage and Erosion Control Report, Harmony Technology Park 2nd Filing, by JR Engineering, June 20, 2001. 5. 2004 High School Drainage and Erosion Control Study, Poudre School District R-1, by Nolte Associates, Inc., June 24, 2002. 6. -Final-Drainage and Erosion Control Report, Harmony Technology Site Master Plan, by Stantec Consulting, May 19, 2008. 7. Final Drainage and Erosion Control Study for Harmony Technology Park Third Filing, by Stantec Consulting, May 19, 2008. APPENDIX 19 20 • VICINITY MAP 21 No Text APPENDIX B • 22 L7 RATIONAL METHOD HYDROLOGY, POND SIZING, ORIFICE PLATE SIZING, & OVERFLOW WEIR CALCULATIONS 23 rl Developed Weighted Runoff Coefficients mea, beef 104-001 1 20.664 0 3,906 0 9.472 34,D43 0.72 2 1.500 8,7D0 3,536 0 18,145 31.881 0.54 3 0 17.812 0 0 17.494 35.308 0.60 4 0 11.210 1.200 D 8,141 20.551 0.67 5 28,422 0 0 0 0 26,422 0.90 6 0 12,675 12.300 0 42.183 67,168 0.60 7 0 9.000 3.710 0 1,856 14,566 0.85 8 0 0 191 0 95,628 95,819 0.25 9 0 8.700 3,045 0 2.267 14.012 0.83 10 0 13.2D0 3,370 0 8.856 25,436 0.70 11 0 14.840 4.M5 0 12.963 31.898 0.66 12 0 12,300 1.890 0 6,741 20,931 0.72 13 D 13.103 1.570 0 6,463 21.136 0.73 14 0 1,480 228 0 1,183 2,091 0.66 15 0 1,400 228 0 1,164 2.872 0.66 rM1 0 625 1D0 0 1,923 2.648 0.M 0m2 0 0 0 1.380 2.895 4.275 0,30 1 380 , Tatel Acreage 1.12 Lel, 0.90 0.03 5.45 10.37 Impervious Rage 1 70,664 1 3906 !1 94]; 3d!043 f.]% 2 1,500 8.700 3,536 0 18,145 31,881 45% 3 0 17,812 0 0 17,494 35,305 53% 4 0 11.210 1,2M 0 8.141 20,551 62% 5 26.422 0 0 0 0 26,422 90% 6 0 12.675 12,300 0 42.183 67.158 40% 7 0 9.000 3.710 0 1,856 14.566 88% 9 0 0 191 0 95.628 95.819 5% 9 0 8,7D0 3,045 0 2257 14.012 85% 10 0 13,200 3,370 0 8,866 25.436 67% 11 0 14.840 4.095 0 12.983 31.898 61% 12 0 12,300 1.890 0 6.741 20,931 69% 13 0 13,103 1,570 0 6.463 21,136 71% 14 0 1.480 228 0 1,183 2,391 61% 15 0 1.480 228 0 1,164 2,872 61% 051 0 625 100 0 1.923 2,648 31% 052 0 0 0 1.380 2.895 4.275 16% Total Acremp 1.12 L87 0.90 0.03 SAS 10.37 LeM ur m eurM GMraaOerbrb Parunf Mnparrlalsriaaa sWw: caaanaw..� m m Raal4ariaae M61a41 4eltlse m MJM1ae 75 FM-mabtrc m eieis54al: eo NO w# W GO�eNr16a: 5 eq 10 9WraWa: 50 Ra4eae Ie aMa: 15 anu NaawlW M M 2 Gre . aplNmal Daub a aaw," M1M1 MM uN MI WMMC 45 Bbwb: Pne4 IN @ 40 OMwa aM was *: 90 Roo a: 40 Laws aW 0 l aW 0 'Refer t0 Figures R03 through RO5 in Runoff Chapter 9,55 M1 V1=15 z 0 N z w U z 0 U LL 0 w H 4 O + l` 00 I I V 0 � m v�o co m T N Y fY M r- w J ¢ CN Mtn to ONe-OOMO QOr aMm Z+S' �� rOCO C>((DONMnaof�l�tnto LL 06 0M 06NMMMM0000 (A ONNrn toV•0 C Iq qr M CO aD tO tnl,I��COM tnM � � V.vtntn�� NNN+ NNE N� , NNNN W H W J O 1 V' I, 00 v m to a 0 v v w w w 0000 J ON NO����O.O OO�r- NN Q Cl) F- J W N zw ¢¢¢¢¢a¢�aa¢Qa¢¢�� Q �°°LLaLLaLLLLaOLLLLaaan.n.00 U ~ .-. 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M4hAl5t&&, PROJECrwo: /tvi-oa1 DATE I(- ►- f-If PAGE OF Dawmpnom }�h�,J7o,J ACV 51 CWtPJN PQdP&kry (7G"afR-j 6 A7.Lmr&b Tv k-LEYlTE @ Q.`(?/crs aCLIA&W. AAA of eMbwM Avxfc, F1E4Lek kafA i MA+dsr2 car onfs� f-e- B PJ5 I - 8 o Frs rr� ills ws olJ o 52 flea to If (M4,NL-l'&ls64�ek �A) —;- 7. _ g. 9� Arot&f Td r z6 pdje - Ekwlc-&k duty CIS&- A"A FQwvi SA-Y(sf5 1-8, "0 AWIT-lanh-L �yo'x 46, (Acu ls, fl&Uek FROW^ O&I'dS 16 11) S3 'x 411 ' (AzOW4 PR6cot6oi R FRS OATsou 10) Fek : Af6A K o.4? crs✓�}rRG— B >tsws 9'? A-c le — o.GsAz (Adpi�+►'L FRzr� BAstpjs to ti) 812 A C � Iz x o�43 cFs��-ca� Ex S7, 0 j A-c �00 ' C,P,4rrdr✓�1z Fw,i > LL> AZLchMO1-E R-�L t1'is E- !�/�/�j F-kr— ftP IA&-iW .Axl 100 Year • • • Project: Mainstreet Design by, J.Gooch Date: 11l5 4 This is to convert % imp. to a C value 100- ear must insert % imp. and Cpervious). Required detention ft acre-ft. 'C' value 0.55 57463.8, ' :41931g ' 'C'1.25 0.6875 Area 8.95 acres Modified Modified Release Rate 3A9 M. FATER D. JUDIS C. LI 5/95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSIn Q 100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention (mins) (secs n/hr) (cfs) (ftft3 ftA3 ftA3) ao-ft 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 61.22 18367.08 1047.0 17320.1 0.3976 10 600 7.720 47.50 28501.28 2094.0 26407.3 0.6062 15 900 6.520 40.12 36106.54 3141.0 32965.5 0.7568 20 1200 5.600 34.46 41349 4188.0 37161.0 0.8531 25 1500 4.980 30.64 45963.84 5235.0 40728.8 0.9350 30 1800 4.520 27.81 50061.83 6282.0 43779.8 1.0050 35 2100 4.080 25.10 52719.98 7329.0 45391.0 1.0420 40 2400 3.740 23.01 55230.45 8376.0 46854.5 1.0756 45 2700 3.460 21.29 57482.49 9423.0 48059.5 1.1033 50 3000 3.230 19.87 59623.78 10470.0 49153.8 1.1284 55 33001 3.030 18.641 61525.1 11517.0 50008.1 1.1480 80 3600 2.860 17.60 63352.58 12564.01 60788.6 1.1659 65 3900 2.720 16.74 65272.35 13611.01 51661.4 1.1860 70 4200 2.590 15.94 66933.69 14658.01 52275.7 1.2001 75 4500 2.480 15.26 68668.88 15705.0 52963.9 1.2159 80 4800 2.380 14.64 70293.3 16752.0 53541.3 1.2291 85 5100 2.290 14.09 71862.35 17799.0 54063.3 1.2411 90 5400 2.210 13.60 73431.39 18846.0 54585.4 1.2531 95 5700 2.130 13.11 74705.09 19893.0 54812.1 1.2583 100 6000 2.060 12.681 76052.63 20940.0 55112.6 1.2652 105 6300 2.000 12.31 77529.38 21987.0 55542.4 1.2751 110 6600 1.940 11.94 78784.61 23034.0 65750.6 1.2799 115 6900 1.890 11.63 80242.9 24081.0 56161.9 1.2893 120 7200 1.840 11.32 81516.6 25128.0 56388.6 1.2945 125 7500 1.790 11.01 82605.7 26175.0 56430.7 1.2955 130 7800 1.750 10.77 83990.16 27222.0 56768.2 1.3032 135 8100 1.710 10.52 85226.93 28269.0 56957.9 1.3076 140 8400 1.670 10.28 86316.04 29316.0 57000.0 1.3085 145 8700 1.630 10.03 87257.47 30363.0 56894.5 1.3061 150 9000 1.600 9.85 88605 31410.0 57195.0 1.3130 155 9300 1.570 9.66 89841.78 32457.0 57384.8 1.3174 160 9600 1.540 9.48 90967.8 33504.0 57463.8 1.3192 165 9900 1.510 9.29 91983.07 34551.0 57432.1 1.3185 170 10200 1.480 9.11 92887.58 35598.0 57289.6 1.3152 175 10500 1.450 8.92 93681.33 36645.0 57036.3 1.3094 180 10800 1.420 8.74 94364.33 37692.0 56672.3 1.3010 185 11100 1.400 8.61 95619.56 38739.0 56880.6 1.3058 190 11400 1.380 8.49 96800.96 39788.0 57015.0 1.3089 195 11700 1.360 8.37 97908.53 40833.0 57075.5 1.3103 200 12000 1.340 8.25 98942.25 41880.0 57062.3 1.3100 205 12300 1.320 8.12 99902.14 42927.0 56975.1 1.3080 210 12600 1.300 8.00 100788.2 43974.0 56814.2 1.3043 215 12900 1.280 7.88 101600.4 45021.0 56579.4 1.2989 220 13200 1.260 7.75 102338.8 46068.0 56270.8 1.2918 225 13500 1.240 7.63 103003.3 47115.0 55888.3 1.2830 230 13800 1.220 7.51 103594 48162.0 55432.0 1.2725 235 14100 1.210 7.45 104978.6 49209.0 55769.5 1.2803 240 14400 1.200 7.38 106326 50256.0 56070.A 1.2872 Page 1 lao -YR jao w & _ /, Z 9 Ac • Fr �f iJocJ� t o,zc Ar-Fr C� Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: John Gooch Company: Aspen Engineering Date: November 5, 2014 Project: Mainstreet Location: HTP-Ft Collins, CO 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i = I, / 100 ) B) Contributing Watershed Area (Area) C) Water Quality Capture Volume (WQCV) (WQCV =1.0' (0.91 • 13 - 1.19 " IZ + 0.78 " 1)) D) Design Volume: Vol = (WQCV / 12)' Area " 1.2 2. Outlet Works A) Outlet Type (Check One) 1, = 55.00 % 1= 0.55 Area = 8.95 acres WQCV = 0:22 watershed inches of = 0197 - acre- 0.70 * - FF X Orifice Plate Perforated Riser Pipe Other. B) Depth at Outlet Above Lowest Perforation (H) H = 2.50 feet C) Required Maximum Outlet Area per Row, (A,) A. = 0.31 square inches D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR D = 0.6000 inches, OR ii) 2" Height Rectangular Perforation Width W = inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = 1 number F) Actual Design Outlet Area per Row (A,) A. = 0.28 ;'square inches G) Number of Rows (nr) nr = ' 8 number H) Total Outlet Area (A,J Aa = 1.. 12.12 . square inches 3. Trash Rack A) Needed Open Area: A, = 0.5 " (Figure 7 Value) • At B) Type of Outlet Opening (Check One) C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W0,J from Table 6a-1 At = 76 i square inches X < 2" Diameter Round 2" High Rectangular Other. W„nC = inches ii) Height of Trash Rack Screen (HTR) HTR= 30 inches Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 Designer. John Gooch Company: Aspen Engineering Date: November 5, 2014 Project: Mainstreet Location: HTP-Ft. Collins, CO iii) Type of Screen (Based on Depth H), Describe if "Other" iv) Screen Opening Slot Dimension, Describe if "Other" v) Spacing of Support Rod (D.C.) Type and Size of Support Rod (Ref.: Table 6a-2) vi) Type and Size of Holding Frame (Ref.: Table 6a-2) D) For 2" High Rectangular Opening (Refer to Figure 6b): 1) Width of Rectangular Opening (W) ii) Width of Perforated Plate Opening (W. = W + 12") iii) Width of Trashrack Opening Nn w 9) from Table 6b-1 iv) Height of Trash Rack Screen (HTR) v) Type of Screen (based on depth H) (Describe if "Other") vi) Cross -bar Spacing (Based on Table 6b-1, KlempT" KPP Grating). Describe if "Other" vii) Minimum Bearing Bar Size (KlempT"/ Series, Table 6b-2) (Based on depth of WOCV surcharge) 4. Detention Basin length to width ratio 5 Pre -sedimentation Forebay Basin - Enter design values A) Volume (5 to 10% of the Design Volume in 1 D) B) Surface Area C) Connector Pipe Diameter (Size to drain this volume in 5-minutes under inlet control) 1 S.S. #93 VEE Wire (US Filter) Other. X 0.139" (US Filter) Other. 0.75 inches #156 VEE W = inches W� = inches W,Mft = inches HTR = inches KlempTm KPP Series Aluminum Other. inches Other. (I-(W) acre-feet acres inches D) Paved/Hard Bottom and Sides Faaa yes/no t;•a' d; � y t.�f; my���"�.+?,S"g n^�`k's �-T"•�,R,� �dsH"'"=?�"��.j}T'T°[�. � 3t. .sy F,: m-: ws.#nx txu.^. ,r&"d_ �sx u. �:.,._ Cm. 4k o-w Ca«}.-azsrNd'aHka «�av¢�'e Design Procedure Form: Extended Detention Basin ° `� ��'�3' � "Aa's� ��$'�xz:�=,3-•y,�'•,�rc4_.. � rya 'y asei✓.«�� �arnaz ''Y ; +ii-��z'L'l�k£;ti pw: �i "'��;_-. (EDB) - Sedi entat on aci ty �`.� Sheet 3 r Designer John Goochna `Company: Date- November 6, 2014 Project:,,,�, Mainstreet Svys Y 6. Two -Stage Design igµz_S ' , ••Stage (Dwo XT: Y • Y 4". ��cyE l ll hrvh: B) Bottom Stage (Des Des feet : z i� ,.r u. L ,f • •- to oa)dmum, f Total • WQCV) Storage=u� w 2>4 x`AR%i z� �� ik. C) Micro Pool (Minimum Depth the Larger of Depth= feet 0.5 Top Stage Depth or 2.5 Feet) rYia� Storage= acre-feetSurf s( rrs� acres 3�i.. D) Total Volume: Vo6 Storage from 5A + 6A + 6B voltot acre-feet Must be > Design Volume in 1D VAR'mot-i`3 h13 w� l Basin • -Slopes• , distance per k.4R. PreferredMinimum Z 4, Flatter i $ lY� 8. Dam Embankment Side Slopes (Z, horizontal distance) t"R per I r. , =a A � is 9. Vegetation (Check the method or describe "Other') Native Grass Irrigated Turf Grass 4; ii 1 Other. u;rew 1 ri eA ^#gpit_-_ ,};,}�-AA - 'Jy4,+"N } X SS F h* �v�y�{- ....�.,i.R�fif�^..4�.�.N:i;�`i, �ltt.����+�'Y�b �5 3Fe k. Pond1005chematicRatingCurve9-29-14.txt Mainstreet schematic Design Pond Rating Curve 7RG 9-29-14 #units=Elevation,ft,Area,ft2,volume,acft,volume,acft # Elev Area Cumml Avg Cumml Conic # ft ft2 acft acft 4919.0000 61894.3411 2.8768 2.8399 4918.0000 43309.7258 1.6692 1.6387 4917.0000 25944.4987 0.8743 0.85'1��' 4916.0000 15285.5127 0.4010 0.3843 4915.0000 7070.5036 0.1444 0.1337 4914.0000 2706.3025 0.0322 0.0254 4913.0000 98.5103 0.0000 0.0000 �[&N 5L 0,2o kc-Fr GIFiL�/ E� g �915, 30 Page 1 Pond100orificePlate2-11-15.txt Mainstreet 100-Yr orifice sizing for outlet structure JRG 2-11-15 orifice calculator Given input Data: solving for ..................... area or Diameter Flowrate .. ..................... 3.4900 cfs coefficient ..................... 0.9800 Headwater ....................... 4917.8500 ft Tailwater ....................... 4913.3600 ft computed Results: Diameter ........................ 6.1978 in velocity ........................ 16.6578 fps ' 6RiFicE is b. Zo Page 1 Project: Mainstreet Location: Pond 100 Broad Crested Weir - Basic Equation: Q = CoLoH1.5 Calculate Q from Dimensions: C= 3.00 L= 53 ft H= 0.50 ft Q= 56 cfs Calculate L from Q and H C= 3.00 Q= 56 cfs H= 0.50 ft L= 53 ft Calculate H from Q and L C= 3.00 Q= 56 cfs L= 53 ft H= 0.50 ft ASPEN ENGINEERING Proj. Number: 104-001 By: J. Gooch *This Q value was taken from the Rational Calculations. *Q= Qloo x 2....... Q= 27.73 x 2 = 55.46 cfs. H= Freeboard - Overflow Inv. = 4920.0- 4919.50 = 0.5' Therefdre... L 53' •` (Side«alk will be utilized for overflow weir, and eNl-eeds the 531.,E lengthp. APPENDIX C 24 PRECISION DRIVE: STORM SEWER PIPE SIZING, INLETS, & STREET CAPACITY CALCULATIONS 25 F, �No 1�•��c.P MH8SWR8' 1 �4b 1 ksSwRs I WI Swg �Iji 4SWR4 - 'S.NA I �9S y'gy / M43 SW"Z A 3 MH2SWR4_2 �iNp ISRGP g,ae», a-`1 STMH-A-3 4-ND ISiZGP � I s-Tr,� STD R►'''i /� PJ �1 a. a. 14 w a �� :0O oo;op., Lc; O OO �I O i b tom+ ,, a W OI O O O O O m O O' O: O co � I .J; L •N 1A O O O O' p, O l C; in p� O (r p W) v). O j W) C) vl a C O O C'OCIS U 03 ^ a u u o. p; o 'o .., i O p)O •, A r a' 0 ^y g�w O' o: O j p :p:p,o O O O' Oi C C O O, w; a I (•� G4 O O) .. O . 00. , (7) ; 00 j O) i t` O. M. N; M; • 0 o O o 0 C> O o 0 0. o O; N� NN N,.�--�- (V O O O O O: O O O O O O O. O. O. O; CDc) O � :O O: O to c:- O O.� O O O O; O! O O; O ' O' Ot OO O Oj ' CD.O� � I tn. an W) W). t Wi O O .IO Oi O;. OI 'O.oaOio � of v O �0 t` o O C� O N 00 i 0- 00 i i M, Oi M; O O ��o l� O O t 00 i 00 . 00 I L541) N N' O Os• O�to O M . t- . to00 0 to o•�� cq v; �' v: Q. 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Oi 0 Oi. 0 O: O W L;=> of O Oj : 00 i 00 00 od o'o O 0 olo 0! 0� O 00 t00�� co , O O: O O O O OOO ao00 0000 L o v �h' o0 00'! o0 00 00j o"oo ;Co> o : f1 L(O;o> L 0006 006 0•o0�6 w j 113 ej - j U l�� 0000 a0 ��• �I oo O� M O� Ao�L�;�! O 00 ; O! oo;I o o 3 0 j °' � IX3:33333�3,3�1 i W F O NjM (djO�ioOft/,;��O+I I I F U 0 0 0 C> MI CT: � �'• M N O 00 O O i I~�o�j � I F O i O 00 [l- M I to �0 : O i to . t- w 00 . N O� N N .I I y w <0 C) ; O O1 .--� . ,--� •., ! •--� O\ I O� a\•, Cs O\ a� a', 0� A N01O\ L--(O=t�l ooi��00 �ONM 00N �o o:�olrOi N; �v�a"v'vv�, Q1 01 01ON 01 O\ O\I i i "O\ i I 1001 j W y „\ N 1 I to t OI O O ! .qi V! I', to 7� to N O, to 1 N; l� N yf y 6 1 � r- 00 - c1 j as •r .-� . rr rr j C O O ! It .� - O o M - O� o l- .-. �O ; l- • -. ; O O PS O I Oi O O, O; O O' O Oj O ' I 1 L(::> Lc) 67 OIi L(=> C OOI O O! O•i O'. y ^Lai imot; L(a=tl) O�C 000101 tnj i O�D1j OC-q(ON zr i5. It CN . .W WM1 �o to to to to ' I c7 �.qy to I to l� 00 00 c �. C;; D\ O q i O O I O+ O O Oi O O" -+ - It 'Rt! It v, etl ci �: t N t It t 1 a\ - 00, ez rj) xN 3!33 3;3'3' a; w +n:��1���rb. cn N ; M i t CT 00 to 110'. r s 0 . 0 0 40 • MH2SWRA-2 N • r z L C H q O; O! O; o o o, q 8 vi' vi vi! r � a a 3 El 0 0 0 En eo rn CO yI c- Wit i C> 001 O 5 PC t C> C) i rA LI 001 c> 00 ..... .. . ............. . ...... rn z;, 06 C40) I C4 Cd O -8 11 L i N q Y cl) •b W ;T4 O O O � _ O O ai C j "cNV A 3 8 (0' v xcd VJ yy M t^ N N_ al wl q'O .-. O O F•' x m fil �p.N: 3Oi--1 O •y y� i� i l— IIl w .Nti C-i I O, C p U bD C� ,M•, U y I''O� y� j •Lf N � rr m W � � O .�y'. O cC v 03 co >� cmi A i L A _ 03 fY1 II •� o N c Cd W " h Cn d G� I I (n, aaaaaw W � N . x1; • 3 g&►,4 sT,K MHISWRI Fj • � boa ci ^ o: O C7a !O ~I O O' O CI C p i o G I bD^i O: O O!. Oi O u I Qa' L •� Oit it OP U -;-- a a � 'oo, a� �C'C• C9 o C> f Q C I C � a I O q O._ a �ViiCMI -- a L O i. O U iA r�r .._.._ .. V2 3 o00 c7 ''/'� p ^ 0 ON N O �r v vl O O tw CV I OO O V] L v1 tj y a .� a� : a\ , ON " o G7^ ;v v 4-0 esp -- - VZ u u °.�+ w w A o•o � � 'p � � � w Oix s 9 0 c. o % v 00 ^ O. Q; wi J. I o; 0; 7: I� P41 m p �' I U, w l o a a wl W y p M C, O tAi. r# O ~ ►� -9t; C! N � A j 9, e v L < d C. C ii .0 u .9 0 i o' vi O 1 U d O � N aw�� 1 ' �j N c rn N as T Cd a� 0 U 0 M . L U4 wvC4 18 3 Y y = 3 y Q� cn 93 U rn Q . . • No Text Sr/N - D I fj,(,4" FPS OUTFALL 1 W.R 1 _ 1 M� 1 S Sro,z,^ D El .:, .. o a! o 0 � I C) O O O O J7 O Off, 92 C7 � �. y Oi O! O ; ----- o o f o c; 0 o Q of o A C O O D ^ V� W i O O M M O I a G4I p a U W: en L pp 'v 4x Wz ao L4 ja 00* Vi O C)I (x c; VI PC 'ICA 10 od C> cc o 2! 0c) M No Text 11 B INLET IN A SUMP OR SAG LOCATION prelect,' Malnsi raet Health a Wellness Suites Inlet ID - STIN B-1 Inlet at DP13 .r Lo (C) H-Curb H-Vert Wo W Lo (G) Depression (aadOmal to copon orr sutler aepwsrion'a, ham'0-A0a✓) rr of Unit Inkb (Grate or Curb Openhg) Dept at Flowfns (outside of lout depeaion) n of a Unit Grate of a Unh Grate 3p&&Q Ratio for a Grate (typical valves 0.1".90) Ng Feeler for a Sinsle Gras (VpkW value 0.50- 0.70) Weir CoeRltlent (ypkal value 2.15- 3.60) Od6u CoeBkient (lypkal vaWe 0.60 - 0.80) Opening bdomtatlon 1 of a Unit Curb Openap 1 of VwWW Curb Operft In Were I of Curb OdIb a Throat in lairs of Throat (see USDCM Figure ST-5) Vidt for Depression Pan (typirratly the gutlervddt of 2 feet) Ing Factor for a SkOe Curb Openteg (typical value 0.10) 3pnlns Web Coo itlem (typlul vdue 2.3-3.7) 3pwdng Od6u CoeOldent (lypkal vake 0.60- 0.70) Inlet Interception Capacity (assumes clogged condition) MINOR MAJOR Inlet Type = CDOT Type R Curb OpeNfp ad = 6.50 8.50 No= 1 Ponding Dept = 5.4 8.8 MINOR MAJOR I. (G) WA N/A W.= WA NIA A.. WA WA G(G)- WA WA C. (G) - WA WA C.(G)= WA NIA MINOR MAJOR L. (C) - H,.e= H..a = Ther - Wp- C, (C) _ C=(C)- C. (C) _ 0 5.00 5.00 6.00 6.00 6.00 6,00 63.40 63.40 2.00 2.00 0.10 0.10 3.60 3.60 0.67 0 67 I_D.dit De011a feet feel feet Intlre indtes degrees real DP-13-UD4nlet_v3.14, Inlet In Sump 21112015, 3.22 PM Is Project: Inlet ID: Warning 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) n � ' T..Trwr I Y Heuao e a mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) dVs Roughness Behind Curb (typically, between 0.012 and 0.020) of Curb at Gutter Flow Line from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2Inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition g's Roughness for Street Section (typically between 0.012 and 0.020) Allowable Spread for Minor 8 Major Storm Allowable Depth at Gutter Fbwkne for Minor & Major Storm Flow Depth at Street Crown peave blank for no) Te = 18.0 Ift Secx= 0.020 Iftfit n = 0.015 Hcuee Inches T= = 22.0 It W = 2.00 ft Sx = 0.020 fUft Sw= 0.083 ftlft So = 0.000 Nit n� =j 0.015 Minor Storm Major Storm Tum =1 16.0 1 22.0 It de =j 6.0 1 18.0 itches ❑ ❑ check=yes t STORM Allowable Capacity to based on Depth Criterion Mir" Storm Major Storm R STORM Allowable Capacity is based on Depth Criterion Q, =j _SUMP I SUMP cfs storm max. allowable capacity GOOD - greater than Row given on sheat'Q-Peak' Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height DP-13-UD-Inlet v3.14, Q-Allow 2111/2015, 2:09 PM INLET IN A SUMP OR SAG LOCATION Protect= Malremest Heath a Wellness Sulfas Inlet ID = S nN 131-2 trilat at DP12 �Lo (C)-4 H-Curti H-Vert Wo w Lo (G) of Inlet Depression (addhional to contln roue gutter depression V from'O-Ailovn w of Unit lnlels (Grate or Curb Opening) r Dept at F1wWne (outside of bod depression) n Information f1 A a Unit Grate i of a Unit Grata Opening Ratio for a Grate (typical values 0.15-0.90) ling Factor for a Single Grate (ty)ical value 0.50 - 0.70) War Coefficient (typical value 2.15. 3.60) OriOce Coefficient (typical vale OAD- 0.80) Opening InfomMtion h of a Unit Curb Ope" it o1 Vertical Curb Opening in Inches A of Curb Orifice Throat in frttlroa of Throat (nee USDCM Figure ST-5) Mdt for Depression Pan (typicaly are gutter width of 2 feet) nag Factor for a Sngle Curb Opening typcal value 0.10) Opening Weir Coefficient (lyplea value 2.3-3.7) Opening Critics Coefficient (typical value 0.60- 0.70) Inlet Interception Capacity (assumes Clogged condition) spacity IS GOOD far Minor and Mal" Storms (.0 PEAK) MINOR MAJOR Inlet Type = COOT Type R Cure Opening ad= 8.50 8.50 No. 7 Pmdng Depth = 5.4 6.8 MINOR MAJOR L.(G)- W. A... C, (G) C. (G)' C. (G) I.(C)- Theta = We. Cr (C) C. (D). C. (C) WA NIA WA NIA WA WA' WA WA WA NIA WA NIA MAJOR 5.00 5.00 6.00 6.00 6.00 6.00 03.40 63.40 2.00 2,00 0.10 0.10 3.80 3.60 0 87 0.67 MINOR MAJOR Q. =1 ILI 7.0 I_Q.vrlde DepUa feet feet Ford Inches thciws dogmas Not OP-12-UD4nl8t v3.14, Inlet In Sump y112015, 3:20 PM Project: Inlet to: Warning 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Tye T� T. TMAx w —T. . y Qw.- H�s d. afli r# num Allowable WIdth for Spread Behind Curb Ta K = Slope Behind Curb (leave blank for no conveyance credit behind curb) SWK = ring's Roughness Behind Curb (typically between 0.012 and 0.020) na = d of Curb at Gutter Flow Line - 1-1 m6 = roe from Curb Face to Sheet Crown Tcapwa = r Width W = t Transverse Slope Sx = r Cross Slope (typka0y 2 intones over 24 Inches or 0.083 Ihfl) Sw = t Longitudinal Slope - Ender 0 for stoop condition So = htg's Roughness for Street Section (typically between 0.012 and 0.020) nsrs = 18.0 fl Mt inches fl ft Rrtt Wit ftM 0.020 0.015 0.50 22.0 2.00 0.020 0.083 0.000 0.015 Minor Storm Major Storm Allowable Spread for Minor & Major Storm T,wt = 16.0 22.0 ft Allowable Depth at Gutter Flowlim for Moor & Major Storm d= 6.0 18.0 ches Flow Depth at Strut Crown (leave blank for no) ❑ ❑ check = yes IR STORM Allowable Capacity Is based on Depth Criterion Minor Stone Major Storm )R STORM Allowable Capacity Is based on Depth Criterion Q. -1 SUMP SUMP cfs r storm max. allowable capacity GOOD - greater than flow given on shoot'Q-Peak' Waning 02: Max Allowable Depth for Minor Storm Is greater than the Curb Height. DP-12-UD-Inlet v3.14, O-Allow 2111/2015, 2:11 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) luaseo on Kegutateci criteria for Maximum Allowable Flow Depth and Spread) Project: Crowne on Timberline Inlet ID: STIN-C-1 Inlet at DP 9 Tsece Tcnowe ae.el� W T. Tuee T VF �II Street C fOWO Y Hcuse a \ X i s , mum Allowable WkOh for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind woo) dWs Roughness Behind Curb Tee = 6.0 ft St. = 0.020 . Vert / fl. horiz nercx of Curb at Gutter Flow Lim Hcuae = 6.00 inches w from Curb Face to Street Crown Tom, = 22,0 ft Depression a = 1.52 inches Width W = 2.00 It Transverse Slope Sx = (T020 ft. vert. / ft. thoriz Longhuckhal Slope - Enter 0 for sump condition So = 0.015 ft. van. / R hertz ill's Roughness for Street Section nsraear = 0.016 Minor Stone Major Storm Allowable Water Spread for Mina & Major Storm T� =1 16.0 1 22.0 ft Allowable Depth at Gutter Flow Line for Minor & Major Storm tf a = 6.0 18.0 incches Flow Depth at Street Cram peave blank for no) U U c hek - yes Minor Storm Major Storm Allowable Gutter Capacity Based on Minimum of D. or O. 0, -1 11.5 1 25.8 cfs r storm max. allowable capacity GOOD - greater than flow given on sheet'O-Peak' DP-9-UD4nlet v3.14, "low 0 2/11/2015, 1:44 PM INLET ON A CONTINUOUS GRADE Pwolect Crowne on Tlmbehlbr e Inlet 10: STIN-C-1 Inlet at DP a t�Lo (C)--•l H-Curb H-Vera A W WP Lo (G) Design MINOR MAJOR Type of Iniat Type= COOT Type R Curb Opening Local Depression (additional to continuous guaer depression's' from ID -Allow) a • 3.0 3.0 Inches oW Number of Units N the Inlet (Grate Of Curb Opening) No • 2 2 Length of a Single Unit Inlet (Gran or Cum Opening) L. ^ 5.00 5.00 0 Width of a Unit Gate (cannot be pester than W from "low) W. • WA WA 0 Clogging Factor In, a Single Unit Crete pypiW min. value • 0.5) CrG. WA WA Clogging Factor for a Single UM Curb Opening (typical min. Value • 0.1) Cr.C' 0.10 0.10 Seven Ile• OK - 0 < maximum atlewaDle hrepe shad %jAjIvW MINOR MAJOR Design Discharge for NO or street (tom Slwt Q~) Q.• 0.9 32 cls SW BMW Width T • 3.8 92 0 WSW Depth at Flewfine (outside of local depression) d' 2.4 3.7 Noes Water Depth at Street Crown (or at TuW rho . 0.0 0.0 inches Ratio of Gutter Flow to Design Flow E.- 0.963 0.920 Discharge arhside the Guitar Section W, Carried or Section T. Q. • 0.0 12 cis Discharge w" the Gram Sector W C. . 0.7 2.0 rls 80"the Curb Face Qeax• 0.0 0.0 era Area within 0m Gutter section W A. -I 027 0.97 w a Longto of into Gas Gpemn g of crate Flaw to Design Flow r 11o40oogghng CanMMoe ern Voidmy. When Grab Splash -Om Begins eplbn Rate of Frontal Flow option Rate of Side Few option Capacity r Clogging Condition IIng CoeOklaid for MuMple+rM Grate Inlet dng Factor for Mudipnanil Grate Inid Jve (unclothed!) Length of Multiple -unit Grate Iniat ion Valoofy Ware Grate SplesROver Begins option Rate of Frontal Flow option fiats of Side Flow d Interception Capacity IOW Flaw • Qa-0. (to be applied to curb opening or nerd ma ➢r Stetted Ina Opening Arahmis (CekW[WI a*d Slope S. (based on 9rato curry -oven) red Length Lt to Have 107% Interception r Ne-Clogging Condition In Length of Curb Opening or Slatted Wm (mWman of L. LT) ep0on Capacity r Clogging Condition Iry CoeOklmd Inv Fanorfm Mudiple as Cab Opening or sloped Wet W (lkioopgad) Length I I becaPdon Capacity 4)m Flaw•Qwi... AL bypassing Inlet) L• WA WA n E.ewsn • WA WA MINOR MAJOR V.: R R' 4• WA WA WA WA WA WA WA WA fps cis MINOR MAJOR GralaCoof• WA WA GrateClog' WA WA L.' WA WA 0 V.. I WA fps R' I WA S. • Lr • L • Q • Cabc er. CurOGog • L. • Q. n r>e • 0201 1 0.137 3.91 a.02 MAJOR MAJOR 3.61 9.02 0.7 32 MINOR MAJOR 125 125 0.05 0.00 %37 9.37 0.7 32 0.0 0.0 MINOR MAJOR 0 • 0.7 32 Qe • 0.0 0.0 C%•1 100 too DP-MD-INet_4.14, Inlet On Grade 2H 12015, 3:18 PM 11 I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 tnasea on K09UMW Gliten8 for maximum Allowable Flow Depth and Spread) Project: Crowne on Timberline Inlet ID: STIN-D-1 Inlet at DP 7 Teecx Tcnowry SsacK� T. TMA; W � T. Sirosl' Crown HcUee d S i a V mum Allowable Width for Spread Behind Curb Te cx = 6.0 ft Slope Behind Curb Qeave Wank for no conveyance credit behind Curb) Serac = 0.020 ft. vent. / ft. horiz ring's Roughness Behind Curb n,,,, - 0.015 Id of Curb at Gutter Flow Lure H� = 5.00 Inches nce from Curb Face to Street Crown T� = 22.0 ft u Depression a = 1.52 Inches x Width W = 2.00 ft d Transverse Slope Sx = 0.020 ft. verl. / ft. hors d Longitudinal Slope - Ether 0 for sump condition So = 0.015 & vert. / ft hortz ring's Roughness for Street Section ii m = 0.010 Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Une for Minor & Major Storm Flaw Depth at Street Crown geave blank for no) Minor Storm Major Storm Th = 16.0 22.0 ft dh = 6.0 18.0 3nches Li U check = Yes Minor Storm Major Storm dlowable Gutter Capacity Based on Minimum of Or or QA O.hhw.= 11.5 25.8 da storm max. allowable capacity GOOD -greater than flow given on shoot'O-Peak' storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peale DP-7-UD4n1et v3.14, Q-Allow 2/11/2015, 1:40 PM INLET ON A CONTINUOUS GRADE Project Crowns on Timberline Inlet 10: STIN-0.1 IMet at DP 7 q-Lo (C)-r HCu10 WP H-Vera Wo W Lo (G) Boston btfOffn@10n 25211D MINOR MAJOR Type Of here Type COOT Type R Cure Opening Laced Depression (additional to co nhuals Witter depression 'a' into X),N" a,pfµ • 3.0 3.0 irCh" Total Number of Linda In the INet (Grate or Curb Opening) No • 2 2 Length "a Single Unit Inlet (Grate or Curl) Opening) L. 5.00 5.00 it WIM of a UM Grate (cannot be Poster than Whom 0-Allow) We' WA N/A it Cloggbp Factor for a Shale Unit Grate MI&A min. value. 0.5) CrG' WA WA Clogging Factor for a Shrgie Unit Curb Opening (lypicsi min. valve. 0.1) C'C • 0.10 0.10 Sheet ultra- < mxlmm anommable livion *beat VIA1IoW MINOR MAJOR Design Ohoharps for HAN of Sbeat(from W" Q-Pm*) Q.. 0.8 3.3 rn Nater Spread Width T. 4.1 9.4 it Nader Depth at FloaMe (adsMe of local depression) d. 2.5 3.8 Inches Depth at Street Crown (or at T.e) dorosn • 0.0 0.0 Inches Refio of QdW floe to Design Flow 1- 0.948 0.610 Discharge Wields the Gaiter Section IN carried In Section T. O. • 0.0 1.3 cis Discharge within the Gutter Section W q• 0.8 2.0 era scharge Behind the Curb Fag Qeux • 0.0 0.0 "e Flan Am within the Gutter Section W Aw • 029 1.01 aq it etatl(y wiWn the Gutter Section W Vw• 2.8 3.3 fps ater Depth for Design Condition Qoo¢• 5.5 0.8 iathas katfAmly,ftfCak,draid)MINOR MAJOR drat Length of treat Grate Open4q L • WA WA it tatio of Grate Flow to Design Flow E. w • WA WA huder NoCbpptrng Condition ilininumn VebrJly Whe s Grate SPMMFOw Begins V. • MINOR MAJOR fps interception Rate of Frentat Flow Rr. InterceplJon Rate of Side Flaw R.. Interception Capacity Q • Cis Under moggtng Condition MINOR MAJOR Ploggini Coefficient hw MWO ..*Grate Wet ",cod. WA WA CbgoV Fact" for MWtiphuM Grate Intel GMW-Iog' WA WA (nmNogped) Length or MnAipbao3 Grab htlet L. • WA WA n mrsnumn Vdocmy where Grate SphsbOvw Beglos V.• WA WA Inte ceptbn Rate of Fra Flow Rr. WA WA Interception Rate of Side Flow R.' WA WA Actual Interception Cape" Q.. WA WA rn Raw .QwQ.(to aapplledbanbopwtng"nedes Weq Q.' WA .WA rn Groh or Slotted h h k MINOR MAJOR EW--k d Slope %Masse an Stab canyon" S, • 0.198 0.135 Mt egL&W Length LT to Have 100% Interception LT • 3.77 928 n Under NOClogghq Condition MINOR MAJOR FJhalva Length of Curb OpmNg or Slotted trialon8rmm ofL. LT) L• 3.77 928 Intercept-CBPK4 Q' 0.8 3.3 rn Under Clogging Condition MINOR MAJOR DOq Coefficient Cusco". 125 125 Clogging Factor for MuNpeuM Cunt Opening or Stated Inlet CwbCkg. 0.08 0.08 Effective Nnc$o9ged)Length L.• 9.37 9.37 a Achatl Interception Capacity Q.. 0.8 3.3 rn Flow' Q. • 0.0 0.0 cis Su MINOR MAJOR Total inlet Interception Capacity Q • 0.8 3.3 rn "al lest Carryover Flow(Ibw bypassing In" Q.• 0.0 0.0 rn Cepeue Pereema0e • C%• 10D 100 % WA WA WA WA WA WA WA WA OP-711D-Inlet_J3.14, inlet On Grade 7I11/2015, 3:16 PM APPENDIX D FM 27 y+LC�L►�S'� gPrsin,` ;MAP iuu�r`rs) Ll 0) 0 N • 0) 171 r- (SP) Aaedeo qZ 11 0 0 0 e o e m A tD (SP) AMaedeo qQ 0 r- cc m v {O n (C c.� m c .m. 7E A 'O C ate) N r y N C. 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O o O O O O O O Q o 0 o O Q 4 N w .ri w w .mi mi w w w w w .mi .my P ¢vRM aus �sa.aumn.v�,l.s•w�..wste 0I igloo o i� I 11 11 1 Y yy$ g I Q gR 1 [[ 1 F �i> �� ��:• I,I pp y pA y I� pgCg2 E?bg Jy tgt � �� i s. I : h � L a p 17, s i T} - U m--- C!- � -- 1 __ ____ 1FJ_ I y. YF ti Yx°fi: HIts �F T■_ ; I �1 1 � AueF 1Z1.6C0p5 � Yf � ' c,WE6 M'w � �.. 1 1 I I i 11 r _______ J_J_ 1 I I--------------- 11 1 i1l T�ji4TJ 1 • yyy 1 % CCC 1 1 1 1 115p I I .. a ' L--------------------------- I I I it I fit ---------------------------- � I I �g 1 1 z 1 1 1 i yea 1 1 1 ii , p @ I 1 I 1 1 1 sr r rrs • Project: Channel ID: Normal Flow Analvsis - Mainstreet Curb I Channel Suites > � YO � I Y 1� • w Z2 ZI <-----B------> nnel Invert Slope So = 0.0100 Wit ning's n n = - 0.013 om Width B = 5.00 ft Side Slope Z1 = 0.00 ftfft it Side Slope Z2 = 0.00 Wit aboard Height F = 0.34 It ign Water Depth Y = 0.16 ft charge 0 = 2.50 cfs ide Number Fr = 1.42 v Velocity V = 3.20 fps F Area A = 0.78 sq ft Width T = 5.00 It ad Perimeter P = 6.31 ft aulic Radius R = 0.15 ft aulic Depth D = 0.16 It :ific Energy Es = '032 It void of Flow Area Yo = ' .. 0.08 It ffic Force Fs = 0.02 IdD UD-Channels_v1.04.xis, Basics 2/16/2015, 3:15 PM Normal Flow Analysis - Trapezoidal Channel Project: Mainstreet Health & Wellness Suites Channel ID: Curb Cut B F ^ T YO Y � 1� • � 1 4 Z2 nnel Invert Slope So = 0.0100 Wit ining's n n = 0.013 om Width B = 5.00 ft Side Slope Z1 = 0.00 ft/ft it Side Slope 72 = 0.00 Wit iboard Height F = 0.34 ft ign Water Depth Y = 0.16 It Discharge Q = 2.50 cis Froude Number Fr = 1:42 Flow Velocity V = 3.20 fps Flow Area A = 0.78 sq ft Top Width T = 5.00 It Wetted Perimeter P = - 5:31 ft Hydraulic Radius R = 015 ft Hydraulic Depth D = 616 ft Specific Energy Es = "0.32 ft Centroid of Flow Area __ Yo = &08 ft Specific Force Fs = 0.02 kip UD-Channels_v1.04.xis, Basics 2/16/2015, 3:16 PM II Normal Flow Analysis - Trapezoidal Channel II Project: Mainstreet Health & Wellness Suites Channel ID: Curb Cut C F X E- ---- - - - - -- I - - - - - - - - - - -- Y° � 1 W Z1 E-----B------> Z2 nnel Invert Slope So = 0.0100 ftfft ninVs n n = 0.013 om Width B = 5.00 ft Side Slope Z1 = 0.00 fUft it Side Slope Z2 = 0.00 ft/ft award Height F = 0.27 It gn Water Depth Y = 0.23 ft charge Q = 4.77 cis ide Number Fr = 1.49 v Velocity V = 4,09 fps i Area A = 1.17 sq ft Width T = 5.00, ft ted Perimeter P = 5.47 ft aulic Radius R = 0.21 ft aulic Depth D = 0.23 It afic Energy Es = 0.49 ft troid of Flow Area Yo = 0.12 ft afic Force Fs = 0.05 kip UD-Channels_v1.04.xls, Basics 2/16/2015, 3:20 PM 11 . Normal Flow Analysis - Trapezoidal Channel II Project: Mainstreet Health & Wellness Suites Channel ID: Curb Cut D F------ ----- 1------------ Yo � 1 Y � 1� • W Z2 ZI E-----B------ > nnel Invert Slope So = 0.0100 Wit ning's n n = 0.013 om Width B = 5.00 ft Side Slope Z1 = 0.00 Wit it Side Slope Z2 = 0.00 ft/ft iboard Height F = 0.16 ft gn Water Depth Y = 0.34 ft Discharge Q = 8.70 cis Froude Number Fr = 1.55 Flow Velocity V = 5.12 fps Flow Area A = 1.70 sq ft Top Width T = 5.00 ft Wetted Perimeter P = 5.68 ft Hydraulic Radius R = 0.30 It Hydraulic Depth D = 0.34 ft Specific Energy Es = 0.75 ft _. Centroid of Flow Area Yo = 0.17 ft pecific Force Fs = 0.10 kip UD-Channels_v1.04.)ds, Basics 2116/2015, 3:22 PM II Normal Flow Analysis - Trapezoidal Channel II Project: Mainstreet Health & Wellness Suites Channel ID: Curb Cut E F ^ T Z1 E-----B------> Z2 nnel Invert Slope So = 0.0100 It/ft ning's n n = 0.013 om Width B = 5.00 ft Side Slope Z1 = 0.00 ft/ft it Side Slope Z2 = 0.00 R/ft :board Height F = 0.21 ft gn Water Depth Y = 0.29 ft ;harge Q = 6.67 cis ide Number Fr = 1.53 v Velocity V = 4.64 fps i Area A = 1.44 sq ft Width T = 5.00 ft ted Perimeter P = 5.58 ft raulic Radius R = 0.26 It raulic Depth D = 0.29 ft �ific Energy Es = 0.62 It troid of Flow Area Yo = 0.14 It Ac Force Fs = 0.07 kip UD-Channels_v1.04.x1s, Basics 2/16/2015, 3:25 PM jaa4swow HymME I I I I rE i I 4I ----------- i I ; I , � L---------------------------J ----------------------------J I i 0 r^ .t 0 ASPEN ENGINEERING PROJECT NAME: Mainstreet Health & Wellness Suites Riprap Outfall at A Updated: 16-Feb-15 f xWidh: W 60 in xHeight:H 6 in scharge: Ct 2.5 cfs ilwater': y 0.2 ft (unknown) ' Assume that y=0.4'D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: 3. Riprap Length: By: EM Checked: EM oil Type: Erosion Resistant Soil (Clay) Max Velocity v 7.7 ft/sec RECTANGULAR CONDUIT O/WH"s = 1.41 < 6 —> use design charts H 0.50 ft Yt/H = 0.40 O/WHA0.5 = 0.71 d50 = 0.02 in -- > 0 —> Use 12 in Type M 1/2tanO= 6.75 At = Ci/V = 0.32 ft2 L=1/2tanO' (AVYt - D) = 8 ft 4. Governing Limits: L>3D 2 ft L<10D 5 ft 5. Maximum Depth: Depth = 2d50 = 2 (0 in / 12) = 0 ft 6. Bedding: in T TRILMTER OEPTII, OGNWIT HEIGHT-YI,N MD-24 EXPANSION FACTOR FOR RECTANGULAR CONDUITS e a' Elio MEMPAPHA ME ■ %MIE/ SOME . ME00 Use 1 ft thick layer of Type II WOMB iiiiiii (COOT Class A) bedding material `B— : .a A to vr,H W. Ha NI.Y a IN�..n.n mMrr !m 4pr.rng1 Ha in MMrr.l. 7. Rlprap Width: +4u... TM L ra . "W . 0 3H ,........ . . W.NDa-JN..o uxwr hgRn.. r R.Nryw.. cwr oeYr vae Nr P• M' . t Width = 3D = 3 (6 in /12) = 2 ft (Extend riprap to minimum of culvert height or normal channel depth.) Summary: 12 in Type M Length = 5 ft Depth = 0 ft Width = 2 ft 2/16/2015 ASPEN ENGINEERING PROJECT NAME: Mainstreet Health & Wellness Suites By. EM Piprap Outfall at B Checked: EM Updated: 16-Feb-15 Box Width: W 60 in Box Height: H 6 in Soil Type: Erosion Resistant Soil (Clay) Discharge: Q 2.5 cis Max Velocity v 7.7 ft/sec ailwater•: y 0.2 it (unknown) • Assume that y=0.4'D if tailwater conditions are unknown RECTANGULAR CONDUIT 1. Required riprap type: Q/W H'-5 = 1.41 < 6 —> use design charts H 0.50 it Yt/H = 0.40 Q/WHA0.5= 0.71 d50 = 0.02 in —> —> Use 12 in Type M 2. Expansion Factor. 1/2tan®= 6.75 3. Riprap Length: At = Q/V = 0.32 ft2 L = 1/2tan® • (AtNt - D) = 8 ft 4. Governing Limits: L>3D 2 ft L<10D 5 ft 5. Maximum Depth: Depth = 2d50 = 2 (0 in / 12) = 0 ft 0 6. Bedding: T 6 O5 Y n6 0 in T TAILMNTEH DEPTH/CONDUIT HEIGHT-YI/H MD-24 EXPANSION FACTOR FOR RECTANGULAR CONDUITS IVA Use 1 it thick layer of Type II (CDOT Gass A) bedding material. YI/N 7. Riprap Width: TO. L ap . dkft. aels.cNrlMp•.n1r@M, icYl Ilw in py yy.cl. clpin YD'i1J1P�6wien F•Mctlw�MK4^P�CaWYNIMYW MMINA'�SL Width = 3D = 3 (6 in /12) = 2 ft (Extend riprap to minimum of culvert height or normal channel depth.) Summary: 12 in Type M Length = 5 ft Depth = 0 ft Width = 2 ft 0 2/16/2015 ASPEN ENGINEERING Project Name: Mainstreet Health & Wellness Suites Riprap Outfall C Updated: 16-Feb-15 Pipe Diameter: D 4 In II Discharge: Q 0.2 Cfe ailwaters: y 0.1 ft (unknown) • Assume that y=0.4•D if tailwater conditions are unknown 1. Required riprap type: By. EM Checked: EM it Type: Erosion Resistant Soil (Clay) Max Velocity v 7.7 ft/sec CIRCULAR CONDUIT Q/Dn = 3.12 < 6 —> use design charts D = 0.33 ft Yt/D = 0.40 Q/DA1.5 = 1.04 d50 = 0.86 in ----> 0 in —> Use 12 in Type M 2. Expansion Factor. 1/2tan©= 6.75 g� G 3. Riprap Length: At = QN = 0.03 ft2 g L=1/2tanO * (AUYt - D) = -1 ft W 4. Governing Limits: L>3D 1 ft L<10D 3 ft 5. Maximum Depth: Depth = 2d50 = 2 (0 in / 12) = 0 ft o e s E°romim AW, ■Ter ��■■■■. V/WAR, 0ro TAILWATER DEPTH/.CONDUIT HEIGHT, •i/D MD•23EXPANSION FACTOR FOR CIRCULAR CONDUIT. ■■■■■■■EMS 6. Bedding: Use 1 ft thick layer of Type If ONE mad=N (CDOT Class A) bedding material. 7. Riprap Width: : 0 r1 0 we„ a A 4..,.; Width :w" barn. Width = 3D = 3 (4 in /12) = 1 ft (Extend riprap to minimum of culvert height or normal channel depth.) Summary: 12 in Type M Length = 1 ft Depth = 0 ft Width = 1 ft 2/16/2015 6. Bedding: Use 1 ft thick layer of Type If ONE mad=N (CDOT Class A) bedding material. 7. Riprap Width: : 0 r1 0 we„ a A 4..,.; Width :w" barn. Width = 3D = 3 (4 in /12) = 1 ft (Extend riprap to minimum of culvert height or normal channel depth.) Summary: 12 in Type M Length = 1 ft Depth = 0 ft Width = 1 ft 2/16/2015 ASPEN ENGINEERING PROJECT NAME: Mainstreet Health & Wellness Suites By: EM Riprap Outfall at D Checked: EM Updated: 16-Feb-15 Box Width: W 60 in Box Height: H 6 in it Type: Erosion Resistant Soil (Clay) Discharge: Q 3.93 cfs 1Max Velocity v 7.7 1110 ft/sec Tailwater': y 0.2 ft (unknown) ' Assume that y=0.4'D if tailwater conditions are unknown RECTANGULAR CONDUIT 1. Required riprap type: Q/W H''s = 2.22 < 6 —> use design charts H 0.50 ft Yt/H = 0.40 Q/WHA0.5= 1.11 d50 = 0.04 in --> 0 in —> Use 12 in Type M 0-E.Pveba Ain% i 2. Expansion Factor. 1/2tan®= 5.9 3. Riprap Length: At = Q/V = 0.51 ft2 L = 1/2tan©e (AVYt - D) = 12 It 4. Governing Limits: L>3D 2 ft L<10D 5 it 5. Maximum Depth: Depth = 2d50 = 2 (0 in / 12) = 0 ft 0 6. Bedding: Use 1 ft thick layer of Type II (CDOT CI A) bedd' t I 12 ■■■■■■■■■■ �����i���� ■ 0�lll�i V,„I,,.,YA'!A�FEM■ ��■■■■■■ TAILMTER DEPTH/CONDUIT HEIGHT-Y,/H MD•24 EXPANSION FACTOR FOR RECTANGULAR CONDUITS I ass Lng ma era . , 0 Ua Na bim0'C N.bn.p aN.H lia :n..nuuei ea. b w Mn.i. 7. Riprap Width: =.N no. L N a aniaaa .I eR aawasue w. :gm. ID.tl�llp.p babe M.1mtla v R.cm.peu C.eaeb O W bl Ytlla b pnd' s t. Width = 3D = 3 (6 in /12) = 2 ft (Extend riprap to minimum of culvert height or normal channel depth.) Summary: 12 in Type M Length = 5 ft Depth = 0 ft Width = 2 it 2/16/2015 ASPEN ENGINEERING Project Name: Mainstreet Health & Wellness Suites Riprap Outfall E Updated: 16-Feb-15 Pipe Diameter: D 18 in Discharge: Q 5.04 cfs ailwater•: y 0.6 ft (unknown) s Assume that y=0.4"D if tailwater conditions are unknown 1. Required ripmp type: By. EM Checked: EM Soil Type: Erosion Resistant Soil (Clay) Max Velocity v 7.7 ft/sec CIRCULAR CONDUIT Q/D25 = 1.83 < 6 —> use design charts D = 1.50 ft Yt/D = 0.40 Q/DA1.5 = 2.74 d50 = 2.27 in —> 0 in —> Use 12 in Type M e=E=pa.im ArVk 2. Expansion Factor. _lei 1/2tan0 = 6 3. Riprap Length: 8 At = Q/V = 0.65 ft2 x L=1/2tane * (AM - D) _ -2 ft W 4. Governing Limits: L>3D 5 ft L < 10D 15 ft e 5. Maximum Depth: Depth = 2d50 = 2 (0 in / 12) _ 6. Bedding: 9 � 0 it 0 2 ■■■■■■■■ ..A�VAMa-MHEMENEW WON FEW MMEM TAILWATER DEPTH/CONDUIT HEIGHT, YI/D MD-23E%PANSION FACTOR FOR CIRCULAR CONDur gENEMENWAMP'sE■■. ,ONAr■ 0 MEN .. /.A�� � NNE Use 1 ft thick layer of Type II (CDOT pass A) bedding material. P, W YM 7. Riprap Width: rm .A. a„Ia„i mWD rt�lo°a°�me„°� Width = 3D = 3 (18 in /12) = 5 ft (Extend nprap to minimum of culvert height or normal channel depth.) Summary: 12 in Type M Length = 5 ft Depth = 0 ft Width = 5 ft 0 2/16/2015 ASPEN ENGINEERING PROJECT NAME: Mainstreet Health & Wellness Suites By. EM Riprap Outfall at F Checked: EM Updated: 16-Feb-15 Box Width: W 60 in Box Height: H 6 in Soil Type: Erosion Resistant Soil (Clay) Discharge: Q 6.67 cfs Max Velocity v 7.7 ft/sec Yailwater•: y 0.2 ft (unknown) Assume that y=0.4'D if tailwater conditions are unknown RECTANGULAR CONDUIT 1. Required ripmp type: Q/W Hl's = 3.77 < 6 —> use design charts H 0.50 ft Yt/H = 0.40 Q/WHA0.5 = 1.89 d50 = 0.07 in —> 0 in —> Use 12 in Type M 0-Ek"Nim Aapq 2. Expansion Factor. 1/2tanm = 2.7 3. Riprap Length: At = O/V = 0.87 ft2 L = 1/2tan©' (At(Yt - D) = 10 ft 4. Governing Limits: L>3D 2 ft L<10D 5 ft 5. Maximum.Depth: Depth =2d50=2(0in/12)= 0 ft 0 6. Bedding: Use 1 ft thick layer of Type II CDOT CI A b dd' I ■■■■■■■■■■ II/!!%MM^M ■r,,,,,MERNEM ■E ifs ■ KNOMMOMMM NUMEROMMMM w■■■■■■ 0 .1 2 3 .4 3 .6 ? A A 10 TAILWATER OEPTN/ CONWIT HEIGHT-Y,/N MD-24 EXPANSION FACTOR FOR RECFANGUTAR CONOUnS BEEN �ME ME ON NO /ME 00 ( ass ) e ing material. .6 A w 1b• Na ••XOt'C X" .b .14" m-��p•itrNi[W Nab ww. 7. Riprap Width: •.0 . Try• L « a •nbae, a sX aa. nvaaw. np.. roa-R V+V �mla. hMNm ! Rw.unyMu Cen! W Qb1 YaIY br PvY" s Width = 3D = 3 (6 in /12) = 2 ft (Extend riprap to minimum of culvert height or normal channel depth.) Summary: 12in Type M Length = 5 ft Depth = 0 ft Width = 2 It 2/16/2015 ASPEN ENGINEERING Project Name: Mainstreet Health & Wellness Suites Riprap Outfall G Updated: 16-Feb-15 Pipe Diameter: D 18 in N rDischarge: Q 5.46 cis ufl Discharge: y 0.6 ft (unknown) Assume that y=0.4'D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: By. EM Checked: EM Soil Type: Erosion Resistant Soil (Clay) Max Velocity v 7.7 ft/sec CIRCULAR CONDUIT Q/D25 = 1.98 < 6 —> use design charts D = 1.50 ft Yt/D = 0.40 Q/DA1.5 = 2.97 d50 = 2.46 in —> —> Use 12 in Type M 0 in -Il: 1/2tanE) 6 g� 3. Riprap Length: e G 3€ N At = Q/V = 0.71 ft2 L=1/2tanO' (AUYt - D) = -2 ft 4. Governing Limits: L>3D 5 ft L < 10D 15 ft f Maximum Depth: Depth =2d50=2(0in/12)= 6. Bedding: 0 ft a 1 .7 TAILWATER DEPTH/CONDUIT HEIGHT. Tf/D MD•23EXPANSION FACTOR FOR CIRCULAR CONDUr ■■■E■■■,.S ,,,, PPO 0 =! �� Use 1 ft thick layer of Type If (CDOT Gass A) bedding material. o� s _ �p -.a iiiiiiuz vf 7. Riprap Width: .•. nk m."iwr Try. L 1w . 00. M_>D l.w , Width=3D=3(18in/12)= 5 ft "°"'�"�b "°°"A°"°"""`0a°"°""vrrp✓su (Extend riprap to minimum of culvert height or normal channel depth.) Summary: 12 in Type M Length = 5 ft Depth = 0 ft Width = 5 ft 2/16/2015 0 ASPEN ENGINEERING Mainstreet Wellness Suites Riprap Outfall to Pond 100 (DP8) Updated: 16-Feb-15 Pipe Diameter: D 18 In II rDischarge: Q 3.87 cis Discharge: y 1 0.6 ft (unknown) • Assume that y=0.4•D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor. By: AGW Checked: JG Soil Type: Erosion Resistant Soil (Clay) Max Velocity v 7.7 ft/sec CIRCULAR CONDUIT Q/D2 5 = 1.40 < 6 -> use design charts D = 1.50 ft Yt/D = 0.40 Q/DA1.5 = 2.11 d50 = 1.75 in ---> ---> Use 12 in Type M 0 in -Ig 1/2tan0 = 6.3 3. Riprap Length: w At = Q/V = 0.50 ft2 2 L=1/2tan9 a (At(Yt - D) = -4 ft 4. Governing Limits: L>3D 5 ft L < 10D 15 ft 5. Maximum Depth: Depth = 2d50 = 2 (0 in / 12) = 0 ft S. Bedding: 0 = E3pamim AMID TAILWATER DEPTH/CONDUIT HEIGHT, YI/D MD-23EXPANSION FACTOR FOR CIRCULAR CONDUI7 PA Use Use 1 ft thick layer of Type II (CDOT Class A) bedding material. YIiD B 7. Riprap Width: us. Da a D vna. a /M. Y acre a a 1 b roa emro. a•u. Try• L W a d1o. a 30 d ..v.ame. Width = 3D = 3 (18 in /12) = 5 ft w..roatiAraV m.w w.aa4nac.a+. e.aeam.vrae>p� su (Extend riprap to minimum of culvert height or normal channel depth.) Summary: `Use 10 ft by 30 ft x 1 ft deep of Type M riprap for protection. 12 in Type M Length = 5 ft Depth = 0 ft Width = 5 ft 2/16/2015 40 ASPEN ENGINEERING Mainstreet Wellness Suites Riprap Outfall Curb Return at DP14 Updated: 11-Feb-15 Pipe Diameter: D 12 in II Discharge: Ct 0.54 cis ailwater': y 0.4 ft (unknown) ' Assume that y=0.4'D if tailwater conditions are unknown 1. Required riprap type: 2. Expansion Factor: By: AGW Checked: JG oil Type: Erosion Resistant Soil (Clay) Max Velocity v 7.7 ft/sec CIRCULAR CONDUIT Q/D2.1 = 0.54 < 6 —> use design charts D = 1.00 ft Yt/D = 0.40 Cl/DA1.5 = 0.54 d50 = 0.45 in ---> 0 in —> Use 12 in Type M 9 • ESpuedm A,9r 1/2tanO = 6.7 1 3. Riprap Length: e At = Ci/V = 0.07 ft2 L = 1/2tanO - (AtlYt - D) = -6 ft W 4. Governing Limits: L>3D 3 ft L < NOD 10 ft 5. Maximum Depth: Depth = 2d50 = 2 (0 in / 12) = 0 ft e 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. atl�ttt�aa�a�a�a�� TAILWATER DEPTH/ CONDUIT HEIGHT. YI/D MD-23EXPANSION FACTOR FOR CIRCULAR CONDUTI MEMENNORMS mom i/ E 0 00 NN' i, No//Sa;m w% %/W= 7. Riprap Width: V 00 im.ea m o .n.».. n.....rVp111LG1 w rc. pro. �•. TM L Iva 410. of 30 A..nir. . Width = 3D = 3 (12 in /12) = 3 ft Flow A04S-ft � "� AC'�""�`�`� (Extend riprap to minimum of culvert height or normal channel depth.) Summary: *Use 5 ft by 5 ft x 1ft deep of Type M riprap for protection. 12 in Type M Length = 3 ft Depth = 0 ft Width = 3 ft 2/11/2015 • APPENDIX E 28 0 LID/PLD BASIN SIZING CALCULATIONS rz 11 LID TABLE New Impervious Area 168,331 sf fiequtretl�hift►�iuin trnperuiaus/ireato beTreated{SEkrf tr)tp:Arpay, , ` 84�66,s;;, Impervious Area Treated by LID Treatment Method #1 (Porous Paver) 54,847 sf Impervious Area Treated by LID Treatment Method #2 (LID Basin) 68,933 sf Total impervious Area ri - '' 123; f E Percent LID Treatment Provided for Required Area (123,780 sf of 84,166)) 1473 rx Lt}� Perrefitment Provided for -,New imp. Area f '23,?$0 sf of 168;331) 74% New Pavement Area 64,985 sf Required Minimum Area of Porous Pavement (25% of New Pvmt, Area) 16,246 sf Area of Paver Section #1 (Basin 3) 3,636 sf Run-on area for Paver Section #1 (up to 3:1 is permitted) 13,166 sf Area of Paver Section #2 (Basin 4) 2,319 sf Run-on area for Paver Section #4 (up to 3:1 is permitted) 3,570 sf Area of Paver Section #3 (Basin 6) 2,316 sf Run-on area for Paver Section #3 (up to 3:1 is permitted) 16,103 sf Area of Paver Section #4 (Basin 2) 3,639 sf Run-on area for Paver Section #4 (up to 3:1 is permitted) 14,014 sf Total Porous Pavement Area for Site 11,910 sf Allowable Run-on Area for Site 3573Q sf Total Run-on Area Utilized for Site 46,853 sf '. m® 86lla�S�Q�1 p9� 3�s d��:id�5 �g e��_ 31 •i� 5 c�g�g �;��� L� MI `s- Will �4sF �s�4� �� �dgi�sy IF3�e�6: Pa€�gp10 51 all 161.1 161 11 69i�8 d#�s d� y Z� 119IHX3 MWEI 39VNI"Cl OpV MO1 SNP 000 OA S311f1S SS3N-1'13M V H1.71V3H.L33H1SN1VW s d� Y� 'e b 3o i B c ( ai x i ji ec33�=?�, rse H&1' pl P.1P e; Ei �91�9696999�899988 �@A9999A�f9A9AA1@AA 9�q p11111111111111111 Design Procedure Forth: Rain Garden (RG) Sheet 1 of 2 Designer. AGW Company: ASPEN ENGINEERING Date: _ February 12, 2015 Project Mainstreet Wellness Suites- Basin 3 Location: Fort Collins, Colorado 1. Basin Storage Volume A) Effective Imperviousness of Trbutary Area, I, I, = 53.0 % (10)% if all paved and roofed areas upstream of rain garden) 8) Tributary Area's Imperviousness Ratio g = IJ100) 1 = .� 0.5W C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = ,.. 0:17 .: watershed' inches (WQCV-- 0.8 • (0.91- e- 1.19 • P+ 0.78 • i) D) Conftuting Watershed Area (Including min garden area) Area = 17,812 sq it E) Water Quality Capture Volume (WQCV) Design Volume V� = 255 - cu ft Vol = (WQCV / 12)' Area F) For Watersheds Outside of the Denver Region. Depth of de = 0.00 in Average RumR Producing Storm G) For Watersheds Outside of the Denver Region, vw%v e = - . 0.0- cult Water Quality Capture Volume (WQCV) Design Volume . H) User Input of Water Duality Capture Volume (WOCV) Design Volume VW=VUSEe = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry . - A) WQCV Depth (12-Inch mmamum) D� = 12 in B) Rain Garden Side Slopes (R = 4 min., horiz. disc per un8 vertical) 2 = 4.00 ft / ft (Use'(' if rain garden has vertical wags) - C) IAmimum Flat Surface Area AM„ = 170 sq ft D) Actual Fiat Surface Area A, = 170 - stilt E) Area at Design Depth (Top Surface Area) Arw = 450 sq It F) Rain Garden Total Volume VT= 310 ou It Nr= ((Arw' AA..,) / 2)' Depth) O=W One 3.. Growing Media 018' Rain Garden Gmwi g Mefttaw) oother (Brp: (SEE LANDSCAPE PLANS AND CIVIL PLANS) 4. Underdram System Daze 0ca A) Are underdrains provided? B) Underdrain system office diameter for 12 hour drain time Distance From Lowest Elevation of the Storage y= WA ft Volume to the Center of the Orifice a) Volume to Drain in 12 Hours V0112= .. WA.. . eu ft in) Orifice Diameter. 3/9' Minimum Do =.. WA'.:: In hey,.ttac2+z-,rs�tt�c.'t:txraFew�'Jt�•.r'.,."5574sF.Sfi`"Ks,�'r3F+'+.i^"s'z+'.��d�.1Fai�4mk3'�'�.w�"�X3�,''i..i,+LP.�4Y'ui9`F:Fu),.vd�:'.+%:fk Tyri4t1rS-..,3:.^'i+i**"i3'�§�,?`�.:Y.a'Ip�?+s•:;ti r".).i�z.'e�%'�hK�';s3Y-�C''?�r§`l. L.�-. +`'u b�T,2� PLDSizfng-Basin 3, RG 211212015. 3:29 PM Sheet 2 of 2 Designer. AGW Company: ASPEN ENGINEERING Date: February 12. 2015 Project Malnstmet Wellness Suites- Basin 3 Location: Fort Collins, Colorado S. Impermeable Geomembrane Liner and Geotextle Separator Fabric Chowe One OfES A) Is an impermeable Wier provided due to prwrimtty ()NO of structures or groundwater contamination? 8. Inlet / Outlet Control rChoose One I QSlrat Flow- No Energy Dbdpatlon Required - A) Inlet Control I @Concentrated Flow- EMy Dissipation Provided 7. Vegetation QSeed (pan for frequent weed oentrog ()Plantings @Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One NO SPRINKLER HEADS ON FLAT SURFACE A) Wdl the rain garden be irrigated?()NO Notes: PI-Mizing-Basin 3, RG 2/1212015. 3:29 PM 0 Design Procedure Form: Rain Garden (RG) Designer. Company: AGW ASPEN ENGINEERING Date: February 12. 2015 Project Mainstreet Wellness Suites. Basin 8 Location: Fort Collins, Colorado 1. Basin Storage Volume - A) Effective Imperviousness of Tributary Area, I, 1, = 40.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tr butary Area's Imperviousness Ratio (i = 1,1100) I = . . 0.400 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV - 0.14 - watershed inches (WQC).-- 0.8' (0.91' rP- 1.19 • ?+ 0.78.4 D) ContnbubM Watershed Area ruicludng rain garden area) Area - 67,158 sq ft E) Water Quality Capture Volume (WQCV) Design Volume Vw0cv = ; em cu ft Vol = (WQCV / 12) - Area F) For Watersheds Outside of the Denver Region, Depth of do = 0.00 in Average Runoff Producing Storm _ G) For Watersheds Outside of the Denver Region, VWOUV o�a =;::. 0.0 a ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quardy Capture Volume (WQCV) Design Volume VW vsrn = cu ft (Only if a different WQCV Design Volume is des'ved) 2. Basin Geometry A) WQCV Depth (12-Inch mabmum) D. = 12 in B) Ram Garden Side Slopes (Z = 4 min., horiz. dial per unit vertical) Z = 4.00 ft / ft (Use'(" It ram garden has vertical wags) C) Kmimum Flat Surface Area Au, _ . ".. 537 sq It D) Actual Flat Surface Area A, = 585 sq ft E) Any at Design Depth (Top Surface Area) Arm = 1146 sq ft F) Rain Garden Total Volume Vr=. 868. cu ft (Vr ((Arm' Abd) / 2)' Depth) Qxiose are - 3. Grow'ung Media @I8' Ram Gahm Growlrg Nedla Qrher (F#xtrr): (SEE LANDSCAPE PLANS AND CML PLANS) 4. Underdram System Dqess 0M A) Are underdrams provided? 01'es a10 7 8) Underdreln system orifice diameter for 12 hour dram time Distance From Lowest Elevation of the Storage y= WA ft Volume to the Center of the Orifice 7 Volume to Drain in 12 Haas V06= .. WA cu It 7 Orifice Diameter, 3/8- Minimum Do = . - WA . in PLDSmng-Basin 8, RG 2/12/2015, 4:33 PM Design Procedure Forth: Rain Garden (RG) Sheet 2 or 2 Designer. AGW Company: ASPEN ENGINEERING Date: February 12, 2015 Project Malastrest Wellness Suites- Basin 6 Location: Fort Collins, Colorado S. Impermeable Geomembrans Uner and Geotextle Separator Fabric A) Is an Impermeable finer provided due to proAmiry, CNO of structures or gmisdwater contamination? 6. Inlet / Outlet Control (]noose One Cheat Fkr- No Energy O Required A) Inlet Control ted FIG- �9Y DWp3Um Primed 7. Vegetation � (Plan for frequent weed mrdroo � rmrgs Q,"arW Grown or Other High infiltration Sod 8. Irrigation Choose One �� NO SPRINKLER HEADS ON FLAT SURFACE A) W0 the rain garden be irdgated? (�1O PLDSizing-Basin 6, RG 211212015, 4:33 PM Design Procedure Form: Rain Garden (RG) Sheet 1 of 2 Designer. AGIN Company: ASPEN ENGINEERING Date: February 12, 2015 Project Mainstreet Wellness Suites- Basin 2 and 4 Location: Fort Collins, Colorado 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, 1, = 52.0 % (100% 8 all paved and roofed areas upstream of rain garden) B) TributaryArea's Imperviousness Ratio 0 = 1,/100) C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.17• -' -watershed inches (WQCV=0.8'(0.91•P-1.19•?a 0.78-i) D) Contributing Watershed Area (including rain garden area) Area = 52,432 sq it - E) Water Quality Capture Volume (WQCV) Design Volume Vm� _ -.:. 740 cu it Vol = (WQCV / 12) • Area F) For Watersheds Outside of the Denver Region, Depth of de = 0.00 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, Vvacv onnsa = . '::: 0.0 : `:.: cu it Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VMcy,w = cu it (Only 9 a different WQCV Design Volume is des'ued) 2. Basin Geometry . A) WQCV Depth (12-Inch maldmum) Dw,,, - 12 In B) Rain Garden Side Slopes (Z = 4 min., hors. Sist per unit vertical) Z = 4.00 ft /.ft (Use *V if rain garden has vertical wags) C) Mimimum Flat Surface Area Ara„_ , .494 . '- sq ft D) Actual Flat Surface Area A, = 621 sq ft E) Area at Design Depth (Top Surface Area) Art,= - 1058 sq ft F) Rahn Garden Total Volume Vr- .. 840 :.:. '. cu it (Vr= ((Arm • AAmw) / 2)' Depth) Qom One 3. Growing Media *L8' Ram Garden Qwft Media 00ther (Fplaln): (SEE LANDSCAPE PLANS AND CIVIL PLANS) 4. ) hr System a"se ore A) Are urMeNrotrls provided? AAre un f ors @NO 8) Underdrain system orifice diameter for 12 lour drain time 4 Distance From Lowest Elevation of the Storage Y. WA it Volume to the Center of the Orifice 0) Volume to Drain in 12 Hours V0112=> :WA .... cult GQ Orifice Diameter, 3Ar Minimum Do =.;... NIX - ..: . in PLDSiz)ng-Basin 2-4, RG 2/12/2015, 4:41 PM . Sheet 2 of 2 Designer. AGW Company: ASPEN ENGINEERING Date: February 12, 2016 Project Mainstreet Wellness Suttee- Basin 2 and 4 Location: Fort Collins, Colorado 5. Impermeable Geomemtxane Liner and Geotextrle Separator Fabric Choose One ors A) Is an impermeable liner provided due to proximity ()NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One How- No Energy Dissipation Required A) Inlet Control �Ctlreet @Ca=&ated Flow Energy Dissipation Provided 7. Vegetation ()Seed (Plan for frequent weed mibd) @Sand Grown a Omer High Infiltration Sad 8. Irrigation Choose One NO SPRINKLER HEADS ON FLAT SURFACE A) Will the rain garden be irrigated? CNO Notes: PLDSi2ing-Basin 2-4, RG 2/12/2015, 4:41 PM • APPENDIX F 30 EROSION CONTROL ESCROW ESTIMATE 31 EROSION CONTROL COST ESTIMATE Project:p�stacFc�� 1"a L1 Prepared By JRG Data_ CITY RESEEDING COST Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 7.52 ac $723 $5,436.96 Subtotal $5,437 Contingency 50% $2,718 Total $8,155 Notes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac. EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes Vehicle Tracking Mat 51 CY $30 $1,530 6 Gravel Filter 4 ea $300 $1,200 5 Straw Wattle Barrier 8 ea $150 $1.200 8 Silt Fence Barrier 2250 LF $3 $6,750 38 Gravel Mulch 3.86 ac $1,350 $5,211 39 Hay or Straw Dry Mulch (1-5% slope) 3.66 ac $500 $1,830 Subtotal $17,721 Contingency 50% $8,861 Total $26,582 Total Security $26,582 EROSION CONTROL COST ESTIMATE V? _. per -, p r - ,p CITY RESEEDING COST Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 1.84 ac $723 $1,330.32 Subtotal $1,330 Contingency 50% $665 Total $1,995 Notes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac. EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes Vehirle Tracking Mat 82 CY $30 $2,460 6 Gravel Filter 4 ea $300 $1,200 5 Straw Wattle Barrier 0 ea $150 $0 8 Silt Fence Barrier 2870 LF $3 $8,610 38 Gravel Mulch 0 ac $1,350 $0 39 Hay or Straw Dry Mulch (1-5% slope) 1.84 ac $500 $920 Subtotal $13,190 Contingency 50% $6,595 Total $19,785 Total Security $19,785 PROPOSED & EXISTING DRAINAGE BASIN EXHIBITS AND EXCERPTS, EROSION CONTROL PLAN, & EROSION CONTROL NOTES AND DETAILS SHEET 33 10 No Text 0 Existing Weighted Runoff Coefficients Harmony Technology Park Site 167710640 This sheet calculates the composite "C" values for the Rational Method. 1 acre = 43,560 ftz fot-1 0.95 0.25 2.486,501 57.08 248,650 5.71 10 90 0.32 EX-2 0.95 0.25 24.158 0.55 20.534 0.47 85 15 0.85 EX-3 0.95 0.25 36,795 0.84 31.275 0.72 85 15 0.85 EX-4 0.95 0.25 478,575 10.99 47,858 1.10 10 90 0.32 EX-5 0.95 0.25 23.637 0.54 20,092 0.46 85 15 0.85 EX-6 0.95 0.25 42,065 0.97 35,755 0.82 85 15 0.85 EX-7 0.95 0.25 2,074,707 47.63 207,471 4.76 10 90 0.32 EX-8 0.95 0.25 141,438 3.25 120,222 2.76 85 15 0.B5 OS-1 0.95 0.25 64.326 1.48 54,677 1.26 85 15 0.85 05-2 0.95 0.25 44,588 1.03 37,9a5 0.87 85 15 0.85 Tho Seer -Brown Group 3:38 PM N13=08 Pis unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: bttp://citydocs.fegov.com er additional i nformationion or an official copy, please contact City of Fort Collins Utilities 700 Wood Sbwt Fort Collins, CO 80524 USA . 'TIME OF CONCENTRATION 10 year design storm Harmony Technology Park Site 187710640 1.87(1.1 - CC, )d U t, = Su.m I= f Crt= 1.0000 SUB -BASIN DATA INITIAUOVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE I, LENGTH CHANNEL SLOPE VELOCITY tL 1. NO. 1 (ac) 2 3 (0) 4 N 5 (min) 6 (It) 7 TYPE(a) 8 I%) (tVs) 10 (min) (min) 12 13 EX-1 57.08 0.32 500 1 32.6 2000 GW 1 1.54 21.7 54.3 EX-2 0.55 0.85 50 2 2.7 810 PA 0.6 1.47 9.2 11.9 EX-3 0.84 om 50 2 2.7 810 PA 0.6 1.47 9.2 11.9 EX-4 10.99 0.32 500 1 32.6 1000 GW 1 1.54 10.8 43.4 EX-5 0.54 0.85 50 2 2.7 460 PA 0.6 1.47 5.2 7.9 EX-6 0.97 0.85 50 2 2.7 460 PA 0.6 1.47 5.2 7.9 EX-7 47.63 0.32 500 1 32.6 2150 GW 1 1.54 23.3 55.9 EX-8 3.25 0.85 80 2 3.4 2500 PA 0.6 1 A7 28.4 31.8 OS-1 1.48 0.85 25 2 1.9 650 PA 0.6 1.47 TA 9.3 OS-2 1.03 0.85 25 2 1.9 640 PA 0.6 1.47 7.3 9.2 -.... 6.. .,tt .:�:. ..: Note: a) Codes the channel type for velocity calculations. PA = Paved. PL = Pasture & Lawns. GW = Grassed Waterway me Soar -Brown Group 3:38 PM 31132008 his unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA ■1 TIME OF CONCENTRATION 100 year design storm Harmony Technology Park Site 187770640 137(LI -CC. Su,n t�= I,+ti Cr = 1.25 SUB -BASIN DATA INITIAL/OVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE 4 LENGTH CHANNEL SLOPE VELOCITY I, k NO. (ac) (ft) (%) (min) (ft) TYPE(a) (%) (fus) (min) (min) 1 2 3 4 5 6 7 8 10 12 13 EX-1 57.08 0.32 500 1.0 29.3 2000 GW 1.0 1.54 21.7 50.9 EX-2 0.55 0.85 50 2.0 1.0 810 PA 0.6 1.47 9.2 10.3 EX-3 0.84 0.85 50 2.0 1.0 810 PA 0.6 1.47 9.2 1 D.3 EX-4 10.99 0.32 500 1.0 29.3 1000 GW 1_0 1.54 10.8 40.1 EX-5 0.54 0.851 50 2.0 1.0 460 PA 0.6 1.47 5.2 6.3 EX-6 0.97 0.85 50 2.0 1.0 460 PA 0.6 1.47 5.2 6.3 EX-7 47.63 0.32 500 1.0 29.3 2150 GW 1.0 1.54 23.3 52.5 EX-8 3.25 0.85 80 2.0 1.3 2500 PA 0.6 1.47 28.4 29.7 OS-1 1.48 0.85 25 2.0 0.7 650 PA 0.6 1.47 7.4 8.1 OS-2 1.03 0.85 25 20 640 PA 0.6 1.47 73 80 _0..77 :----w . --- wsa-.. `4+'Ha< w: ••. .'+":'+.l�.. + � c_ r h :� Nate: a) Codes the Channel type for velocity calculations. PA = Paved. PL = Pasture 8, Lawns. GW = Grassed Waterway The Sear -Brown Group �Fhis unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524.USA 3'38 PM 3113/20D8 \) k ! ! ! �» /! , {Z � ! 7^ � \# °FR )!E§B§�|m!| ......||||# 2#2!!!5§§!! k !!2®!§!®2§! f!lees!!!3! \ ,�mkgn@mq � �{;;;:;;;;;: \/,,,,:,,,,, �k !z !. !§ � k` �| !f \\\\\/ |`}j {|&;!!§G;k /} . !a = m m= m m m _ m m m m m= m m m m m rl a E [�'1<f.O WNnf � ptl pm Y{ pg ph p� pM 85888888 O O O O O O O O Y O � 1M q 00 V v��Wfia�ry� oo�oo^fn.- r rrioi mi ridm 88`a,88$$S M1N �M Nr� O C O b m H Al m Y M N �U OOO GOOOCC R 3 8 �{pP e� qe NN� O f7�� IM1r )000 Gq Clp I��fO®Y1N 00 JJP � ao xyr.' XX nvxSa XX X(y.� rXy.' XX W W W Y j W W W W OLI �a In mnoo m�a 0 2 q 3 m Stintec ENVIRONMENTAL PROTECTION AGENCY STOW WATER.MANAGEMENT t+ID,il VERS'.Ohl PC.1 DEVELOPED 8Y METCALF + EDDY. INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS. INC. (,up,,rM3ER UPDATED BY UNIVERSITY OF FLORIDA (JUNE 19731 HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI. RIVER DIVISION. CORES OF ENGINEERS (SEPTEMSER 1974) BOYLE ENGINEERING CORPORATION iMARCH 1985. JULY 1985) *** ENTRY MADE. TO RUNOFF MODEL - 51161200B :J. gAFoMONY TECHNO"t.OGY PAO': 100 YE.kR EVENT FILE: HTPMastcrr"1na1i00.lN STANTEC: 3/6/1i.= NUMSER OF TIME: STEPS 720 INTEGRATION 11ME !NTERVAL (MINUTES) i.00 1.0 PER -0V itIPEFV!OUS AREA HAS ZERO OEiEMTU3N DEPTH `cGR 2. F. INFALL STEPS. '"c TIME INTERVAL IS .CO MM'T:S FOR RAINDLE NVIKr:: 1 PA INFALL 1STORY ?.. iPiCHES PEP Hi4JR 1.00 1.14 1.33 2.23 2.a4 5.49 1.22 1.06 1.00 .95 .91 .87 .73 .71 .69 .67 9.95 4.12 2.45 i.45 .84 .81 .78 .75 5/1612008 Stantec HARMONY TECHNOLOGY PAR{ 100-YEAR EVEwT FILE:'HTPMa<_tarFinal CC.iN 'T NTF, 3/6.!08 SUBAREA GAGE GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGEIIN) V14M8ER OF MANHOLE (FT, Ti-IPERV. (FT/=Ti IM?ERV.: ?'RV. !MPERV. It' NO PRV. IOG 0 ]00 .0 4591.0 .0 ;<. .0 80.0 .0300 .016 .?50 100 .300 1 .1200 .016 25G 100 .30^v 101 1. 101 1502.0 6.9 80.0 .0200 ' 016 .250 .ioo .300 501 201 3343.0 23.0 80.0 .0200 .0i6 i .250 .100 .300 600 600 2563.0 12.4 80.0 .0200 .016 1 .250 .100 .300 501 301 4213.0 25.D 80.0 .0200 _016 .250 !00 .300 801 501 2585.0 !6.5 80.0 _0200 I .016 .250 .100 .300 1 903 2G8 305.0 !0.0 9O.G .0200 .016 .250 .100 .300 TOTAL NUMBEP..OF SUBCATCHMt"NTS. 7 TOTAL. TRIBUTARY AREA (ACRES), 130.72 HARMONY. TECHNOLOGY PARK 100-YEAR EVENT FILE: HTPMasterFinalIOo.IN STAW EC: 315/08 , HYDROGRAPHS ARE LISTED FOR T-HE FOLLOWING TIME(tiR/MIN) 600 60.1 0. 1. .0 0 2. .0 .0 G 0 3. .0 .0 D 4. 0 0 6. 1 0 7. .4 .7 ' o e. 1.5 2.6 0 9. 3.0 5.3 0 10. 4.4 8.2 G !1. 6.z 11.5 0 13. 9.2 19.1 0 14. 10.3 20.7 , 0 15. 11.1 22.9 0 16. 13.0 27.1 0 17. 15.7 3.1 0 18. 17.8 37.9 0 19 19.2 411.6 0 20. 20.2 44.5 0 .21. 2%_C. 48.7 0 2. �4.6 54.3 0 23. 26.4 58.7 0 24., 27:.8 62.2 0 25. 28:9 64.9 0 26.. 35.3 77.7 0 .21. 45.6 98.-7 0 28. 52.6 114.4 0 29. 57.2 125.6 0 30. 6C.1 133.6 0 .31. .5 151.9 �. 0 32. 9494.5 205.5 0 33. 106.3 234.1 0 34. 112.9 252.1 0 35. 1`16.6 263.5 3. 17.2 236:1 0 0 37. 7 7.9 69.2 0 38. 66.5 153.3 0 39. 60.3 147.' 0 41. 50.7 138.3 0 4. 50:7 124'. 0 42. 43.3 107.6 0 43. 38.9 97.1 0 44. 36.1 &A 0 45., 34.3 843 0 4. 0 47. 6.7. 2 5:g 67.7 0 48. 24.2 6-, 0 49. 22.3 56. 0 50. 21.0 52.4 0 51. 19.7 49.4 INFILTRATION RATE(IN/HR) MAXift l-1 t•I!1•:; UM-0ECAY RATE .51 .5G .0UM0 5I 50 GOIBD 51 .59 ;03180 .5i .50 .OG180 .51 '50 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 2 SUBCATCHHENTS - AVERAGE VALUES WITHIN TIME INTERVALS 5/16/2008 0 Stantec 0 52, " 18.3 Ai. 43.4 G 54. 16.6 4.1.4 0 55. i6.1 39.9 0 56. HA 38.2 0 57. 14:7 36.3 0 58. 14,1 34.9 0 59. 1' 7 K'.7 0. 13.4 32.8 1. 13.0 31.9 2. 12.7 ?. 1 1c.4 30.3 ? 4. 12.2 29.7 1 5. 12.0 29.2 1 6. 11.8 28.6 7 11.6 28.1 1 8. 11.4 )7 1 9. 11.3 2 i 10. 11.2 26.9 11. 11.0 '6 5 ] 12. 10.9 26.1 I 10.7 25.7 1 14. 10.6 25.5 1 15.. 10.5 25.2 1 H. 10.4 24.9 1 17. 10.3 24.6 10.2 24.} I 19. NJ 24.0 i •'0. 10.0 23.8 1 21. M 23.6 1 22. 9.8 23.3 1 23. 9.7 23.1 i 24. 9.6 22.9 1 25. 9.5 = 7 1 26. 9.5 2' 1 27. 9.4 1 '8. 9.3 22_0 29. 9.-' 21,9 1 30. 9.1 21.7 1 31. 9.1 2L5 1 32. 9.0 21.3 1 33. 8.9 21.1 34. 8.8 20.9 35. 8.8 2G.8 1 36. 8.7 20.6 37. 8.6 20.4 1 38. 8.5 20.2 1 39. 8.4 20.0 1 40. 8.4 19.9 I 41. 8.3 19.7 1 42. 8.2 19.5 1 43. 8.2 19.4 1 44. S.i 19.3 1 45. 8..i L_2 1 46. 8.0 19.0 1 47. 8.0 1fi.v 1 48. 7.9 18.-7 I 49. 7.9 18.6 1 50. 7.8 18.5 1 51. 1.8 18.4 1 52. 7,7 18.2 1 53. 7.6 18.i 54. 7.6 18.0 i 55. 7.6 17.9 56. 7.5 17.8 1 51. 7.5 17.6 1 58. 7.4 17.5 1 59. 7.4 17.4 2 0. 7.3 P.3 2 ? 6.5 _B.7 2 2 5.2 13, ? 2 3. 4.3 11 2 3.5 9,; 2 5. 3.0 S.2 2 6. 2.5 7.1 ,. 2.2 6.3 a 8. 1.9 5.5 2 9. 1.7 4.y 2 10. 1 5 4 rt 4.0 3.6 2 D. 1.1 2 14. 1:0 3.0 2 15, 9 2.7 16. .8 2.5 2 17. .7 2.3 2 18. .7 20. 2 2 . 1:7 E W1612008 .. 2 <2. 2 24. i.4 2 25. 4 1.3 2 26. .4 1.2 2 27. .3 1.2 2 28. ? 1..1 2 29. j 1.0 30. 2 .2 G 32.. 2 33. .2 .9 .8 2 34. .2 .8 2 2 3. 36. 2 .2 .7 .7 2 37 ? 7 38. 2 .6 =° .6 2` 2 40.. 41. 2 b .5 2. .i .5 2 43. 1 .5 2 .44: 1 .5 2 45. l 5 - 2 46.: 1 4 ' ,:.47. - t .4 .4 . 49. .4 2 50.: i 2. _ 51. - 1 .4 .3 2 .52. I .3 2 53.. l .3 2 54.. :1 .3 2 .55:. 1 2 56. 1 3 ' 2 .57.. 1 .3' 2 - 58. 1 .3 2 59. 1 .2 3 0. 1 .2 3 1. 1 .2 ' 3 2.. 1 .2 3 3: 0 .2 3 4. :G 2 3 5. :0 3 6. 0 2 3 7. .0 .2 3 S. .0 .2 3 °9. .0 .2 3 10. .0 .2 3 0 .2 3 2. 1 2. .0 .1 13 .0 .1 3 3 15 3 1. .0 .1 3 17. .G _1 3 18. .0 1 3 19. 0 1 3 20. .0 l 3 3 21. 22. 0 1 3 23. 0 1 3 24. 0 1 3 25. 0 1 ' 3 3 26. 27.. .0 .0 t .i 3 28. .0 1 3 29. .0 .1 3 30. .0 .1 3 3 31. 32 .0 .0 1 1 33. .0 1 3 34. .0 1 3 35. .0 i 3 3 36, 37. A .0 1 1 3 38. .0 I a 39. .0 1 3 40. .0 i 3 3 42. 42. 0 . .1 3 43. .0 _T 3 44- .0 ! 3 45. .0 .1 3 3 46. 47. .0 .0 1 .1 3 48. .0 _1 3 49. C .0 3 50. .0 .0 SM 6l2008 0 Stantec, 52. 3 54 . 3 56. 57. 3 58. 3 59. 4 4 4 5. 4 6: 7. 4 8. 4 E 0 J 4 11 4 13. 4 r4. 4 11, 4 16. 4 17 4 18: 4 19. A 20 - 4 -'l . .4 22. .-4 23. .4 24. 4 25. 4 26. 4 27. 4 26. 29. 4 .30. 4 31. 4 32. 4 33. 4 34, 4 M. 4 M. 4 33. 4 18, 4 39_ 4 40. 4 41. 4 42. 4 4". 4 44. 4 45. A 46. 4 47. 4 48. 4 49. 4 50. 4 51. 4 52. 4 53. 4 54. 4 55. 4 56. 4 57. 4 58. 4. 59. 0. 5 1. 5 5 5. 5 9. 5 10. 5 12. 5 13. 5 14. is 517. 5 18. 5 19. oil 0 .0 .0 .0 .0 .0 :0 .0 .0 .0 .0 .0 .0 A .0 .0 .0 .0 .0 -0 .0 :0 0 .0 .0 C, G .0 C Stantec 5 21 .0 G 5 22. .0 0 5 23. .0 C. 5 24. .0 .0 5 25. .0 .0 ' S 26. .0 .0 5 27. .0 .0 5 23. .0 29. C. 5 .0 ti ' 5 .30. 31. .0 .0 _ 5 "32. .0 D 5 33. .0 .0 5 34. .G 0 5 35. 0 0 5 36. .0 5 3f 0 .0 5 38. .0 0 5 39. .0 G 5 40. .0 .0 5 42. .0 .0 5 43. .0 .0 5 44. .0 .0 5. 45. 0 G 5 4b. .0 .0 5 47. G o 5 48. .0 .0 5 49. .0 .0 5 50. .0 .0 ' . .5 51. .0 .0 ' 5 ` 52. ) 0 5 53. .0 C. 5 54. .0 .0 5. 55. .0 0 5 56. .0 .0 5 57. .0 .0 5 58. .0 C 5 .59. .0 .0 6 0. .0 .0 _. 6 1. .0 6 2, .0 0 6 3. .0 .0 6 4. .0 .0 6 5. .0 .0 ' E 6. .0 .0 6 7. .0 .0 6 E. .0 .G 6 ' .0 .0 .,, 6 1. .0 .G 6 11. .G .G { 6 H. .0 .0 ' 6 13. .0 .0 E 14. .0 .0 6 16. .0 .0 6 1. 0 .0 6 17. .0 0 6 18. .0 .0 6 19. .0 .0 6 6 20. 21. .0 .0 .0 .0. i 6 22_ .0 .0 6 23. .0 .0 6 24-. .0 .0 6 6 ";. Z6. .0 .0 G .0 6 27. .0 .0 6 28. .0 .0 6 29. .0 .0 6 3. 0 .0 6 31. .0 .0 6 32. .0 .0 6 33. .0 .0 6 34. .0 .0 6 35. .0 .0 6 36. .0 .0 ' 6 37. .0 .0 6 38. .0 .0 6 39. .0 .0 6 40. .0 0 6 41. 0 6 42. 0 .0 ' 6 43. .0 .0 6 44. .0 .0 • 6 45. .0 .0 6 4. .G 0 ' 6 47. .0 .G 6 48 .0 C. 6 49. 0 ,. Dec 2013 from the City of FoR Collins Public Records Webs�tt httpJ/c tydocs fcgov oom 612 2008 ITO *additional ci, copy information wa4 downloaded On 06 or eo offieiel'copy, leax.Oontact City of Fort Collins Utilities 700 Wood S4eet Fort Collins CO 80524 USA.': Sumac. c - 52 . o 51. .0 .0 b - 54. .0 .0 ' 6 55. .0 .0 5 56. .0 .0 n 57. .0 .0 56. .a .a a. G i. .0 .0 3 .G .a 7 4. .0 .a 7 ' o. a ' :C .0 7 S. 0 .0 .-0 .0 ' 7 11. .0 .a 7 12. .0 .G 7 13. .0 .0 -4. .0 .0 7 77 io. .0 .0 17. A .G , ' 7 18. 0 .0 19. .0 .o 7 7 J9 2]. :0 .0 7 22. .0 .0 7 26. .0 + 7 27. .0 a 7 28: .0 :C 7 29. .0. n 7 30. .0 .0 7 .31. .0 .0 32. 0 0 7 3-3. .0 0 7 34. 0 r, 26. .G G 7 37. .0 :C 7 38. ' 7 39. .0 :0 7 40. .0 .0 + ' 41. .0 .a 7 42. _0 G 7 43. 0 C, 7 44. :0 .0 7 45. .0 .0 ' ' 7 45. .0 .0 7 47. .0 .0 7 48.. .0 .0 7 49. .0 .0 7 50. .0 .0 7 51. .G 0 7 52. .0 :G 7 53. 0 .0 1 >I. .0 .0 ' - 55. .0 .0 , 7 56. .0 .0 .. 7 57. .0 .0 7 58. .G .0 59. 0 ■ .0 0 8 4: .0 .0 5. .0 .0 ■ '. 8 6. .0 .0 5 c 10. t n 6 11. a :C , 8 12. .0 .0 ■ 8 13. .0 .0 8 14. .0 .0 8 15. 0 .0 ' % 17. .G .G ■ ■ E 2C .0 .0 ■ C:1SW dowdoaded m Dec 06 2013 from tha.Ctty of Foti Collies PutilidRecotds Website. 6tq)J/c &4 f zov:con d: 5/16/2008 ffi�ot5cial ippy, please �coutact City offoR CbllinsUtilities-.700.Wood Sheet Fort Collins, CO 80524 USA -� uno63cal m atlditioneLinfartoadonbr copy:was Stantec 8 21. 0 .0 8 22. .0 .0 B .23. .0 G ' 8- 25. .0 .0 8 27. o G 8. 31. 0 8 32. 0 u 8 33. .0 .0 8 8 34. .0 .0 35. .0 .0 8. 36. .0 0 8 37.. .0 .0 8 38. .0 .0 8 8 39. .0 .0 40. .0 .0 8 4i. .0 .0 8 42. .0- .0 8 43. .0 .0 .8 .8 .44. .G .0 45. .0 .0 8 46.. .0 .0 8 47. 0 _0 8 .4. .0 0. 8 49. . .0' :0 '8 . 50. .0 .0 8 _ 51. _0 .0 8 .52. .0 .0 8 53. .0: .0 8 54. '.. .0 A 8 55. C, .0 8 56. .0 .0 8 57. .0 .0 8 58. .0 .0 8 59. 0 0 9 0: :0 .0 _ 9 1. .0 .0 9 2' .0 .0 9 3. .0 .0 4.. .0 .0 0 5. .0 .0 9 6. .0 .0 9 7. .0 .0 9 8. .0 .0 9 9. .0 .0 9 10. 0. 0 9 9 12: .0 0 9 13. _G .0 9 14. .0 .0 ' 9 15. .0 .0. 9 16. .0 0 9 17. 0 0 9 18. .0 .0 9 19. .0 .0 9 20. .0 .0 9 21. .0 .0 9 22. 0 .0 9 23. :0 .0 ' 9 9 24. :0 .0 25. .0 .0 9 26: .0 .0 9. .27. .0 .0 9 .28. .0 .0 9 21, C 0 30. .fi .0 ' y :31_ .0 C 9 . 32. .0 .0 9 33. .0 .0 9 .34. .0 .0 9 35. .0 .0 9 36. .0 .0 9 37. .0 .0 9 38. .0 .0. 9 9 9 39. .0 .0 40. .0 .0, 41. .0 .0 9 42. .0 .0 9 43. .0 .0 ' 9 4. .0 .0 9 45, .o ' 9 .G 46. ..0 .0 ' 9 47, G .0 9 48. 0 .0 9 49 .0 0 C"SW �1.6/2008 s j66ofcial oupy was downloaded on:Dx-06-2013 fiom th Gitybf Fort Collins Public Records Website. hup.//city" docaScg'op com or additional iufamatio¢ or an official copy, Please co itact City -of Fort Collins Utilities:700 Wood Sweet Fort Collins, CO 90524 USA: '0 Stantec' 9 9 53. 54. '0 -0 9 9 s -:�) I 56. 9 9 9 57.. 58. 10 10 10 2" 3. 4. 10 10 10 5. 6. 7. 10 10 9. 0. 10 10 10 12. 14. 10 10 10 15. 16. 17. 10 10 10 18. 19. 20. 10 10 10 21. -22. 23- 10 10 24. 25. 10 10 10 26. 27. 28. 0 io 29. 30. 10 10 M 31. 32. 33. 10 10 .10 34. 35. 36. 10 10 10 37. 38. 39. 10 10 10, 4LI. 41. 42. 10 10 10 43. 44. 45. 10 10 10 .46. 47. 48. 10 A 10 49. so. Si. 10 10 10 10 52. 53. 54. 55. 10 10 10 56. 57. 58* 13 59 r. 11 11 1 11 2. 3. 4, 5. lY 11 6. 7. 8. I'l 11 11 9. 10. U. 11 11 13. 14. 11 16. 17. H CASWmoffici FlIb& 7771:' 511612008 El L I 1 1 1 1 Stantec! .1 1_ c 11 23. .0 11 24' 0 11 25. .0 11 26. .0 11 27. n 1' 29. .0 30. .0 31. .0 id 32 .0 11 33. .0 11 34. 0 it 35. .0 ii 36. C 0 11 38. C ii: 39: G 1'1 4U: G 11 41: .0 1:1 42. .0 11. .43. .0 11 44. .0 11. 45. ..0 11 46. .0 11 47. .0 11 48: .0 11 49. .0 it 50.. C. 1 51. .0 l i 52. C. 11 53. A 11 54. .0 11 55`. .0 11 56. .0 1! .57. .0 11 53. .0 1i 59. .0 12 0. .0 5/16/2008 I 1 1 1 1 1 Stantec, HARMGNY TECHNOLOGY PARF: "GO -YEAR EVENT FILE: HTPMasterh nallOO.IN STANTEC: 3/6/08 '*t CONTINIHITY CHECK FOR SU86TCHNEMT POUTING IN !JOSWI.12-PC MODEL WAERSHCU AZEA I. ACRES) .230.7-0 IOIAL RAiNFA!L (iNC4c_) ;.50.3 TOTAL INFILTRATION (INCHES) 250 TOTAL WATERSHED OUTFLOW (INCHES) 3.32I TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .098 ER;DR sN CONTINUITY. PERCENTAGE OF RRAINFALL .000 Stantee HARMONY TECHNOLOGY PARK. 106AR EVENT s:.E: HTPMaster irei'L+O.iN STAN-CC: 361nC ' WIDTH INVERT . SIDE SLOPES OVERBANK/SURCHARGE - GUTTER .GUTTER NOP NP R aL4M Lf Nil?H SLOPE HGRIZ TO VEnT tdi+NNiN2 DEr^i?i ' NUMB,- COPiNECT 0 i FT; 1-71 '- FT1 R ^i F j:; 210 2G5 0 _' P:P[ 2.0 6i£-. 003G a .O 2 tOC I .013 2a5 206 0 2 PIPE 2.5 1330. .0030 .0 .0 .013 2.50 206 207 a 2 PIPE 2.5 1300. .0030 .0 oi3 2.50 i .0 208 207 0 I �OiG D Ov"i. 30.O0 207 1 51i G O 0 001 10:0O 110 510 9 2 PIPE .0 0. .0010 .0 .0 n .001 .00 . RESERVOIR 0 STORAGE IN .0 ACRE-FEET .1 VS SPILLWAY OUTFLOW 6.0 .2 8.5 1.9 10.4 3.4 :2.1 5.2 13.5 7.4 14.8 10.0 i5.9 12.9 17.0 600 301 5 PIPE a 0. .4C'i0 .0 .00i v .0 .00 - - RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4:5 .5 ! 6.3 1.2 7.8 1.9 8.9 2.6 10.0 21.1 510 0 2 PIPE 2.5 1140. .0030 .0 .0 .013 2.50 410 5ii 0 3 1 1. ._0010 .O .a .001 10.00 100 1I0 a 3 1 I. .0010 .0 .0 .00I 10.00 10i 210 5 2 PIPE 0 9. .0010 .0 :j .0 .00, .00 RESERVOIR STORAGE IN. ACRE-FEET VS SPILLWAY OUTFLOW 0 .0 1 2.5 4 3.5 1.0 4.3 1.6 5.0 201 205 9 2 PIPE .0 0. .0010 .0 .0 .00 0 .001 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 2.6. .2 ! .8 5_8 1.7 6.B 2.7 7.8 3.8 8.6 5.0 9.? 6 4 ' 10.0 211 8 2 PIPE 0 0. DOIC, .0 .0 0301 .001 .00 RESERVOIR STORAGE IN ACP.E'FEET VS SPILLWAY OUTFLOW 0 .O .1 4.5 .7 6.4 1.9 7.9 3.4 9.1 5.0 10.1 6.8 11.i 8.7 12:0 50i 206 9 2 Pi;PE .0 0. .0010 .0 .0 .001 O .00 RESERVOIR STORAGE IN .ACRE-FEET VS SPILLWAY OU7jO4! 0 .0 .1 2.6 '_' 3.E .8 4.6 1.4 5.3 2.1 5.9 3.0 6.5 3.9 7.0 4.9 7.5 TOTAL NUMBER OF GUTTERS/PIPES. 14 wma.i_ n._n:..J 1c o_�r_�c__.:.t�:_nY._...-�e=:_. �.� ,.:- ._ . _'., : 5/76/2068 Stantac', HAPMNY TECHNOLOGY PARK 100-YEAR'.EVEN7 FILE: HTPMasterFinallOGAN STAM1?EC: 216/09 ARRANGEMENT OF SUBCATCHMEN S AND GUTTERS/PiFE� GUTTER TRi?UTARY E PE GUT. R;" iRlu:lTnPY SUSAREA. D..A:cAC 1 100 0 0 0 0 0 G 0 0 o Cl. 100 0 0 0 0 0 0 0 0 32.9 0 205 210 201 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 29.9 206 205 501 0 0 0 0 0 0 0 0 (! 0 0 0 0 0 0 0 0 0 07 206 208 0 0 0 0 0 0 0 0 6 0 90-1 0 0 G 0 0 0 0 0. 0 IG.0 210 101 .0 0 0 0 0 0 0 0 0! 0 0 0 0 0 0 0 0 0 0 6,0 Zit sal u o a o o a o 0 0 0 0 G G 0 n o 0 0 o 41.4 510 .10 211 C. 0 0 C 0 0! 0 0 0 0 0 C. 0 0 0 0 1 �`. C:\SW 5/16/2008 Stantec HARMONY TECHNOLOGY P �K 100-YEAR EVENT FILE: HTPMaste,Finali00.1(+ STANTEC: 3/6,`08 ' HYDROGRAPHS ARE LISTED FOR THE ' FOLLOWING 6 CONVEYANCE ELEMENTS THE UPPER. NUMBER 1S DISCHARGE IN CFS THE LOWER 5LMSER IS ONE OF THE FOLLOWING CASTS: ( ).DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION Dk(. DISCtiAP,GE INCLUDES SPILLwlY OUTFLOW. (I) OENOTES.GUTTEP. INFLOW IN US FROM SPECIFIED INFLOW HYDROGRAPH (C) DENOTES DISCHARGE IN US DIVERTED FROM THIS GUTTER, (C) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TiME(HP,,'f;,'I) Ia, 110 2011 30i 5O1 600 i .00(S) -Ws)OOfs) ' .00(S) .0U(5) .00(S) .00(Sl .00(S) .00(S) .00(S) .00(S) 0 11. .3 2.0 2:6 1.3 .8 ; .9 0 .16. .O1(S) 1.3 04(S) 8.3 .02(S) 3.4 04(Sl. 4.7 02(;S) 2.7 ' O2(S) 3.4' .05(S) 17(S) .12f5) .17(S) .09(j ) 08t;S) 0 '1. 2 5 8.8 4..6 5:5 3.3 I 4.8 .42(S) .311'S) .45(S) .2415) - 0 .16. - 2.5 9.3 5.3 . 6.6 3.9 . .IPfS? 5.5 20(5) .86(S) .63(5) .88(S) 46(S) 34(S7 ' 0 31. 3.4 10.3 1.77(S) 6.3 7.7 4.7 � . 6,7 .40(S) 1.28(S) 1.75(S) .94(S) .69(S) 0 36. 4.1 12.2 7.6 9.1 5.7 ! 8.1 .79(S) 3.55(S) 2.54(S) 3.38(5). 1.85(5) 1 38(S) ' 0 41: 4.4 13.0 8.2 9.8 6.1 i 8.7 .99(S) 4.66(S) 3.311(S) 4.43(S) 2.40(5) 1 7.(S) 0 46. 4.5 13.5 8.5 10.2 6.3 .i 9.0 1.10(S) 5.29(S) 3.76(S) 5.05(S) 2.71(S) 1.94(S) 0 5i. 4.6 13.7 8.7 10.4 6.4 9.2 1.16(S) 5.65(S) 4.01(S) 5.44(S) 2.89(S) 2.C3(S) ' 0 56. ..6 13.9 8.8 10.5 6.5 9.2 1.19(S) 5.88(S) 4.18(S) 5.72(S) 3.00(S) 2.09(S) 1 1. 4.6 14.0 8.9 10.7 6.6 1.21(St 6.05(S) 4.30(S) 5.94(5) 3.09(5) 2 X(5) 1 6. 4.6 14.0 8.9 10.8 6 9,3 1.23(S) 6.19(S) %.4liS) 6-14(S) 3.16(5) 2.19d5i 1 11. 4.6 14.1 9.0 10.9 6.6 9.3 1.24(S). 6.30(S) 4.49(S). 6.31(S) 3 22(S) 2.15(S) i 16. 4.7 14.2 9.0 11:0 6 7 ; 9.3 ' 1..25(S) 6.41(S) 4.57(5) 6.48(S) z ) 27(S.16(S) 2. 1 21. 4.7 i4.2 9.1 11.0 6.7 i 9.3 - 1.25(5) 6.50i.S) 4.64(S) 6.63(S) 3.32GS) 2.16(S? 1 26. 4.7 14.3 9 '_ li.l 6.7 9.3 i.26(S) 6.58(S) 4.70(3) 6.78(5) 3'.36(S) 2.17(S) ' I 31. 4.7 14.3 9.1 11_2 6.8 ; 9.3 1.26(S) 6.65(S) 4.76('S) 6.92(S) 3.40(S) 2.17(S) 1 36. 4.7 14.4 9.2 11.2 6.8 1 9.3 1.26(S) 6.72(5) 4.811S) 7.05(5) 3 44(S) 2.16(S) 1 41. 4.7 14.4 9.2 11.3 6.8 ' 9.3 i.26(S) 6.77(S) 4.86f.S) 7.17,S) 3 47(S) 16(S) 1 46. 4-7 14.4 9.2 11.4 6.8 1 9.3 1.26(S) 6.83(S) 4.90(S) 7.29(5). 3.50(S) 2.15(S) 1 51. 4.7 14*.5 9.2 11.4 6-8 9.3 1.26(Sl 6.87(S) 4.94(S) 7.41(S). .' 3.52(S) 2.14(S) ' 1 56. 4.7 14.5 9.3 ill.5 6.8 j 9.3 1.26(S) 6.91(S) 4.97(S) 7.52(S) 3.55(S) 2.13(S) 2 1. 4.7 14.5 9:3 11.5 6.8 j 0.3 1.25(S) 6.95(S) 5.00(5) 7.62(S) 3.57(5) 2.11(S) 6. 4.6 14.5 9.3 11.5 6.8 1 9.2 - i.23(S) 6.93(S) 4.99(S) 7.67(S) 3:56(5) 2.07(S) 2 1.1. 4.6 14.5 9.3 11.5 6.8 1.21(S) 6.87(S) 4.95(S) 7.69(S) 3:53(S) 2.12(S) 2 16. 4.6 14.4 9.2 11.5 6.8 i 9.i 1.18(S) 6.79(S) 4.91(S), 7.69(S) 3 49(S) I..97(S) 2 2.1. 4:5 14.4 9.2 11_5 6.8 9.0 1.15(S) 6.711(S) 4.85(S) 7.69(S) 3 45(S) 1.91(SL 2 26. z s 14.3 9.2 11_5. 6.8 ', 8.9 1.12;5) 6.62(S) 4.80(5) 7.68(S) 3.41(S) 1.25(3) =' 31,. 4.5 15.3 9.1 1'1.5 7 j 8 8 i.09(S) .53(Si 4.74(S) 7.67(5) 3 37(,S) 79(Sl 2 36. 4.4 14.2 9.1 1i.5 6.7 83 1.06(S) 6.44(St 4.68(S) 7.66(5) 3 33(S) 1.73(S) 2 41, 4.4 14.1 9.1 11.5 6.7 i 8.6 1.03(5) 6.35(5) 4.62(S) 7.64(S) 3.28(iS) I.671S) 46. 4.4 14.1 9.0 11.5 6-7 ; 8.5 6.25(S) 4.56(S) 7.62(5) 3.24(5). 1.6115) 51. 4.3 i4.0 9.0 li.5 6.6 i 8.4 .97(S) 6.16(Si 4.50(S) 7.61(S) 3.19(S) 1.56(S) 2 56 4.3 14 0 8.9 (1.5 6.6 8.3 C:\Swm.unofLcial co -was downloaded on Dec-06-2013 from i6 Ci of Foit Collins Public Rco. 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G .0 3.0 OGiS) .Gil+.S? 07(�) •:^(!i .32(S) .00(S) 10 51. .0 _.8 ; .5 .0 O Oafs) 00(Si 03iS) J.35(S) 11(S} .00(S) 11 1. 0 a 1.7 8.2 .3 .0 .00(s) .Oafs) .01(Si 2.296) .01(5) .00(s) 11 6. .0 .0 .7 8.2 .3 .0 .00(S) .00(s) .01(s) 2.23(1) .01{S) Ms) 11 ll. ..a .0 .3 00(5) OG(S) MIS) .01i5) .00(S? L i5. 0 0 OG(s) .006) Oafs; 2.12:'S1 a ir) 00(s) 1 i 21'.. 0 0 a S 1 :0cfs) .00(s) .00(S) 2:07(S1 .0015) .00(s) it 26. .0 .0 .0 8:0 .1 .0 .00(s) :00(S) Oafs) 2.01(S) .00(5) .00(5) 11. 31. .0 0 a 7.9 1 a .GO(S) .Oafs) .0015 1.96(5) 00(51 .00(s) 11. 36. .0 0 .0 7.9 7 `- .0 .00(S) 00(s7 .00;.;) 1.90(S) 00651 .00(S) 11 Al. .00(S) Oafs) .00(S? 1.85(S) Ocf(s) .00PS) 11 46: .00(s) .00(s) .00(s) 1.80s.S) .00('5) QG(S) 00(S). .00(S) Oafs) 1.74(S) .006) Oafs) 11 56. .0 .0 .0 1.6 .0 .0 Oafs) 00!S) 00(S1 1.64'S) .00(i5) Oafs) I 5/16/2008 stantec ' HARMONY TECHNOLOGY PARK 100PEAR EVENT FILE: HTPMastic&Firalloo.IN STANTEC: 3/6Y08 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** ' *** NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY • CONVEYANCE PEAK STAGE STORAGE TIME W�Lcv 6+_1 ye ^ccG r too_ Y� ELEMENT: TYPE (CFS) (FT) (AC -FT) (HR!MIN) ■ ' 100:3 297.7 (DIRECT FLOE.') 0 35. 101:2 4.; 0 1.3:D 39. —� O%`d3 -� I .53 ac- -P£ `10:2 '4.5 O 6.9:0 2 2. —� t. o$ �,,t$ . G_:_ 3 C O:D 2 4. —y (�fv S.7fo 4-c X-E ' 205:2 1.s 9 ].A ' 206:2 20.9 1.9 2 6. 207:3 77.6 (DIRECT FLOW) 0 36. ' 208 3 63:9 (DIRECT FLOW) 0 36. 10:2 4.7 9 1 41 ■ ` 211:2 115 1.3 2 20. 301.2 Iz:S .0 7.7:D 2, 16. 0•i1S �..: 501:2 E.a O 3.6:Da�- 510:3 25.0 (DIRECT FLOW) 2 6. 511:3 . 9a.0 (DIRECT FLOW) 0 36. ) CC- ' 600:2 9.3 .0 2.2:D 1 .27.--� o.i( ?•6 ENDPROGRAM PROGRAM CALLED i i 1 9ftlAl soi : (RP StJMPA AA&t,) cFs u T-Fuw A = 23 0 AcQEs ' _ . fAAj aTa6-r 'S(r& htut� ; $, IZ At x 0,43 CASH- ` c:\sw fl:511672008 0 y— -- :n lt%1 /el.��•, it • r I III -., L,. :a ,: ifit •• 5 • 15 �. •� �i - T I♦( M IN= dim .. •• �II III I NOTES 1) CONTRACTOR TO INSTAL SILT FENCE, PRIOR TO BEGINNING CCNSTRUCTIONACTIVITIES. TOTAL LENGTH OF SRT FENCE •2.BTG LF(FOR SILT FENCE ALONG NORTH AND SOUTH SIDES OF PREGISHNI OR 6 FOR SOUTHERN IRRIGAMON IMPROVEMENTS, SOUTH OF PRECISION DRIVE). SEE COLE PLAINS FOR ORBITS OFFOSION CONTROI 2) ALL DISNRBEDAREAB ARE TO BE SEEDDAND MULCHED. 31 ASCII PAR• CONSISTING OFA % S.WOTOPSOILMI I V LLBE PLACED IN DETENTION POND 100. THE •SOFT PAN' NULL BE 2 WOE x 1' OEEPAND W LLALLOW FOR VEGETATION TO BECOME ESTABLISHED OVER TIME MILE INCREASING WATER QUALITY FOR THE SITE. PIFASE REFER TOTHE ONSTE CRAONG PUN AND SHEET 30 FOR DETAILS. 4) STOCK PULSE SHALL NOT TO E%CEED IV IN HEIGHT. 5) ALL OFFSRE AREAS DISTURBED DURING CONSTRUCTION ARE TO BE RE -VEGETATED AND RETURNED TO HISTORIC CONDITION. 6) GRAVEL INLET FILTERS SHALL BE INSTALLED ON ME PROPOSED TYPE R INLETS. AS WELL AS OTHER NEARBY POSTING INLET$ AS MAY BE DETERMINED BY THE CITY OF FORT COW NS EROSION CONTROL INSPECTOR, 9) VEHICLE TRACKER) PA)(S) LOCATIONS SMALL BE DETERMINED BY THE CONTRACTOR AND PRIOR TO CONSTRUCTION, AND SHALL BE INSTALLED ACCORDINGLY. e) SEE SHEET 15 FOR EROSION CONTROL NOTES AND DETAILS. 9) MINOR SPADING HILL OCCUR NORTH UP PRECISION DRIVE RON(ALONG SCUM SIDE OF MA ISTRE"SITE)A D IS SHOWN IN THIS DRAWING FOR CONTINUIN BETWEEN CREME AND OFFSITE CHASING. 10) THE COBBLE PITS OR THE SOUTH SIDE OF PRECISION DRIVE WILL BE REMOVED AM FUTURE DEVELOPMENT AND THE PIPES EXTENDED. TO FUTURE DETENTION PONDS IN THESE AREAS. SILT AND SEOWENTSWLLL BE MONITORED IN THE PIPES DISCHARGING TO THE COBBLE PITS, AND CLEANED ASAPPLICABLE PRIOR TO FUTURE PIPE EITENSIONS. — 20 —.:'PROPOSED MM CONTINUE a 5 FT INTERVAL — 21 — PROPOSED INU RNEDIATE WAROUR - 1 Fl WEDIVA `FNIa[ TRACNM PAD IF SLT FENCE IF RM TB' WATRE ME" CAR HAY OR STRAW DAY III T-519 — GIRAVFL INLET RUOR OILS OF DEVELOPMENT DECALCIFY J� LEA 2� d ~° z W 0 g _ U) o Uz 0 wj W Wa z J� Zu O low � U -j LL g ZW o Q w ►] City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED: Z r CBY En9inae Date U CHECKED BY: WUter & Wastewater Utility SRI R) CHECKED Bf: SlormwNer Utility rwe U 2 CHECKED Bf: w Porb k Recreation Date p O CHECKED BY: Engineer Date TrWEngineerd I CHECKED BY: Rfwx Environmental PlamEr Dote ppO,O ?u( THESE PUNS HAVE BEEN REVIEWED IN MIC LOFAL ENTRY FOR CONCEPT ONLY. ME REVIEW DOTES NOT ` IMPLY RESPONSIBILITY BY ME BENEWINO GO fix DEPARTMENT, THE LOCAL HELD ENGINEER. OR THE LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF ff c /dHp�ENv THE CALCULATIONS. FURTHERMORE, THE REVEW DOES xnuxexm"x CALL UMI_RY NOTIFICgTON NOT IMPLY THAT QUANTITIES OF HEMS ON THE PLANS CENTER OF COLORADO ARE THE HNA QUANRTIES REQUIRED. THE RENEW SIVLL NOT BE CONSTRUED IN ANY RDSON ASNATO 1-800 922 1987 °vQRY16 ACCEPTANCE OF HNANCUL RESPONSIBILITY BY ME LOCAL ENTITY FOR ADDDIONAL QUANTITIES OF ITEMS SHEET NO: 14 ran pm SHOWN THAT MAY BE REQUIRED DURING TIRE rNSHIMUTIC CONSTRUCTION PHASE. 14 OF 30 I8'0 STRAW IWATTLES, EMREDIND INTERVALS yn rrm e lHro& . FOOT-COMPACMDD INTES I WSPE`I REPAIR And REPLACE OF NECESBMY) ME FILTERS BACKFILL SLOW Wal AirER EACH STORM E T, 11' R ALL WATRES WSI M RERACED WE IR BY ME SME FOR t�PROFHOE ATISTAYARWa 1E"_DIAMETER STRAW WATTLE CHECK DAM v'W CURB INLET GRAVEL FILLER (APPROX. Ifle CIA.) WIRE SCREEN CONCRETE (APPROX. 1/2- MESH) BLOCK 2'xC WOOD STUD \J OYERROW FILTERED WATER RUNG F t CARE INLET WIRE SCREEN GRAVEL FILTER _ 2x4 WOODSTUD WIRE SCREEN PLA14 VIEW SECTION A GENERAL NOTES: A 1. INSPECT AND REPAIR FILTERS AFTER EACH STORM EVENT, REMOVE SEDIMENT WHEN ONE HALF OF THE FILTER DEPTH HAS BEEN FILLED. REMOVED SEDIMENT SHAH BE DEPOSITED IN AN AREA TRIBUTARY TO A SEDIMENT BASIN OR OTHER FILTERING MEASURE. 2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED FROM TRAVELED WAY OF ROADS. E OSION CONTROL CURB INLET GRAVEL pU-C rod PROLECr ON 1—la An nu .mo�uur�u�. ♦0���7�71V6��0� fATI � veto ark M. �%V assures HIT. M val. "I �r�MW waste eve new mank ifvone IWET ®maw. :�FcS TOO ; � .ranft e n WET r emrolmr a1NLlue[ WALL AT armmA ram ran ram mace STBEAWT WAWLE OR GRAVEL FILTER FOR PIPES, n - BOB = STATE CLASSIFICATION FDR NOMINAL STONE SITE. ALL MICAS WILL BE 'TOES' INTO ABOVE DDENSION IF RIP -RAP TO BE GROUTED GROUT SHALL BE IN ACCORDANCE TO ASTIMOHOD-LATEST REVISION GROUT SHALL BE VIBRATED IN PLACE. TOPS OF EXPOSED RIP -RAP WILL BE VET BRUSHED AND CLEANED OF GROUT Tn EXPOSE RIP -RAP COLOR. 6TMIDAROERO50N AND WDIWNTWNMM CONSTRUCTION PLAN NOTES SWIFForters. zany (1) Tine mosm come inspacter unso6 bXa ato IM lybur Can boom pool N alrycmYmaiwl on this me 13J There her be an ew maltiq avUYV I He rorc dowaymbod an the a¢elaW pap FIT Allayed pmwsX and I Southructon kK B al ll be norm gfppo my land dWWwH aetiuily eftocarphang, eeilplB padnp&I Allfor req tl ocem, c mood meaw,x steel be no at Na ppapimmiunerta sa4dewas'mdcaled In Fire aprwaprolMuhWT oNcm ;wdwmxmira NJ Al el tmesO N constructi theDwvw1mpwr mal as, mal,mmigh, he rommentill andes kAng orvsp jodi blame a Owdeq shall Webbewg b b,nnWiin9 m 1 -UanW d lacikm slum The hwen (sl Pm-diiNtbmce,ndMimsbdlb"pd dmdMmmdwbwcvnrymla. RemmiwmarG2ea the (0) All (gsee icA, eneu.pnsNI (7) a 1 Im¢e rave-p'alenti 1 al Nmarr(sirv[lurallwwunaw eolmwwrn snai: OF) Be inspected a amnmun orate mery ino l2)m•ksaM aXw eem igeikaMSMm wwR na remiree w re[mJmdeeaa mcnhay n odes b.naam me mamma mmmnmm or M ,,,bnddsmardu tb) todownualbarse oeach orn conall Nemnoundng dieebM aleaian mhiemM sttliied .a dcl WMdue Me go ha Olson kc spend (cJ Belmwetl aier We cb nasbsn.aRl[iaMry eadNma as aNeMn•]by1M •lotlm cmhd swerelor (9) Man lempawrfAd onrmbammors,em all&ed.We*MNIIttI anasheyOFI Far Ne [lean up Find noweval of ThecoMreew shalltlimmmediaWourreetea ndmso momallchimps Mnh Nadaenarl deposited epdicec is Ws�n �J A®k,vNwobng oRw Publictely [rigMe olNaytana malas Ma ran nrR antlwiMways pdeantlallAe maofwm wabn9 eaY_ DOJ in amarna SAnd II .Pam mlaay M6emmW armwato any wgx Yleeramwtlanaeny sales Ip0mdnmranaloot 5o eanJ10)to e sWought minter anyw9ers dine UnAMed Am. (IIJ NocdlsbyMpllesxaroughe ties(10)MI n Aa IgM.Atl inn fines Nepbpdxk remW abor bur DO by suhm be oneding ndmelch and Femnekr un kndng. My mil stockple mlmidnpe3w IMM 1]GjWassl awl be cWetr and Owbon. (13) The Jmmna&... Wme capa[ayd admeon moos w 11 NOT meanuasbreama Ymm e[vecamlyor bedonea upon rpnPlelian o11NPr RUC and before turning We mainlanan[e raw Mlxe CilylCwntyo H m 1 O AT 1S C Ordnance Colorado D' cA poluni 9m JOINS) re mom make 4 alb 1 ) v 0. sY i ) yr. dischargems YI W aeon p 1 Todi W, arc chrigm etlwalahan construct, cxR. Pdbbg d a Wta l tl aiueeMa Widnq malerYls mnarW (utll rvasxwl Chismoch. ai andp promets, low, and ry N. Th 4vYmw Nine II' Mdero swn samemselINTO paper vocational andesmmldpdumt We whynaccordance web any and all notably earral. shato. kmgJ (11) Ab g YN M1tllb p Mtlotetr ou[m cAUYwxxm. TMamaNWlbo dwN 9 TN=m. Uµ pa a d and pmciy exposed ofp q (I6J To "we Mal avlownt does nor anon LdnwlUwaom rams SMPs shall OF asset d ad Or the ernim control IWI BAo WIgoxerdrm¢PM", (b.) anbdralmorm kes (.) Mmgld Emmade. (d.) p wbnems BnmQd (16J Coedemsim Nefi Mm"wmnlera'. 1 1FF2- - 3- R OX - Ase WTER URR 6" SILT FENCE NOTES: I. WHOLE TWMW MAT SIWL BE IM lFD Ar E EM M/EMIT To ME cBItiT1iUCTIBN We R. MYLIE TIVGKIW Far SNLLL BE WIMMNM AS KMD a PBf ANT WTr r KM TRACKED O CITY $ UW ]. SEDIMENT AND OMM WTEIWL OR TRACKED ONTO COY WNEEIF REMOhD ....,, so .. ..�... . .. �rw••w--n5�zr�5TW5_sr.emr-rTirles5m�mlwrrT Its We I al All DPES PERMIT NOTES SITE DESCRIPTION: a. Omaha emaWcGm "Ich consists of grading, ulllity wok, rmdway conslmcliw and the tonshmction of a UD Basins and assac ted atom Will structure. H. The major octivitbs are planned in the fdlowbg sequ0nce 1. aearing and Grubbing cesc n ary for perimeter contras IS lnsldlat'mn of Wy eter controle 3. D�"bq���gn of existing Whdt. strucblres. and site Hems, as applicable. -_W4. aging of Site, Perkin Lot. drive alarm, Prdlson Drive, and w les and ediment/LID basins. 5. Uldity C0ne4uciier to site d Precision Ulve Infrastructure Improvements (Sanitary Seww, Water). w an 6. Roadway and PorAing Lot Conslrucuon, Building ConstrucUon 7. StdRizotmn, indufinm seeding & Removal of conlral eewres d. The safe contains approximately 7.52 cores, all of which is expwled to undergo cleorinW and/or grading, with additional offalle grating taking plate to III to existing hopagrophy and to construct Precision Drive and future mmtyplm atom drainage, sanitary sewer, and waledne improvemmis In Prmlelon Drive. for the HTP Campus. A. Rational 'C - 0.25 before construction with a Rational "C- value of 0.60 allowed after construction. per HTP Mosty ion SWMM Modes. The Rational -C- verbs ham 0.25 to 0.95, with the average -C" bang 0,55 for the Malmlrmt site. The site lies within the Modyate Rain(dl &edibility Zone and Low Mnd Eradibilily Zmar per the City of Fort Collins sane mope. With Me ambling site dopes of apMoxinatay 0.5% to 6% Me new Improvements will be siloyctad to Win wind and rainfall ymkm. all. The preaeMopmmL property for the site canalsts of (dose two Mat is carrier being formed and irrigated. F, Solt and vehicle fuel and fluids are anticipated pollution Ces sourfor the Manstreel CO- Eir project. Howe. . there will be no vehicle storae w gcleaning a site. Chemical storage Is not anticipated on site. Please refs to the Starmwater Mmagenml Plan for a complete list of anticipated polutian sources. M. Thera may be Trnt cpaled non-slcrmwalw components of discharge. Please refer to the Stameouter Management Plan for a complete Not of anticipated pollution swrcm. M. The downstream reaeltlng water Is the Fossil Creek Drainage Ditch. Storm water runoff from the developed Will of Me site FBI be con"Tra d to the proposed detmtiw pand, `-located in the southeast corny of Me site, as curb Is gutter. web cuts. channels antl - ov and sheet low. The detention Bond hall discharge to Use proposed storm sewer aystele,Predsion Drive, which will connect and dscharge to the existing atom wwer syylern In Technology Pa way, oonatructed with Me HTP Third Fling. D E MAP: Ia. See Drainage h &axiom Control Plan. BMP'S FOR STORMWAIFR POLLU ON PREVENUM: a. Erosion and Sediment Contrds: See Ermion Control Notes and Sequmce Table (this *set). jr. Materials Hmaling and soul Wevenlim: Measures should be undertaken to Control crostmctlon materiels and wale, and diwmal of excess concrete (if applicable) to enure this and ouch m teries do not leave Me site and er Me detention pond which evmtudly outlets to Me Poudre RW . Concrete. binding motybls, waste, and cleanup by-products Mould not be discharged Into the on -site slam sewer system not MwM they enter Me For aetmtim Bond. In the event of a Will from One site Into slam sewer system or Far detmtim pond, appropriate measures should be undertaken bnmacialely to remove the spilled materials oed prevent future spills from occurring. FINAL STABIUZATION AND LONG-TERM STORMWAUR MANAGEMENT.- 0. See Erosion Contfd Notes this street for final slabllzation measures to Cmbd polulonts in slamwala dHmargea. OTHER CONTROLS d. Measures should be undwtakm to remove excess waste produce bom Me site and dispme o1 these waste adepts off -site in on cipproprlate m nnIn Mdltlon, ld m�Wres s be undertdm to limit off -site soil trucking of mud and debris spillage mom vehMi Iwving Me site. Mud and debris should not be tracked along roadways and allowed to enter nm-protested damage ways which discharge eventually into One Cache Lo Pouae River. INSPECTION AND MAINTENANCE: a. Inspection and mainteremce should be undertaken an a regular hoses as outlined in Section 6 of the Turns and Candilions of Me CDPS General Permit. Table 11.2. Recommended SpMes and Application Rates of Seeds far Temporary Vegetollan and/or Cover Crops Species Ao (I) Called Pounds/A�e Annual Ryegross Cod 20 Oats Coal 70 Cereal Rye Cod 10 Wheal - Winter Coal 40 Wheat - Spring Cool 60 Braley Cool 60 Millet Warm 30 Hybrid Guam Warm 15 Sorghum Worm 10 Cool seawn grosses make their major growth in the spring.Warms neon grasses make think motor growth In late spring and summer. Table 11.4 identifies planting dotes far perennial and lemparory/cover Crop grasses Table 11.4. Planting Doles for Pwmn of and Temporary/Cover Crap Grasses. DAIS PERENNIAL TEMPORARY/COVER GRASSES CROP GRASSES Worm Cad Worm Carol Jon 01 - FM M Yea Tm No No Man 01 - May 15 Yes Ym No Yes May 16 - May 31 Yee No Yee No Jun 01 - Jul }t No No Yes No Aug 01 - Aug 31 No Tes No Yes Sep 01 - Sep 30 No No No Yes Get 01 - Dec. 31 Yes )Des No No Mulching shall be used to assist In estWishmenl of vagetolion. One a more of than fdlormg mulches shall be us" with a perwnid slyand grass as" mixture. or a temporary whydolion or cover Pap. Mulch Acceptable Dates of use Application Barley Strew We Hay Son Ot Data 31 1 1/2-2 tans/acre Hydraulk (wood or paper) Mar 15 May 15 1 1/2 2 tons/acre Erosion contrd (mats of blankets) Jan Ot Dec 31 Not WOU cable Hoy or straw mulch shall be Enter of noxious weeds and at least 50% of the fiber shall No 10 beheo Or mine b ImBUT ftm seeding with native grmWs hay from o natvl0 gam Is a suggested mulching material, if available. If Irrigation is used. hydrwf mulches may be applied from March 15 through Sep 350. Hay or Straw Mulch 1. Hoy or straw mulch will be anchored to the col by one of Me fallowing methods: (a) A crimpy which will crimp the fiber four inches or more Into Me rail. At latest 50% of the fiber anal be 10 inches or more For lmglh. (b) Manufactured mulch nettling Imtmlea over Me hay or straw according to monWacturers' Instructima. (c) TackiOers sprayed on the mulch to the manufacturer's recammmdatim. 2. All straw or hay must be kea-of-noxioua-weeh= CLASSIFICA40N AND GRADATION OF ORDINARY RIPRAP - WPM x m alai w a S1GM WE LESYWTM Used LIE fMM aW (M FGIii) (HOLES) CASE W To - ran m W - 7o x Rs - By 10 6 R - to Or qAH 12 A - Ian are A - as 275 25 - NO is lz x- 10 3 c1A41y Ian 1275 50 - 70 65s a- SO 275 Is z - to 10 CLASS NOT Ian AND eA - To 1700 zs - w M u - 10 x NRIPE WE AT IfASr NO PERCEW tt Us WS$ SWLL K SIpES EOWL N OR VAGFR MW 1M COEIIXM " 0.M N a TO 15M SLCPiS OR PAR ROCK IF sO145 ARE s1EFPEA. 1 CALL UTILITY NOYJFICATHIN CENTER OF COLORTDD 1-800-922-1987 .VAIN roe E Fain MEMRERInunneemA ND City of Fort Collins, Colorado UTILITY PLAN APPROVAL PPRO D: Oily Enyneer Dote CHECKED Br: sly 8 Wmleseakr UIiNY Dote CHECKED BY. Shonownflr BOBBY Dale CHECKED BY ,. Parks h Recreation Dote CHECKED BY: Traffic Engineer Dote CHECKED ER` Envhmmenid Planner Dote CHEC1 BY 16ixx DESIGNED BY: IG DRAWNHY: I.wl I (n Q F- In as U)0 0 U Z U) z J W War F- ^jo 0 N 'J 0 Z Z W 0 0 ISSQ O fi {EI y THESE PUNS BEEN TEVIEWEN RT THE da°0 R ay..s"", LOCAL ENTITY FOR CONCEPT ONLY. THE FOR c ODES NOT IMPLY 113111WBY THE tiDp zO�/ BE THE LOCAL THE REVIEWING NT, THE s ENTITY ENGINEER. , OR THE LOCAL fJNTITY FOR fin` RR CORRECTNESS OF fRE ACCURACYULATI 40 NS. IMP FURTHERMORE, THE REVIEW ONES NOi IMPLY THAT OF ITEMS WES NOT pWOH nnuwW NS FINAL QUANTITIES ON THE PLANS ARE E FINAL Q REVIEW SHALL NOT BE REQUIRED.THEW IN ANY REASON AS ACCEPTANCE UE IN ecrx0: 10.1001 OF FINAUED OF FY BY TIRE LOCAL L RESPONSIBILITYQUANTITIES a. OVOI/16 ENTITY FOR ABATIONAL OUAMDIES OF 17NS FOR SHOWN THAT MAT BE REQUIRED INMINc ENE SHEET NO: 15 CONSTRUCTION PHASE. 1B OF 30 POND SUMMARY TABLE TEND TO A, ROW TRW BANKS 104 11 BILL WITINUE TO FULLON95 "STMAPA7ERN WITTANO INTO wmrITT nauT 1101 raonoe w.nx rw n xw 1EIurexrm UNIT Aw 11 %M nrrvwe¢. PM on an am IT 11 an am I" SAKE M 0562 ale m Me am IIDTMLE Xewl Me�BArta 186H1 ff HOT..ry lripusNeaTRYetl VDT' XnIMNy{(g1101 g M1qufAreaTMMBCby DGT RL R IQI - SIDI men<,wa ce,u�ssr �,PajQoleM,{29%.O�N¢ti,Mmt�TeJ. ::: '1fiN -� ArNefPM(SfRiM tli Bazin ' XununYea lurPaxa¢SepIM91 [IBQ�I'li� 1$ A el Pd Rf$eglen QlBwn�_ Y IMnena"-fIX. SMnrtN UWwxlisgeMiarB) .__ _ _ 9 Amo1 We¢fYyiMQBatin 2.314 _ wnonerei(BrPo.erSeaionQlJ pOS3:LMD¢fiillelll 141035! 6fPMtypIMM -" II 4,01 sl NMeR ! - RL 31� Li �X88 lO.Ultlsf tl> NOTE 1) THE DRAINAGE BASINS SHOWN ONTHISEXHSIT ACCOUNT Q FOR I0.37 ACRES OF TOTAL ONSITE AND OFFSITE OASIS al AREAS. INCLUDING THE EASTERN HALF OF ZIEGLERRI g AND THE NORTH HALF OF PRECISION DRIVE. ALCM` THE PROPERTY'S FRONTAGE. AND ORIEN TE BASINS 01 AND 0S2FROMTNE INTEL SITE. THE WATER QUALITY AND DETENTION POND SIZING FOR POND 100 PROVIDES FOR y BASIN$1-0, OTTE, AND OCT -OS2(B.95 ACRES). HGAGEVER, t ONLY795AWESOFBASINAREASMLLBECONVEYEDTO i POND 100. DUE TO DRAINAGE PATHS FOR BASINS 00811 REMAINS ASHISTORICALLYOCOURS DOWN DISCUSS ll° ROAD a 2) THE INTERIM COBBLE PITSIDISCHARGE POINTS (WICATED SOUTH OF PRECISION DRIVE) ARE PROVDED FOR SHE INTERIM CONDITION ONLY, WITH FUTURE DEVELOPMENT IN THESE AREAS PROVIDING ORBITS WATER DUALITY AND DETENTION NEEDS FOR ATTRIBUTING AREAS. AS ? APPLICABLE. WATER OUALITYAND DETENTION NEEDS FISH BASINS 9 AND 12-15 SHALL BE PROVDED BY OTHERLS WITH p FUTURE DEVELOPMENT. 3) WE RATIONAL METHOD CALCULATIONS FOR COM61NED/ ATTENUATED FLOW FROM COMBINED B/51NS. 4)17 OF CWT CLASS'ABEDDING MATERIAL SHALL a PLACED UNDER ALL RIPRAP SHOWN. ALL RIPMP.TiHALL BE COVEREDWITH6.OFTOPSOM. 5) SEE SHEET 12 FOR MASTER LEGEND. 8) STORM SEWER INLETS AND STORM SEWER STURS'MAVE CIIECI(BDBY. 1GmN BEEN PROVIDED ALONG PRECISION DRIVE FOR ANTICIPATED. FUTURE DEVELOPMENT AND DISCLARGE OF STREET RUNOFF TO ASSOCIATED. FUTURE, ONSITIE WATER DESIGNED BY: IOxN QUALITY/ DETENTION PONDS, DRAWN BY: lGTEAB 1) DRAINAGE BASINS HAVE NOT BEEN SHOWN FOR TOE AREAS BASE OF THE MNNSTREET PROPERTY AND':SWTH OF PRECISION DRIVE, AS THE AREAS ARE FARMIARND AND ARE ANTICIPATED TO CONTINUE THEIR HISTORIC PERCOLATOR OF RUNOFF INTO THE FARMLAND, WITH ANY OVERFLOW BEING CONVEYED TO POND 100 OF THE HTP THIRD ROME. AS HISTpHCALLY OCCURS. 8) SEE ONSITE BIASES. BY COLE. FOR ROSE GRAIN LOCATIONS. ROOF DRAINAGE WILL BE PIPED TO POND 100. 9) SEE ONSITE PNXS, BY CODE, FOR EROSION CONTROL MEASURES WITHIN THE MMNSTREET SITE. T- - •NNaaw DRAINAGE BARN BOUNDARY USE = PROPOSED DRAINAGE BABi ID ^� /C ACREB'VALUE PROPOSED DRAINAGE DESIGN POINT —� PROPOSED gtNN4GE FLOW PATH — 20 pROPOSEOINDEXCONTWR-B FT INTERVAL FROPOSEDINTERMEDULTECONTOUR-1"INTERVAL — 21 —(491 E STINGINU CONTOUR-5FTIID WR ——(4919)— — EXISTING INTERMEDIATE CONTgIR-1 FT INTERVAL PROPOSED POROUS PAVERS CALL UTILITY NOTIRCATION CENTER OF COLORADO 1-800-922-1987 FOR THE WARKINEI FIT UNIONDRELOTEXACT City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED City EnffMer Odle CHECKED Rt: Water TO Wastewater UBlity Dote CHECKED MY: Stornewater mlRty Date CHECKED BS PnM At Recreation Date CHECKED BY: half Engineer Dote CHECKED Bf. Ena ronental Banner Dale m THESE PEWS HAVE BEEN REVIEWED BY THG LOCAL ENTRY FOR CONCEPT ONLY. THE REVIEW DOLES NOT IMPLY RESPONSIBILITY BY THE REVIEWING DEPARWENT, THE LOCAL ENTITY ENGINEER, OR THE LOCAL ENTITY FOR ACCURACY AND CORRECPIESS OF THE CALCULATIONS FURtHERMORE, THE RENEW DOES NOT IMPLY THAT QUANTITIES OF ITEMS ON TIHE PUNS ARE THE FINAL QUANTMES REQUIRED. THE PDIEW SHALE NOT BE CONSTRUED IN ANY REASON AS ACCEPTANCE OF FINANCNL RESPONSIBIUTP by THE LOCAL ENTITY FOR AD091OWL QUANTITIES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING THE CONSTRUCTION PHASE. 00 REC OPo U B� 4 Q ?O rn04ALW " * PJNvJWcTHcx NW1 ONATED OI/OI/f5 SHEET No: 16 t5 OF 30