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Home My WebLink AboutDrainage Reports - 03/22/2024 DocuSign Envelope �D: F4B5E749-26BD-45E6-BAOF-F8872E7E1 DB8 �ATWELL � Approval Blocks Compliance Statement: I hereby attest that this report for the final drainage design for the Fort Collins MH Project (The Foothills) was prepared by me or L�nder my direct supervision, in accordance with the provisions of the Fort Collins Stor�nwater Criteria Manual. l understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. SEAL & SiNGATURE: �� Justin Phipps, PE Registered Professional Engineer State of Colorado No. 53440 o�p,p0 L /�F� ,,..... �. . . s v0��\a M. p�,�.�`O :�i -�. -o �� 53440 �'� o• •� D �••- -' ��v 6/7/2023 '�; �4NAL �� ate Developer's Statement: Sun Communities hereby certifies that the drainage facilities for Fort Collins MH Project (The Foothills) shall be constructed according to the design presented in this report. I understand that the City of Fort Collins does not and will not assume liability for the dr�inage facilities designed and/or certified by my engineer and that the City of Fort Collins reviews drainage plans pursuant to Colorado Revised StaYutes Title 30, Article 28; but cannot, on behalf of Fort Collins MH Project (The Foothills) guarantee that tinal drainage design review will absolve Sun Communities and/or iheir successors and assigns of future liability for improper design. I further understand that approval of the final plat does not imply approval of my engineer's drainage design. N�i��o,per Inc. DocuSigned by: B'�lC (�I��.�..0 1/5/20Z4 i��s�,'aRg.nature Date Bill Raffoul Printed Name Authorized Signato Title 1ATWELL � Table of Contents General Location and Existing Site information ..........................................................................................1 Site Location & Existing Site lnformation ...............................................................................................1 Master Drainage Basin Description .......................................................................................................... 2 FloodplainInformation ............................................................................................................................. 2 ProjectDescription .................................................................................................................................... 3 Proposed Drainage Facilities ........................................................................................................................3 DrainageDesign Criteria .............................................................................................................................. 3 Regulations............................................................................................................................................... 3 Drainage Studies, Master Plans, Site Constraints ..................................................................................... 3 Four-Step Process ..................................................................................................................................... 4 HydrologicalCriteria ................................................................................................................................ 5 HydraulicCriteria ..................................................................................................................................... 5 DrainageFacility Design .............................................................................................................................. 6 GeneralConcept ........................................................................................................................................ 6 SpecificDetails ......................................................................................................................................... 8 VarianceRequests .........................................................................................................................................9 ErosionControl .............................................................................................................................................9 Conclusions................................................................................................................................................... 9 References...................................................................................................................................................10 APPENDIX A — Vicinity Map APPENDIX B — Soils Survey APPENDIX C— FEMA FIRM Panel APPENDIX D - Hydrologic Computations APPENDIX E — Hydraulic Computations APPENDIX F — Drainage Maps 1ATWELL � General Location and Elcisting Site Information Site Location & Existin� Site Information . �'� �"` p t .qy ,�s,� � ��4 � , � ,�, 3'c i�7 �(�\ �.. 7,�" � ��_: r w""4� � � � � �" f �. . _ � � „�lw � ' �(,'� � i ..ti.fi � � 'b.,y `L3fA�' t"'� � s . .. � v�..�d ' ^�� . � _ �J� . 4� �.Ia�,'+� � ,��e�.. � f �' I^ �� iT". 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'G1 �i� r ;,�,� , y� •-�1 ��- y y .^ r F y —a' M � h : . . ._ ��1-'�i�� _�r � �F •�t ,��u� �' �.�..[ �'t+�•... ;r . _��I � �RY ry ..y,^4 �� . �A'i. �— �r��__ _ _ :a.��s-6� E� —�'YpY"` :'eY�3 . �_��".�L�� -��a ;^� _ .. z�'!a Vicinity Map — Figure 1 The Foothills (Site), a manufactured housing project in Fort Collins is located in the northwest and northeast quarter of Section 13, Township 6 North, Range 69 West of the Sixth Principal Meridian, County of Larimer, State of Colorado. The Site is comprised of two parcels of land that are located within the City of Fort Collins, adjacent to South College Avenue and East Trilby Road. There is an existing manufactured housing commLinity and a single-family residential neighborhood adjacent to the Site on the north, existing multi-family residential developments on the east, and vacant land to the south. A proposed multi-family development that is currently under construction is located south of the Site adjacent to College Avenue. The City of Fort Collins owns the vacant parcel of land east of the proposed multi-family project. The proposed developinent consists of 52.65 acres and is made up of 201 manufactured homes and open space with access from Trilby Road. The proposed development is part of the Fossil Creek Basin Master Drainage Plan and more specifically it is located in the Stone Creek Basin Selected Plan of Improvements. The Fossil Creek Basin consists of approximately 32 square miles in the city of Fort Collins and Larimer County. The Fossil Creelc drainage basin extends along the south end of Fort Collins, from the foothills across Interstate 25 past County Road 5. Maps of the Fossil Creek Basin can be found in Appendix F. Page 1 1ATWELL � Existing stormwater drainage facilities on the property include an outfall along Rick Drive that drains into a non jurisdictional wetland. The City's storm drainage infor�nation map indicates that the pipe that outfalls from Rick Drive is a 24-inch pipe. Flows from this outfall pipe will be required to be conveyed through the Site as part of development. The inadvertent wetland drains to the north along the eastern property boundary and discharges through an existing 8.0'x4.0' Concrete Box Culvert under Trilby Road. There is a mobile home development along Trilby Road that also drains into the wetland that will need to be conveyed through the site. Existing Land Use for the entire site is designated as a Low-Density Mixed-Use Neighborhood District. The areas surrounding the site consist of Low-Density Mixed-Use Neighborhood District to the north (mobile home park), east (Provincetowne Neighborhood) and south (Stailton Cceek Neighborhood) of the site. There is a Low-Density Residential District designation located along the northwestern portion of the site (College Ave and Trilby Road) in additional to a General Commercial District along S. College Ave and an Employment District to the north across Trilby Road. The ground cover of the Site consists of nearly 100% vegetative cover as the site is currently vacant land. There are no designated or named drainageways located within or traversing the site. No FEMA floodplains are delineated on the property. Soils on the site consists of a combination of fine sandy loam and clay loams, the majority ofthe Site consists ofHydrologic Soil Group C and D, with only 1.3% ofthe site having a Hydrologic Soil Group B rating which is located in the northeast corner of the property. Soil types were obtained from the Natural Resources Conservation Service (NRCS) — Web Soil Survey. A detailed NRCS soils map with percentages and descriptions of soils is included in Appendix B. Master Draina,�e Basin Description As part of the development of the site there are improvements that have been outlined in the Stone Creek Basin Selected Plan of Improve�nents. These improvements on our site consists of utilizing an existing inadvertent storage area. The standard detention requirement is to release detained flows at the historic two- year rate (0.2 cfs/acre), however since the development is able to use the existing inadvertent storage area to combine onsite stormwater with offsite stormwater in a detention basin, the standard detention ci-iteria would be relaxed such that the peak flows in the Selected Plan EPA SWMM hydrology model are not exceeded at the outlet of the development. The peak flow at the outlet of the development is 73.5 cfs. Improvements also include upgrading an existing culvert located at the eastern property line at Crown Ridge Lane that has been preliminarily sized by the master drainage plan as a 10 ft x 3 ft concrete box culvert, in addition, the wetland outfall channel improvetnents from the Crown Ridge Lane to Trilby Road are required to ensure that capacity of the drainage channel is met. Floodplain lnfoi•mation According to the Federal Emergency Management Agency's (FEMA) Flood lnsurance Rate Map, the Site lies within Zone X, which is designated as "Areas determined to be outside the 0.2% annual chance flood hazard area." The FEMA F1RM panel is not printed for this area. A F1RMette is included in Appendix C for reference. Page 2 1ATWELL � Project Description The Site consists of approximately 52.65 acres of existing, undeveloped land to be developed for the manufactured homes and related infrastructure. The existing topography is generally sloping (2% to 5%) towards the northeast corner of the site. There is an area of ponding on the Site that is considered inadvertent storage of stormwater. The City indicated that this area can be used in the proposed detention pond and that specific requirements will apply for the required detention volume; these requirements will be discussed in detail within this report. Proposed Draina�e Facilities Major Basin Description: The proposed development is part of the Fossil Creek Basin Master Drainage Plan and more specifically it is located in the Stone Creelc Basin Selected Plan of Improvements. Detention requirements are to detain the difference between the 100-year developed inflow rate and the historic 2-year release rate. The historic release rate for this basin is 0.20 cfs per acre. However, since the development is able to use the existing inadvertent storage area the standard detention criteria would be relaxed such that the peak flows in the Selected Plan EPA SWMM hydrology model are not exceeded at the outlet ofthe development. The peak flow at the outlet of the development is 73.5 cfs. The site outfall is an existing drainage channel located in the along the east properly line that will need to be improved as part of this development. Sub-Basin Description: The site historically drains overland from west to east across the site to the inadvertent detention storage area before discharging to the north in the northeast a corner of the property. A more detailed description of the project drainage patterns follows in the Drainage Facility Design Section below. Draina�e Desi�n Criteria Regulations This drainage report is accordance with the drainage basin design ofthe Fossil Creek Basin Master Drainage Plan, the Stone Creek Basin Selected Plan of lmprovements, as well the Fort Collins Stormwater Criteria Manual (FCSCM). Drainage Studies, Master Plans, Site Constraints The Site is located within the limits of the Fossil Creek Basin Master Drainage Plan and as such tie in points Yo the Outfall systein have been mapped and designed as par� of this report. The stormwater outfall options for this site appear to be the existing 8 ft x 4 ft box culvert located near the Trilby Road and Portner Road intersection. The site is also part of the Stone Creek Basin Selected Plan of i»�prove�nents and will require a concrete box culvei-t improvement at the Crown Ridge Lane crossing. The concrete box culvert improvement has been preliminarily sized by the master drainage plan to be 10 ft x 3 ft. The drainage channel at the east end of the site, between Crown Ridge Lane and Trilby Road, will need to be regraded and improved to increase capacity. There is a City recognized existing `inadvertent detention storage area' Page 3 1ATWELL � on this site. This area is located upstream of the existing culvert crossing at Crown Ridge Lane. This inadvertent storage area must be replaced and mitigated with any development on this site. In addition to the above improvements outlined in the Stone Creek Basin Selected Plan of Improvements, the site must accept and pass all offsite stormwater flows. This includes flows at the Rick Drive outfall, the undeveloped parcel located immediately south of this proposed site, the mobile home park to the north of the site. Four-Step Process The Four-Step Process for receiving water protection focuses on reducing runoffvolumes, treating the water quality capture volume (WQCV), stabilizing streams and implementing long-term source controls. The Four Step Process pertains to management of smaller, frequently occurring events, as opposed to larger storms for which drainage and flood control infrastructure are sized. Step 1. Employ Runoff Reduction Practices To reduce runoff peaks, volumes and pollutant loads froin urbanizing areas, the site has implemented L1D strategies that includes conserving existing amenities, minimizing impacts, and minimizing directly connected impervious area (MDCIA). Constructed Wetland: Historic flows drain to an existing non jurisdictional wetland area that will be extended and upgraded to provide additional wetland plantings while removing the existing noXious weeds that currently occupy the area due to intermittent water supply. The existing and expanded wetland area is part of the overall detention pond which includes a specified water quality volutne. The water quality and detention attenuated volumes will provide the waYer necessary to maintain the wetland species. The wetland vegetation will provide and help mitigate water quality of storm water. The wetland vegetation will also provide natural erosion control and site sedimentation control. This area will be owned and maintained by the landowner. Bioretention: The site is proposing to utilize bioretention (rain garden) and linear bioretention facilities to pretreat storm water and enhance the water quality ofthe wetland. The site will utilize a depressed landscape to capture and filter the water quality capture volume. The bioretention will operate with up to 12 inches of ponding which will infiltrate ihrough a soil media and be released into the detention pond via an underdrain system. The calculation spreadsheet can be found in appendix E. Forebays: Concrete forebays will be placed at the entrances to the linear bioretention channels. The forebays will capture large sediment before it enters the bioreiention facilities. Vegetated Buffer: A vegetative buffer will be placed around the wetland. The buffer will improve the water quality of the storm water that sheet flows across this area befoi•e it enters the wetland by reducing sediment and debris. The buffer will also provide aesthetics to the site and enhance the trail around the wetland. Page 4 1ATWELL � Step 2. Implement BMPs That Provide a WQCV with Slow Release Runoff has been designed be treated with subsurface water quality treahnent and detention while utilizing the existing inadvertent detention storage area on the site. Step 3. Stabilize Streams There is a natural drainageway located along the eastern property line of the site that we will be improving and providing channel stabilization measures to as part of the improvements of the channel. By providing stream stabilization improvements it is lil<ely that natural stream characteristics can be maintained to accommodate the site development. Step 4. Implement Site Specific and Other Source Control BMPs Site specific needs such as material stoi-age or other site operations were considered to targeted source control BMPs. The neighbochood park is centrally located to the site and is located in an area away from the detention basin in an effort to keep dog waste in areas away from the detention basin. In addition, material storage during construction will be located in areas away from stonr� drainage facilities. H d�lo�ical Criteria Per the FCSCM, three separate designs storms have been utilized to address drainage scenarios. The 80�'' percentile rain event is used to analyze the project's water quality features. In addition to the 80`�' percentile rain event a 2-year recurrence interval is used as the minor event storm and a 100-year recurrence interval is used as the major event storm. Rainfall Intensities for Rational Method calculations computed from Intensity-Duration Frequency curves as depicted in Chapter 5, Figure 3.4-1 ofthe FCSCM, serve as source for all hydrologic computations associated with the proposed development. The Rational Method was used to compute storinwater runoff utilizing coefficients contained in Chapter 5, Tables 3.2-1 and 2.3-2 of the FCSCM. Hydraulic Criteria All drainage facilities proposed with the project are designed in accordance with the criteria outlined in the FCSCM. Street capacities for the �najor and minor storms and capacities of inlets in sump locations based on available or allowable ponding depth per Chapter 9, Equations 9.1, 9-2 and Tables 2.1-1, 2.1-2 and 2.1-3 of the FCSCM. See Appendix D for the lnlet calculations. Stonn sewers are designed to meet the minor and major storm perfonnance criteria that are defined in Chapter 5, Section 1.2 of the FCSCM. Stonn sewer hydraulics were analyzed using StormCAD V8i software by Bentley. Page 5 1ATWELL � Releases from the detention pond are directed via pipe and/or surface flow to historic drainage paths. The detention pond outlet pipe is designed to flow in open channel conditions with supercritical flow to allow proper flow control function. Pipe and swale outfalls are designed to dissipate energy and disperse flows so that flow velocities do not exceed 15 feet per second. Minor swales designs are guided by FCSCM Chapter 9, Figures 5.1-1, where appropriate. The Fossil Creel< Master SWMM model has also been updated with the project site. The project site is located in subbasins 650, 700, and 720. The subbasins drain to the inadvertent wetland, Pond 386. The SWMM model was updated to reflect the site imperviousness, the stage-storage of pond 386, and the addition of the detention pond 386A. The ponds were also updated to show the outlet structure, orifice, and weir. The ponds were sized using the FFA method and using the SWMM model. The larger pond size results from the two methods were used for the pond calculations. Due to the need to submit an electronic copy of the SWMM model and the size of the results, the study has been submitted separately. Draina�e Facility Design General Concept The proposed drainage improvements were designed to maintain existing drainage patterns, and to ensure no adverse impacts to any adjacent properties. Onsite detention will be provided on-site while utilizing the inadvertent detention storage area outlined on the property. Detention release rates will be controlled through outlet control structures. Minor drainage basins have been delineated using the proposed site plan and grading, as we11 as the lot layout for the proposed development. See Appendix G for detailed drainage maps. Minor basins established for the site are described be(ow: Basin A 1— This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point I prior to entering the proposed inlet, 74% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 3.4 cfs bypasses this inlet and is collected in the inlet located in Basin A4. Basin A2 — This basin includes residential developtnent, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 2 prior to entering the proposed inlet, 83% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 1.8 cfs bypasses this inlet and is collected in the inlet located in Basin A4. Basin A3 — This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 3 prior to entering the proposed inlet, 60% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 9.1 cfs bypasses this inlet and is collected in the inlet located in Basin A5. Basin A4 — This basin includes residential developtnent, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 4 prior to entering the proposed inlet, 49% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 17.8 cfs bypasses this inlet and is collected in the inlet located in Basin A5. Basin AS — This basin includes residential development, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 5 prior to entering the Page 6 1ATWELL � proposed inlet, 48% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 18.4 cfs bypasses this inlet and is collected in the inlet located in Basin A8. Basin A6 — This basin includes residential development, roadways, walks and open space. This basin drains to a 10-ft Type R inlet. Flows from this basin are quanti�ed at Design Point 6 prior to entering the proposed inlet, 63% of the 100-year flow is captured within the inlet and routed to Pond 386 while the remaining 7.0 cfs bypasses this inlet and is collected in the inlet located in Basin A7. Basin A7 — This basin includes residential developinent, roadways, walks and open space. This basin drains to a 15-ft Type R inlet. Flows from this basin are quantified at Design Point 7 prior to entering the proposed inlet, 63% of the 100-year flow is captured within the inlet and routed to Pond 386 while the re�naining 7.8 cfs bypasses this inlet and is collected in the inlet located in Basin A8. Basin A8 —This basin includes residential development, roadways, walks and open space. This Uasin drains to a Denver Triple No. 16 inlet. Flows from this basin are quantifed at Design Point 8 prior to entering the proposecl inlet, the entirety of the 2-year flow is captured within the inlet and routed to Pond 386. Although 63% of the 100-year flow is captured in the in1eY and routed to pond 386, the remaining 37% of the 100-year flow will overtop the street crest and be routed through a curb opening and into a swale and ultimately into pond 386. Basin A9 —This basin includes residential development, roadways, walks and open space. This basin drains to a curb opening curb opening and into a swale and ultunately into pond 386. Flows froin this basin are quantified at design point 9. Basin A 10- This basin includes residential development, roadways, walks and open space. This basin drains to a curb opening and directly into Pond 386 for water qualiry treatment and runoffdetention. Flows from this basin are quantified at Design Point 10 prior to entering Pond 386. Basin A 11—This basin includes residential development, roadways, walks and open space. This basin drains to a curb opening and directly into Pond 3 86 for water quality treatment and runoff detention. Flows from this basin are quantifed at Design Point 11 prior to entering Pond 386. Basin A 12 —This basin includes a small portion of residential development, open space, and Pond 386. This basin drains to directly into Pond 386 for water quality treatment and runoff detention. Flows from this basin are quantified at Design Point 12 prior to entering the pi•oposed pond. Basin Al 3—This basin includes residential development, roadways, walks and open space. This basin drains to a Denver Triple No. 16 inlet. Flows from this basin are quantified at Design Point 13 prior to entering the proposed inlet, the entirety of the ] 00-year flow is captured within the inlet and is ultimately released into the detention pond 386A, located neai- the intersection of Portner Drive and Trilby Road. Basin A 14 —This basin includes residential development, roadways, walks and open space. This basin drains to a Denver Triple No. l6 inlet. Flows from this basin are quantified at Design Point 14 prior to entering the proposed inlet, the entirety of the 100-year flow is captured within the inlet and is ultnnately released into the detention pond 386A, located near the intersection of Portner Drive and Trilby Road. Page 7 1ATWELL � Basin A15 — This basin includes a small portion of the residential development and the detention pond 386A. This basin drains to directly into Pond 386A for water quality treatment and runoff detention. Flows from this basin are quantified at Design Point 16 prior to entering the proposed pond. Basin Al6 —This basin includes a small portion of residential development, and the outfall channel from Pond 386 through Trilby Road. This subbasin follows its historic flow path and the channel has been improved by increasing capacity. The swale was designed for the emergency overflow runoff fi-om Pond 386 and Pond 386A with 1-ft of freeboard. Basin OS 1 through OS6 — These basins include existing medium density residential developments. The basins drain through the Site and ultimately into Pond 386 for water quality treahnent and runoff detention. Basin OS7 —This basin is currently an undeveloped land bank parcel owned by the City of Fort Collins. This basin sheet flows onto the Site. Per conversations with the City of Fort Collins it was agreed upon that the Site would treat and detain for the land bank parcel through the linear bioretention swale and Pond386, in exchange for the linear bioretention swale area to be located on their property. Per request by the City of Fort Collins, the land bank parcel was modeled as if it were to be developed as high density. This gives the land bank parcel a percent imperviousness of 90% and a runoff coefficient of 0.95. The calculations for sizing the linear bioretention swale and pond 386 used this percent impervious and runoff coefficient. �ecific Details The standard Fort Collins detention requirement is to provide onsite detention of Yhe runoff volume difference between tlle 100-year developed flow rate and the 2-year historic release rate. However, because the City has recognized inadvertent storage on this site (Pond 386), the development will be able to use the existing inadvertent storage area to coinbine onsite storinwater with offsite starmwater in a detention basin. Under this option the City standard detention criteria would be relaxed such that the pealc flows in the Selected Plan EPA SWMM hydrology model are not exceeded at the outlet of the development. After reviewing the Selected Plan EPA SWMM hydrology model peak flows will not exceed 73.5 cfs from the develop►roent. The majo�•ity of the site will be directed into Pond 386 within Basin Al2 and the rest of the site will be directed into Pond 386A within Basin A15 to maintain the required site release rate. The two ponds will share the release rate. Pond 386 will release at a rate of 45.8 cfs and Pond 386A will release at a rate of 27.7 cfs. A total dete��tion volume for pond 386 is 1735 acre-feet and the detention volume for pond 386A is 0.19 acre-feet. Maintaining the existing drainage patterns throughout the site improvements at Crown Ridge Lane are required. This crossing was preliminarily sized by the master drainage plan as a 10-ft x 3-ft concrete boX culvert, however after analysis of the proposed stormwater improvements on the site, it will be required that the Crown Ridge Lane be two 8-ft x 4-ft concrete box culverts. Analysis of this culvert can be found in Appendix E. Since there is no longer a low point under Crown Ridge Lane, Pond 386 will utilize an outlet stcucture for emergency overflow, so the multifamily residential development to the east is not inundated in an emergency. Page 8 1ATWELL � In addition to the improvements at Crown Ridge Lane the existing drainage channel at the east end of the site, between Crown Ridge Lane and Trilby Road, has been regraded and improved to increase the capacity of the channe] to safely discharged runoff fi-om the siYe, calculations can be found in Appendix E. Two other drainage swales have been proposed on the site as well to accept and pass offsite stormwater flows from Rick Drive to the west of the site and an undeveloped parcel immediately south of the site. Both of these proposed swales will be routed to Pond 386 before leaving the site. Design calculations for these swales is also found in Appendix E. Variance Requests No variances are requested far the stormwater facilities. Erosion Control A comprehensive Erosion and Sediment Control Plan (along with associated details) has been provided by separate document. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living docuinent, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed, or modified in conjunction with construction activities. The Erosion and Sediment Control P1an addresses both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Appendix E of the FCSCM — Construction Control Measured Fact Sheets will be utilized. Measures may include, but are not limited to, silt fencin� along the disturbed perimeter, gutter protection in the adjacent roadways and inlei protection at existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractar. Conclusions Development of this drainage plan has been completed in accordance with standards set forth in the City of Fort Collins Storm Drainage Design Criteria Manual. The drainage plan also complies with the requirements set forth in the Fossil Creek Basin. The drainage plan and stormwater management measm-es proposed with the proposed development ai-e compliant with all applicable SYate and Federal regulations governing sto�mwater discharge. The drainage design proposed with the project will not negatively affect any downstream drainage facilities, as historic drainage patterns and allowable release i-ates are planned to be maintained. Page 9 1ATWELL � References 1) City of Fort Collins Stormwater Criteria Manual, City of Fort Collins, CO, as adopted by the City Council of the City of Fort Collins, as referenced in Section 26-500 �O of the City of Fort Collins Municipal Code, December 2018. 2) Cityo uf Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, BHA Design, In. with City of Fort Collins Utility Services, November 5, 20019. 3) City of Fort Collins Stone Creek Basin Selected Plan of improvements, iCON Engineering, Inc., October 2018. 4) Mile High Flood District Drainage Criteria Manual, Volumes l, 2, &3, Mile High Flood ConYrol District, Volumes i& 2— Originally Published September 1969, Updated January 20 ] 6; Volume 3— Originally Published September 1992, Updated November 2010. 5) Flood Insurance Rate Map of City of Fort Collins Colorado (FIRMette); Federal Emergency Management Agency. 6) USDA — NRCS — Web Soil Survey. Page 10 APPENDIX A — Vicinity Map THE FOOTHILLS VICINITY MAP r � J o z000 a000 PROJECT N0.:19002763 DATE: 12/16/2020 ( IN FEET ) 1 inch = 2000ft. APPENDIX B— Web Soil Survey � a v 0 493400 4�X3500 40° 2y' 44" N -- ��I �� I �. ��f , ! I,i y��.'tj" � � � "� � � h ' g w� # • � � ��,�, � ;� �� —�,i._. �� . - � � �� , � ^� 1 �:�1'/ �/ +4n n� , .� � a i� s_ �� °,�'�"� � c —�...,� �,. Ni�, ,� Y,�. �.� ,� , , �— � ' °�� , Hydrologic Soil Group—Larimer County Area, Colorado � (Sun Communities - Fort Collins) _ 0 4�00 493700 49:�0 493900 49a000 494100 4&I200 494.'i00 4�11400 494�00 I '� I I 7 IA �.,�iY�!� � � iS �, �-�,,..�1 � I'T I / L Go� zyya^N - ,� I ,—• j�`�� , . `�= r � l �w-- it- �.$ .. .. .n..�, �, �y,, • a �'- -��-y'+� . _ ..� � I :�-�'' �'t,' . .. ; - ,, � .. - I � . - � ,�jn'!'�4 �� 3.. � � =� '.. � i+� "±I:. � fi, �t ,.. $ E' , ,i� '� ��' �' �-� �� r i-rt .� . � • . ' '` v ..�1'�i c 'd"s � `� �I � ��. y '� �ir ,� ii1 � f !��, ' ' • ' � rr',.. .�,.� I I � � . �" '�� ' f*�-�, ,i�' .o:''' _..1_ � � � r =. - �t�!�' �n�, - q '�-__ � � �7yp � _ � � +n-_ L� _ -`1 , �(� ,(+' , � , .. . � '_'J . � . l� . � /Y �i�) � I' .. .. .. . . . � ll;� )fhlljJ-� :F�. g� � �} � � , � ,y • i � _ �-� c °o �.y. � � � �� ,. �`. LX7l "�` � r:� - c°� �� ,��.�..t,�—� .. _ �` � `« �,4 �..Y . . _ ��' � �� . ��: � � �, � r r � . �li �� F - UCIJ �yw�i � .:�- ' � ` .'i . � � �' r � � ;� . � �� x � c� �� c� . .. .. ,l�^ I �Tf __ ��yl� � (�\ �,a � �� . � � �a` . j:. , .. _ . '' . -. e��_. __.____"_' +UJ � ' ' � G�' � ,' —. c -'r� - ` �'- �_ '' �- _- _ � � II •„�. . �� _� Q4 I� �� T �'� � �— � �. � ,�p � ,. Ca� '• � ,y ,N � � �t � �r t - ,-� � ; �_ � �i' �,,�' �, ,� � � • � , .., . ,��_ �' .,- +- � �,.a . ti ",•-{� �..�:� + � � � _ � �:�, :... . :d. , . , � — — �- � � 287 -{ • � _ . . �� - -# ' ` � � �L�,..�'i( .•;� r � �'�. � `,{'_�� .:it: ' - ��.`�.� �r.. - �G�i�r-n Y1�.�-� '� ^ , s... 1 �.JY�.� _vr . . . i ' _ " - , ♦' �' n � � 'M f. � �_S ��f ��M � �. a f N' � � ' T L' � � . s1- � .. . -� - . ��'� �; ,,� b� � s ; � � � � y . ` __ _ _ I�M��"'� �, , �`,i� �'�, .: �' - g � � M � . � ' ` � _�� _ G I � ,� „ > .`L � ��, i � e �1�,'� � - � � � p ' ��` �� 'j '-n - . _ _ --- � ly_- ��-. 1 f � . � i� '� "� ��Soi1,,Map niay oiot be v,�li�l at this scale, .��r !_,f' � a'_ --._ . _— - -�- • ;,.--L! �� „ J6! ��' �� I I .. � t*4� � �� :r...a'' "`-.` ..�� _ S ' , -� ;i� ` . ,.�� i. 4� �,� i��'� � --�� _ � ` � .� � �. � 1 ..� � � _ ... s_ 40° 29' 19" N � � I � I " -". .-I � I I I 40° 29' 19" N 453400 493600 4�S'600 49370� 493800 4Si900 494000 494100 494200 494300 494400 4�;00 � 3 !V �r -�� Map Scale: 1:5,480 if printed on A Iandscape (11" x 8.5") sheet �, � N Meters � 0 50 100 200 300 /V � 0 250 500 1000 1500 Map projectlon: Web Mercator Comer coorcJinat�: WGS84 Edge tics: UTM Zone 13N WGS84 Us�n Natural Resources Web Soil Survey 11/4/2020 � Conservation Service National Cooperative Soil Suroey Page 1 of 4 Hydrologic Soil Group—Larimer County Area, Colorado (Sun Communities - Fort Collins) MAPLEGEND Area of Interest (A01) Area of Interest (AOI) Soils Soil Rating Polygons � A Q A/D 0 B � B/D Q C 0 C/D � D 0 Not rated or not availabie Soil Rating Lines ..s A � C � C/D � D 0 Not rated or not availabie Water Features Streams and Canais Transportation a�-r Rails ti Interstate Highways US Routes Major Roads Local Roads Background � Aeriai Photography .,s A/D �v B �y B/D . . C . r C/D r-�s D .. Not rated or not availabie Soil Rating Points o A 0 A/D ■ B � B/D MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 15, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Usbn Natural Resources Web Soil Survey 11/4/2020 � Conservation Service National Cooperative Soil Suroey Page 2 of 4 Hydrologic Soil Group—Larimer County Area, Colorado Hydrologic Soil Group Map unit symbol Map unit name 27 Cushman fine sandy C loam, 3 to 9 percent slopes 35 Fort Collins loam, 0 to 3 C percent slopes 36 Fort Collins loam, 3 to 5 C percent slopes 37 Fort Collins loam, 5 to 9 C percent slopes 48 Heldt clay loam, 0 to 3 C percent slopes 49 Heldt clay loam, 3 to 6 C percent slopes 54 Kim loam, 3 to 5 percent B slopes 63 Longmont clay, 0 to 3 D percent slopes 74 Nunn clay loam, 1 to 3 C percent slopes 90 Renohill clay loam, 3 to D 9 percent slopes 106 Tassel sandy loam, 3 to D 25 percent slopes 136 Water Totals for Area of Interest Rating � Acres in AOI Sun Communities - Fort Collins Percent of AOI 7.9 7.8% 1.4 11.1 1.7 2.3 18.1 1.3 25.1 6.6 15.3 0.1 9.8 100.7 1.4% 11.0% 1.7% 2.3% 18.0% 1.3% 24.9% 6.6°/a 15.1 % 0.1 % 9.7% 100.0% USDn Natural Resources Web Soil Survey 11/4/2020 � Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Larimer County Area, Colorado Sun Communities - Fort Collins Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.� None Specified Tie-break Rule: Higher USt�� Natural Resources Web Soil Survey 11/4/2020 � Conservation Service National Cooperative Soil Survey Page 4 of 4 APPENDIX C- FEMA FIRM PANEL National Flood Hazard Layer FI RMette 105°4'35"W 40°29'48"N ;�;; FEMA . _ . � ! s � . y� i , _ � jj��77�� . � J-� -- � . � ' • ,/ , - � r � � . ! �� ; — a _ � , ' �`'� . . _ . ,�r � - - �- '�'i �",,�• ,�' � � �' � . s w! - �� r 4 �'� , 3,�� , . � e , � ;�L�- � � � � �- ,. � � � � _ + "r � � � _ r � � ! 1 �� '� , 1 �`�,� Te�.P�l P.�v,'� ti 1t , s �" � 'M + � �1 � _ � � . , � � � . �� + s a� � '� i►� '� �" � � � z �� , �i. i� �� ^ �Z , � � - ., �� t � � +' , �=-� �``�� , i :� "`� .. + f � � . 4 t ._ �. -� �• . �� ,� � �, i� t �.• � e � � - ' � * �� ,_ � � � � � . '��` . �,: + . � '�. . � � - . ' •� . �. w � '��. _ '' `` _ *� ' . � �'�" �,� ',�'�" � T6CJ R�.":',•�i .31 � � � I . . . s ' � � `�r - i .,L � . � — i , � ' � � �� ' � � F 5 � y�� f �r � +s� � '� `�'�� L.�II��EI� �'��T�'��`T�'- — � _ � �"`'� ..'.�, ' � � � � ' r� � i� 1 ii 1 ' �� '' "� ; « � �r �'"�� ► .: � I 4 '�ili i , r� � +4. �. • . .. y �. � r� � '�I� �� E � ,f { 4 � � �� . '`'t� .�, �� ; '.� r � , •.� ' ' � t r � i . . '�' � � � � � � � � � x � y � �� ' g�� , �' '� . �t � � � 'r � �,i � � - e r �_ � • �: . �. , � * '� � � � �' 0 250 500 l' �"IT��' ��F F�JRTiCc�LL c7;Olc7� � '-� i � � � �� T� � , F .i . i �, � '. � • � �+� �rrw airr. '� �� w � � � r, -'--= --. _ _ ��,'" r � � _ � � � F s ! �' � , : . . • . � � ' __ _ � ; a � 's�i,r*� � _ �, '� �I : . '� � a �' I� � � � s1 -� +�� -'�it�: ='�� . ,, : USGS Tlie Nat(oiial Map Orfhoimagery Data refreshed October, 2020. , Feet 1:6,000 1,000 1,500 2,000 1 Legend SEE FIS REPORT FOR DEfAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Without Base Flood Elevation (BFE) Zone A. V. A99 SPECIAL FLOOD WIYFI BPE Of D@ptll Zone AE. AO, AH. VE. AR NAZARD AREAS Regulatory Floodway OTHER AREAS OF FLOOD HAZARD 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile zo„e x - , Future Conditions 1% Annual - Chance Flood Hazard zo�,e x Area with Reduced Flood Risk due to Levee. See Notes. zo�,e x Area with Flood Risk due to Leveezone o NO SCREEN Area of Minimal Flood Hazard zo„e x Q Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zo„e o GENERAL '--' Channel, Culvert, or Storm Sewer STRUCTURES i i i i i i i Levee, Dike, or Floodwall � Cross Sections with 1% Annual Chance ��.s Water Surface Elevation o- - - Coastal Transect �s+�� Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary ---- Coastal Transect Baseline OTHER _ — profile Baseline FEATURES Hydrographic Feature MAP PANELS Q Digital Data Available � No Digital Data Available � Unmapped The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 11/4/2020 at 12:41 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. APPENDIX D — Hydrologic Computations 11/4/2020 NOAA Atlas 14, Volume 8, Version 2 ,� , '��" . Location name: Fort Collins, Colorado, USA* _''� �'�� Latitude: 40.4923°, Longitude: -105.0684° �� • � Elevation: 4983.31 ft*" - � * source: ESRI Maps " saurce: USGS "`" " POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurenl, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular � PF graphical � Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)� Precipitation Frequency Data Server recurrence interval )uration �� 1 � 2 5 10 25 50 � 100 �� 200 � soo �000 5-min 0.253 0.298 0.392 0.492 0.660 0.875 0.991 1.19 1.49 1.74 (0.200-0.318) (0.235-0:373)', (0.308-0.493) (0.384-0.622) (0.513-0.907)I (0.610-1.12J (0.713-1.40) (0.819-1J3) (0.981-2.22) (1.10-2.59)I 0.371 0.436 0.574 0.720 0.967 1.19 1.45 1.75 2.18 2.55 10-min �0.293-0.465) (0.344-0.547) (0.452 OJ23) (0.563-0.911) (0.751-1.33) (0.893-1.65) (1.04-2.05) (1.20-2.53) (1.44-3.25) , (1.62-3.79) 15-min 0.453 0.531 0.700 0.878 1.18 1.46 1.77 2.13 2.66 3.11 (0.358 0 567) (0.419-0.667)',(0.551-0.881) (0.686-1.11)I (0.916-1.62). (1.09-2.01) (1 27 2 50)� (1.46-3.09) (1 75-3 96),(1.97-4.63) 30-min 0.597 0.695 0.917 1.15 � 1.54 i 7.90 2.31 2.78 3.47 4.06 (0.467-OJ40) (0.548-0.871); (OJ21-1.15) (0.898-1.45) (1.20-2.12) (1.42-2.62) (1.66-3.26) (1.91-4.03) (2.28-5.17) � (2.57-6.03) 60-min 0.731 0.851 1.12 1.41 1.91 2.37 2.90 � 3.51 4.43 5.21 ) (0.578-0.916) (0.671-1.07) I (0.879-1.41) (1.10-1.78) (1.49-2.63) (1.78-328) (2.09-4.11) (2.42-5.11) (2.92-6.60) (3.30-7.73 2-hr 0.872 1.01 1.32 1.67 2.27 2.84 3.49 4.25 5.39 )( 6.35 ) (0.694-1.08) (0.800-125) (1.05-1.64) (1.31-2.08) I (179-3.11) (2.15-3.89) (2.54�.90) (2.96-6.12) (3.59-7.95 4.06-9.34 �3-hr 0.966 1.11 1.44 1.82 2.49 3.72 3.86 4.71 6.D0 7.10 (0J72-1.19) (0.883-1.36) (1.15-1J8) (1.44-2.26) . (1.98-3.40) (2.38-4.26)f (2.83-5.39) (3.30-675) (4.02-8.82) (4.57-10.4) 6-hr 1.16 1.32 1.70 2.13 2.88 3.60 4.43 5.39 6.84 8.07 (0.932-1.41) (1.06-1.60) (1.36-2.07) (170-2.61) (2�31-3.89)_ (2.77-4.85) (327-6.11) (3.81-7.63) (4.63-9.93) (525-11.7) 12-hr 1.37 1.60 2.07 2.55 � 3.35 4.08 4.90 5.82 7.19 8.34 (1.11-1.64)� (129-1.92) (1.67-2.50) (2.053.10) i _(2_67-4.39) � (3.14-5.38) (3.63-6.62) (4.14-8.10)� (4.90-10.3) (5.48-1L9) 24-hr �•64 1.97 2.44 2.97 3.81 4.55 5.38 6.30 7.66 8.78 (1.34-1.95) (1.56-2.27) (1.99-2.91) (2.40-3.56) (3.04-4.89) (3.52-5.89) (4.02-7.15) (4.51-8.63) (5.26-10.8)I(5.83-12.4) 2-day 1 1.88 2.23 2.86 3.45 4.34 5.11 5.93 6.83 8.12 9.17 ) ( .55-221) (1.84-2.62) (2.353.37) (2.81-4.08) (3.47-5.45) (3.97-6.48) (4.45-7.74) (4.92-9.19) (5.62-11.3) (6.16-12.8 3-day 2•04 2.40 3.06 3.67 4.59 5.36 6.20 7.11 8.40 9.45 (1.69-2.37) (1.99-2.80) , (2.523.58) (3.01-4.31) (3.68-5.70) (4.19-6.75) (4.68-8.02) (5.15-9.49) (5.85-11.6) . (6.38-13.1) 4-day 2•16 2.54 3.23 3.85 4.79 5.58 6.42 7.34 8.64 9.70 (1.80-2.51) (2.11-2.95) � (2.67-3.75) (3.16-4.50)� (3.85-5.91) (4.37-6.97) (4.86-8.27) (5.33-975) (6.04-11.8) (6.58-13.4) 7-day 2 2•47 2.91 3.68 4.37 5.37 6.20 7.07 8.00 9.30 )( 10.3 ) ( .06-2.83) (2.43-3.34) , (3.07-424) (3.61-5.06) (4.33-6.53) (4.88-7.65) (5.38-8.98) (5.85-10.5) (6.54-12.6 7.07-142 10-da 2•�4 3.23 4.06 4.79 5.84 6.69 7.57 8.49 9.78 10.8 y (2.30-3.12) (271-3.68) (3.40-4.65) (3.98-5.51) I (4J2-7.03) (5.28-8.17) (5J8-9.53) (6.24-11.0) (6.91-13.1) (7.42-147) 20-day 3.54 4.09 5.02 5.81 6.92 7.80 8.69 9.61 10.9 11.8 (2.99-3.98) (3.46-4.61) (4.23-5.68) (4.87-6.60) (5.63-8.18) (6.20-9.38) (6.69-10.8) (7.12-12.3) (7.75-14.4) (8.23-15.9) 30-day 4.18 4.80 5.83 6.68 7.86 8.78 9.69 10.6 11.9 12.8 (3.55-4.66) (4.08-5.37) (4.93-6.53) (5.63-7.53) (6.41-9.19) (7.01-10.4) (7.50-11.9) (7.91-13.5) (8.52-15.6) (8.98-172) 45-day 4.94 5.69 6.89 7.87 9.19 10.2 11.2 12.1 13.4 14.3 4.22-5.48) (4.86-6.31) 5.86-7.67) (6.66-8.81) (7.52-10.6) 8.17-12.0 8.67-13.6) (9.07-15.3) (9.66-17.4 10.1-19.1 60-day (4.757 67141 (5 6.45121 I(6. 0 85691 (7.62 9?991 I 10.5 11.5 12.6 13.6 I(10.8-19.31 (11 25 2.01 8.56-12.01 (9.28-13.51 (9.81-15.21 (10.2-17.01 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). mbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency imates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at �er bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.4923&lon=-105.0684&data=depth&units=english&series=pds 1/4 11/4/2020 Precipitation Frequency Data Server PDS-based depth-duration-frequency (DDF) curves Latitude: 40.4923°, Longitude: -105.d684` 16 14 ......:.....:.....:.........:......�...........-:-....; ._ _ � 12 - --- ----- - --- - ---- ---- ---- --- - -- . � - a10 � -•- •-- •-- - --- --- --. ... . . ... , v v' ' c g .._ ... ._. . _ .... ..._ _ :`r'"� � . - - : _ -- ,/ , . :a 6 � - --- - --- - -� � �r� - a` q - �� --•- � . 2 - __ � _ ;l-'- : - - - . . _ : " . - Q- - - -- —.�- c � � c c � � � � .. >, >, >, >, >, >. �, >, �, 'C �C �� '� '� t L L1 L t N f0 �0 IO �0 �0 �0 N N C C N f�1 lV N V 'O �� 'U Ti �� i3 � N O .��1 m � � N N t�1 V t� O O O V� Duration 16 14 � 1Z a 10 v v c g 0 � r� a 6 u N a q 2 0 1 NOAA Atlas 14, Volume 8, Version 2 Created {GMT}: 1Ned Nov 4 19:25:07 2020 Back to Top Maps 8� aerials Small scale terrain ��:erag? recurren=e �,n'er•,al i.; e.;rs; .—. � � — to — 25 — sa — 1Q0 — 200 500 — ;COo Duratiai� 5�nm — 2-tlay — 10-m�n — 3-day 15-mNn — a�ay 3b-min — 7-day — 66-mm — 10-day — 2fir — 20-ciay — 3fir — 30-tlay — 6a�� — 4Frday — �z-r,� — co-vay 2a-r�r https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.4923&lon=-105.0684&data=depth&units=english&series=pds 2/4 2 5 10 �5 50 100 200 500 1000 Average recurrence interval (yearsl 11/4/2020 Precipitation Frequency Data Server n' , � _ H� �n�i�j Rd "� � jJ � ! 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'��a:�� I .M+� 0. �' "�_ L 1;,1-i; T,,,y,�;'� . r.�._ � , , o , �_ ' �, � � , � f � `� �� .a"�, .,�.•'�.'�1 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer Precipitation Frequency Data Server . � 7,� ,�' � �.- � F ' ' _ i'-'. S� t, � � . , - �!_"' ? ' . " . . . ,°� � r- � ii�; r:u.[� �•'_ ..d G� https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.4923&lon=-105.0684&data=depth&units=english&series=pds 4/4 COMPOSITE C CALCULATION PRo�ecrnn,uNe: Sun Communities - Fort Collins PROJECTNO: 19002763 LOCATIOM FOft COIIIIIS, C� NRCS Hydrologic Soil Group: D Grave� 40% Impervious 2 yr = 0.50 5 yr = 0.50 10 yr = 0.50 100 yr = 0.50 Asohalt, Concrete tooi impervious 2 yr = 0.95 5 yr = 0.95 10 yr = 0.95 100 yr = 0.95 ROoftoo 90 % Impervious 2 yr = 0.95 5 yr = 0.95 10 yr = 0.95 100 yr = 0.95 Lawns. Sandv Soil, Avg Slope 2-7°/a z i Impervious 2yr= 0.15 5yr= 0.15 10yr= 0.15 100yr= 0.15 Open Lands Transistion 20% Impervious 2 vr = 020 5 yr = 0.20 10 yr = 0.20 100 yr = 0.20 r �-� �� • •• � �� •�- � �� :��'' � .: � � � ��I ��! �� i ��I ��I ��! ��i ��I ��I ��! ��i ��I ��I ��! ��i ��I ��I ��! ��i ��I ��I ��! ��i ��I ��I ��! ��i ��I ��I ��i .. . �� :�� .:. � � �� i Drainage Area= 103.63 Designer: JMP Date�. 5/26/2022, 11:00 AM K:\19002763\Project DocumeMs\Engineering-Planning-Power and Energy\Reports\Draina9e\D_Hydrolo9y\Draina9e Calculations with Inlet Capacity COMPOSITE C CALCULATION PRo�ecrnn,uNe: Sun Communities - Fort Collins PROJECTNO: 19002763 LOCATIOM FOft COIIIIIS, C� NRCS Hydrologic Soil Group: D Grave� 40% Impervious 2 yr = 0.50 5 yr = 0.50 10 yr = 0.50 100 yr = 0.50 Asohalt, Concrete tooi impervious 2 yr = 0.95 5 yr = 0.95 10 yr = 0.95 100 yr = 0.95 ROoftoo 90 % Impervious 2 yr = 0.95 5 yr = 0.95 10 yr = 0.95 100 yr = 0.95 Lawns. Sandv Soil, Avg Slope 2-7°/a z i Impervious 2yr= 0.15 5yr= 0.15 10yr= 0.15 100yr= 0.15 Open Lands Transistion 20% Impervious 2 vr = 020 5 yr = 0.20 10 yr = 0.20 100 yr = 0.20 PROPOSED DRAINAGE AREA BASIN Ato�ai �,a„ei %asphait. Roohop �a"'"� sa�ay so�i, oPe� �a�as, Atotai COMPOSITE C Percent Concrete Avg Siope 2-7 % Transistion ID ft� ft� ft� ft� ft� ft� Ac 2 r 5 r 10 r 100 r Im ervious A1 162313 0 23590 24650 69223 44850 3.73 0.40 0.40 0.40 0.50 35% A2 128498 0 13700 12460 14338 88000 2.95 0.35 0.35 0.35 0.43 33% A3 178184 0 37750 57800 82634 0 4.09 0.58 0.58 0.58 0.72 51% A4 122175 0 27868 37800 56507 0 2.80 0.58 0.58 0.58 0.72 52% A5 114973 0 36170 25036 53767 0 2.64 0.58 0.58 0.58 0.72 52% A6 123927 0 43818 26696 53413 0 2.84 0.61 0.61 0.61 0.76 56% A7 101587 0 23784 26756 51047 0 2.33 0.55 0.55 0.55 0.69 48% A8 173871 0 56660 25497 91714 0 3.99 0.53 0.53 0.53 0.66 47% A9 204618 0 31175 55726 87242 30475 4.70 0.50 0.50 0.50 0.62 44% A10 29239 0 19247 0 9992 0 0.67 0.68 0.68 0.68 0.85 67% A11 58353 0 20929 15758 21666 0 1.34 0.65 0.65 0.65 0.82 61% Al2 423204 0 6720 25350 125502 265632 9.72 0.24 0.24 024 0.30 20% A13 196767 0 57679 54015 85073 0 4.52 0.60 0.60 0.60 0.76 55% A14 19642 0 14666 2400 2576 0 0.45 0.85 0.85 0.85 1.00 86% A15 16137 0 0 5862 10274 0 0.37 0.44 0.44 0.44 0.55 34% A16 53729 0 0 9224 44505 0 1.23 0.29 0.29 029 0.36 17% OS1 207736 14483 80003 27973 85277 0 4.77 0.59 0.59 0.59 0.74 54% OS2 278515 0 90162 39058 149295 0 6.39 0.52 0.52 0.52 0.65 46% OS3 152777 0 65264 16920 70593 0 3.51 0.58 0.58 0.58 0.73 54% OS4 236370 9732 53955 35582 137101 0 5.43 0.47 0.47 0.47 0.58 39% OS5 530130 0 131429 192474 206227 0 12.17 0.64 0.64 0.64 0.80 58% OS6 183321 0 67579 62614 53128 0 4.21 0.72 0.72 0.72 0.90 68% OS7 729110 0 0 729110 0 0 16.74 0.95 0.95 0.95 1.00 90% Designer: JMP Date�. 5/26/2022, 11:00 AM K:\19002763\Project DocumeMs\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrolo9y\Draina9e Calculations with Inlet Capacity COMPOSITE C CALCULATION PRo�ecrnn,uNe: Sun Communities - Fort Collins PROJECTNO: 19002763 LOCATIOM FOft COIIIIIS, C� NRCS Hydrologic Soil Group: D Grave� 40% Impervious 2 yr = 0.50 5 yr = 0.50 10 yr = 0.50 100 yr = 0.50 Asohalt, Concrete tooi impervious 2 yr = 0.95 5 yr = 0.95 10 yr = 0.95 100 yr = 0.95 ROoftoo 90 % Impervious 2 yr = 0.95 5 yr = 0.95 10 yr = 0.95 100 yr = 0.95 Lawns. Sandv Soil, Avg Slope 2-7°/a z i Impervious 2yr= 0.15 5yr= 0.15 10yr= 0.15 100yr= 0.15 Open Lands Transistion 20% Impervious 2 vr = 020 5 yr = 0.20 10 yr = 0.20 100 yr = 0.20 ..�.� � �.. .. .. • �i . �� • •• � �� •�- . ---_---_ __-_ - I ��! ��i ��I ��I ��! ��i ��I ��I ��! ��i ��I ��I ��! ��i ��I ��I ��! ��i ��I ��I ��! ��i ��I ��I ��i •. . . �� .� � .� � .� ��. •. . :. � �� •��! .. . . ... ..- � - � Designer: JMP Date�. 5/26/2022, 11:00 AM K:\19002763\Project DocumeMs\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrolo9y\Draina9e Calculations with Inlet Capacity TIME OF CONCENTRATION (Rationa� Method) PRo�EcrN,annE: Sun Communities - Fort Collins PROJECT NO: 1.9E+07 �ocarioN: Fort Collins, CO SUB-BASIN DATA INITIAL TIME TRAVEL TIME t� CHECK FWAL REMARKS �t�� tJ (URBANIZED BASINS) t� BASIN SLOPE ti LENGT SLOPE tt TRAVEL TcReg ID DESIGN POINT C2 AREA LENGTH (%) (min) H�ft� �o�o� V LENGTH (min) (ft) (min) (ft) (min) H1 H1 0.34 103.63 500 4.75 19.13 500.00 12.78 12.78 Urbanized Tc OS-7 OS-7 0.20 16.74 500 5.00 22.13 22.13 Designer: JMP Date: 5/26/2022, 11:00 AM K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity TIME OF CONCENTRATION (Rationa� Method) PRo�EcrN,annE: Sun Communities - Fort Collins PROJECT NO: 1.9E+07 �ocarioN: Fort Collins, CO SUB-BASIN DATA INITIAL TIME TRAVEL TIME t� CHECK FWAL REMARKS �t�� tJ (URBANIZED BASINS) t� BASIN SLOPE ti LENGT SLOPE tt TRAVEL TcReg ID DESIGN POINT C2 AREA LENGTH (%) (min) H(ft) (%) V LENGTH (min) (ft) (min) (ft) (min) A1 A1 0.40 3.73 200 3.50 12.22 550 2.50 8.65 1.06 550.00 13.06 13.06 Urbanized Tc A2 A2 0.35 2.95 50 2.00 7.92 860 2.50 8.65 1.66 860.00 14.78 9.58 A3 A3 0.58 4.09 95 2.00 7.55 1475 2.50 8.65 2.84 1475.00 18.19 10.40 A4 A4 0.58 2.80 40 2.00 4.89 750 2.50 8.65 1.45 750.00 14.17 6.34 A5 A5 0.58 2.64 40 2.00 4.93 725 2.00 7.73 1.56 725.00 14.03 6.49 A6 A6 0.61 2.84 40 2.00 4.66 880 1.00 5.47 2.68 880.00 14.89 7.34 A7 A7 0.55 2.33 50 2.00 5.81 550 1.00 5.47 1.68 550.00 13.06 7.48 A8 A8 0.53 3.99 40 2.00 5.38 1215 2.50 8.65 2.34 1215.00 16.75 7.72 A9 A9 0.50 4.70 150 2.00 10.98 625 2.00 7.73 1.35 625.00 13.47 12.33 A10 A10 0.68 0.67 40 2.00 3.98 625 2.00 7.73 1.35 625.00 13.47 5.33 A11 A11 0.65 1.34 125 2.00 7.44 450 2.50 8.65 0.87 450.00 12.50 8.30 Al2 Al2 0.24 9.72 125 2.00 14.27 460 2.00 7.73 0.99 460.00 12.56 12.56 Urbanized Tc A13 A13 0.60 4.52 90 2.00 7.00 955 3.00 9.47 1.68 955.00 15.31 8.68 A14 A14 0.85 0.45 40 2.00 2.40 385 2.00 7.73 0.83 385.00 12.14 5.00 Minimum A15 A15 0.44 0.37 140 5.50 8.31 45 0.50 3.87 0.19 140.00 10.78 8.51 A16 A16 0.29 1.23 115 5.50 9.28 200 2.50 8.65 0.39 200.00 11.11 9.67 OS1 OS1 0.59 4.77 135 2.00 8.81 775 1.50 6.70 1.93 775.00 14.31 10.74 OS2 OS2 0.52 6.39 135 2.00 10.01 875 1.50 6.70 2.18 875.00 14.86 12.18 OS3 OS3 0.58 3.51 135 2.00 8.98 650 1.50 6.70 1.62 650.00 13.61 10.60 OS4 OS4 0.47 5.43 135 2.00 10.93 725 1.50 6.70 1.80 725.00 14.03 12.74 OS5 OS5 0.64 12.17 200 1.00 12.20 1045 0.50 3.87 4.50 1045.00 15.81 15.81 Urbanized Tc OS6 OS6 0.72 4.21 200 1.00 10.10 540 1.25 6.11 1.47 540.00 13.00 11.57 OS7 OS7 0.95 16.74 200 2.00 3.16 800 2.00 7.73 1.72 800.00 14.44 5.00 Minimum Designer: JMP Date: 5/26/2022, 11:00 AM K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity . � � . � � • . •. -. . - . . --. . � . - . . . • :� � �- � • -• � � � � -• • �� „ �� „ �� „ �� • �� '�' � � � � �� .. • : �� -�� • � � � � � � � � � �� ' �� . .. : : � �.�i - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� -�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� - ��-�� -�_�� Designer: JMP Date: 5/26/2022, 11:00 AM K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity RUNOFF COMPUTATIONS (RATIONAL METHOD) PROJECT NAME: SUn C0171171UI1It12S - F01't COIIIIIS PROJECT NO: 2E+07 LOCATION: FOft COIGnS, CO 0 BASIN DESIGN AREA COMPOSITE C A*C t� INTENSITY (in/hr) Q(cfs) ID POINT Ac 2 yr 5 yr 10 yr 100 yr 2 yr 5 yr 10 yr 100 yr (min) 2 yr 5 yr 10 yr 100 yr 2 yr 5 yr 10 yr 100 yr A1 A1 3.73 0.40 0.40 0.40 0.50 1.50 1.50 1.50 1.87 13.06 2.06 2.71 3.41 7.02 3.08 4.05 5.10 13.12 A2 A2 2.95 0.35 0.35 0.35 0.43 1.02 1.02 1.02 1.28 9.58 2.34 3.08 3.88 7.98 2.40 3.16 3.97 10.21 A3 A3 4.09 0.58 0.58 0.58 0.72 2.37 2.37 2.37 2.96 10.40 2.27 2.98 3.76 7.73 5.37 7.07 8.90 22.87 A4 A4 2.80 0.58 0.58 0.58 0.72 1.63 1.63 1.63 2.03 6.34 2.70 3.55 4.47 9.20 4.39 5.78 7.27 18.70 A5 A5 2.64 0.58 0.58 0.58 0.72 1.52 1.52 1.52 1.90 6.49 2.68 3.53 4.44 9.13 4.07 5.36 6.75 17.35 A6 A6 2.84 0.61 0.61 0.61 0.76 1.72 1.72 1.72 2.15 7.34 2.58 3.39 4.27 8.78 4.44 5.84 7.35 18.89 A7 A7 2.33 0.55 0.55 0.55 0.69 1.28 1.28 1.28 1.60 7.48 2.56 3.37 4.24 8.72 3.27 4.30 5.42 13.93 A8 A8 3.99 0.53 0.53 0.53 0.66 2.11 2.11 2.11 2.63 7.72 2.53 3.33 4.19 8.63 5.34 7.02 8.84 22.73 A9 A9 4.70 0.50 0.50 0.50 0.62 2.34 2.34 2.34 2.92 12.33 2.11 2.78 3.50 7.19 4.93 6.49 8.17 21.00 A10 A10 0.67 0.68 0.68 0.68 0.85 0.45 0.45 0.45 0.57 5.33 2.84 3.73 4.70 9.67 129 1.70 2.14 5.49 A11 A11 1.34 0.65 0.65 0.65 0.82 0.87 0.87 0.87 1.09 8.30 2.47 3.25 4.09 8.41 2.16 2.84 3.58 9.20 Al2 Al2 9.72 0.24 0.24 0.24 0.30 2.35 2.35 2.35 2.94 12.56 2.09 2.76 3.47 7.14 4.93 6.48 8.16 20.98 A13 A13 4.52 0.60 0.60 0.60 0.76 2.73 2.73 2.73 3.41 8.68 2.43 3.20 4.03 828 6.63 8.73 10.98 28.24 A14 A14 0.45 0.85 0.85 0.85 1.00 0.38 0.38 0.38 0.45 5.00 2.89 3.80 4.78 9.84 1.10 1.45 1.82 4.44 A15 A15 0.37 0.44 0.44 0.44 0.55 0.16 0.16 0.16 0.20 8.51 2.45 3.22 4.05 8.34 0.40 0.53 0.66 1.70 A16 A16 123 0.29 029 0.29 0.36 0.35 0.35 0.35 0.44 9.67 2.33 3.07 3.86 7.95 0.83 1.09 1.37 3.52 OS1 OS1 4.77 0.59 0.59 0.59 0.74 2.81 2.81 2.81 3.52 10.74 224 2.94 3.71 7.62 6.30 8.29 10.43 26.83 OS2 OS2 6.39 0.52 0.52 0.52 0.65 3.33 3.33 3.33 4.17 12.18 2.12 2.79 3.52 7.23 7.07 9.31 11.72 30.13 OS3 OS3 3.51 0.58 0.58 0.58 0.73 2.04 2.04 2.04 2.54 10.60 2.25 2.96 3.73 7.67 4.58 6.03 7.59 19.50 OS4 OS4 5.43 0.47 0.47 0.47 0.58 2.54 2.54 2.54 3.17 12.74 2.08 2.74 3.45 7.09 5.28 6.95 8.75 22.49 OS5 OS5 12.17 0.64 0.64 0.64 0.80 7,77 7.77 7.77 9.72 15.81 1,88 2.48 3.12 6.42 14.65 1928 24.27 62.40 OS6 OS6 4.21 0.72 0.72 0.72 0.90 3.02 3.02 3.02 3.78 11.57 2.17 2.86 3.59 7.39 6.56 8.63 10.86 27.93 OS7 OS7 16.74 0.95 0.95 0.95 1.00 15.90 15.90 15.90 16.74 5.00 2.89 3.80 4.78 9.84 45.90 60.41 76.05 164.64 Designer: JMP Date: 5/26/2022, 11:00 AM K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\D_Hydrology\Drainage Calculations with Inlet Capacity APPENDIX E — Hydraulic Computations Version 4.05 Released March 2017 INLET MANAGEMENT USER-DEFINED INPUT Minor Storm Raintall Input Design Storm Return Pe�iotl, T, (years) One-Hour Precipitation, Pi (inches) Major Storm Rainfall In ut Design Storm�Retum Periotl, T, (years) One-Hour Ptecipitation, P� (inches) Version 4.05 Released March 20�7 INLET MANAGEMENT USER-DEFINEO INPUT Minor $torm Rainfall Input Design Storm Retum Periotl, T, (years) One-Hour Precipitation, Pi (inche5) MajorStormRainfallln ut Design Storm Retum Periotl, T, (years) One-Hour Precipitation, P� (inches) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: � r . r. rM,� seP w I T. m � STREEf U� � p,� CROWN S. �' -__ '� 5.� � mum Allowable Width tor Spread Behind Cur6 Tsqck = 11.0 ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SeqcK = 0.02D fUft ung's Roughness Behind Curb (typically between 0.012 and OA20) nencK = 0.016 it of Curb at Gutter Flow Line Hcuae = 6.00 inches nce from Curb Face to Street Crown T�ROWN - 9.O ft !f Width W = 1.08 ft �.t Transverse Slope Sx = 0.02D Poft :r Cross Slope (typically 2 inches over 24 inches or 0.083 ftlff) sw = o.ozo Poft �.t Longitudinal Slope - Enter 0 for sump condition So = 0.031 ft/ft iing's Roughness for Street Section (typically between 0.012 and 0.020) ns�aeer = 0.016 Minor Storm Major Storm Allowable Spread for Minor & Major Storm TM� = 9.0 9A ft Allowa6le Depth at Gutter Flowline for Minor & Major Sform dM� = 6.0 9.6 inches Flow Depth at Street Crown Qeave blank for no) :e � check = yes iR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm )R STORM Allowable Capacity is based on Depth Criterion Q,no. = 24.5 56.3 cfs r storm max. allowable capacity GOOD - grea[er than the design flow given on sheet'Inlet ManagemenY UD-Inlet_v4.05, DP-1 3/29/2023, 929 AM INLET ON A CONTINUOUS GRADE Version 4.05 Reteased March 2017 �—Lo (Cj—� H-Curb H-Vert r .`\�` Wa �1-�—^•.�.--- �-` W �-� La i;Gj �� CDOT Type R Curb Opening oflnlet Depression (additfonal to continuous gutter depression'a') Number of Units in the Inlet (Grate or Curb Opening) h of a Single Unit Inlet (Grate or Curb Opening) i of a Unit Graie (cannol be greater lhan W, Gutter Widih) �ing Factor for a Single Uni[ Grate (typical min. value = 0.5) iina Factor for a Sinale Unit Curb Openino (tvoical min. value = 0.1 Inlet Interception Capacity Inlet Carry-Over Flow (Flow bypassing inlet) �ra Prrcrntanr = O_/O_ _ MINOR MAJOR Type = CDOT Type R Curb Opening a�ocn� = 3.0 No = 7 Lo = 7 5.00 W, = N/A C�G = N/A N/A C�C = 0.10 0.10 MINOR MAJOR Q = 3.1 9.7 Qn = 0.0 3.4 C% = 100 74 UD-Inlet_v4.05, DP-1 3/29/2023, 929 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: � r . r. rM,� seP w I T. m � STREEf U� � p,� CROWN S. �' -__ '� 5.� � mum Allowable Width tor Spread Behind Cur6 Tsqck = 11.0 ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SeqcK = 0.02D fUft ung's Roughness Behind Curb (typically between 0.012 and OA20) nencK = 0.016 it of Curb at Gutter Flow Line Hcuae = 6.00 inches nce from Curb Face to Street Crown T�ROWN - 9.O ft !f Width W = 1.08 ft �.t Transverse Slope Sx = 0.02D Poft :r Cross Slope (typically 2 inches over 24 inches or 0.083 ftlff) sw = o.ozo Poft �.t Longitudinal Slope - Enter 0 for sump condition So = 0.018 ft/ft iing's Roughness for Street Section (typically between 0.012 and 0.020) ns�aeer = 0.016 Minor Storm Major Storm Allowable Spread for Minor & Major Storm TM� = 9.0 9A ft Allowa6le Depth at Gutter Flowline for Minor & Major Sform dM� = 6.0 9.6 inches Flow Depth at Street Crown Qeave blank for no) :e � check = yes iR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm )R STORM Allowable Capacity is based on Depth Criterion Q,no. = 25.4 66.9 cfs r storm max. allowable capacity GOOD - grea[er than the design flow given on sheet'Inlet ManagemenY UD-Inlet_v4A5, DP-2 3/29/2023, 929 AM INLET ON A CONTINUOUS GRADE Version 4.05 Reteased March 2017 �—Lo (Cj—� H-Curb H-Vert r .`\�` Wa �1-�—^•.�.--- �-` W �-� La i;Gj of Inlet � CDOT Type R Curb Opening Depression (additfonal to continuous gutter depression'a') Number of Units in the Inlet (Grate or Curb Opening) h of a Single Unit Inlet (Grate or Curb Opening) i of a Unit Graie (cannol be greater lhan W, Gutter Widih) �ing Factor for a Single Uni[ Grate (typical min. value = 0.5) iina Factor for a Sinale Unit Curb Openino (tvoical min. value = 0.1 Inlet Interception Capacity Inlet Carry-Over Flow (Flow bypassing inlet) �ra Prrcrntanr = O_/O_ _ MINOR MAJOR Type = CDOT Type R Curb Opening a�ocn� = 3.0 No = 7 Lo = 7 5.00 W, = N/A C�G = N/A N/A C�C = 0.10 0.10 MINOR MAJOR Q = 2.4 8.4 Qn= 0.0 1.8 C% = 100 83 UD-Inlet_v4A5, DP-2 3/29/2023, 929 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: � r . r. rM,� se" w I T. m � STREEf � CROWN 0. � 0.' � � __- �� 5.� i mum Allowable Width tor Spread Behind Cur6 Tsqck = 11.0 ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SeqcK = 0.02D fUft ung's Roughness Behind Curb (typically between 0.012 and OA20) nencK = 0.016 it of Curb at Gutter Flow Line Hcuae = 6.00 inches nce from Curb Face to Street Crown T�ROWN - 9.O ft !f Width W = 1.08 ft �.t Transverse Slope Sx = 0.02D Poft :r Cross Slope (typically 2 inches over 24 inches or 0.083 ftlff) sw = o.ozo Poft �.t Longitudinal Slope - Enter 0 for sump condition So = 0.008 ft/ft iing's Roughness for Street Section (typically between 0.012 and 0.020) ns�aeer = 0.016 Minor Storm Major Storm Allowable Spread for Minor & Major Storm TM� = 9.0 9A ft Allowa6le Depth at Gutter Flowline for Minor & Major Sform dM� = 6.0 9.6 inches Flow Depth at Street Crown Qeave blank for no) :e � check = yes iR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm )R STORM Allowable Capacity is based on Depth Criterion Q,no. = 16.6 47.2 cfs r storm max. allowable capacity GOOD - grea[er than the design flow given on sheet'Inlet ManagemenY UD-Inlet_v4A5, DP-3 3/29/2023, 929 AM INLET ON A CONTINUOUS GRADE Version 4.05 Reteased March 2017 �—Lo (Cj—� H-Curb H-Vert r .`\�` Wa �1-�—^•.�.--- �-` W �-� La i;Gj of Inlet � CDOT Type R Curb Opening Depression (additfonal to continuous gutter depression'a') Number of Units in the Inlet (Grate or Curb Opening) h of a Single Unit Inlet (Grate or Curb Opening) i of a Unit Graie (cannol be greater lhan W, Gutter Widih) �ing Factor for a Single Uni[ Grate (typical min. value = 0.5) iina Factor for a Sinale Unit Curb Openino (tvoical min. value = 0.1 Inlet Interception Capacity Inlet Carry-Over Flow (Flow bypassing inlet) ��P PP.�P�fa�a = n_�n_ _ MINOR Type = CDOT T a�ocn� = 3.0 No = 7 Lo = 7 5.00 W, = N/A C�G = N/A C�C = 0.10 MINOR Q = 5.3 Qp= �.i C% = s9 MAJOR Curb Opening N/A 0.10 MAJOR 13.8 9.1 sa UD-Inlet_v4A5, DP-3 3/29/2023, 929 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: � r . r. rM,� seP w I T. m � STREEf U� � p,� CROWN S. �' -__ '� 5.� � mum Allowable Width tor Spread Behind Cur6 Tsqck = 11.0 ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SeqcK = 0.02D fUft ung's Roughness Behind Curb (typically between 0.012 and OA20) nencK = 0.016 it of Curb at Gutter Flow Line Hcuae = 6.00 inches nce from Curb Face to Street Crown T�ROWN - 9.O ft !f Width W = 1.08 ft �.t Transverse Slope Sx = 0.02D Poft :r Cross Slope (typically 2 inches over 24 inches or 0.083 ftlff) sw = o.ozo Poft �.t Longitudinal Slope - Enter 0 for sump condition So = 0.013 ft/ft iing's Roughness for Street Section (typically between 0.012 and 0.020) ns�aeer = 0.016 Minor Storm Major Storm Allowable Spread for Minor & Major Storm TM� = 9.0 9A ft Allowa6le Depth at Gutter Flowline for Minor & Major Sform dM� = 6.0 9.6 inches Flow Depth at Street Crown Qeave blank for no) :e � check = yes iR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm )R STORM Allowable Capacity is based on Depth Criterion Q,no. = 21.4 60.9 cfs r storm max. allowable capacity GOOD - grea[er than the design flow given on sheet'Inlet ManagemenY UD-Inlet_v4A5, DP-4 3/29/2023, 929 AM INLET ON A CONTINUOUS GRADE Version 4.05 Reteased March 2017 �—Lo (Cj—� H-Curb H-Vert r .`\�` Wa �1-�—^•.�.--- �-` W �-� La i;Gj of Inlet � CDOT Type R Curb Opening Depression (additfonal to continuous gutter depression'a') Number of Units in the Inlet (Grate or Curb Opening) h of a Single Unit Inlet (Grate or Curb Opening) i of a Unit Graie (cannol be greater lhan W, Gutter Widih) �ing Factor for a Single Uni[ Grate (typical min. value = 0.5) iina Factor for a Sinale Unit Curb Openino (tvoical min. value = 0.1 Inlet Interception Capacity Inlet Carry-Over Flow (Flow bypassing inlet) ��P PP.�P�fa�a = n_�n_ _ MINOR Type = CDOT T a�ocn� = 3.0 No = 7 Lo = 7 5.00 W, = N/A C�G = N/A C�C = 0.10 MINOR Q = 4.6 Qp = �.� C% = 100 MAJOR Curb Opening N/A 0.10 MAJOR n.o 17.8 49 UD-Inlet_v4A5, DP-4 3/29/2023, 929 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: � r . r. rM,� seP w I T. m � STREEf U� � p,� CROWN S. �' -__ '� 5.� � mum Allowable Width tor Spread Behind Cur6 Tsqck = 11.0 ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SeqcK = 0.02D fUft ung's Roughness Behind Curb (typically between 0.012 and OA20) nencK = 0.013 it of Curb at Gutter Flow Line Hcuae = 6.00 inches nce from Curb Face to Street Crown T�ROWN - 9.O ft !f Width W = 1.08 ft �.t Transverse Slope Sx = 0.02D Poft :r Cross Slope (typically 2 inches over 24 inches or 0.083 ftlff) sw = o.ozo Poft �.t Longitudinal Slope - Enter 0 for sump condition So = 0.008 ft/ft iing's Roughness for Street Section (typically between 0.012 and 0.020) ns�aeer = 0.016 Minor Storm Major Storm Allowable Spread for Minor & Major Storm TM� = 9.0 9A ft Allowa6le Depth at Gutter Flowline for Minor & Major Sform dM� = 6.0 9.6 inches Flow Depth at Street Crown Qeave blank for no) :e � check = yes iR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm )R STORM Allowable Capacity is based on Depth Criterion Q,no. = 16.6 48.5 cfs r storm max. allowable capacity GOOD - grea[er than the design flow given on sheet'Inlet ManagemenY UD-Inlet_v4.05, DP-5 3/29/2023, 929 AM INLET ON A CONTINUOUS GRADE Version 4.05 Reteased March 2017 �—Lo (Cj—� H-Curb H-Vert r .`\�` Wa �1-�—^•.�.--- �-` W �-� La i;Gj of Inlet � CDOT Type R Curb Opening Depression (additfonal to continuous gutter depression'a') Number of Units in the Inlet (Grate or Curb Opening) h of a Single Unit Inlet (Grate or Curb Opening) i of a Unit Graie (cannol be greater lhan W, Gutter Widih) �ing Factor for a Single Uni[ Grate (typical min. value = 0.5) iina Factor for a Sinale Unit Curb Openino (tvoical min. value = 0.1 Inlet Interception Capacity Inlet Carry-Over Flow (Flow bypassing inlet) �ra Prrcrntanr = O_/O_ _ MINOR MAJOR Type = CDOT Type R Curb Opening a�ocn� = 3.0 No = 7 Lo = 7 5.00 W, = N/A C�G = N/A N/A C�C = 0.10 0.10 MINOR MAJOR Q = 4.1 16.9 Qn = 0.0 18.4 C% = 100 4$ UD-Inlet_v4A5, DP-5 3/29/2023, 929 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: � r . r. rM,� seP w I T. m � STREEf U� � p,� CROWN S. �' -__ '� 5.� � mum Allowable Width tor Spread Behind Cur6 Tsqck = 11.0 ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SeqcK = 0.02D fUft ung's Roughness Behind Curb (typically between 0.012 and OA20) nencK = 0.013 it of Curb at Gutter Flow Line Hcuae = 6.00 inches nce from Curb Face to Street Crown T�ROWN - 9.O ft !f Width W = 1.08 ft �.t Transverse Slope Sx = 0.02D Poft :r Cross Slope (typically 2 inches over 24 inches or 0.083 ftlff) sw = o.ozo Poft �.t Longitudinal Slope - Enter 0 for sump condition So = 0.043 ft/ft iing's Roughness for Street Section (typically between 0.012 and 0.020) ns�aeer = 0.016 Minor Storm Major Storm Allowable Spread for Minor & Major Storm TM� = 9.0 9A ft Allowa6le Depth at Gutter Flowline for Minor & Major Sform dM� = 6.0 9.6 inches Flow Depth at Street Crown Qeave blank for no) :e � check = yes iR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm )R STORM Allowable Capacity is based on Depth Criterion Q,no. = 22.3 52.7 cfs r storm max. allowable capacity GOOD - grea[er than the design flow given on sheet'Inlet ManagemenY UD-Inlet_v4.05, DP-6 3/29/2023, 929 AM INLET ON A CONTINUOUS GRADE Version 4.05 Reteased March 2017 �—Lo (Cj—� H-Curb H-Vert r .`\�` Wa �1-�—^•.�.--- �-` W �-� La i;Gj of Inlet � CDOT Type R Curb Opening Depression (additfonal to continuous gutter depression'a') Number of Units in the Inlet (Grate or Curb Opening) h of a Single Unit Inlet (Grate or Curb Opening) i of a Unit Graie (cannol be greater lhan W, Gutter Widih) �ing Factor for a Single Uni[ Grate (typical min. value = 0.5) iina Factor for a Sinale Unit Curb Openino (tvoical min. value = 0.1 Inlet Interception Capacity Inlet Carry-Over Flow (Flow bypassing inlet) ��P PP.�P�fa�a = n_�n_ _ MINOR MAJOR Type = CDOT Type R Curb Opening a�ocn� = 3.0 No = 7 Lo = 7 5.00 W, = N/A C�G = N/A N/A C�C = 0.10 0.10 MINOR MAJOR Q = 4.4 11.9 Qp = �.� %.� C% = 100 63 UD-Inlet_v4.05, DP-6 3/29/2023, 929 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: � r . r. rM,� seP w I T. m � STREEf U� � p,� CROWN S. �' -__ '� 5.� � mum Allowable Width tor Spread Behind Cur6 Tsqck = 11.0 ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SeqcK = 0.02D fUft ung's Roughness Behind Curb (typically between 0.012 and OA20) nencK = 0.013 it of Curb at Gutter Flow Line Hcuae = 6.00 inches nce from Curb Face to Street Crown T�ROWN - 9.O ft !f Width W = 1.08 ft �.t Transverse Slope Sx = 0.02D Poft :r Cross Slope (typically 2 inches over 24 inches or 0.083 ftlff) sw = o.ozo Poft �.t Longitudinal Slope - Enter 0 for sump condition So = 0.010 ft/ft iing's Roughness for Street Section (typically between 0.012 and 0.020) ns�aeer = 0.016 Minor Storm Major Storm Allowable Spread for Minor & Major Storm TM� = 9.0 9A ft Allowa6le Depth at Gutter Flowline for Minor & Major Sform dM� = 6.0 9.6 inches Flow Depth at Street Crown Qeave blank for no) :e � check = yes iR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm )R STORM Allowable Capacity is based on Depth Criterion Q,no. = 19.2 56.0 cfs r storm max. allowable capacity GOOD - grea[er than the design flow given on sheet'Inlet ManagemenY UD-Inlet_v4.05, DP-7 3/29/2023, 929 AM INLET ON A CONTINUOUS GRADE Version 4.05 Reteased March 2017 �—Lo (Cj—� H-Curb H-Vert r .`\�` Wa �1-�—^•.�.--- �-` W �-� La i;Gj of Inlet � CDOT Type R Curb Opening Depression (additfonal to continuous gutter depression'a') Number of Units in the Inlet (Grate or Curb Opening) h of a Single Unit Inlet (Grate or Curb Opening) i of a Unit Graie (cannol be greater lhan W, Gutter Widih) �ing Factor for a Single Uni[ Grate (typical min. value = 0.5) iina Factor for a Sinale Unit Curb Openino (tvoical min. value = 0.1 Inlet Interception Capacity Inlet Carry-Over Flow (Flow bypassing inlet) ��P PP.�P�fa�a = n_�n_ _ MINOR Type = CDOT T a�ocn� = 3.0 No = 7 Lo = 7 5.00 W, = N/A C�G = N/A C�C = 0.10 MINOR Q = 3.3 Qp = �.� C% = 100 MAJOR Curb Opening N/A 0.10 MAJOR 13.1 7.8 63 UD-Inlet_v4.05, DP-7 3/29/2023, 929 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: � r . r. rM,� seP w I T. m � STREEf U� � p,� CROWN S. �' -__ '� 5.� � mum Allowable Width tor Spread Behind Cur6 Slope Behind Curb (leave blank for no conveyance credit behind curb) ung's Roughness Behind Curb (typically between 0.012 and OA20) : of Curb at Gutter Flow Line ce from Curb Face to Street Crown Witlth Transverse Slope Cross Slope (typically 2 inche5 over 24 inches or 0.083 ftlff) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and 0.020) Tsnck' 11.0 ft SBFCK - O.O2D fUft �encK = 0.015 Hcuae= 6.00 inches TCROWN - 9.O ft W = 2.00 ft Sx = 0.02D ft/ft Sw = o.ozo ft/ft So = 0.000 ft/ft �sraeer = 0.016 Allowable Spread for Minor & Major Storm Allowa6le Depth at Gutter Plowline for Minor & Major Sform k boxes are not applicable in SUMP conditions STORM Allowable Capacity is based on Depth Criterion . STORM Allowable Capacity is based on Depth Criterion MinorStorm MajorStorm TMnx = 9.0 9.0 ft dMa�= 6.0 9.0 inches Minor Storm Major Storm Q,no. = SUMP SUMP cfs UD-Inlet_v4A5, DP-8 3/29/2023, 929 AM INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 ,��Lo (C)-,r H-Curb H-Vert Wo WP W Lo (G) gn Information (Inautl � of Inlet CDOT/Den�r 13 Combination I Depression (additional to continuous gutter depression'a' from above) ber of Unft Inlets (Grate Or Cufb Opemng) r Depth at Flowline (outside of local depressionj > Information th of a Unit Grate i of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) 3ing Factor for a Single Grate (typical value 0.50- 0.70) a Weir Coefficient (rypical value 2.15 - 3.60) a Orifice Coefficient (typical value 0.60 - 0.80) � Opening Information th of a Unit Curb Opening it of Vertical Curb Opening in Inches il of Curb Onfice Throat fn Inches � of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 2 feet) aing Factor for a Single Curb Opening (typical value 0.10) Opening Weir CoeffiGient (typical value 2.3-3.7) Opening Onfice Coefficient (lypfcal value 0.60- OJO) � for Grate Midwidth i for Curb Opening Weir Equation �ination Inlet Performance Reduction Factor for Long Inlets Opening Performance Reduction Factor for Long Inlets d Inlet Performance Reduction Factor for Long Inlets Inlet Interception Capacity (assumes clogged condition) Inle[ Capacity less than Q Peak for Major Storm MINOR MAJOR Type = CDOT/Denver 13 Combinafion am�ai= 2.00 inches No = 3 Ponding Depth = 6.0 6.0 inches MINOR MAJOR i� 0�2rride Depths L„ (G) = 3.00 � feet Wo= 1.73 feet A�auo = 0.43 Ci (G) = 0.50 0.50 C,,, (G) = 3.30 � � �o (G) = 0.60 MINOR MAJOR �o (�) = 3.00 feet H�an= 6.50 inches Hm,o��= 5.25 inches Theia = 0.00 degrees Wo= 2.00 feet C�(C) = 0.10 0.10 �w (�) = 3.70 . �. �� (�) = 0.66 � MINOR MAJOR d�,a�e = 0.577 0.577 ft dc�m = 0.46 0.46 ft RFc„me;,,a�;o„= 0.57 0.57 RFc,,,n= 0.97 0.97 RFc,a�e= 0.57 0.57 4a = Q PEPK RE�UIRED - MINOR MAJOR UD-Inlet_v4A5, DP-8 3/29/2023, 929 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: � r . r. rM,� seP w I T. m � STREEf U� � p,� CROWN S. �' -__ '� 5.� � mum Allowable Width tor Spread Behind Cur6 Slope Behind Curb (leave blank for no conveyance credit behind curb) ung's Roughness Behind Curb (typically between 0.012 and OA20) : of Curb at Gutter Flow Line ce from Curb Face to Street Crown Witlth Transverse Slope Cross Slope (typically 2 inche5 over 24 inches or 0.083 ftlff) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and 0.020) Tsnck' 11.0 ft SBFCK - O.O2D fUft �encK = 0.015 Hcuae= 6.00 inches TCROWN - 9.O ft W = 2.00 ft Sx = 0.02D ft/ft Sw = o.ozo ft/ft So = 0.000 ft/ft �sraeer = 0.016 Allowable Spread for Minor & Major Storm Allowa6le Depth at Gutter Plowline for Minor & Major Sform k boxes are not applicable in SUMP conditions STORM Allowable Capacity is based on Depth Criterion . STORM Allowable Capacity is based on Depth Criterion MinorStorm MajorStorm TMnx = 9.0 9.0 ft dMa�= 6.0 12.0 inches Minor Storm Major Storm Q,no. = SUMP SUMP cfs UD-Inlet_v4A5, DP-13 3/29/2023, 929 AM INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 ,��Lo (C)-,r H-Curb H-Vert Wo WP W Lo (G) gn Information (Inautl � of Inlet Den�2r No. 16 Combination I Depression (additional to continuous gutter depression'a' from above) ber of Unft Inlets (Grate Or Cufb Opemng) r Depth at Flowline (outside of local depressionj > Information th of a Unit Grate i of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) 3ing Factor for a Single Grate (typical value 0.50- 0.70) a Weir Coefficient (rypical value 2.15 - 3.60) a Orifice Coefficient (typical value 0.60 - 0.80) � Opening Information th of a Unit Curb Opening it of Vertical Curb Opening in Inches il of Curb Onfice Throat fn Inches � of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 2 feet) aing Factor for a Single Curb Opening (typical value 0.10) Opening Weir CoeffiGient (typical value 2.3-3.7) Opening Onfice Coefficient (lypfcal value 0.60- OJO) � for Grate Midwidth i for Curb Opening Weir Equation �ination Inlet Performance Reduction Factor for Long Inlets Opening Performance Reduction Factor for Long Inlets d Inlet Performance Reduction Factor for Long Inlets Inlet Interception Capacity (assumes clogged condition) �pacity IS GOOD for Minor and Major Storms�>Q PEAK) MINOR MAJOR Type = Denver No. 16 Combination am�ai= 2.00 inches No = 3 Ponding Depth = 6.0 10.0 inches MINOR MAJOR i� 0�2rride Depths L„ (G) = 3.00 � feet Wo= 1.73 feet /a�auo = 0.31 Ci (G) = 0.50 0.50 C,,, (G) = 3.60 � �o (G) = 0.60 MINOR MAJOR �o (�) = 3.00 feet H�an= 6.50 inches Hm,o��= 5.25 inches Theia = 0.00 degrees Wo= 2.00 feet C�(C) = 0.10 0.10 �w (�) = 3.70 . �. �� (�) = 0.66 � MINOR MAJOR d�,a�e = 0.577 0.911 ft dc�m = 0.46 0.79 ft RFc„me;,,a�;o„= 0.57 0.94 RFc,,,n= 0.97 1.00 RFc,a�e= 0.57 0.94 4a = Q PEPK RE�UIRED - MINOR MAJOR UD-Inlet_v4A5, DP-13 3/29/2023, 929 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: InIetID: � r . r. rM,� seP w I T. m � STREEf U� � p,� CROWN S. �' -__ '� 5.� � mum Allowable Width tor Spread Behind Cur6 Slope Behind Curb (leave blank for no conveyance credit behind curb) ung's Roughness Behind Curb (typically between 0.012 and OA20) : of Curb at Gutter Flow Line ce from Curb Face to Street Crown Witlth Transverse Slope Cross Slope (typically 2 inche5 over 24 inches or 0.083 ftlff) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and 0.020) Tsnck' 11.0 ft SBFCK - O.O2D fUft �encK = 0.015 Hcuae= 6.00 inches TCROWN - 9.O ft W = 2.00 ft Sx = 0.02D ft/ft Sw = o.ozo ft/ft So = 0.000 ft/ft �sraeer = 0.016 Allowable Spread for Minor & Major Storm Allowa6le Depth at Gutter Plowline for Minor & Major Sform k boxes are not applicable in SUMP conditions STORM Allowable Capacity is based on Depth Criterion . STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm TMnx = 9.0 9.0 ft dMa�= 6.0 9.6 inches Minor Storm Major Storm Q,no. = SUMP SUMP cfs UD-Inlet_v4.05, DP-14 3/29/2023, 929 AM INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 ,��Lo (C)-,r H-Curb H-Vert Wo WP W Lo (G) gn Information (Inautl � of Inlet Den�2r No. 16 Combination I Depression (additional to continuous gutter depression'a' from above) ber of Unft Inlets (Grate Or Cufb Opemng) r Depth at Flowline (outside of local depressionj > Information th of a Unit Grate i of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) 3ing Factor for a Single Grate (typical value 0.50- 0.70) a Weir Coefficient (rypical value 2.15 - 3.60) a Orifice Coefficient (typical value 0.60 - 0.80) � Opening Information th of a Unit Curb Opening it of Vertical Curb Opening in Inches il of Curb Onfice Throat fn Inches � of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 2 feet) aing Factor for a Single Curb Opening (typical value 0.10) Opening Weir CoeffiGient (typical value 2.3-3.7) Opening Onfice Coefficient (lypfcal value 0.60- OJO) � for Grate Midwidth i for Curb Opening Weir Equation �ination Inlet Performance Reduction Factor for Long Inlets Opening Performance Reduction Factor for Long Inlets d Inlet Performance Reduction Factor for Long Inlets Inlet Interception Capacity (assumes clogged condition) �pacity IS GOOD for Minor and Major Storms�>Q PEAK) MINOR MAJOR Type = Denver No. 16 Combination am�ai= 2.00 inches No = 3 Ponding Depth = 6.0 10.0 inches MINOR MAJOR i� 0�2rride Depths L„ (G) = 3.00 � feet Wo= 1.73 feet /a�auo = 0.31 Ci (G) = 0.50 0.50 C,,, (G) = 3.60 � �o (G) = 0.60 MINOR MAJOR �o (�) = 3.00 feet H�an= 6.50 inches Hm,o��= 5.25 inches Theia = 0.00 degrees Wo= 2.00 feet C�(C) = 0.10 0.10 �w (�) = 3.70 . �. �� (�) = 0.66 � MINOR MAJOR d�,a�e = 0.577 0.911 ft dc�m = 0.46 0.79 ft RFc„me;,,a�;o„= 0.57 0.94 RFc,,,n= 0.97 1.00 RFc,a�e= 0.57 0.94 4a = Q PEPK RE�UIRED - MINOR MAJOR UD-Inlet_v4.05, DP-14 3/29/2023, 929 AM Scenario: Base StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 3/29/2023 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 _ a � The Foothills StormCAD Model Results Project Number: 19002763 Fort Collins 2 Year Storm Event Start Node Stop Node Hydraulic Hydreulic Energy Energy Invert Invert Length Slope Diameter Manning's Full Flow Velocity Froude Start Node Grate/Rim Stop Node Grate/Rim (Start) (ft) (Stop) (ft) (ft) (ft/ft) (ft) n Flow (cfs) Capacity �cfs) (ft/s) Grade Line Grade Line Grade Line Grade Line Number Elevation ft Elevation ft In (ft Out ft In ft Out ft STM-02 (DP-14) 4963.49 Od 4961.17 4,959.82 4,959.67 29.4 0.005 18 0.013 7.24 2252 3.78 4,960.41 4,960.25 4,960.63 4,960.48 1.0 STM-OS 4985.81 O-3 498Z.04 4,979.43 4,979.04 77.3 0.005 36 0.013 10.99 47.36 5.46 4,980.48 4,980.02 4,980.87 4,980.49 1.1 STM-15 4990.89 0-4 4984.46 4,982.31 4,981.46 169.5 0.005 36 0.013 10.34 47.23 5.35 4,983.33 4,982.41 4,983.70 4,982.86 1.1 (DP-OS-OS) 4983.40 STM-04 (DP-OS) 4985.00 4,980.38 4,980.25 26.7 0.005 36 0.013 14.27 47.25 5.85 4,981.92 4,981.93 4,982.16 4,982.12 1.1 STM-19 5007.23 STM-18 5003.96 4,99695 4,995.11 1063 O.011 24 0.013 4.99 29.73 7.03 4,997J4 4,995.99 4,998.03 4,996.21 LO STM-18 5003.96 STM-17 4999.34 4,994.91 4,988.67 390.5 0.016 24 0.013 4.95 28.60 6.82 4,995.69 4,989.47 4,995.99 4,989.75 1.9 STM-22 (DP-06) 5001.35 STM-17 4999.34 4,989.29 4,988.67 31.1 0.020 24 0.013 4.30 31.94 7.09 4,990.02 4,989.47 4,990.29 4,989.68 2.1 STM-16 4998.25 STM-15 4990.89 4,987.59 4,982.81 239.3 0.020 30 0.013 10.48 57.97 8.96 4,988.67 4,983.53 4,989.08 4,984.78 2.2 STM-10 4991.08 STM-09 4990.22 4,983.73 4,983.30 84.9 0.005 36 0.013 8.59 47.46 5.10 4,984.65 4,984.16 4,984.99 4,984.57 1.1 STM-09 4990.22 STM-08 4989.58 4,983.10 4,982.82 57.1 0.005 36 0.013 8.50 46.71 S.OZ 4,954.02 4,983.69 4,984.35 4,954.08 1.1 STM-08 4989.58 STM-07 4988.22 4,982.62 4,981.82 158.8 0.005 36 0.013 8.44 47.33 5.06 4,983.54 4,983.09 4,983.87 4,983.22 1.1 STM-07 4988.22 STM-06 4986.50 4,981.62 4,980.72 180.6 0.005 36 0.013 11.41 47.09 5.49 4,982.69 4,981.73 4,983.09 4,982.19 1.1 STM-14 (DP-OS) 4988.04 STM-07 4988.22 4,983.29 4,983.21 7.8 0.010 24 0.013 3.98 22.86 5.46 4,983.99 4,983.82 4,984.Z5 4,984.19 1.5 STM-06 4986.50 STM-OS 4985.81 4,980.52 4,979.63 177.6 0.005 36 0.013 11.20 47.21 5.47 4,981.58 4,980.62 4,981.97 4,981.09 1.1 STM-03 (DP-13) 4963.60 STM-02 (OP-14) 4963.49 4,960.25 4,960.02 46.3 0.005 18 0.013 6.42 22.21 3.62 4,960.80 4,960.63 4,961.01 4,960.79 1.0 STM-17 4999.34 STM-16 4998.Z5 4,988.17 4,987.79 74.6 0.005 30 0.013 8.10 29.27 5.10 4,989.12 4,989.08 4,989.47 4,989.24 1.1 STM-21 (DP-07) 4997.51 STM-16 4998.25 4,988.07 4,987J9 13.8 OA20 30 0.013 3.18 58.53 6.37 4,989.06 4,989.08 4,989.11 4,989.11 21 STM-04 (DP-OS) 4985.00 O-2 498Z.04 4,980.05 4,979.04 200.6 0.005 36 0.013 18.09 47.16 6.23 4,981.41 4,980.33 4,981.93 4,950.94 1.1 STM-13 (OP-03) 4992.70 STM-12 (OP-04) 4991.71 4,985.98 4,985.52 91.4 0.005 24 0.013 5.20 16.05 4.56 4,986.78 4,986.30 4,987.09 4,986.63 1.1 STM-12 (DP-04) 4991.71 STM-11 4992.26 4,984.52 4,984.45 14.5 0.005 36 0.013 8.67 47.01 5.08 4,985.45 4,985.45 4,985.79 4,985.72 1.1 STM-11 4992.26 STM-10 4991.08 4,984.25 4,983.93 64.6 0.005 36 0.013 8.66 47.16 5.08 4,985.18 4,984.80 4,985.51 4,985.20 1.1 STM-20 (DP-01) 5008.10 STM-19 5007.23 5,000.59 4,997.45 104.8 0.030 18 0.013 2.99 18.19 7.60 5,001.25 4,997.86 5,001.50 4,998.76 2.5 STM-23 (DP-02) 5006.56 STM-19 5007.23 5,000.95 5,000.45 49.4 0.010 18 0.013 2.31 10.51 4.77 5,001.52 5,000.93 5,001.73 5,001.28 1.4 Page 1 Profile Report Engineering Profile - Profile - 1 (19002763-StormCAD.stsw) STM-03 (DP-13) Rim: 4,963.60 ft � Invert: 4,960.00 ft 4,965.00 � � .� c � 4, 960. 00 > a� STM-02 (DP-14) Ri m: 4, 963.49 ft Invert: 4,959.61 ft O-1 Rim: 4,961.17ft � I nvert: 4, 959.67 ft w STM Pipe - 2: 46.3 ft a� 0.005 ft/ft Circle - 18.0 in RCP 4,955.00 -0+50 0+00 0+50 Station (ft) STM Pipe - 1: 2g,4 ft@ 0.005 ft/ft Circle - 18.0 in RCP 1+00 StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 5/25/2022 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 Profile Report Engineering Profile - Profile - 2 (19002763-StormCAD.stsw) (DP-OS-05) Rim: 4,983.40 ft Invert: 4,980.38 ft � ': 11 STM-04 (DP-08) Rim: 4,985.00 ft Invert: 4,980.05 ft ^ CO- � .� c � 4, 980.00 � STM Pipe - 10 : 26.7 ft� p.005 ft/ft °' Circle - 36.0 in RCP w 4,975.00 -0+50 19002763-StormCAD. stsw 5/25/2022 0+00 0+50 1+00 1+50 2+00 Station (ft) Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 O-2 Rim: 4,982.04 ft Invert: 4,979.04 ft 2+50 StormCAD [10.03.01.08] Page 1 of 1 Profile Report Engineering Profile - Profile - 3 (19002763-StormCAD.stsw) 4, 995.00 4, 990.00 CO-12: g�,4 g� 0.005 R/ft w Circle - 2q,0 in c �O 4, 985.00 d w 4,980.00 STM-12 (DP-04) Rim:4,997.71 ft Invert 4,984.39 tt STM-71 Rim: 4,992.26 ft Inven: 4,984.�2 ft STM-10 Rim: 4,997.08 ft STM-09 Invert: 4,983.39 ft Rim: 4,990.22 ft Invert: 4,982.77 ft STM-08 . � n vert: 4,982.2 8 ft CO-13: 74.5 ft @ 0.005 ft/g Circle - 36.0 in STM Pipe - 19 : Sq,g ft �a 0.005 Wft Circle - 36.0 in RCP STM-07 Rim: 4,988.22 ft STM-O6 - � Invert: 4,981.29 ft j� Rim: 4,986.50 tt � / Inven: 4,950.18 ft STM-OS Rim: 4,985.81 ft Invert 4,979.10 fi O-3 Rim:4,982.04 ft rinvert: 4,979.04 fi STM Pipe - 18: 57.1 ft@ 0.005 ft/ft STM Pipe - 14 : 77,3 ft a� 0_005 ft/ft Circle - 36.0 in RCP Circle - 36.0 in RCP 4, 975.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+p0 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+p0 9+50 Station (ft) STM-13 (DP-03) Rim: 4.992J0 ft Invert: 4,985.67 ft StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 5/26/2022 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 Profile Report Engineering Profile - Profile - 4 (19002763-StormCAD.stsw) STM-07 Rim: 4,988.22 ft � Invert: 4,981.29 ft STM-14 (DP-05) Rim: 4,988.04 ft Invert: 4,982.71 ft � •'1 11 �-. � � � c � 4,985.00 > a� w � •:1 11 -0+50 . ft @ �•��0 �� .8 ST M P�pe 22 24 �� n RCP Circ1e 0+00 0+50 Station (ft) StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 5/25/2022 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 Profile Report Engineering Profile - Profile - 5 (19002763-StormCAD.stsw) s,o�o.00 5,005.00 5,000.00 �04,995.00 w 4,990.00 4,985.00 STM-20 (DP-Ot) Rim: 5,008.10 ft Inverc 5,000.08 ft STM-19 Rim: 5,007.23 ft Invert: 4,996.79 ft STM-18 /'Rim', 5,003,96 t[ / Invert:4,994.66ft I— �� RC�P '��Uf STM-17 Rim: 4,999.34 ft Invert A,987.88 ft STM-16 /Rim: 4.998.25 fl / Invert 4,987.30 0-4 Rim: 4,984.4G ft Invert� 4,987.46 fl 4,980.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 5+50 9+00 9+50 10+00 10+50 11+0(7 Slation (ft) StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 3/29/2023 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 Profile Report Engineering Profile - Profile - 6 (19002763-StormCAD.stsw) STM-21 (DP-07) Rim: 4,994.24 ft � Invert: 4,987.78 ft 19002763-StormCAD. stsw 3/29/2023 5,000.00 � 4, 995.00 � � 0 :� c� > a� w 4,990.00 Cp_� STM-16 Rim: 4,998.25 ft Invert: 4,987.30 ft StormCAD [10.03.01.08] Page 1 of 1 D ��2� �/�t 4,985.00 -0+50 0+00 0+50 Station (ft) Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Profile Report Engineering Profile - Profile - 7 (19002763-StormCAD.stsw) STM-22 (DP-06) Rim: 5,001.35 ft 5,005.00 �Invert: 4,989.04 ft 5,000.00 � � � � c •� 4,995.00 > a� w STM-17 Rim: 4,999.34 ft Invert: 4,987.88 ft 4,990.00STM P� Cec/e8 " 3 �� 24� ��n R P' �20 ft/ft 4,985.00 -0+50 0+00 0+50 Station (ft) StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 3/29/2023 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 Profile Report Engineering Profile - Profile - 8 (19002763-StormCAD.stsw) STM-23 (DP-02) Rim: 5,006.56 ft � Invert: 5,000.74 ft 5,010.00 ,� 5, 005.00 .� c 0 :� c� > � ►-� 5, 000.00 4,995.00 CO-16. Circle -0+50 STM-19 Rim: 5,007.23 ft Invert: 4,996.79 ft • p 10 ft/ft �nc�rete 0+00 0+50 1+00 Station (ft) StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 3/29/2023 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 The Foothills StormCAD Model Results Project Number: 19002763 Fort Collins 100 Year Storm Event Start Node Stop Node Hydraulic Hydreulic Energy Energy Invert Invert Length Slope Diameter Manning's Full Flow Velocity Froude Start Node Grate/Rim Stop Node Grate/Rim (Start) (ft) (Stop) (ft) (ft) (ft/ft) (ft) n Flow (cfs) Capacity �cfs) (ft/s) Grade Line Grade Line Grade Line Grade Line Number Elevation ft Elevation ft In (ft Out ft In ft Out ft STM-02 (DP-14) 4963.49 Od 4961.17 4,959.82 4,959.67 29.4 0.005 18 0.013 31.48 2252 5.94 4,961.33 4,9609Z 4,961.88 4,961.61 0.9 STM-OS 4985.81 O-3 498Z.04 4,979.43 4,979.04 77.3 0.005 36 0.013 49.05 47.36 7.62 4,981.92 4,981.32 4,952.87 4,982.45 0.8 STM-15 4990.89 0-4 4984.46 4,98231 4,981.46 169.5 0.005 36 0.013 45.99 47.23 7.61 4,984J0 4,983.67 4,985.60 4,984J3 0.8 (DP-OS-OS) 4983.40 STM-04 (DP-OS) 4985.00 4,980.38 4,980.25 26.7 0.005 36 0.013 10.00 47.25 5.30 4,982.68 4,982.68 4,982.73 4,982.72 1.1 STM-19 5007.23 STM-18 5003.96 4,99695 4,995.11 1063 O.011 24 0.013 21.83 29.73 10.34 4,998.62 4,997.51 4,999.56 4,998.26 1J STM-18 5003.96 STM-17 4999.34 4,994.91 4,988.67 390.5 0.016 24 0.013 21.71 28.60 10.01 4,996.58 4,992.78 4,997.51 4,993.52 1.7 STM-22 (DP-06) 5001.35 STM-17 4999.34 4,989.29 4,988.67 31.1 0.020 24 0.013 18.76 31.94 5.97 4,992.99 4,992.78 4,993.55 4,993.33 2.0 STM-16 4998.25 STM-15 4990.89 4,987.59 4,982.81 239.3 0.020 30 0.013 46.39 57.97 13.12 4,989.84 4,985.60 4,991.38 4,986.99 1.9 STM-10 4991.08 STM-09 4990.22 4,983.73 4,983.30 84.9 0.005 36 0.013 37.64 47.46 7.45 4,985.96 4,985.81 4,986.65 4,986.36 1.0 STM-09 4990.22 STM-08 4989.58 4,983.10 4,982.82 57.1 0.005 36 0.013 37.35 46.71 7.34 4,955.81 4,985.68 4,986.29 4,986.13 1.0 STM-08 4989.58 STM-07 4988.22 4,982.62 4,981.82 158.8 0.005 36 0.013 37.18 47.33 5.26 4,985.68 4,985.19 4,986.11 4,985.62 1.0 STM-07 4988.22 STM-06 4986.50 4,981.62 4,980.72 180.6 0.005 36 0.013 50.43 47.09 7.45 4,984.30 4,983.35 4,985.19 4,984.27 0.7 STM-14 (DP-OS) 4988.04 STM-07 4988.22 4,983.29 4,983.21 7.8 0.010 24 0.013 17.35 22.86 8.00 4,985.22 4,985.19 4,985.71 4,985.66 1.3 STM-06 4986.50 STM-OS 4985.81 4,980.52 4,979.63 177.6 0.005 36 0.013 49.70 47.21 7.56 4,983.17 4,982.30 4,984.05 4,983.17 0.7 STM-03 (DP-13) 4963.60 STM-02 (OP-14) 4963.49 4,960.25 4,960.02 46.3 0.005 18 0.013 27.99 22.21 5.28 4,962.24 4,961.88 4,962.68 4,962.31 0.8 STM-17 4999.34 STM-16 4998.Z5 4,988.17 4,987.79 74.6 0.005 30 0.013 35.81 29.27 7.30 4,991.95 4,991.38 4,992.78 4,992.21 0.8 STM-21 (DP-07) 4997.51 STM-16 4998.25 4,988.07 4,987J9 13.8 OA20 30 0.013 13.87 58.53 2.83 4,991.40 4,991.38 4,991.52 4,991.51 2.2 STM-04 (DP-OS) 4985.00 O-2 498Z.04 4,980.05 4,979.04 200.6 0.005 36 0.013 32.53 47.16 7.20 4,981.90 4,980.87 4,982.68 4,981.68 1.0 STM-13 (OP-03) 4992.70 STM-12 (OP-04) 4991.71 4,985.98 4,985.52 91.4 0.005 24 0.013 22.68 16.05 7.22 4,988.50 4,987.58 4,989.31 4,988.39 0.9 STM-12 (DP-04) 4991.71 STM-11 4992.26 4,984.52 4,984.45 14.5 0.005 36 0.013 37.91 47.01 7.40 4,987.02 4,986.99 4,987.58 4,957.54 1.0 STM-11 499L26 STM-10 4991.08 4,984.25 4,983.93 64.6 0.005 36 0.013 37.86 4716 7.4Z 4,986.37 4,986.24 4,987.15 4,986.89 1.0 STM-20 (DP-01) 5008.10 STM-19 5007.23 5,000.59 4,997.45 104.8 0.030 18 0.013 13.02 18.19 11.19 5,001.95 4,999.19 5,002.88 5,000.03 2.2 STM-23 (DP-02) 5006.56 STM-19 5007.23 5,000.95 5,000.45 49.4 0.010 18 0.013 10.13 10.51 6.77 5,002.17 5,001.63 5,002.84 5,002.35 1.1 Page 1 Profile Report Engineering Profile - Profile - 1 (19002763-StormCAD.stsw) STM-03 (DP-13) Rim: 4,963.60 ft � Invert: 4,960.00 ft 4,965.00 � � .� c � 4, 960. 00 > a� STM-02 (DP-14) Ri m: 4, 963.49 ft Invert: 4,959.61 ft O-1 Rim: 4,961.17ft � I nvert: 4, 959.67 ft w STM Pipe - 2: 46.3 ft a� 0.005 ft/ft Circle - 18.0 in RCP 4,955.00 -0+50 0+00 0+50 Station (ft) STM Pipe - 1: 2g,4 ft@ 0.005 ft/ft Circle - 18.0 in RCP 1+00 StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 5/25/2022 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 Profile Report Engineering Profile - Profile - 2 (19002763-StormCAD.stsw) (DP-OS-05) Rim: 4,983.40 ft Invert: 4,980.38 ft � ': 11 STM-04 (DP-08) Rim: 4,985.00 ft Invert: 4,980.05 ft ^ CO- � c � 4, 980.00 � STM Pipe - 10 : 26.7 ft� p.005 ft/ft °' Circle - 36.0 in RCP w 4,975.00 -0+50 19002763-StormCAD. stsw 5/25/2022 ..., e- O-2 � Rim: 4,982.04 ft � Invert: 4,979.04 ft � 0+00 0+50 1+00 1+50 2+00 Station (ft) Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2+50 StormCAD [10.03.01.08] Page 1 of 1 Profile Report Engineering Profile - Profile - 3 (19002763-StormCAD.stsw) 4, 995.00 4, 990.00 CO-12: g�,4 g� 0.005 R/ft w Circle - 2q,0 in c �O 4, 985.00 d w 4,980.00 STM-12 (DP-04) Rim:4,997.71 ft Invert 4,984.39 tt STM-71 Rim: 4,992.26 ft Inven: 4,984.�2 ft STM-10 Rim: 4,997.08 ft STM-09 Invert: 4,983.39 ft Rim: 4,990.22 ft Invert: 4,982.77 ft STM-08 . � n vert: 4,982.2 8 ft STM-07 Rim: 4,988.22 ft Invert: 4,981.29 ft TM Pipe - 17 ; 75g,g ft� 0.005 ft/ft CO-13: 74.5 ft @ 0.005 ft/ft Cirde - 36.0 in RCP Circle - 36.0 in Circle - 36.0 in STM Pipe - 19 : Sq,g ft �a 0.005 Wft Circle - 36.0 in RCP � STM-O6 - Rim: 4,986.50 tt Inven: 4,950.18 ft Circle - 36.0 in STM-OS Rim: 4,985.81 ft Invert 4,979.10 fi O-3 Rim:4,982.04 ft rinvert: 4,979.04 fi STM Pipe - 18: 57.1 ft@ 0.005 ft/ft STM Pipe - 14 : 77,3 ft a� 0_005 ft/ft Circle - 36.0 in RCP Circle - 36.0 in RCP 4, 975.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+p0 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+p0 9+50 Station (ft) STM-13 (DP-03) Rim: 4.992J0 ft Invert: 4,985.67 ft StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 5/26/2022 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 Profile Report Engineering Profile - Profile - 4 (19002763-StormCAD.stsw) STM-07 Rim: 4,988.22 ft � Invert: 4,981.29 ft STM-14 (DP-05) Rim: 4,988.04 ft Invert: 4,982.71 ft � •'1 11 �-. � � � c � 4,985.00 > a� w � •:1 11 -0+50 . ft @ �•��0 �� .8 ST M P�pe 22 24 �� n RCP Circ1e 0+00 0+50 Station (ft) StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 5/25/2022 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 Profile Report Engineering Profile - Profile - 5 (19002763-StormCAD.stsw) s,o�o.00 5,005.00 5,000.00 �04,995.00 w 4,990.00 4,985.00 STM-20 (DP-Ot) Rim: 5,008.10 ft Inverc 5,000.08 ft STM-19 Rim: 5,007.23 ft Invert: 4,996.79 ft STM-18 Rim', 5,003,96 t[ Invert: 4,994.66 ft � RCP I_ d�g� RC�p ��Uf STM-17 Rim: 4,999.34 ft Invert A,987.88 ft STM-16 /Rim: 4.998.25 fl / Invert 4,987.30 Cirde - 30.0 in Cirde - 36.0 in 0-4 Rim: 4,984.4G ft Invert� 4,987.46 fl 4,980.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 5+50 9+00 9+50 10+00 10+50 11+0(7 Slation (ft) StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 3/29/2023 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 Profile Report Engineering Profile - Profile - 6 (19002763-StormCAD.stsw) STM-21 (DP-07) Rim: 4,994.24 ft � Invert: 4,987.78 ft 19002763-StormCAD. stsw 3/29/2023 5,000.00 � 4, 995.00 � � 0 :� c� > a� w 4,990.00 Cp_� STM-16 Rim: 4,998.25 ft Invert: 4,987.30 ft StormCAD [10.03.01.08] Page 1 of 1 D ��2� �/�t 4,985.00 -0+50 0+00 0+50 Station (ft) Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Profile Report Engineering Profile - Profile - 7 (19002763-StormCAD.stsw) STM-22 (DP-06) Rim: 5,001.35 ft 5,005.00 �Invert: 4,989.04 ft 5,000.00 � � � � c •� 4,995.00 > a� w STM-17 Rim: 4,999.34 ft Invert: 4,987.88 ft 4,990.00STM P� Cec/e8 " 3 �� 24� ��n R P' �20 ft/ft 4,985.00 -0+50 0+00 0+50 Station (ft) StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 3/29/2023 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 Profile Report Engineering Profile - Profile - 8 (19002763-StormCAD.stsw) STM-23 (DP-02) Rim: 5,006.56 ft � Invert: 5,000.74 ft 5,010.00 ,� 5, 005.00 .� c 0 :� c� > a� ►-� 5, 000.00 4,995.00 CO-16 Circle -0+50 STM-19 Rim: 5,007.23 ft Invert: 4,996.79 ft ' 0 ft/ft rete 0+00 0+50 1+00 Station (ft) StormCAD 19002763-StormCAD.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.01.08] 3/29/2023 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 Channel Report Hydraflow Express Extension for AutodeskOO Civil 3DOO by Autodesk, Inc. Rick Drive Outfall Channel User-defined Highlighted Invert Elev (ft) = 100.00 Depth (ft) Slope (%) = 0.50 Q (cfs) N-Value = 0.029 Area (sqft) Velocity (ft/s) Calculations Wetted Perim (ft) Compute by: Known Q Crit Depth, Yc (ft) Known Q(cfs) = 161.40 Top Width (ft) EGL (ft) (Sta, EI, n)-(Sta, EI, n)... ( 0.00, 103.40)-(4.00, 100.00, 0.030)-(9.00, 100.00, 0.030)-(21.00, 103.00, 0.030)-(25.00, 103.40, 0.030) Elev (ft) 104.00 v 103.00 102.00 101.00 100.00 .. �� Section Tuesday, Feb 7 2023 = 2.42 = 161.40 = 32.69 = 4.94 = 21.02 = 1.92 = 18.68 = 2.80 -5 0 5 10 15 20 25 Sta (ft) Depth (ft) 4.00 3.00 2.00 1.00 � �� -1.00 30 Channel Report Hydraflow Express Extension for AutodeskOO Civil 3DOO by Autodesk, Inc. Pond Outfall Channel Trapezoidal Bottom Width (ft) = 8.00 Side Slopes (z:1) = 4.00, 3.00 Total Depth (ft) = 4.50 Invert Elev (ft) = 100.00 Slope (%) = 2.00 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 586.30 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Thursday, May 26 2022 = 3.23 = 586.30 = 62.36 = 9.40 = 31.53 = 3.48 = 30.61 = 4.60 Elev (ft) Section 105.00 104.00 103.00 102.00 101.00 100.00 .. �� Depth (ft) 5.00 4.00 3.00 2.00 1.00 � �� ■sr.r.i 5 10 15 20 25 30 35 40 45 50 v Reach (ft) Cross Section for Trilby Ex Box Culvert Project Description Friction Method Solve For Input Data Manning Formula Normal Depth Roughness Coefficient 0.030 Channel Slope 0.007 ft/ft Normal Depth 22.6 in Height 4.0 ft Bottom Width 8.00 ft Discharge 73.50 cfs 4.� ft T 22.6 in 1 1�':9 � H: 1 Bentley Systems, Inc. Haestad Methods Solution FlowMaster Trilby Ex Box Culvert.fm8 Center [10.03.00.03] 6/22/2021 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 8.170 ft THE FOOTHILLS LINEAR BIORETENTION EXHIBIT �. �, _ , , �� _ — �� --- -- � -� � - � �=�' --- --_ �. �� z - -- -.- _ �, �,� -�� - _ -- . , � -. � . , , , � , _ , , , , --��'' � , ,- , �- .— , --- - - - - �_-- --, -- ,--y,<. _ __�� __ _. , � , `�' " �i�- �, ��. '�. ir i i1 ` , nY, �f� ,. -- . �,� ..�.i ��. � �� ,1 - ,✓ �� i -i ' - i,. ii i.i i� i� f �' .�il . . i � - -! �' � i ��"a . J �� ' �� ^�.�...t�,r � � _ - ��., �� , �.i . � - � . . � . �. � . , _- � . . . ` —'---- - -- -.- � • �_i i _ ,'.i�, .. I r-�, j � � l� � i � ` ` , `--'�� / / � � . I � �� i �� . j ' . 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' � . - . , . �_ ` -. _- __ . _ �!' ��li�� _ j / �� \` � � — - ��/^I l �., � . t� � � . _ / � ��.� ��''ll � .� � i _ � I,j�� . � i� � � � �, 1 � <� � =1� 1 ` I �;1 , ____- ' f� 1.�1 � I . . '\ 1'il .. .. . ��\- � \�` 1,, _ .' \\�` .: �!= �\� � � �� 1:1 . _ �\` �1�� t\� fl` . � \'. � \ � �i� � \ 1 � \\ . . t � . - _ - _\ \ . \ (�__ � � �� \ . _ __ �^\ r � i \1 �(� � 1. �I�i 1/ 11 . �l �1 �1 I \ 1 \t � l �� I ' \ LINEAR BIORETENTION lRIBUTARY AREA TRIBUTARY OFF-SIiE AREA: 729,194 SF = 16J4 AC � TRIBUTARY ON SITE AREA: 1,309,849 SF = 30.07 AC O OFF-SITE IMPERVIOUSNESS: 90.00� ON-SITE IMPERVIOUSNESS: 46.05% COMPOSI7E iF218UTARY PERCENT IMPERVIOU5=61.8% 9N-SITE TREATMENT AREA CALCULAiION TOTAI PROJECT SITE AREA = 52.65 AC TRIBUTARY ON-SITE AREA = 30.07 AC PERCENT OP PROJEC7 S17E BEING 1REATED 57.117 1 _ . . .' % '�` . 1 � �"'_ ( IN FEET ) 1 inch = 150 h. PROJECT N0.:19002763 I DATE: 01/27/2023 Project Name: The Foothills Project Number: 19002763 Project Location: Fort Collins Linear Bioretention 1 Tributary Sub Basins are A1 - A9 and OS-7 Basin ID A1 A2 A3 A4 A5 A6 A7 A8 A9 OS-7 Area (AC) 3.73 2.95 4.09 2.8 2.64 2.84 2.33 3.99 4.70 16.74 Percent Impervious 35% 33% 51% 52% 52% 56% 48% 47% 44% 90% Average 46.81 61.8% Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: SB Company: Atwell, LLC Date: May 26, 2022 Project: The foothills Location: Port Collins 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 61.8 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.618 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.19 watershed inches (WQCV= 0.8 `(0.91' i3- 1.19 ' i2+ OJ8 ' i) D) Contributing Watershed Area (induding rain garden area) Area = 2,039,044 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWo�� =�cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of ds = 0.40 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, �wncv oTHER = 3q644 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Waier Quality Capture Volume (WQCV) Design Volume VWocv usER =� cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQ�� = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z= 4.00 ft/ ft (Use "0" if rain garden has vertical walls) C) Mimimum Fiat Surface Area AM;,, = 25203 sq ft D) Actual Flat Surtace Area AA�,�ai = 27962 sq ft E) Area at Design Depth (Top Surtace Area) ATpP = 33884 sq ft F) Rain Garden Total Volume VT= 30,923 cu ft (VT= ((qToP + AA�„ai) ! 2) * Depth) 3. Growing Media Choose One � iS" Rain Garden Growing Media Q Other (Explain): 4. Underdrain System Choose One A) Are underdrains provided? � YES � NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 3.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1,2= 30,644 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 3 11/16 in UD-BMP_v3.07 RG1, RG 5/26/2022, 9:18AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: SB Company: Atwell, LLC Date: May 26, 2022 Project: The foothills Location: Fort Collins 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose � YES A) Is an impermeable liner provided due to proximity � NO of stnictures or groundwater contamination? 6. Inlei / Outlet Control Choose One �(� Sheet Flow- No Energy Dissipation Required A) Inlet Control 0 Concentrated Flow- Energy Dlssipation Provided Choose ne 7. Vegetation � Seed (Plan for frequent weed controq 0 Plantings � Sand Grown or Other Hi9h Infiltration Sod 8. Irrigation Choose One � YES A) Wiil the rain garden be irrigated? � NO Noies: UD-BMP_v3.07 RG1, RG 5/26/2022, 9:18AM MODIFIED FFA METHOD - DETENTION VOLUME PROJECT NAME: Th2 FOOihIIIS - POild 386 PROJECTNO: 19002763 LOCATIOM FOrt COIIinS, CO Area (A) = 95.02 100-YR Runoff Coefficient = 0.74 Max Release Rate (Qout) = 45.8 100-YR Required Detention Volume 100-YR Inflow Volume Outflow Required Required Time Rainfail ��A (V;) Volume (Vp) Detention Detention min in/hr acre ft3 ft3 ft3 acre-ft 5 9.950 70.31 209,890 13,740 196,150 4.503 10 7.720 70.31 325,698 27,480 298,218 6.846 15 6.520 70.31 412,607 41,220 371,387 8.526 20 5.600 70.31 472,515 54,960 417,555 9.586 25 4.980 70.31 525,252 68,700 456,552 10.481 30 4.520 70.31 572,081 82,440 489,641 11.241 35 4.050 70.31 598,027 96,180 501,847 11.521 40 3.740 70.31 631,146 109,920 521,226 11.966 45 3.460 70.31 656,881 123,660 533,221 12.241 50 3.230 70.31 681,350 137,400 543,950 12.487 55 3.030 70.31 703,078 151,140 551,938 12.671 60 2.860 70.31 723,961 164,880 559,081 12.835 65 2.710 70.31 743,157 178,620 564,537 12.960 70 2.590 70.31 764,884 192,360 572,524 13.143 75 2.480 70.31 784,713 206,100 578,613 13.283 80 2.380 70.31 803,276 219,840 583,436 13.394 85 2.290 70.31 821,207 233,580 587,627 13.490 90 2.210 70.31 839,137 247,320 591,817 13.586 95 2.130 70.31 853,692 261,060 592,632 13.605 100 2.060 70.31 869,091 274,800 594,291 13.643 105 2.000 70.31 885,966 288,540 597,426 13.715 110 1.940 70.31 900,311 302,280 598,031 13.729 115 1.880 70.31 912,124 316,020 596,104 13.685 120 1.840 70.31 931,530 329,760 601,770 13.815 Required Detention Volume Water Quality Capture Volume 72300.23 (ft3) Water Quality Capture Volume 1.66 ac-ft 100-YR Detention Volume 601,770 �ft3) 100-YR Detention Volume 13.81 ac-ft Total Volume 674,071 (ft3) Total Voiume 15.475 ac-ft PER SWMM Total Volume Total Volume 683,643 (ft3) 15.694 ac-ft 755,943 (ft3) 17.35 ac-ft 1 of 4 Designer: AJD Date: 2/B/2023, 10:42 AM K�.\19002763\Projed Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386 AVA/LABLE DETENTION STORAGE VOLUME PROJECT NAME: The Foothills - Pond 386 PROJECT NO: 1 J002763 LOCATION: FOI"t C011111S, CO POND ELEV AREA VOLUME VOLUMEsum METHOD I D ft2 ft3 ft3 4972.1 119264 0 0 4973.0 205523 137,987 137,987 4973.5 210804 104,079 242,066 4974.0 216177 106,742 348,808 V=��A + B+ �-AB� 4974.5 221645 109,453 458,261 POND 386 4975.0 228079 112,427 570,688 Equation 6-4 4975.5 233784 115,463 686,151 4976.0 239543 118,329 804,479 4976.5 245357 121,222 925,702 4977. 0 251225 124,143 1, 049, 844 4977.5 257247 127,115 1,176, 959 4978.2 264360 182,557 1,359,516 Vwacv�ft3)= 72,300.23 VTotal Repuired�ft3)= 755,943.23 UTOTA��ft3)= 1,359,515.94 ElevwQcv(ft)= d0� Elev�oo(ft)= 4975.79 ElevTOTA�(ft)= 4978.20 4973.14 2 of 4 Designer: AJD Date: 2/8/2023, 10:42 AM K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386 SPILLWAY DES/GN PRo�EcrNaME: The Foothills - Pond 386 PROJECT NO: 19002763 �ocaTioN: Fort Collins, CO Pond 386 EIevWQ��(ft)= 4973.14 Elev,00(ft)= 4975.79 SPILLWAY DISCHARGE WEIR FREEBOARD ID COEFFICIEN PROVIDED cfs CB�W ft OUTLET 45.80 2.7 - EMERGENCY 548.40 2.7 1.00 Q = �ecw LH is Elevrora��ft)= 4978.20 HEAD ABOVE LENTH OF WIER CREST WEIR 2.65 1.41 5.6 174.2 Equation 6-5 3 of 4 Designer: AJD Date: 2/8/2023, 10:42 AM K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386 EXTENDED DETENTION OUTLET STRUCTURE DES/GN PRo�EcrNamE: The Foothills - Pond 386 PROJECT NO: 19002763 �ocarioN: Fort Collins, CO aximum Release Rate (Qour) 45.8 utlet Pipe invert Elev 4969.74 Elev,00(ft)= 4975.79 QUANTITY DETENTION ORIFICE PLATE ID Pond 386 WATER QUALITY ORIFICE PLATE ID Pond 386 Q = CoA�f Zgh COEFFICIENT� ONSTANTAI� EFH ADVE I AREA OF ORIOFICE � 0.61 32.20 WQCV DEPTH OF WQCV �acre-ft ft 1.66 1.00 4.06 I 4.6 AREA PER ROW OF ORICIES (SPACED ON 4" CENTERS) 7.12 RECTANGLAR HOLE HEIGHT (ft)=2 WIDTH (ft) _ 2.4 RECTANGLAR HOLE HEIGHT (in)=2 WIDTH (in) _ 3.6 NOTES NOTES wc�c�� a — o.oiso,�.Q+o.zzn,,,Q�o Equation 6-6 Equation 6-7 4 of 4 Designer: AJD Date: 2/8/2023, 10:42 AM K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386 MODIFIED FFA METHOD - DETENTION VOLUME PRo�ECTrvnME: The Foothills - Pond 386A PROJECTNO: 19002763 LOCATION: Foft COIlit15, CO Area (A) = 5.34 00-YR Runoff Coefficient (C) = OJ7 Max Release Rate (Qout) = 27.7 100-YR Required Detention Volume Time 100-YR �,A Inflow Volume Outflow Required Required Rainfall (V,) Volume (Vo) Detention Detention min in/hr acre {{3 ft3 ft3 acre-ft 5 9.950 4.11 12,274 8,310 3,964 0.091 10 7.720 4.11 19,046 16,620 2,426 0.056 15 6.520 4.11 24,128 24,930 (802) (0.018) 20 5.600 4.11 27,631 33,240 (5,609) (0.129) 25 4.980 4.11 30,715 41,550 (10,835) (0.249) 30 4.520 4.11 33,454 49,860 (16,406) (0.377) 35 4.050 4.11 34,971 58,170 (23,199) (0.533) 40 3.740 4.11 36,908 66,480 (29,572) (0.679) 45 3.460 4.11 38,412 74,790 (36,378) (0.835) 50 3.230 4.11 39,843 83,100 (43,257) (0.993) 55 3.030 4.11 41,114 91,410 (50,296) (1.155) 60 2.860 4.11 42,335 99,720 (57,385) (1.317) 65 2.710 4.11 43,458 108,030 (64,572) (1.482) 70 2.590 4.11 44,728 116,340 (71,612) (1.644) 75 2.480 4.11 45,888 124,650 (78,762) (1.808) 80 2.380 4.11 46,973 132,960 (85,987) (1.974) 85 2.290 4.11 48,022 141,270 (93,248) (2.141) 90 2.210 4.11 49,070 149,580 (100,510) (2.307) 95 2.130 4.11 49,921 157,890 (107,969) (2.479) 100 2.060 4.11 50,822 166,200 (115,378) (2.649) 105 2.000 4.11 51,809 174,510 (122,701) (2.817) 110 1.940 4.11 52,647 182,820 (130,173) (2.988) 115 1.880 4.11 53,338 191,130 (137,792) (3.163) 120 1.840 4.11 54,473 199,440 144,967 3.328 Required Detention Volume Water Quality Capture Volume 4,161 ��}3� Water Quality Capture Volume 0.10 (ac-ft) 100-YR Detention Volume 3,964 �ft3� 100-YR Detention Volume 0.091 (ac-ft) Total Volume 8,125 �{{3� Total Volume 0.187 (ac-ft) 1 of 4 Designer: AJD Date: 11/23/2022, 9:11 AM K�.\19002763\Projed Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386A AVA/LABLE DETENTION STORAGE VOLUME PRo�ECTNAME: The Foothills - Pond 386A PROJECT NO: 1 JOO2763 1 OCATInN Fnrt C:nllinc �n 2 of 4 Designer: AJD Date: 11/23/2022, 9:11 AM K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386A VWQ��(ft3)= 4,160.81 EIevWQ��(ft)= 4961.57 V,00(ft3)= 8,124.53 Elev�oo(ft)= 4962.69 VTOTALl�3�— �4,323.16 ElevTorA�(ft)= 4964.00 SPILLWAY DES/GN PRo�EcrNamE The Foothills - Pond 386A PROJECT NO: 19002763 LOCATION: FOI't COIIICIS, C� Pond 386A EIevWQ��(ft)= 4961.57 Elev�oo(ft)= 4962.69 Elevrora�(ft)= 4964.00 SPILLWAY DISCHARGE WEIR FREEBOARD HEAD ABOVE LENGTH OF ID COEFFICIENT PROVIDED WEIR CREST WEIR cfs CB�W ft ft ft OUTLET 27.70 2.7 - 1.12 12.4 SPILLWAY 34.40 2.7 1.00 0.31 74.5 Q = �ecw LH 1.5 Equation 6-5 3 of 4 Designer: AJD Date: 11/23/2022, 9:11 AM K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386A EXTENDED DETENTION OUTLET STRUCTURE DES/GN PROJECT NAME. Th2 FOOthIIIS - P011d 38CA PROJECT NO: 19002763 �ocarioiv.� Fort Collins. CO Maximum Release Rate (QouT) 27.7 Outlet Pipe invert Elevation 4959.07 100-YR WSEL 4962.69 QUANTITY DETENTION ORIFICE PLATE ID Pond 386A WATER QUALITY ORIFICE PLATE ID Pond 386A ORIFICE RAVITATION iEFFICIEN CONSTANT ft/sec2 0.61 32.20 WQCV DEPTH OF WQCV 0.10 I 2.21 EFFECTIVE CROSS SECTONAL ORIFICE HEAD AREA OF ORIFICE DIAMETER ft ftz in 2.37 3.67 26.0 AREA PER ROW HOLE DIA. OF ORICIES (4" CENTERS) in2 in 0.36 0.68 NOTES 30" Pipe with orifice plate NOTES 11/16 Q = CoA 2gh wQcv a — o.oiso;,Q+o.zzoWQ ° Equation 6-6 Equation 6-7 4 of 4 Designer: AJD Date: 11/23/2022, 9:11 AM K:\19002763\Project Documents\Engineering-Planning-Power and Energy\Reports\Drainage\E_Hydraulics\Pond 386A APPENDIX F — Drainage Map ' � j i` __ ,..� � �--\\ � . -' . .. ♦ _ \\'/''` .. -..' _- � �. 1"` � _ _ ` _I\ './I, 1 .._,. . ., 1�� / _ ' .. � . � � . .. � _ _ . � �\ " I -- � i/ � � � , � ' � ; % -�y. � i _ . v_ � � � _ i ' i i � � , ,. 1��C�`• '�'_ � / � - 4 - _ � _ i � _ , , � i . ii� ^ � � �r i c... _�-, �i� � . ,i � � _ i � i `�-, _.�i �� i A � i `. r� � . � � � � `i �� _ �� , �' - �� '� � ' � � ., _� ' �' � , -_ � � ' � , •• "_ � � ' �`�:�� , � i ' �1• _ � ' ��,�_�� _� _ _ }�i ^ �i. _ ��'�� .�� _ �. ' ',��`� �'.' �� _ �� _ � � l� i � � , ' ,` -\��^_'��. ��III l�� \ \� � � �� \ \�\\ \I \ <> '�1� ,_ . I �� `�1 � I . . � � � � � , � . \ �l ♦ ; I �� . 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