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POLESTAR VILLAGE - FDP240010 - SUBMITTAL DOCUMENTS - ROUND 1 - Responses
PRELIMINARY DRAINAGE REPORT FOR POLESTARVILLAGE Prepared For: POLESTAR GARDEN, INC PO BO X 211582 FORT COLLINS, COLORADO 80521 Michael Gornik (808) 443-9956 August 30th 2023 Project N o. 39797.01 Prepared By: .R Engineering, LLC 2900 South College Avenue, Suite 3D Fort Collins, CO 80525 m TABLE OF CONTENTS TABLEOF CONTENTS ......................................................................................................................... ii APPENDIX..................................................................................................................................... iii Engineer's Certification Block ........................................................................................................... iii GENERAL DESCRIPTION AND LOCATION ............................................................................................1 LOCATION.....................................................................................................................................1 DESCRIPTION OF PROPERTY ..........................................................................................................1 MASTER DRAINAGE BASIN DESCRIPTION .......................................................................................1 FLOODPLAIN SUBMITTAL REQUIREMENTS .....................................................................................2 DRAINAGE BASINSAND SUB-BASINS .................................................................................................2 MAJOR BASINS AND SUB-BASINS ...................................................................................................2 EXISTING SUB-BASIN DESCRIPTION ................................................................................................2 EXISTING OFFSITE DRAINAGE BASINS ............................................................................................2 EXISTING OFFSITE DRAINAGE DESCRIPTIONS .................................................................................3 PROPOSED SUB-BASINS DESCRIPTIONS .........................................................................................4 PROJECT DESCRIPTION ......................................................................................................................7 PROJECT DESCRIPTION ..................................................................................................................7 PROPOSED DRAINAGE FACILITIES ......................................................................................................7 GENERALCONCEPT ....................................................................................................................... 7 WATER QUALITY/ DETENTION FACILITIES ......................................................................................7 LOW IMPACT DEVELOPMENT ........................................................................................................8 DRAINAGE DESIGN CRITERIA .............................................................................................................9 REGULATIONS............................................................................................................................... 9 FOUR STEP PROCESS TO PROTECT RECEIVING WATERS .................................................................9 DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS ........................................................... 10 HYDROLOGIC CRITERIA ................................................................................................................ 11 HYDRAULIC CRITERIA ................................................................................................................... 12 FLOODPLAIN REGULATIONS COMPLIANCE ................................................................................... 12 MODIFICATIONS OF CRITERIA ...................................................................................................... 12 EROSIONCONTROL ..................................................................................................................... 13 CONCLUSIONS ................................................................................................................................. 13 COMPLIANCE WITH STANDARDS ................................................................................................. 13 DRAINAGE CONCEPT ................................................................................................................... 14 REFERENCES.................................................................................................................................... 15 � � � "' � Appendix A — Figures Appendix B — Hydrologic Calculations Appendix C — Hydraulic Calculations Appendix D— Water Quality Calculations Appendix E — Reference Appendix F — Maps Appendix G — LID Exhibit Engineer's Certification Block I hereby attest that this report for the final drainage desig� for the Fblestar Village was prepared by me or under my direct supervision, in accordance with the provisionsof the Fort Collins �ormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities desigied by others. .bseph Martin Frank, PE Regstered Professional En�neer �ate of Colorado No. 53399 $ 1 GENERAL DESCRIPTION AND LOCATION LO CATI O N The site is located in The Northwest Quarter of Section 16, Township 7 North, Range 69 West of the 6th P.M. in the City of Fort Collins, Larimer County, Colorado. More specifically, the site is a 20.55-acre property that is currently undeveloped. The site borders Mountaire �bdivision to the east, and to the south, the site borders the back of sin�e-family residential lots facing W est Bizabeth Ave. To the west, the site borders the Scenic �ews retention pond and the Scenic Views �bdivision. To the north, the site borders single-family residential subdivisions, Locust Grove Rling No. 3, Locust Grove Rling No. 2 and the street Orchard Race. For additional informa�ion, refer to the site vicinity map within Appendix A of this report. D E9C RI PTIO N O F PRO P�2TY The site generally drains west to east at a 2.5%to 1°/oslope. The site is located in the Canal Importation Basin, specifically north of West Bizabeth �reet, east of 5outh Overland Trail, and directly East of the Scenic �ews �bdivision. The existing streets Orchard Race and West Rum �reet dead end within the site. The Natural Resources Conservation Service (N RCS� soil survey shows that the majority are type C soils, which are characterized by a lower infiltration ra�e and corresponding hi�er runoff ra�es. The remaining soil on site are made up of Type B soils, which are characterized by a moderate infiltration rate and lower runoff r�es. For additional information, refer to the N RCSsoil map within Appendix A of this report. The existing site is currently used for Agicultural purposes and has an existing house, geenhouse, and field purposed for crops and areas with native gass. The existing irrigation ditch; i.e. the Pleasant Valley and Lake Canal iswithin the site, it bordersthewestern boundary. The existinggoundwater depths and boring locations are shown in Appendix Eof this report. The depth from the bottom of the proposed pond to goundwater is approximately 6 to 9 feet, as shown in the Fblestar Groundwater measurements spreadsheet in Appendix E of this report. An under-drain system will be desigied at time of final desigi to lower the site'sgoundwater elevations, and the proposed buildings on the sitewill not have basements. MAST�DRAINAGEBA9N DE�RIPTION The site is located in the Canal Importation basin. The 2022 Canal Importation Basin — Selected Ran Update plan by.,�cobs En�neering report specifies that the site is to have a regonal detention facility. For additional information on the drainage patterns and characteristics of the site, refer to the Drainage Basins and �b-Basins section of this report. z FLOODPLAIN �JBMITTAL RK�UIRaV16VTS The site is on F�/IA RRM panel 08069C0960F, dated 12/19/2006, as shown in Appendix A. The site lies within FBVIA Zone X, areas which are determined to be outside the 0.2%annual chance floodplain. The site is not located within a FBVIA regula�ed floodplain, as shown in Appendix A in the F�/lA attachments. The site is located in the City of Fort Collins Canal Importation floodway and floodplain, as shown in Appendix A in the City of Fort Collins Rood map. .R En�neering has prepared a CLOMRfor the Fblestar site. Once the gading on the site is completed, a LO MRwill be sumbitted to verify the site is in compliance with the CLOMR No building permits for the residential structures in the existing effective floodway will be issued until the LOMR is approved. At time of Final Plan - FP a description will be provided describing how the development is within the applicable floodplain regulation (Chapter 10 of City Code); i.e elevations of the lowest floor above the regulatory flood protection elevation flood proofing, floodway regul�ion, erosion buffer zone regulation, no-rise, etc. The floodplain use permit will be submitted prior to the overlot grading. DRAINAGE BASINSAND SUB-BASINS MA,1JR�49NSAND �J�BA9NS The Fblestar Village site is 20.73 Acres; the site will be developed into a single-family, multi-family residential community with a community center and other amenities. The site will include future rec,�'onal onsite and offsite detention. The site is located in the Canal Importation basin. DCISTWG �J�BA9N DE9CRIPTION There are offsite areasthat flow acrossthe proposed development site. The existingdrainage basinswithin the site flow from west to east. The existing corrected effective basin map is shown in Appendix Eof this report. Basin �21.5, acres and 3.1 %impervious. This basin is composed of native gassland, an existing shed, and includes a small portion includes residential lots from Locust Grove tha� drains directly onto the site and drains to a swale towards West Rum �reet. DCISTWG OFF9TEDRAINAGEBA9NS Currently, the site collects offsite runoff at two different locations. The site is currently in the overflow path of the 5cenic Views retention pond and receives direct runoff from Locust Grove Fling No. 3; which enters the site via curb and gutter from Locust Grove Drive. The Scenic Views retention facility receives 3 overflow runoff from the Reasant Valley and Lake Canai, runoff from the Scenic Uews multi-family 9abdivision, the Colorado �ia�e Equine Horse center, and the Center of Disea9e Control facility. For additional information, refer to the existing drainage basin map in Appendix F of this report. DCISTING OFF9TEDRAINAGEDE9CRIPTIONS The offsite flows are currently routed throu� the site. The existing offsite basins have been modeled in the Canal Importation Basin Selected Plan Update Conceptual Desi� Report —Plum Channel Row Path by .,�cobs Engneering Group; Dated .lane, 2022 and within the Canal Importation Basin Hydrolo�c Conversion from MOD9JVMM to �A 9JVMM 5.1: Anderson Consulting Engneers, Inc, December 6, 2013, (Revised .l.rly 3rd 2014). .R Engneering has revised some of the basins in section 5.0 of the CLOMR to account for Fblestar site. The basin map for the offsite areas is shown within the corrected effective 9JVMM drainage map within Appendix Efor the revised hydrology update within the CLOMR Basin 13 is 2.9 acres and 10% impervious. This basin is directly tributary to the privately owned 5cenic Views retention facility. The 5cenic Views Fbnd was desig�ed by .R En�neering, LTD to be a temporary retention facility in 1998 as shown in Appendix E of this report. The temporary retention facility has not yet been converted into a detention facility. The retention pond is pumped into the Reasant Valley and Lake Canal via existing submersible sumps pump, as shown in Appendix E of this report. The main pump has to be manually started, so the pond was modeled as a complete retention pond with no outflow, just an overflow path within the existing 9JVMM model. From the 1998 5cenic Views report, the manually operated pump system is desig�ed to evacuate the pond within 24 hours �dter a large rainstorm event. This offsite basin is shown in the existing 9JV MM map shown within Appendix F of this report. 17W is 10.2 Acres and 45%impervious. This offsite ba5in is shown in the existing 9JV MM map, as shown within Appendix F of this report. For 9JVMM master planning purposes, Anderson used 45%impervious for sirx,�e-family detached residential homes. This basin drainsfrom Locust Grove Drive onto the Fblestar site. In the proposed basin map in Appendix E, this basin is shown as OS1 and O� to delineate this area as two separate basins due to the crown in Locust Grove Drive. At the time of the Fnal desig�, the basin will be modeled with the r�kional method and will be split into basins OS1 and O� and will be captured by a series of inlets. 4 Basin 10, 64.4 Acres and 20%impervious. This basin istributary to the Colorado �ate University Equine Reproduction Laboratory, located west of the site directly west of 5�uth Overland Trail. Runoff from this basin is rele�ed from the Equine Center pond and is then piped to the Scenic Views pond. This offsite basin is shown in the existing 9JV MM map shown within Appendix F of this report. Basin 11, 23.1 Acres and 70%impervious. This basin is tributary to the 5cenic View's subdivision. Fd.�noff from this basin is detained in the 5cenic Views pond. This offsite basin is shown in the existing 9JVMM map shown within Appendix F of this report. PROPO� �J�BA9NSDE9CRIPTIONS To model the proposed runoff going into the on-site detention facility the pond was modeled as a composite21.5-acre basin in 9JVMM awith 50%imperviousvalue. The Fblestar 9JVMM model wasslightly more conservative than the net preliminary basin area and impervious values to account for potential site changes, and the basin wa5 delineated over a small portion of the Locust Grove subdivision that accounts for additional area. The proposed net area of the site is 20.73 acres at 47.9%impervious. The following is a description of the individual sub-basins for the composite basin. At time of Fnal, the drainage basinswill be broken up and delineated in more detail, and runofF will be routed at corresponding desig� pointswith the rational method. The proposed site and pond drainage was modeled in a composite basin within 9JVMM, as part of the revised hydrology section of the CLOMR Basin A1, 0.63 acres and 25.4%impervious this basin is composed of open space a proposed walk and a rain garden and an overflow structure that treats runoff and water quality from the Fblestar Ullage site. Basin A2, 0.60 acres and 53.5%imperviousthis basin is composed of multi-family residential units, an alley, and onsite parking. The runoff from this basin will be conveyed via a paned alley to the curb and gutter on West Rum �reet. Basin A3, 0.59 acres and 27.6%impervious this basin is composed of multi-family residential units, and a swale. The runoff from this basin will be conveyed via a swale and chase to W est Rum �2reet. Basin A4, 2.13 acres and 51.1 %impervious this basin is composed of multi-family residential units, paved walk and paved driveways paved parking spaces. The runoff from this basin goes to desigi point 4a at an on-�ade inlet and drains on West Plum �reet. 5 Basin A5, 1.85 acres and 59.4%impervious this basin is composed of a local residential street, paved walk, and paved driveways. The runoff from this basin goes to desig� point 5a and drains onto the W est Plum �reet. Basin A6, 0.97 acres and 70.5%impervious this basin is composed of a local street West Rum �reet, paved walk and front-facing multi-family units. The runoff from this basin goes to a sump inlet at desig� point 6a Basin A7, 0.88 acres and 60.5%imperviousthis basin is composed of a local �reet W est Rum, paved walk. The runoff from this basin goes to a sump inlet at desig� point 7a Basin B1, 0.98 acres and 52.5% impervious this basin is composed of a residential alley, multi-family residential units, paved driveways and paved walk ways. The runoff from this basin drains to desi� point 1 b and is tr�ted for water quality within a rain garden, and then overflows into the detention facility. Basin B2, 0.56 acres and 65.8%impervious this basin is composed of open space and a side swale that runs adjacent to the property line. The runoff from this baqn drains into a rain garden where it is treated for water quality and then the runoff outfalls into the on-site detention facility. Basin C1, 0.28 acres and 56.8%impervious this basin is composed of residential duplex units, paved walk, and a rain-garden. The runoff from this basin drains into a rain garden, where it is then released into the detention facility. Basin C2, 0.34 acres, and 29.3% impervious this basin is composed of paved walk, gass and multi-family units. The runoff from this basin drains into a type C inlet a desi� point 2C. Basin D1, 3.19 acres and 48.5% impervious this basin is composed a paved alley, and paved walk. The runoff from this basin drains into rain garden on the eastern border of this basin. Basin D2, 0.2 acres and 75.9% impervious this basin is comprised of a local residential street and paved walk. The runoff from this basin drains via chase curb and gutter and it is then treated for wa�er quality within a rain garden within basin D1. 0 Basin D3, 0.19 acres and 76.2%impervious this basin is comprised of a local residential street and paved walk. The runoff from this basin drains via chase curb and gutter and it is then treated for wa�er quality within a rain garden within Basin D4. Basin D4, 0.38 acres and 67.9%impervious this basin is comprised of alleys, multi-family residential units and paved walk. The runoff from this basin drains to a sump inlet at desig� point 4d. Basin E1, 2.20 acres and 41.4%impervious this basin consists of West Orchard Race and sin�e family residential units. The runoff from this basin will drain to an on-gade inlet a desig� point 1e. Basin E2, 0.45 acres and 55.7%impervious this basin consists of a local residential road West Orchard Place, sin�e family units and drains via curb and gutter to an on g-ade inlet a desig� point 2e. Basin E3, 0.45 acres and 55.7%impervious this basin consists of a local residential road West Orchard Place, sin�e family units and drains via curb and gutter to an on gade inlet a desig� point 3e. Basin F1, 3.87 acres and 31.6%impervious this basin is composed of the onsite detention facility. O-1, 0.48 acres and 58%impervious this basin drains onto existing W est Orchard Race and drains to an inlet and is treated for water quality and detained in the interim detention facility. O-2, 0.08 acres and 55%impervious, this basin drains onto W est Orchard Race and is left untreated. This basin is a portion of a proposed sincje-family lot, proposed curb and gutter, and asphalt for Orchard Race. The runoff from this basin drains offsite onto the existing street Orchard Race. The runoff from this basin is difficult to capture with an inlet since it is next to a curb and gutter transition. Due to the small size of this basin, it is not anticipated to negatively �fect the downstream drainage infrastructure. PRO.EC T D ESC RI PT I O N PRO,.ECT DEBCRIPTION R�lestar Village is a residential multi-family development that will consist of a community center, wellness center, alleys, local, and collector roadways. The Fblestar Village site will hold rec�onal detention and water qualityfor the site. In thefuture, �ter the site isfully developed, the Canal Importation basin offsite improvements will be built with additional volume from the .�cobs Canal Importation basin 5elected Plan updated .lane 2022. .R En�neering has desi�ated approximately 3 acres of the site for rec�onal detention. The proposed and future detention facility volume requirements were done by modeling the site in �A 9JVMM as part of the revised hydrology portion of the CLOMR, as shown within Appendix E The future onsite re�onal detention facility is shown in Appendix F of this report. PROPOSED DRAINAGE FACILITIES G�J �AL CO N C�i" The proposed improvements to the Fblestar Village site will result in the developed condition being treated and detained for water quality. Low-impact development best management practicesare proposed to improve the quality of runoff and aid in reducing peak flows. �ecifically, rain gardens are proposed near the central portion of the site to treat and provide water qualityfor the majority of the development. Runoff from the site is captured in inlets located in the alleys and gate inlet along the curb and gutter. Runoff is conveyed in storm sewers, along curb and gutter, and via surface flow to rain ga-dens. �ndly, surface overflow paths will be provided, such that the 100-year storm flows remain at lea�t 1.0 to 1.5 feet below the finished floor elevation � the time of the final drainage report. WAT�QUALITY/ DETB�ITION FACILITIES The majority of the water quality is trea�ed within the onsite rain c,�ardens. The remaining water quality within the site will be treated in the water quality and detention facility. A small portion of the site 0.08 acres of a type A lot, will be left untreated due to the lot draining to the existing W est Orchard RO.W and pavement adjacent to the lot frontage. Additionally, a portion of the berm and access road to the detention pond will drain off-site and into the Rum Channel drainage way. This is not anticipated to have any negative impact on downstream drainage infrastructure, and the total water quality is being treated for 99%of the Fblestar site's modified impervious area. For additional information, the LID water quality treatment exhibit is shown in Appendix G of this report. LOW IMPACT DEV�OPMBVT A minimum of 75 percent of new impervious surface area is treated by a Low-Impact Development (LID) best management practice (BMP) in acxordance with City criteria An illustrative LID/ 3irface Map is provided in Appendix G, and the siang of the LID methods is provided in Appendix D. E DRAINAGE DESIGN CRITERIA REGU LAT I O N S This report was prepared to meet or exceed the City of Fort Collins stormwater criteria The City of Fort Collins �ormwater Criteria Manual (da�ed 2018)(FC�M) and the Urban Drainage Rood Control District's (UDFCD) Drainage Criteria Manual (U�CM) Volumes 1, 2 and 3 were referenced asguidelines for this desigi. FOURSTEPPROCESSTO PROTECT REC�VING WAT�2S The City of Fort Collins requiresthe Four �iep PI-ocess to protect receivingwaters. The four step process incorporates reducing runoff volume, treating water quality capture volume, stabilizing streams, and implementing longterm source controls. Volume reduction is an important part of the Four �tep Process and is fundamental to effective stormwater management. F�r City criteria, a minimum of 75 percent of new impervious surface area must be treated by a Low-Impact Development (LID) best management practice (BMP). The site incorporates rain gardens to provide water quality. The rain gardens will need to be cleaned and maintained to allow for longterm protection of the receiving waters. The proposed LID BMF� will have the effect of slowing runoff throu� the site lot and increasing ir�filtration and rairrfall interception by encourac�ng infiltration and careful selection of vegetative cover. The improvements will decrease the runoff coefficient from the site and are expected to have no adverse impact on the timing, quantity, or quality of stormwater runoff. Overall water quality will be improved by the development. The majority of the new impervious area is treated by the proposed raingarden in the northwestern portion of the site as illustrated in the LID/�rface Map is provided in Appendix G. Refer to Appendix G for additional information on water quality treatment methods throu�out the site. � DEV�OPMB�IT CRIT�21A R�6�JCEAND CONSTRAINTS The site is part of the Canal Importation - Basin Selected Plan Updates Alternatives Analysis Report, by ,�cobs En�neering Group and is currently in the process of conceptual desig�. The site was previously analyzed in the Canal Importation Basin Hydrolodc Conversion from MOD9JVMM to �A 9�IVMM 5.1: Anderson Consulting Erx,�neers, Inc, December 6, 2013, (Revised .l.dy 3�d 2014). .,�cobs Engneering goup is currently modifying the Anderson model for the City of Fort Collins Capital Improvement plan for the Canal Importation basin. .R Engneering will evaluate the floodplain for the site, and .R En�neering is in the process of preparing a CLOMR to show that the improvements to the site are not within the floodplain. The CLOMR will show changes to the existing floodway via an approved CLOMR The improvements for the planned re�onal Happy Hearts detention facility will take place in the future �ter the site is developed into Fblestar Village. The Fblestar Community will not impact the downstream development, and onsite detention will be provided within the site, but the homes downstream of the site will remain within the floodplain until the improvements to the offsite and onsite facilities are put in place as recommended in the Canal Importation - Basin Selected Ran Updates, by .,�cobs. The following items are a list of the subject improvements. • Conversion of Scenic Views retention pond to a detention pond. • Addition of a pipe outfall from the Scenic views detention pond to the Happy Heart Farms i.e Fblestar detention pond. • Increasing the volume of the onsite detention pond per the proposed outfall. • Construction of the planned outfall from the regonal detention facility Currently, in the 100-year event the Reasant Valley and Lake Canal overflows and spills into the 5cenic Views pond. The 5cenic Views pond has a manually operated pumped outfall to the Pleasant Valley and Lake Canal. In the 100-y�r event, water overtops the 5cenic Views pond and goes on the Fblestar site, creating afloodplain as shown in the existing drainage map within Appendix F. In the proposed condition, the floodplain will go onto the onsite rain garden, overtop W. Rum �reet and then the floodplain will be contained within the proposed detention facility. However, due to the shallow gavity outfall and limited volume the ultimate detention facility, as shown in Appendix E cannot be built due to the lack of a deep g-avity outfall. The interim condition provides a drainage easement, an energy dissipation structure, a concrete pan and will convey runoff as shown in the exhibit in Appendix E 11 The onsite detention requirement for the site is the runoff difference between the 100-y�r developed inflow ra�e and the 2-year historic runoff is 4.88 Acre-ft. For additional information on the detention pond volume calculation, please refer to the referenced CLOMR provided hydrology portion provided in Appendix F. .�cobs calculated the ultimate volume (Happy Heart Detention Fbnd) within the Canal Importation - Basin Selected Ran Updates da�ed .Line 2022 as 8.3 Acre-ft. The total ultimate detention volume was calculated by adding the Happy Heart Detention pond of volume 8.3 Acre-ft with the required interim (onsite) detention volume 4.88 Acre-ft for the Fblestar site for a total volume of 13.18 Acre-ft. .R Engneering has verified that the proposed pond layout c�n be gaded in the future to detain over 13.18 Acre-ft as shown in the Future rec�onal detention map provided in Appendix F. ,R En�neering has prepared three 9JVMM models for the Fblestar site within the City of Fort Collins Canal Importation Basin: the Corrected Effective Model, the PI-oposed Model, and the Ultimate Model. The City of Fort Collins has requested th� .R En�neering incorporate the Fblestar Drainage model into the City master Canal Importation Drainage Plan 9JVMM mode. This was completed within the revised hydrology portion of the CLOMR, as shown within Appendix E HYDROLOGIC CRIT�21A Wei�ted percent imperviousness were calculated for each basin using the Fort Collins �ormwater Criteria Manual Table 3.2-2 for each basin. 8'A 9JVMM was used to model the runoff for the site since the corresponding tributary area of the site is over 20 acres, and there are multiple detention basins upstream of the site that are in series with one another. The City of Fort Collins area has rainfall depths associated with the table below as shown in Chapter 5 of the Fort Collins �2ormwater Criteria Manual. The corresponding site and tributary area were modeled in 9JVMM for the 2-year storm and the 100- year storm. 12 Table 4.1-4. IDF Table for SWMM intensity intensity Intensity Intensity Irrtensity Intensity Duration 2-year 5-year 10-year 25-year 50-year 100-year min inmr iNhr inlhr in/hr iNhr iNhr 5 0.29 0.40 0.49 0.63 0.79 1.00 10 0.33 0.45 0.56 0.72 0.90 1.14 15 0.38 0.53 0.65 0.8d 1.05 1.33 20 0.64 0.$9 1.09 1.41 1.77 223 25 0.81 1.13 1.39 1.80 2.25 2.84 30 1.57 2.19 2.69 3.48 4.36 5.49 35 2.85 3.97 4.87 6.30 7.90 9.95 40 1.18 1.64 2.02 2.61 3.27 4.12 45 0.71 0.99 1.21 1.57 1.97 2.48 50 0.42 0.58 0.71 0.92 1.16 1_46 55 0.35 0.49 0.60 0.77 0.97 1_22 60 0.30 0.42 0.52 0.67 0.84 1.06 65 0.20 0.28 0.39 0.62 0.79 1.00 70 0.19 0.27 0.37 0.59 0.75 0.95 75 0.18 0.25 0.35 0.56 0.72 0.91 80 0.17 024 0.34 0.54 0.69 0.87 85 0.17 0.23 0.32 0.52 0.66 0.84 90 0.16 0.22 0.31 0.50 0.64 0.81 95 0.15 0.21 0.30 0.4$ 0.62 0.78 100 0.15 0.20 0.29 0.47 0.60 0_75 105 0.14 0.19 0.28 0.45 0.58 0.73 110 0.14 0.19 027 0.44 0.56 0.71 115 0.13 0.18 0.26 0.42 0.54 0.69 120 0.13 0.18 0.25 0.41 0.53 0.67 HYDRAULIC CRITff�IA At time of the Final Ran (FP) �tormCAD will be utilized to determine the hydraulic capacity of the storm sewer system on site. Additionally, hydraulic calculations for items such as; street capacity, inlet capacity, swales, channels and will be provided within the Rnal Drainage Report. FLOODPLAIN REGULATIONSCOMRIANCE As previously stated, the site lies within F�/IA Zone X, areas which are determined to be outside the 0.2% annual chance floodplain. The site is not located within a FBVIA-regulated floodplain, as shown in Appendix A in the F�/lA attachments. The site is located in the City of Fort Collins Roodplain and there is a floodway within the site, as shown in Appendix A in the City of Fort Collins Rood map. All development will be in compliance with Chapter 10 of the City of Fort Collins Code. MO D I RCATIO N S O F CRIT�21A ,R is proposing modifications for the spillway in 5c:enic Views R�nd to increase emergency overflow capacity, decrease the overall breadth of the floodplain and reduce the emergency overflow depth from 13 1.9 ft to 1.75 ft, as shown in the attached variance letter from the CLOMR in Appendix E The proposed improvement will stop the overflow from overtopping the spillway by making the spillway longer. In addition, the new proposed configuration will provide 6" of freeboard for the 5cenic �ews pond. The proposed Fblestar/Happy Heart Farms �illway is intended to prevent the flow from the emergency spillwayfrom being directed towards existing structures and homes downstream. Both proposed spillways exceed the required depth of six inches, but the variance is necessary to achieve the desired outcomes. For additional information, refer to Appendix E for the variance request letter is being review in conjunction with the CLOMR �20JON CONTROL A statement of compliance with Erosion Control Criteria and all Erosion Control Materials will be provided with the Fnal Drainage Report. CONCLUSIONS CO MRIAN CE W ITH STAN DARDS The hydrologc and water quality calculations were performed using the required methods as outlined in the City of Fort Collins �ormwater Criteria Manual. The drainage plan and stormwater management measures proposed within the Fblestar site are complaint with all applicable etate and Federal regulations governing stormwater discharge. The drainage desig� conforms to the .�cobs' Master Canal Importation Basin plan by providing area desig�ed for detention in the ultimate g-avity pond outfall corifigur�ion. The site conforms to the revised Hydrology of documented Fblestar Floodplain Modeling Report by .R Engneering dated .lane of 2023. The floodplain compliance requirements for the site have been detailed in the CLOMR (Conditional Letter of Map Revision) for various parameters, including elevation, flood proofing, critical facilities, tie-in of upstream and downstream W� (Water 3.�rface Bevation), and structures. 14 DRAINAGECONC�T The proposed concept for the Fblestar Village Development involves surface flows and piping of developed conditions and offsite flow throu� the interim detention facility. The site includes LID water quality facilities with rain gardens. Runoff for the site will be treated in an interim detention facility onsite. The proposed development will �fect the drainageway termed "Rum �reet Flow Path" which is located in the northwestern portion of the Canal Importation Basin. Onsite detention is provided for the Fblestar site, but the homes downstream of the site will remain with the floodplain until the improvements to the offsite and onsite facilities are put in place as recommended in the Canal importation — Basin Selected Ran Updates Analysis Report, by „�cobs dated .Line 2022. 15 REFEREN C ES Fort Collins °tormwater Criteria Manual: City of Fort Collins, Colorado, December 2018. Urban �torm Drainage Criteria Manual (Volumes 1, 2, and 3); Urban Drainage and Rood Control District, ,Lne 2001. Canal Importation Basin Hydrolo�c Conversion from MOD9JVMM to �A 9JVMM 5.1: Anderson Consulting Engneers, Inc, December 6, 20213, (Revised ,l.rly 3�d 2014) Canal Importation basin 5elected Ran Update, .,�cobs En�neering Group, Dated ,l.ine 2023 PI-eliminary Geotechnical Investigation Fblestar �Ilac�e; CTL Thompson, Dated November 2021 Roodplain Modeling Report for Fblestar Villac�e; .R Engneering, Dated .l.ine 2022 16 APPENDIX A-FIGURES � Hydrologic Soil Group—Larimer County Area, Colorado � _ � N O O 488700 488800 488900 489000 489100 489200 489300 489400 40° 34'S9"N .;i _ I �`' I � ���+3i1�.,'-i.. - S��_ � � ��� �.___ .���-; li ���p r..-•-�. 40° 34'S9"N ��" .—. � !� �i.. � i t � - �, ' , � '� . � [ �' q�` �o �- �. _� "� +_� , /� �..�.�» �� � �, �� 'A� .s � �� " ` •- ������R�' _, �� '-�. ° � 1� .+ • �►„ If'k r ��,'_ �'' - . . r , � y . �_�.� � �' FIS�. Vt� I. _ k7,t,�� . �� � F ���. �I`. 6^ � �F r �'M'7-� +� �� , I � �_ � � � ,� - _ � � �.. r�..'�,� � �►� r�� � � �� � � - =.� �: �� � ►�• I� o- � :�%"" ' �r �� yt- � r i= ==f�,- _ � !n ' � � . y�e .� .. . r. aS ��' _ /.l� �� iJ+ � I'���• fi.s d�. �� S� .rt� : f 11 a'6r��'��- �- � � ' �1f' .- ,y+►�' r � � '� i�� ll i � F � � :t ..�` ' qf*m' =r... '�""�SN"� �� k;> � y �. �F, � I ���- ^ y G' � y;. �. - �' � -..� �• �".r w- �� � � . � ' L + �4 . . . � ' � -. .1�, xr C_'. . �. �,C'� .�+_ - - ��+�.� ��� �~: �� > 3,��p `ix, �g. v'r � `#� f �� c,7/7 �� ' � � r . �, , � . � '�7 , W'•r � �� .. i . EI� . .^ �,n 4�'M„ p`., � ��',e U47 r — � � � � ' "ti �y --!_ _. .• � I �ii �_� � � ��- �.I ' ,C _ i. ' � � • 9 '�,. - - "r'/�1 .,�, �, ' a �,I�f"__ k • !' f ` � ��'N . _ - 'YI��_-- ✓' . . �) l n� � �� ��_ - -' - 8 + 1 � ` - . . � - �; . I `^ � r , . . . ' . S f � I �� , o � , . � �� r` r _ • �+'' ' e I�, � � '`"' Ni,d r � ` Ip���� � � � ��, ,�.�'. �_J R � v.�:r ` . � ,:I . � :,� = �;�, a , 4 � �;, ; '��� `f- ,. : �� u • 4 . . +� � �T - � �� - � �� .��� ������ � � r_.�`: � rc* � f�„� , , eF--.> t� `t• . ��l G �.�'� � � � � M�-� �'�r� � �� �� _ y��� � � �� � ,': �' � i d� � .� � � e �� r � E � � �.� ' " ��� p�� �' �'�'. :� �_,� .. , l�-,--r-sr- � � � � .� � ��� � '; b� � ✓'~w.. ,1;r _� � -�r= n �j�.� �- ` . . ���I.�� /',� i.. � - : - ti�l'J � �'liy� �I T � • '� ` V•� _-� ` ♦ ` _ p 8 l � I �� A _ _ � � . . J. e r ' _ _ _ : �" �� O � .3 II � � ' �C. � � V /�� _� � :a � �' � . � . ' - ��'1N'1�5�. �t 7"; ;C� t , rs�c � � � � ' `�,, : u,.� �:. _. ,�'� �,_ � ��' � , ,•� � �� _ � � ,�-t- �� c .� • — • * .� � , � t ti{ , R,�` •.. . . � i p ��. �_� k. il -�• r.f'.. �1 � �,• : �, ir� „� - _ �{.1�"��� � � � m --�- � �I �� Y--._i 4 • �p. . . �� S `�� m � , �.:�L���}" .'�1.— �� �.�.a .! .�. .6.��` �r. ;y> --��_ � �a h � , � � � �'!�,r-� � ' ��,�'y . °,-' , . *''-�r �! � ��' � j . ' ,, :�� � . qf � t� � � !^ I r _ � "^��� '~j.� ���w �/ �� .l..�µ {.� _ —Q �YS � �_ � r - � '�►' � ��� � "G� T��' � E 1��.'.. � i`+� � 1 .,.asE�� . �i�'t . � .. r r i`� - d r �'� � wF °' 4� �, � . ..�� � �j r'. � �, � , r ` �; � .ti. � =s �-- -�=, - . �, " � � �n � � .��I r � �'- *. � {p . � � ��! �— �I�f� � , M 1 ^I. , . t. ; "' �-. � �,.? T��+ r . �.� - -- •� . + � _ � n � Soi�Map,iai'ay�i��ot be valid at this scale. . ,� . _ � � � ,�.. ,�� � � �, � �, fi-'_ ao� sa� zs„ N � I, �� �,Y � �- , + � '* � '�. .i .�'l�r, �b... .-_ � _ _ ls.-a'_ i �ii . ..i t ' � 1"'� � �o �, 23„ N 1 I I I i I I I 488700 488800 488.900 489000 489100 489200 489300 489A00 3 3 iV Map Scale: 1:5,390 if printed on A porhait (8.5" x 11") sheet. � � N Meters ° 0 50 100 200 300 � � � 0 250 500 1000 1500 Map projectlon: Web Mercator Comer coordinates: WGS84 Edge dcs: UTM Zone 13N WGS84 USDn Natural Resources Web Soil Survey 5/17/2022 � Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Larimer County Area, Colorado MAPLEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons � A � A/D 0 B � B/D 0 C 0 C/D � D � Not rated or not available Soil Rating Lines :;t A � C � C/D . D � Not rated or not available Water Features Streams and Canals Transportation ,_._. Rails � Interstate Highways US Routes Major Roads Local Roads Background � Aerial Photography sy A/D r� B ,,.y� B/D . . C .y C/D ,.s,y D .. Not rated or not available Soil Rating Points � A o �o ■ B � si� 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) Iisted below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 16, Sep 2, 2021 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. USDn Natural Resources Web Soil Survey 5/17/2022 � Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Larimer County Area, Colorado Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 3 Altvan-Satanta loams, 0 B to 3 percent slopes 4 Altvan-Satanta loams, 3 B to 9 percent slopes 37 Fort Collins loam, 5 to 9 C percent slopes 48 Heldt clay loam, 0 to 3 C percent slopes 64 Loveland clay loam, 0 to C 1 percent slopes 74 Nunn clay loam, 1 to 3 C percent slopes 76 Nunn clay loam, wet, 1 C to 3 percent slopes 95 Satanta loam, 1 to 3 C percent slopes Totals for Area of Interest 68.4 38.2 0.0 9.2 15.9 2.2 11.8 12.9 158.5 43.1 % 24.1 % 0.0% 5.8% 10.0% 1.4% 7.5% 8.1 % 100.0% USDn Natural Resources Web Soil Survey 5/17/2022 � Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Larimer County Area, Colorado 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 USDA Natural Resources Web Soil Survey 5/17/2022 � Conservation Service National Cooperative Soil Survey Page 4 of 4 �•r.� i a �.�..A . a��� .-,�i: . .. _ � � � �- ir �J i .�.- �� � -� � `Q"°i� "� +� \A', `����� ,. �� :� -' ��� ` � ' �R` ��BAL � .�;� �� � �� � . � � ���r ��,.��. � � z ��_ � -�- ��a •� . 1 , � ..� p r„_ j��� !.�... .�►.�.�� .�a �� i� +� � � � ����;� �� '� �� A ��� a ',»� ,�f,�' `' �` �'`' : ,� � 't)���i�-"�:� R, fA �u � ii`- f� �,� � . �r ' .� . '�, � ��, � p� u. e`c, =���,P' , . '��t � � f� c� ,� . d . ���J�� � � r'`"f I " 1 � �� � y,� �i6;. �. �.w� �� �'" �by'[5�,.•-r. . q 't ������f iA� � �``�� � �r,� '�la � = `'�-I y, � �l a '��� '� : � � , � , .,.�:r =�< .� k S> � � � . i �i � _; �.. ��� �� � . � -�s .� �,..I_ k ' ��° d .�sl��' ' � „' ��`{ A r � _ � � � �.: . � , � °�"�r. �' 7�_i► .� � . . _ , 'P_�'�_�"""" '� r��,. 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'� .��� r< �� � t�. � l�r, ; �.� � � ��. `a }� 4 � � _ ' � �, . ►� � ,���-�,� � "° W ELI�qg ETH ST �`� — �" � � � (�t+.� • � �,�m,;:., ' T .'t. ;1�`;� ,� ?�,�i` �i�Ti '� � � �'� �► � e � r .�..��.�il�k. ,�—� � ' � � II �� r'�k. -� .y � � -�� � � � * � � � ` �r � � �� �� �^I'I� � ` � i!.�� �'�� �'° '�`9� � " ° �,a� � � �':'� �'' I��rm '��P� ��W� -;,,1— al�•;"�.' � �,r�,y.;�N�- rc' ,�' "'�i. r w � �� � W F, �r � � � �. �'�N ��" ��.. � . ���� ,� � � : � y b" � � � . �" � �, f �' i ;� 1 y, , . � i . � ,� ` , �� p.,�l ry ' 4 ¢5— t` $� � � y � ��! i' P��� i� ik •���1.1 - � ''�� .�i� ..�-�i F �".�� '¢ � �dX�� !' ��-; �� � ` t ' .��-'� �' m ��` ��°�.� �� �' A:�r � ° � r;'��1�� i � � � � � �i � ., � ' .�� I. �� ,� � ,� ,�k Y � ��'"� �. ���: W P�U Mti ST . .;q � � .�� � � S � `�� "� � `..,�" ,,� ' j ` �r 1 *h ry� �e�y'd5.i �,�� .t:�; � �P �'�'���v '�.'�'� _ r:t. � .=� � ��-� City Flood Risk Map Hiqh Risk City Floodway - Area of 100-year floodplain with greatest depths and fastest velocities. City Flood Fringe - May Include: - Areas of FEMA 100-year floodplain (FEMA Zones A, AE, AO, and AH) -Areas of City 100-year floodpiain including ponding areas and sheet flow areas with average depths of 1-3 feet. There is a 1% annual chance that these areas will be flooded. Moderate Risk May include: - Areas of FEMA 500-year floodplain (FEMA Zone X-shaded). - Areas of FEMA or City 100-year floodpiain (sheet flow) with average depths of less than 1 foot. - Areas protected by Ievees from the 100-year flood. Low Risk �IAreas outside of FEMA and City mapped 100-year and 500-year floodp�ains. Local drainage problems may still exist. This information is based on the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) and the City of Fort Collins Master Drainageway Plans. This letter does not imply that the referenced property will or will not be free from flooding or damage. A property not in the Special Flood Hazard Area or in a City Designated Floodplain may be damaged by a flood greater than that predicted on the map or from a local drainage problem not shown on the map. This map does not create liability on the part of the City, or any officer or employee thereof, for any damage that results from reliance on this information. All floodplain boundaries are approximate. N W r� o�0 140 280 S City of F,�t CO��IC1S GIS 420 560 � Feet Printed: 07/14/2021 . �� 1 -` �, f ;,. �IY .. � ,,�' �� ��. . „ ^, '}��� v � � rt�" ' � �'f� �-s� �ff `r �!� � ..L.��"r� ,� ,� . : � d�,p��`� * ' �� ; - �—J'' ... '° V�'d �. ` . ��ItlYi � 3'��. ,����" �i���l� �Tu' � ,�.�L._ �� ' . � .� � ,� ��a.; ��.,�*�,���� �L� y'� � � ���,�".ry,,,l� . �. � y �:'I��� . � � � a .: J �I� ; , � :�� ���ARD P� i_� s � � ���y�`- � ' ,i!P 7r �� ,�E ! -� �� � '' � �'�r_tr�0. , �. � i�er ,� � � � ' �' �t;.'`: �,� o:'��' �+�. !.. �\ �`���� �,, ���fi:. � � F�r:'. � � � , ��K ��� � � NOTES TO USERS This map is 'for use in adminis4ering the National Fiood insurance Program. If does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size. The community map repository should be consulted for possible updated or additional flood hazard information. To obtain more detaiied information in areas where Base Flood Elevations (BFEs) and/or floodways have been determined, users are encouraged to consult the Flood Profiles and Floodway Data andlor Summary of Stillwater Elevations tables contained within the Flood Insurance Study (FIS) Report that accompanies this FIRM. Users should be aware that BFEs shown on the FIRM represent rounded whole-foot elevations. These BFEs are intended for flood insurance rating purposes only and should not be used as the sole source of flood elevation information. Accordingly, flood elevation data presented in the FIS Report should be utilized in conjunction with the FIRM for purposes of construction andlor floodplain management. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the National Flood Insurance Program. Floodway widths and other pertinent floodway data are provided in the Floodway Data table shown on this FIRM. Certain areas not in Special Fiood Hazard Areas may be protected by flood control structures. Refer to Section 2.4 "Flood Protection Measures" of the Fiood Insurance Study Report for information on flood control structures for this jurisdiction. FEMA recommends that a Flood Insurance Policy be purchased fo� structures in areas where levees are shown as providing protection from the 1% annual chance flood. Flooding is not covered by standard property/fire/dwelfing insurance policies nor is it covered by Homeowners Insurance, Renters Insurance, Condominium Owners Insurance, or Commercial Property Insurance. Contact your insurance agent and local floodplain administrator for further information. Visit htt�://www.fema.aov/adf/fhm/frm qsah.odf for information on levees and the risk of flooding in areas shown as being protected by levees. The projection used in the preparation of this map was State Plane Colorado North (feet). The horizontal datum was NAD 83, GRS80 spheroid. Differences in datum, spheroid, projection or UTM zones used in the production of FIRMs for adjacent jurisdictions may result in slight positional differences in map features acrossjurisdiction boundaries. These differences do not affect the accuracy of this FIRM. Flood elevations on this map are referenced to the North American Vertical Datum of 1988. These flood elevations must be compared to sVucture and ground elevations referenced to the same vertical datum. For infortnation regarding conversion between the National Geodetic Vertical Datum of 1929 and the North American Vertical Datum of 1988, visit the National Geodetic Survey website at htta://www.nas.noaa.aov or contact the National Geodetic Survey at the following address: Spatial Reference System Division National Geodetic Survey, NOAA Silver Spring Metro Center 1315 East-West Highway Silver Spring, Maryland 20910 (301) 713-3191 To obtain current elevation, description, and/or location information for bench marks shown on this map, please contact the Information Services Branch of the National Geodetic Survey at (301) 713- 3242, or visit its website at htto://www.ngs.noaa.aov. Base map information shown on this FIRM was provided by the Larimer County GIS and Mapping Department. Additional input was provided by the City of Fort Collins Geographic Information Service Division. These data are current as of 2005. The profile baselines depicted on this map represent the hydraulic modeling baselines that match the flood profiles in the Flood Insurance Study report. As a result of improved topographic data, the profile baseline, in some cases, may deviate significantly from the channel centerline or appear outside the Special Flood Hazard Area. Corporate limits shown on this map are based on the best data available at the time of publication. Because changes due to annexations or de-annexations may have occurred after this map was published, map users should contact appropriate community officials to verify current corporate limit locations. Please refer to the separately printed Map Index for an overview map of the county showing the layout of map panels; community map repository addresses; and a Listing of Communities table containing National Flood Insurance Program dates for each community as well as a listing of the panels on which each community is located. Contact the FEMA Map Service Center at 1-800-358-9616 for information on available products associated with this FIRM. Available products may include previously issued Letters of Map Change, a Flood Insurance Study Report, and/or digital versions of this map. The FEMA Map Service Center may also be reached by Fax at 1-800-358-9620 and its website at htto://www.msc.fema.gov. If you have questions about this map or questions conceming the National Flood Insurance Program in general, please call 1- 877- FEMA MAP (1-877-33Fr2627) or visit the FEMA website at htto:!/www.fema.gov. Larimer County Vertical Datum Offset Table Vertical Datum Vertical Datum Flooding Source Offset (ft) Flooding Source Offset (ft) Cache La Poudre River 3.0 Example: To convert Cache La Poudre River elevations to NAVD 88, 3.0 feet were added to the NGVD 29 etevations. 1Q5° 1�, �5�� 40° 37' 30" � 1470000FT 1465000FT ALPACA TRAIL- RED RIDGE TRAIL- BIRCH DRIVE• REDWOOD COURT PECAN DRIVE— 1460000FT— BLUE SPRUCE DRIVE RED CEDAR DRIVE 1455000FT 3090000FT FLOODING EFFECTS FROM 3095000FT 3100000 FT 105° 07' 30" � 40° 37' 30" aa97000m N 449600om N a.t95000m N aa94000ro N City of Fort Collins �g01�2 449300om N City of Fort Collins � 080102 Larimer County — Unincorporated Areas �g�l�l LEGEND ,,x , y ; SPECIAL FLOOD FiRZARD AREAS (SFHAs) SUB3EC� �'O INUNDATION '-" �^-'` °`' BY THE 1% ANNUAL CHANCE FLOOD The 1% annual chance flood (700-year Flood), also known as the base flood, is the flood that has a 1% chance of being equaled or exceeded in any given year. The Special Flood Hazard Area is the area subject to flooding by the 1% annual chance flood. Areas of Special Flood Hazard include Zones A, AE, AH, AO, AR. A99, V, and VE. The Base Flood ElevaUon is the water-surface elevation of the 1% annual chance flood. ZONE A No Base Flood Elevatlons determined. ZONE AE Base Ftood Elevadons determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); Base Flood Elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE AR Special Flood Hazard Areas formerly protected from the 1% annual chance flood by a flood control system that was subsequently dxertified. Zone AR indicates that the former flood control system is being restored to provide protec[ion from the 1"/o annual chance or greater Flood. ZONE A99 Area to be protected from 1% annual chance flood by a Federal Flood protection system under construction; no Base Flood Elevatlons determined. ;r�� FLOODWAY AREAS IN ZONE AE The floodway is the channel of a stream plus any adjacent floodplain areas that must be kept free of encroachment so that the 1% annual chance flood can be carried without substantial increases in flood heights. � OTHER FLOOD AREAS ZONE X Areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance flood. � OTHER AREAS ZONE X Areas determined to be outside the 0.2% annual chance floodpiain. ZONE D Areas in which flood hazards are undetermined, but possible. Floodplain boundary Floodway boundary Zone D boundary ,. , � Boundary dividing Special hlood Hazard Area zones and n �> �^�; �;����.,ay��a��q �v �— boundary dividing Special Fiood Hazard Areas of different Base Flood Elevations, flood depths or flood velocities. �M� 513 M� Base Flood Elevation line and value; elevation in feet* (EL 987) Base Flood Elevadon value where uniform within zone; elevation in feet* *Referenced to the North American Vertical Datum of 1988 A A Cross section line 104° 50' 37.5" , 39' 30' 00" 3180000 FT az�saao mN KK6400 x Geographic coordinates referenced to the North American Datum of 1983 (NAD 83), Western Hemisphere 5000-foot ticks: Colorado State Plane mordinate system, North zone, Lambert Conformal Conic projection 1000-meter Universal Transverse Mercator grid ticks, zone 13 National Geodetic Survey bench mark (see explanation in Notes to Users section of this FIRM panel) MAP REPOSITORY Refer to listing of Map Repositories on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP DECEMBER 19, 2006 EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL For community map revision history prior to couniywide mapping, refer to the Community Map History table located in the Flood Insurance Study report for this jurisdiction. To detertnine if flood insurance is available in this community, contact your insurance agent or call the National Flood Insurance Program at 1-800-638-6620. ,��'N�',. MAP SCALE 1" =1000' soo o �000 z000 FEET METERS 300 0 300 600 PANEL 0960F Panel Location Map aa92000r� N I�1�\111 FLOOD INSURANCE RATE MAP LARIMER COUNTY, COLORADO AND INCORPORATED AREAS PANEL 960 OF 1420 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) This Digital Flood Insurance Rate Map (DFIRM) was produced through a Cooperating Technical Partner (CTP) agreement between the State of Colorado Water Conservation Board and the Federal Emergency Management Agency (FEMA). R�yR,causF� U � • • s, '�r � G � L a . cc o ; a�` x ��:c.p:,�93'I �.�a Additional Flood Hazard Information and resources are available from local communities and the Colorado Water Conservation Board. 1450000FT 40° 33' 45" � 105° 11' 15" a85000m E 449.�OOom N 111�t 40° 33' 45" 105° 07' 30" CONTAINS: COMMUNITY NUMBER PANEL SUFFIX FORT COLLINS, CITY OF 080102 0960 F LARIMER COUNTY 080101 096Q F Notice to User: The Map Number shown below should be used when placing map orders; the Community Number shown above should be used on insurance applications for the subject community. ��pA�\��^ MAP NUMBER � ���p� °� 08069C0960F I`^ �FZAND ti�J4 EFFECTIVE DATE DECEMBER 19, 2006 Federal Emergency Management Agency NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 7 NORTH, RANGE 69 WEST, AND TOWNSHIP 8 NORTH, RANGE 70 WEST AND TOWNSHIP 7 NORTH, RANGE 70 WEST, TOWNSHIP 8 NORTH, RANGE 69 WEST. City of Fort Collins Utilities �,.�t C�«In$ Floodplain Administration (970) 416-2632 City of Fort Collins Floodplain Review Checklist Development Review Submittals Instructions: Complete this checklist by marking all boxes that have been adequately completed. Put an"NA" next to any items that are not applicable to this particular submittal. Any boxes that are left blank and do not have an "NA" marked next to them are considered incomplete. Date of Review: Reviewer's Name: Plat Man The following required items are on the plat: ❑ 100-year floodplain boundary ❑ City ❑ FEMA ❑ Floodway boundary ❑ City ❑ FEMA ❑ These itiems match the FIRM. (FEMA Basin) ❑ These items match the Master Plan. (City Basin) Site Plan The following required items are on the site plan: ❑ 100-year floodplain boundary- FEMA and City ❑ 500-year floodplain boundary (if proposed structure is a"critical facility" anda500-yearfloodplainismapped) ❑ Floodway boundary ❑ Erosion buffer zones ❑ Restrictions related to use (ie. critical facility or no residential use of lower floor if floodproofed mixed use structure) Drainage and/or Grading Plan (or a separate Floodplain Sheet if it is too cluttered on Drainage and Grading Plan) The following required items are on the drainage and/or grading plan: ❑ 100-year floodplain boundary- FEMA and City ❑ 500-year floodplain boundary (if proposed structure is a"critical facility" anda500-yearfloodplainismapped) ❑ Floodway boundary Page 1 of 7 City of �„�t CO«InS ❑ Erosion buffer zones ❑ Cross-section locations ❑ BFE lines Fort Collins Utilities Floodplain Administration (970) 416-2632 ❑ Lowest floor elevation of structures (bottom of basement or crawl space is considered the lowest floor) ❑ The floodplain and floodway boundaries are in the correct location and labeled properly. ❑ The cross-section and BFE lines are in the correct location and labeled properly. ❑ Elevations are referenced to the 1988 datum: ❑ Floodway regulations have been met. ❑ No fill in the floodway unless a hydraulic analysis shows "no-rise". ❑ No manufactured homes, except in an existing park, can be placed in the floodway. ❑ No changing a nonconforming non-residential or mixed use structure to a residential structure. ❑ Landscaping meets requirements for no encroachment in the floodway withoutahydraulicanalysistoshow"no-rise". ❑ No storage of materials or equipment. ❑ A note is on the plans about the above floodway restrictions. ❑ Critical facilities regulations have been met: ❑ 100 year—no at-risk population, essential service, government service or hazardous material critical facilities ❑ 500 year Poudre—no at-risk population or essential service, critical facilities ❑ Any pedestrian bridges in the floodway that are not able to pass the 100-year flow are designed to be "break-away". ❑ Fences in the floodway will not block conveyance. Example: split-rail fence cabled together to not float, flap at bottom of privacy fence to allow water through (flap at BFE ar above). ❑ Any items in the floodway that can float (Example: picnic tables, bike racks, etc.) are noted as being anchored. ❑ Erosion Buffer Zone requirements have been met: ❑ Design of any allowed development minimizes disturbance to channel bed and banks. Page 2 of 7 City of �„�t CO«InS ❑ No structures allowed. Fort Collins Utilities Floodplain Administration (970) 416-2632 ❑ No additions to existing structures allowed. ❑ Any fencing is split-rail design and break-away, but cabled. Must be oriented parallel to general flow direction. ❑ No detention or water quality ponds. ❑ No bike ar pedestrian paths ar trails except as required to cross streams or waterways. ❑ Road, bicycle and pedestrian bridges must span erosion buffer zone. ❑ No fill. ❑ No outdoor storage of non-residential materials or equipment. ❑ No driveways or parlcing areas. ❑ No irrigated vegetation and non-native trees, grasses, or shrubs. ❑ No utilities except as necessary to cross streams or waterways. ❑ No grading or excavation except as required for permitted activities in erosion buffer zone. ❑ No construction traffic except as required for permitted activities in erosion buffer zone. ❑ Any construction in the erosion buffer zone shows that it will not impact the channel stability. ❑ A note is on the plans about the above erosion buffer zone restrictions. ❑ Any necessary floodplain modeling has been submitted and approved. All modeling must follow the City's floodplain modeling guidelines. Special Poudre River Regulations ❑ Poudre River Floodway Regulations have been met. ❑ No construction of new residential, non-residential or mixed- use structures. ❑ No redevelopment of residential, non-residential or mixed-use structures. ❑ No additions to residential, non-residential or mixed-use structures. ❑ No fill unless hydraulic analysis shows "no-rise". ❑ Poudre River floodplain regulations have been met ❑ No construction of new residential or mixed-use structures ❑ No additions to residential structures ❑ No additions to mixed-use structures if there is an expansion in the residential-use area of the structure. ❑ No floatable materials on non-residential sites ❑ Emergency Response and Preparedness Plan (ERPP) draft has been prepared. Page 3 of 7 City of Fort Collins Utilities �,.�t C�«In$ Floodplain Administration (970) 416-2632 Information Related to Structures in the Floodplain ❑ For structures in the floodplain, a table is shown that lists the following: ❑ City BFE at upstream end of structure ❑ FEMA BFE at upstream end of structure (if different than City BFE) ❑ Regulatory flood protection elevation ❑ Lowest floor elevation (bottom of basement or crawl space is considered lowest floor) ❑ Floodproofing elevation for non-residential structures (if applicable) ❑ Garage slab elevation ❑ HVAC elevation ❑ The BFE at upstream end of structures are correct based on interpolation between the cross-sections. ❑ The regulatory flood protection elevation is correct. ❑ The lowest floor and HVAC are at or above the regulatory flood protection elevation. ❑ Elevations are referenced to the 1988 datum. ❑ A typical drawing detail is included for each foundation type proposed (slab-on- grade, basement, crawl space) showing the elevation of the HVAC and lowest floor elevation (which includes bottom of the basement or crawl space) relative to the BFE. ❑ If garage is not elevated to the regulatory flood protection elevation, then a drawing detail is included showing vent placement, size, and number. ❑ There is 1 square inch of venting for every 1 square foot of enclosed area. ❑ The bottom of the venting is not higher than 1 foot above grade. ❑ The venting is on at least two sides, preferably on upstream and downstream sides. (Does not have to be divided equally). ❑ If a non-residential structure is to be floodproofed, one of these conditions is met: ❑ All requirements on separate sheet titled "Floodproofing Guidelines" have been met. ❑ If floodproofing information is not submitted as part of the plans, then a note is on the plans siating that floodproofing information will be submitted at the time of the building permit application. ❑ For manufactured homes, all submittal requirements on separate sheet titled "Installation of a Mobile Home Located in a Floodplain: Submittal Requirements" have been met. Page 4 of 7 City of Fort Collins Utilities �,.�t C�«In$ Floodplain Administration (970) 416-2632 ❑ If the floodplain use permit is not going to be submitted until the building permit is applied for, then a note is on the plans stating that the floodplain use permit will be submitted at the time of building permit application. ❑ A note is on the plans stating that a FEMA elevation or floodproofing certificate will be completed and approved before the CO is issued. This is required even if property is only in a City floodplain. Draina�e Report ❑ The site is described as being in the floodplain. Floodplain name and if the floodplain is a FEMA or City-designated is described. Any floodway or erosion buffer zones on the site are described. ❑ The FEMA FIRM panel # and date and/or the Master Plan information is cited. ❑ A copy of the FIRM panel with the site location marked is included in the report. ❑ If a floodplain modeling report has been submitted, that report is referenced. The reason for the floodplain modeling report is described. ❑ If a FEMA CLOMR or LOMR has been approved for the site, the case number is referenced. The reason for the CLOMR or LOMR is described. ❑ If a FEMA LOMR is required after construction, this is stated in the report. ❑ The location of the structures relative to the floodplain is described. If there is both a FEMA and a City floodplain on the site, the location of the structures relative to both is described. ❑ The use of the structures is described. This is to determine if the structure is residential, non-residential, or mixed-use. Also, structures in all 100-year and Poudre River 500-year floodplains cannot be used as a critical facility. (See Chapter 10 of City Code for definitions.) ❑ If in the Poudre River 100-year floodplain, the requirement to complete an Emergency Response and Preparedness Plan (ERPP) is discussed and the requirement for annual training drills and an annual update in the first quarter of every year is discussed. ❑ The report describes how the development is in compliance with the applicable floodplain regulation (Chapter 10 of City Code). (Examples: elevation of lowest floor above regtilatory flood protection elevation, floodproofing, floodway regulation, erosion buffer zone regulation, no-rise, etc.) Page 5 of 7 City of Fort Collins Utilities �,.�t C�«In$ Floodplain Administration (970) 416-2632 ❑ The type of foundation construction for the structures (i.e. slab-on-grade, crawl space, basement, etc.) is discussed in the report. ❑ The type of foundation matches with the lowest floor elevations and grading plan. ❑ If any of the garages are not going to be elevated above the regulatory flood protection elevation, the hydraulic venting requirements are discussed. ❑ For structures in the floodplain, a table is included (same table as on the Drainage/Grading Plan) that lists the following: ❑ City BFE at upstream end of structure ❑ FEMA BFE at upstream end of structure (if different than City BFE) ❑ Regulatory flood protection elevation ❑ Lowest floor elevation (bottom of basement or crawl space is considered lowest floor) ❑ Floodproofing elevation for non-residential structures (if applicable) ❑ Garage slab elevation ❑ HVAC elevation ❑ Elevations are referenced to the NAVD 1988 datum. ❑ If the floodplain use permit is not going to be submitted until the building permit is applied for, then a note must be included in the report that states the permit will be submitted at the time of building permit application. ❑ If floodproofing information is not subinitted as part of the plans, then a note must be in the report stating that floodproofing information will be submitted at the time of the building permit application. ❑ A note is in the report stating that a FEMA elevation or floodproofing certificate will be completed and approved before the CO is issued. ❑ In the compliance section, Chapter 10 of City Code is listed. Floodplain Use Permit ❑ Floodplain Use Permit has been submitted for each structure. ❑ Permit fee has been submitted. ❑ All information on permit matches the plans. ❑ All information on permit meets floodplain regulations. Page 6 of 7 City of �„�t CO«InS FEMA CLOMR A�proval ❑ FEMA has approved any necessary CLOMRs. Fort Collins Utilities Floodplain Administration (970) 416-2632 ❑ The City has received copies of all updates to the FEMA submittal. Additional Comments: Floodplain terminology is deiined in Chapter 10 of City Code. NOTE: Issues specific to individual sites may arise that result in additional requirements. These will be discussed during initial meetings with the applicant. Please refer to Chapter 10 of City Code for specific floodplain regulations. Page 7 of 7 17 APPENDIX B-HYDROLOGIC CALCULATIONS COMPOSITE % IMPERVIOUS CALCUTATIONS Subdivision: Polestar Location: Fort Collins Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 4/7/23 Paved Roads and Walks Single Family Lots Roofs Lawns Weighted Weighted Weighted BasinsTotal Weighted % Imp. Basin ID Total Area (ac) % Imp. Area (ac) � �m % Imp. Area (ac) � �m % Imp. Area (ac) � �m % Imp. Area (ac) Weighted % Imp. A1 0.63 100% 0.06 9.3% 45% 0.12 SJ% 90% 0.04 6.1% 2% 0.41 13% 25.4% A2 0.60 100% 0.19 31.2% 45% 0.00 0.0% 90% 0.14 21.4% 2% 0.27 0.9% 53.5% A3 0.59 100% 0.08 13.1% 45% 0.00 0.0% 90% 0.09 13.0% 2% 0.43 1.4% 27.6% A4 2.13 100% 0.68 31.8% 45% 0.00 0.0% 90% 0.43 18.4% 2% 1.02 1.0% 51.1% AS 1.85 100% 0.61 32.8% 45% 0.00 0.0% 90% 0.53 25.9% 2% OJ1 0.8% 59.4% A6 0.97 100% 0.60 61.7% 45% 0.09 4.3% 90% 0.04 3.9% 2% 0.23 0.5% 70.5% A7 0.88 100% 0.47 53.2% 45% 0.04 2.2% 90% 0.04 4.4% 2% 032 OJ% 60.5% Bl 0.98 100% 0.29 29.4% 45% 0.00 0.0% 90% 0.24 22.2% 2% 0.45 0.9% 52.5% 82 0.57 100% 023 40.7% 45% 0.00 0.0% 90% 0.15 24.5% Z% 0.18 0.6% 65.8% Cl 0.28 100% 0.03 10.3% 45% 0.00 0.0% 90% 0.14 45.7% 2% 0.11 0.8% 56.8% Q 034 100% OA2 6.5% 45% 0.00 0.0% 90% O.D8 21.4% 2% 0.24 1.4% 293% Dl 3.19 100% 1.12 35.1% 45% 0.00 0.0% 90% 0.44 12.4% 2% 1.63 1.0% 48.5% D2 0.20 100% 0.15 75.4% 45% 0.00 0.0% 90% 0.00 0.0% 2% 0.05 0.5% 75.9% D3 0.19 100% 0.15 75.7% 45% 0.00 0.0% 90% 0.00 0.0% 2% 0.05 0.5% 76.2% �4 038 100% 0.23 61.6% 45% 0.00 0.0% 90% 0.02 5J% 2% 0.12 0.6% 67.9% El 2.20 100% 0.40 18.3% 45% 1.10 22.6% 90% 0.00 0.0% 2% 0.70 0.6% 41.4% E2 0.45 100% 0.17 37.4% 45% 0.18 17.8% 90% 0.00 0.0% 2% 0.10 0.5% 55.7% E3 0.45 100% 0.15 33.9% 45% 0.22 21.7% 90% 0.00 0.0% 2% 0.08 0.4% 55.9% Fl 3.87 100% 0.04 1.0% 45% 0.53 6.1% 90% 1.00 233% 2% 231 12% 31.6% Onsite Basins 20.73 47.9% 051 833 100% 2.02 243% 45% 631 34.1% 90% 0.00 0.0% 2% 0.00 0.0% 583% 052 2.40 100% 0.92 38.4% 45% 1.47 27.5% 90% 0.00 0.0% 2% 0.01 D.0% 65.9% Locust Grove Filing No. 3- Tributary to Pond 10.74 60.0% O-2 0.08 100% 0.02 23.2% 45% 0.05 31.5% 190% 0.00 0.0% 2% 0.01 0.1% 54.8% O-1 and O-2 Drains onto W. Orchard Place X:U�1]flflfl0.allu9'/9]OI�Ec�el\Dmiwxe�39'19�(11 Dminaw� Cnlec_Tem�laN_v�.0"I.xlsm Pu�e I uf I 4/10/]fl?] 18 APPENDIX C-HYDRAULIC CALCULATIONS 19 APPENDIX D -WATERQUALITY CALCULATIONS WQ Pond Tributary Areas Subdivision: Polestar Location: Fort Col ins Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 4 7 23 #1- Rain Garden Area Basin (a�) % Imp. A1 0.63 25.4% A2 0.60 53.5% A3 0.59 27.6% A4 2.13 51.1% A5 1.85 59.4% A6 0.97 70.5% A7 0.88 60.5% Total 7.64 52.9% WQCV Drain Time (hr): 12 Coefficient, a (Figure 3.2): 0.8 WQCV (in): 0.17 WQCV (ac-ft): 0.13 X:\3970000.a11\3979701\Gxcel\Drainage\3979701 Draina,�e_Calcs_Template_v2.OZxlsm Page 1 of7 4/l0/2023 WQ Pond Tributary Areas Subdivision: Polestar Project Name: Polestar Location: Fort Collins Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 4 7 23 # 2- Rain Garden Area Basin (ac) / Imp. B1 0.98 25.4% 62 0.57 53.5% Total 1.55 35.7% WQCV Drain Time (hr): 12 Coefficient, a (Figure 3.2): 0.8 WQCV (in): 0.13 WQCV (ac-ft): 0.02 X:A3970000.aIL\3979701AGxcel\DrainageA3979701 Draina,�e_CaLcs_Template_v2.OZxlsin Page 2 of 7 4/LO/2023 WQ Pond Tributary Areas Subdivision: Polestar Project Name: Polestar Location: Fort Collins Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 4 7 23 # 3 - Rain Garden Area Basin (e�) % Imp. C1 0.28 56.8% C2 0.34 29.3% Total 0.62 41.5% WQCV Drain Time (hr): 12 Coefficient, a (Figure 3.2): 0.8 WQCV (in): 0.15 WQCV (ac-ft►: 0.01 X:\3970000.a11\3979701\Gxcel\Drainage\3979701 Draina,�e_Calcs_Template_v2.OZxlsm Page 3 of 7 4/l0/2023 WQ Pond Tributary Areas Subdivision: Polestar Project Name: Polestar Location: Fort Collins Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 4 7 23 # 4 - Rain Garden Area Basin (e�) % Imp. D1 3.19 48.5% D2 0.20 75.9% Total 3.39 50.1% WQCV Drain Time (hr): 12 Coefficient, a (Figure 3.2): 0.8 WQCV (in): 0.17 WQCV (ac-ft►: 0.06 X:\3970000.a11\3979701\Gxcel\Drainage\3979701 Draina,�e_Calcs_Template_v2.OZxlsm Page 4 of 7 4/l0/2023 WQ Pond Tributary Areas Subdivision: Polestar Project Name: Polestar Location: For�ins Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 4 7 23 # 5 - Rain Garden Area Basin (a�) % Imp. D3 0.19 76.2% D4 0.38 67.9% Total 0.57 70.8% WQCV Drain Time (hr): 12 Coefficient. a (Fieure 3.21: 0.8 WQCV (in): 0.22 WQCV (ac-ft): 0.01 X:\3970000.a11\3979701\Gxcel\Drainage\3979701 Draina,�e_Calcs_Template_v2.OZxlsm Page 5 of 7 4/l0/2023 Table 5.4-1. Drain Time Coefficients for WQCV Calculations Drain Time (hrs) 12 40 Coetticient (a) 0.8 1.0 Rafcrcn�'o� '1'hc l?I)-I;A'll' c�crl-hn�od nprcad�hcot. li(1 a�nd I�:UI� t:�h,� m;i�� hr u.i�d tu .ii�l i� <�:il��ul.itin;t �V'l�1('�'. Figure 5.4-1 WQCV Based on BMP Drain Time 0 500 O LSO y 0 400 t c 0 350 � ai 0.300 L N `y 025U ia ?� 0 200 c � 0 150 U � 0 100 0 050 0 000 Once the WQCV in watershed inches is found from Figure 3.2-12 or using Equation 3.2-1, the required BMP volume in acre-feet can be calculated as follows: Once the WQCV in watershed inches is found from Figure 3.2-12 or using Equation 3.2-1, the required BMP volume in acre-feet can be calculated as follows: V=�wQZ �) Axl. 2 Equation 7-2 Where: V= required volume, acre-ft A= tributary catchment area upstream, acres WQCV = Water Quality Capture Volume, watershed inches 1.2 = to account for ihe additional 20% of required storage for sedimentation accumulation X:\3970000.a11\3979701\Gxcel\Drainage\3979701 Draina,�e_Calcs_Template_v2.OZxlsm Page 6 of 7 4/l0/2023 0 0.1 0.2 0.3 0.4 0.5 0.6 OJ 0.8 0.9 1 Total Imperviousness Ratio (i = la/100) WQ Pond Tributary Areas Subdivision: Polestar Location: Fort Col ins Project Name: Project No.: Calculated By: Checked By: Date: Polestar 39797.01 ARJ 4723 WATER QUALITY IN DETENTION POND Area Basin (a�) % Imp. F1 3.87 31.6% E1 2.20 41.4% E2 0.45 55.7% E3 0.45 55.9% Total 6.97 37.8% This table shows the WQ on-site treated in the Polestar Detention pond. This calculation WQCV Drain Time (hr): 40 includes 20°/o contingency for sediment Coefficient, a(Figure 3.2): 1.0 accumulation as shown in equaltion 7-2. PLEASE WQCV (in): 0.17 NOTE MHFD h I' I' d b 1 2 WQCV area on s eet was mu tip ie y. 0.12 X:\3970000.a11\3979701\Gxcel\Drainage\3979701 Draina,�e_Calcs_Template_v2.OZxlsm Page 7 of 7 4/l0/2023 Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: ARJ Company: JR Engineering Date: April 7, 2023 Project: Polestar Location: #1- Rain Garden; Basins A1-A7 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 52.9 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.529 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.17 watershed inches (WQCV= 0.8 `(0.91 * i3- 1.19 ` i2+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 332,798 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 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR = 4,755 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water 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) DWo�� = 11 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 Flat Surface Area AM;,, = 3521 sq ft D) Actual Flat Surface Area AA�i�ai = 5093 sq ft E) Area at Design Depth (Top Surface Area) ATOP = 6271 sq ft F) Rain Garden Total Volume VT= 5,209 cu ft (Vr= ii%jrov + An�mai) / 2) ` Depth) 3. Growing Media Choose One � 18" Rain Garden Growing Media � Other (Explain): 4. Underdrain System Choose One � YES A) Are underdrains provided? Q NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y=�ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1�2=�cu ft iii) Orifice Diameter, 3/8" Minimum Do =� in No. 1 UD BMP v3.07.xlsm, RG 4/7/2023, 8:51 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: ARJ Company: JR Engineering Date: April 7, 2023 Project: Polestar Location: #1 - Rain Garden; Basins A7-A7 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity � NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One �Q Sheet Flow- No Energy Dissipation Required A) Inlet Control � Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation � Seed (Plan for frequent weed control) Q Plantings � Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES A) Will the rain garden be irrigated? 0 NO Notes: No. 1 UD BMP v3.07.xlsm, RG 4/7/2023, 8:51 AM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: ARJ Company: JR Engineering Date: April 7, 2023 Project: Polestar Location: #2 - Rain Garden; B1-B2 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 35.7 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.357 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.13 watershed inches (WQCV= 0.8 `(0.91 * i3- 1.19 ` i2+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 67,518 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 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR = 757 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water 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) DWo�� =�3 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 Flat Surface Area AM;,, = 482 sq ft D) Actual Flat Surface Area AA�i�ai = 3542 sq ft E) Area at Design Depth (Top Surface Area) ATOP = 5651 sq ft F) Rain Garden Total Volume VT= 1,149 cu ft (Vr= ii%jrov + An�mai) / 2) ` Depth) 3. Growing Media Choose One � 18" Rain Garden Growing Media � Other (Explain): 4. Underdrain System Choose One � YES A) Are underdrains provided? Q NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y=�ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1�2=�cu ft iii) Orifice Diameter, 3/8" Minimum Do =� in No. 2 UD BMP v3.07.xlsm, RG 4/7/2023, 8:53 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: ARJ Company: JR Engineering Date: April 7, 2023 Project: Polestar Location: #2 - Rain Garden; 61-B2 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity � NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One �Q Sheet Flow- No Energy Dissipation Required A) Inlet Control � Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation � Seed (Plan for frequent weed control) Q Plantings � Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES A) Will the rain garden be irrigated? 0 NO Notes: No. 2 UD BMP v3.07.xlsm, RG 4/7/2023, 8:53 AM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: ARJ Company: JR Engineering Date: April 7, 2023 Project: Polestar Village Location: Rain Garden No. 3; Basins C1-C2 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 41.5 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.415 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.15 watershed inches (WQCV= 0.8 `(0.91 * i3- 1.19 ` i2+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 27,007 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 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR = 331 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water 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) DWo�� =�3 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 Flat Surface Area AM;,, = 224 sq ft D) Actual Flat Surface Area AA�i�ai = 760 sq ft E) Area at Design Depth (Top Surface Area) ATOP = 1937 sq ft F) Rain Garden Total Volume VT= 337 cu ft (Vr= ii%jrov + An�mai) / 2) ` Depth) 3. Growing Media Choose One � 18" Rain Garden Growing Media � Other (Explain): 4. Underdrain System Choose One � YES A) Are underdrains provided? Q NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y=�ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1�2=�cu ft iii) Orifice Diameter, 3/8" Minimum Do =� in No. 3 UD BMP v3.07.xlsm, RG 4/7/2023, 8:54 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: ARJ Company: JR Engineering Date: April 7, 2023 Project: Polestar Village Location: Rain Garden No. 3; Basins C1-C2 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity � NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One �Q Sheet Flow- No Energy Dissipation Required A) Inlet Control � Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation � Seed (Plan for frequent weed control) Q Plantings � Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES A) Will the rain garden be irrigated? 0 NO Notes: No. 3 UD BMP v3.07.xlsm, RG 4/7/2023, 8:54 AM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: ARJ Company: JR Engineering Date: April 10, 2023 Project: Polestar Village Location: Rain Garden No. 4; Basins D1-D2 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 50.1 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.501 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.17 watershed inches (WQCV= 0.8 `(0.91 * i3- 1.19 ` i2+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 147,668 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 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR = 2,033 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water 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) DWo�� =�6 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 Flat Surface Area AM;,, = 1480 sq ft D) Actual Flat Surface Area AA�i�ai = 2720 sq ft E) Area at Design Depth (Top Surface Area) ATOP = 5487 sq ft F) Rain Garden Total Volume VT= 2,052 cu ft (Vr= ii%jrov + An�mai) / 2) ` Depth) 3. Growing Media Choose One � 18" Rain Garden Growing Media � Other (Explain): 4. Underdrain System Choose One � YES A) Are underdrains provided? Q NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y=�ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1�2=�cu ft iii) Orifice Diameter, 3/8" Minimum Do =� in No. 4 UD BMP v3.07.xlsm, RG 4/10/2023, 9:34 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: ARJ Company: JR Engineering Date: April 10, 2023 Project: Polestar Village Location: Rain Garden No. 4; Basins D1-D2 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity � NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One �Q Sheet Flow- No Energy Dissipation Required A) Inlet Control � Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation � Seed (Plan for frequent weed control) Q Plantings � Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES A) Will the rain garden be irrigated? 0 NO Notes: No. 4 UD BMP v3.07.xlsm, RG 4/10/2023, 9:34 AM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: ARJ Company: JR Engineering Date: April 7, 2023 Project: Polestar Village Location: Rain Garden No. 5; Basins D3-D4 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 70.8 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.708 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.22 watershed inches (WQCV= 0.8 `(0.91 * i3- 1.19 ` i2+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 24,829 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 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR = 461 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water 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) DWo�� = 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 Flat Surface Area AM;,, = 352 sq ft D) Actual Flat Surface Area AA�i�ai = 1323 sq ft E) Area at Design Depth (Top Surface Area) ATOP = 2710 sq ft F) Rain Garden Total Volume VT= 2,016 cu ft (Vr= ii%jrov + An�mai) / 2) ` Depth) 3. Growing Media Choose One � 18" Rain Garden Growing Media � Other (Explain): 4. Underdrain System Choose One � YES A) Are underdrains provided? Q NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y=�ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1�2=�cu ft iii) Orifice Diameter, 3/8" Minimum Do =� in No. 5 UD BMP v3.07.xlsm, RG 4/7/2023, 8:57 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: ARJ Company: JR Engineering Date: April 7, 2023 Project: Polestar Village Location: Rain Garden No. 5; Basins D3-D4 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity � NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One �Q Sheet Flow- No Energy Dissipation Required A) Inlet Control � Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation � Seed (Plan for frequent weed control) Q Plantings � Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES A) Will the rain garden be irrigated? 0 NO Notes: No. 5 UD BMP v3.07.xlsm, RG 4/7/2023, 8:57 AM � APPEN D IX E- REFEREN CES Polestar Village - Floodplain Modeling Report 5.0 HYDROLOGY 5.1 Discharges and Model Frequencies September 2023 EPA SWMM version 5.2 (build 5.2.1) was used to model the hydrology of the site. The frequency modeled was the 100-year event. The discharges are below in the Modified Simplified - Table B.1.1 Plum Channel Flow Path Discharge Profile. For additional information on the Modified -Table B.1.1 Plum Channel Flow Path Discharge Profile, refer to Appendix J.V. Modified Simplified - Table B.1.1 Plum Channel Flow Path Discharge Profile EFFECTIVE HEC RAS EPA SWMM ELEMENT STATI ON 5271 113 (313out in CE 5190 NODE 23 Effective HEC-RAS hydraulics model/ Result Mapped by Anderson 241 100 year- Proposed Result /Result Modeled Location 245 Upstream Study Limit 362 Pond Inflow 174 Pond outflow _„ Upstream of Rocky Road Culvert 4872 L 15 330 4675 POND OUTFLOW 114 --- 4277.999 C 214/140 1+115_pipe/115_overflow' 187 ` Discharge based on the s� of pipe and o��erflocc discharee Flo«- i� Drzsented as itotal floa�) (Snrface Flow-) — null �-alue �-1z�a� Station irzierzncme existme aLsnnnent) er Elemznt `.�f^deir9 5.2 Revised Hydrologic Analysis The Polestar site is within the City of Fort Collins Floodplain, and the City of Fort Co11u1s has requested that JR Engineering incorporate the Polestar Drainage model into the City master Canal Importation Drainage Plan SWMM model. In addition, the City of Fort Collins is requesting that JR Engineering revise the CLOMR inputs to match the Hydrology for the site and the proposed improvements to the site. In 2013/2014 Anderson Consulting Engineers was contracted by the City of Fort Collins to convert the effective hydrologic model for the Canal importation basin from ModSWMM to EPA SWMM�'�. In 2014 Anderson, was hired by the City to Map the 100-year effective floodplain�Z�. JR Engineering has incorporated the revised Hydrology in a standalone Appendix -Appendix J at the end of this report to be referenced in this report and the drainage report. JR Engineering has prepared three SWMM models, which include the Corrected Effective Model, the Proposed Model, and the Ultimate Model for the site. Please refer to detailed sections in this Revised Hydrology Analysis outlining each SWMM model, and accompanying SWMM maps for additional information. Polestar Village - Floodplain Modeling Report September 2023 The City of Fort Collins effective SWMM model�'� flows do not match flows modeled in the City's effective HEC-RAS model�Z�. The flow overtopping the Scenic Views pond (pond 313) is currently 241 cfs as modeled in the City of Fort Collins effective flood plain model���. This flow does not match the modeled flow in the City's SWMM Model�i� of 156 cfs, as shown in the attached excerpt of the 2014 Anderson report in Appendix J.V. JR engineering has prepared four SWMM schematics maps to show the changes being made to 2014 Existing Model, the Corrected Effective Model, the Proposed Model, and the Ultimate Model for the site with the defined gravity outfall. The SWMM schematics are shown in Appendix J.11 1. SWMM output and input files are provided for each scenario for the 100-year event. The inputs for the basins modified for each scenario are shown in the Appendix J.IL All of the SWMM models were run on EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1). 5.2.1 City Effective SWMM Model (2014 Anderson) - IOOyr Canal lrn�ortation Hydrology Update.inp When the City's SWMM hydrology model is re-run in the current software version 5.2. The runoff overtopping the Scenic Views pond (Pond 313) is 0 cfs. Pond 313 floods, and there is no flow in the downstream link element of pond 313. This error (warning 10), is a result of a code change between different versions of SWMM past 2014. The 2014 Anderson SWMM model results show 156 cfs overtopping the Sceiuc Views Spillway. After a discussion with City Staff, the preferred way to model pond 313 was to set the invert of the pond at the spillway elevation, so there is no inadvertent detention or starage modeled in pond 313 and to avoid warning number 10. This change is reflected in the corrected effective SWMM model. 5.2.2 COY'Y'eC%l� EffeCtlVe 1�OClel - IOOyr CE Canal Importation Hydrology Update. inp The corrected model accounts for additional runoff that drains directly onto the site from the Locust Grove Filling No. 1 subdivision directly north of the site. This runoff (onto the Polestar site) was not accounted for in the previous model, and all of the runoff was assumed to drain directly onto Orchard Place to junction J17, as shown in the Existing SWMM Schematic. JR Engineering's survey topo showed that this basin should be broken up to account for the additional runoff that travels down Locust Grove Drive and drains directly onto the Polestar site. As a result, Basin 17 was broken up into two corresponding basins (17E and 17W), as shown in the attached Corrected Effective SWMM Schematic in Appendix J.IIL Basin 15 was also broken up into two basins to account for the existing Polestar Site (EP) and existing lots from the Mountaire Subdivision (15E), as shown in the attached SWMM Schematic in Appendix J.IIL The following is a list of changes made from the existing City Effective SWMM Model (2014 Anderson) to the Corrected Effective Model. � Polestar Village - Floodplain Modeling Report September 2023 Broke up basin 17 into basins 17E and 17W to reflect the existing drainage topography and account for the runoff from Locust Grove Drive that drains directly onto the Polestar Site. Broke basin 15 to basin EP1 and M15 to account for the drainage directly tributary to the Polestar site and separate runoff that is tributary to the Mountaire Subdivision. • For the impervious calculations, a typical value used in the existing model of 45% was applied for single-family detached residential area. For the existing Polestar site, the percent impervious was determined with survey topo. These updates resulted in a combined modified imperviousness of 29% in the Corrected Effective Model, compared to 34% in the original effective SWMM modeling, since the effective model assumed a portion of the existing Polestar site was impervious and did not utilize survey information. The topography on the existing Polestar site is primary grass and the net composite percent impervious of the existing site is 3.7°/o. • Removed Junction J113 and Conduit 113 to create positive drainage, to simplify the model, and to avoid modeling errors resulting from SWMM Warning 10. • Edited the stage storage curve for Pond 313 curve name (313 AB*JR Edit) to reflect the pond being 100°/o fi.ill up to the spillway elevation at the start of the 100 yr storm. The pond contours were revised using JR survey topo. • Removed outlet offset from elements ll 0_overflow and 110_Pipe. • Updated outlet offset from 4 ft to 5 ft for link stability for element 116. • The rating table for 313 spillway overflow (313out JR Edit) was added, with the same fonnula as 313 out but includes additional head. See the SWMM model. • Added a time series for the City of Fort Collins 2 year storm. • The Downstream outfall of pond 315 contains a twin 24" RCP. The City's effective model only modeled one pipe. JR Engineering added an additional conduit (C-1) to account for the additional pipe. • Changed 315out to 315out Spillway added a separate rating curve based on the spillway overflow based on the attached calculation from the Ayres Update Hydrologic Analysis for West Plum Street Basin, as shown in Appendix J.IV. • Changed the name of 315out to 315out_culverts to represent the twin 24" culvert outfall for the Kimball pond. Added a rating curve for the culverts detennined u1 MHFD-Culvert_v4.0 design workbook. • Pond 315. Updated rating curve to support 0.14 ft of head to prevent flooding withul model. See storage ratulg curve 315*JR_edit within SWMM. • Updated max depth of pond 315 to be 5.1 ft. • Junction J37 was added to divert flow for the culverts, with an invert of 4096.6 for the twin culverts invert. 10 Polestar Village - Floodplain Modeling Report Table 1: Comparison of Scenic View Pond Mo City Effective SWMM Model (2014 Anderson) Storage Max. Vol., Max. Ac-ft Outflow, M ax. HGL, ft Element 1000 ft3 cfs NAVD 88 313 151.26 3.47 156.14 5114.25 Note: Storage Element 313 is the Scenic Views Pond. September 2023 - Effective vs Corrected Effective Corrected Effective Model Max. Vol., Max. Max. HGL, ft 3 Ac-ft Outflow, 1000 ft cfs NAVD 88 143.545 3.29 252.1 G 5114.4 5.2.3 pY'OpOSed MOdel - IOOyr Proposed Polestar - Canal Importation Hydrology Update. inp The Proposed Model incorporates the improvements to the Polestar Site and the basins from the existing corrected effective model. Interim detention for the site is provided within node 23 (the proposed detention facility). The existing overflow spillway for Pond 313 (Scenic Views Pond) is currently undersized to handle the total inflow of approximately 350 cfs. The current spillway for pond 313 is 10 feet wide and 1.5 ft deep, and is set at an elevation of 5112.5 on the NGVD 29 datum. The total existing inflow exceeds the capacity of the spillway and spills over the pond embankment, which is acting as an overflow weir for 290 ft. The depth in the existing condition is approximately 2 feet. JR engineering, is proposing that the spillway be built at the same elevation as the NGVD 29 datum. JR Engineering's Design documents are on the NAVD 88 datum (5112.5+3.07=5115.57). The spillway will be modiiied to convey flow at a greater depth than the City's required depth of 0.5 feet and convey flow at a depth of 1.75 feet. JR Engineering has asked for a variance to this criterion, as shown in the Appendix J.VI, which includes an existing cross section of the Scenic Views Pond Spillway, a proposed cross section of the Scenic Views Pond Spillway, and the proposed Polestar Pond spillway. This modification will decrease the overall breadth of the floodplain, and it will serve as an interim improvement to the site. The updated Scenic Views overflow weir will contain the flows within the spillway section with 6 inches of freeboard and there will be no embankment overtopping in the 100-year event. The impacts on volume, HGL, and outflow from this change are shown in Table 2 below. The outlet structure rating table was developed using the (MHFD-Detention_v4-06 workbook design tool), as shown in Appendix J.II for an outlet structure with an restricted 42-inch pipe. The objective of the project's detention facility is to detain the site's runoff and improve downstream conditions as much as possible in the allocated pond footprint. The interim detention facility detains the site's runoff and minimizes peak flow with additional supplemental volume, as shown in Tables 4 and 5. The onsite detention requirement for the site is the runoff difference between the 100-year developed inflow runoff rate and the 2-year historic runoff is 4.88 Acre-ft. The calculation for the onsite detention is shown in Appendix J.11. The following is a list of changes made from the Corrected Effective Model to the Proposed Model. • Converted element 313out from an outlet element to a weir element. See attached exhibit for the Scenic Views Spillway pond in AppendiY J.VI. Note the Jacobs Spillway is on NAVD88, and the existing spillway is on NGVD29. SWMM still 11 Polestar Village - Floodplain Modeling Report September 2023 models positive drainage. The SWMM inodel was left on NVGD29. The difference is 3.07ft (As referenced in the Anderson Report far the Plum Creek Channel���). • Changed basin EP to P. Basin P is 50% impervious. Improvements to the Polestar site will not eXceed 50%. • Updated and converted junction 23 to a pond element for the Polestar Pond. • Added stage storage curve for pond 23. See SWMM Pond_23. • Added an additional junction below the outfall for pond 23 (junction J14). • Re-named element 15 to be M-15. Changed element to a broad trapezoidal element to reflect improvements to the Plum Creek Channel (see SWMM model). The flow will be hydraulically modeled in HEGRAS. • Created two outfall elements for pond 23. One of the outfalls reflects the interim outfall (INTERIM_OUTLET), and the other outfall represents the spillway i.e., a weir sized for the Ultimate condition (SPILLWAY_OUTFALL). See attached variance exhibit for Polestar Spillway (Appendix J.VI). • The hydraulics for the rating curve of the interim outlet (23_INTERIM_OUTLET) for a 42-inch pipe was determined using an MHFD spreadsheet. • The weir coefficient for the Scenic View pond and Polestar pond were determined within OpenFlows F1owMaster based on a broad crested weir cross-section, as shown in sub Appendix J.VI — Spillway Variance Request. Table 2: Comparison of Scenic View Pond Modeling - Corrected Effective vs Proposed Corrected Effective Model Proposed Model Storage Max. Vol., Max. Max. HGL, ft Max.Vol, Max. Max. HGL, ft Ac-ft Outflow, 3 Ac-ft Outflow, Element 1000 ft3 cfs NA� gg 1000 ff cfs NAVD 88 313 143.545 3.29 252.16 5114.4 102.67 2.36 244.77 5113.88 Note: Storage Element 313 is the Scenic Views Pond The objective of this project is to detain the site's runoff and improve downstream conditions within the constraints of the allocated pond footprint and existing gravity outfall. The inierim detention facility detains the site's runoff. To compare flows leaving the siie between each respective model, refer to Table 3 below. For information on the ultimate condition, refer to the section about the ultimate condition provided in section 5.2.4. In the 100 year event, 9.58 Acre-ft of detention is provided in the Happy Heart/Polestar interim detention pond. The peak release rate leaving the site is reduced to 174 cfs from the effective flow of 330 cfs. As a result of this project, there is less flow leaving the site and going down stream. 12 Polestar Village - Floodplain Modeling Report Table 3: Flow Comparison Downstreain of the Happy Heart Pond September 2023 Model Element Flow (CFS) Effective flows (2014 HEC-RAS Model) (EF) 15 330 Effective Model (2014 SWMM Model) (E) 15 200 Corrected Effective Model (CE) SWMM Model 15 305 Proposed Model (PR) SWMM Model M-15 174 Note: Flow rounded to the nearest integer. Flow coinparison is for flow leaving the site. 5.2.4 Ultimate Model — IOOyr Ulti�nate Polestar Regional Detention. inp The Ultimate SWMM model incorporates improvements from the Canal Importation Basin Selected Plan Update Conceptual Desi�n Report —Plum Channel Flow Path by Jacobs Engineering Group, Dated June 30`h, 2022. The report outlines the ultimate improvements to the Plum Channel Flow Path. Jacobs Engineering Group has conceptually modiiied the Canal Iinportation model for the City of Fort Collins Capital Improvement plan�3�. The Polestar detention facility will be converted into a regional detention facility with a deep underground gravity outfall in Orchard Place. The changes that are being made to the site in the ultimate condition are summarized below. 1. Conversion of Scenic Views retention pond to a detention pond. 2. Addition of a pipe outfall from the Scenic Views detention pond to the Happy Heart Farms Pond, also known as the future Polestar regional detention pond. 3. Increasing the volume of the onsite Polestar detention pond per the proposed ultimate outfall 4. The planned future gravity outfall in Orchard Place JR Engineering has provided an ultimate SWMM schematic and a map from Jacobs of the site, as shown in Appendix J.III — SWMM Maps. The ultimate SWMM model was incorporated in the conceptual Jacobs model (Plum Detention.inp). The outlet structure- rating table was developed using the (MHFD-Detention_v4-06 workbook design tool) as shown in the Appendix J.II for an outlet structure with a restricted 30-inch pipe. It is important to note that the JR ultimate SWNIM model does not replace the Jacobs model. The purpose of the ultimate model is to show the Polestar site can provide detention in the ultimate condition. The following is a list of changes made from the Proposed Model to the Ultimate Model. • Started with the February 2022 Jacobs model. • Brought in proposed elements into the SWMM model for the Polestar site as shown in the SWNIM Map. • Added basins P and 17W from the proposed model tributary to the storage node for pond 23. (See SWMM Map) • Added basin 17E and 15W to the modeL (See SWMM Map). 13 Polestar Village - Floodplain Modeling Report September 2023 • Updated the stage storage of the detention facility at storage node 23 to reflect the ultimate pond. See SWMM for stage storage. • Used Jacobs outlet for 313out. • Used the Jacobs pond grading for the stage storage for pond 313. See SWMM model. • Defined two elements for the outfall of Pond 313. 313_SPILLWAY for the spillway and 313out for the ultimate gravity outfall. Set 313_SPILLWAY to reflect Proposed JR spillway (See SWMM Model). • Updated the stage storage for the Polestar detention pond to reflect the ultimate regional detention facility. See SWMM model (Polestar_Ultimate_Pond). • The hydraulics for the rating curve of the ultimate outlet (23_ULTIMATE OUTLET) were determined using a MHFD spreadsheet to account for onsite WQ and a restrictor plate for a 30" Pipe. • Made element 115�ipe and 16�ipe double barrel 24" RCP. From single barrel 24" concrete pipes to reflect the actual existing condition. • Changed the name of 315out to 315_culverts to represent the twin 24" culvert outfall for the Kimball pond. Added a rating curve (315out_Culverts) for the culverts determined in MHFD-Culvert_v4.0 design workbook. Table 4: Comparison of Stora�e elemenis in the Proposed Model Storage Max.Vol., Max. Ac-ft Outflow Element 1000 ft3 cfs � 313 102.67 2.36 244.77 23 417.098 9.58 173.75 Max. HGL, ft NAVD 88 5113.88 5108.89 osed Model and the Ultimate Model Ultimate Model Max. Vol., Max. Max. HGL, ft Ac-ft Outflow 1000 ft3 cfs � NAVD 88 411.216 9.44 53.62 5109.96 585.81 I 13.45 I 38.48 I 5107.14 Note: Storage Element 313 is the Scenic Views Pond. Storage Element 23 is the Polestar/Happy Heart Farms Pond. 14 Polestar Village - Floodplain Modeling Report September 2023 5.3 Onsite and Ultimate Detention Calculations - Polestar/Happy Heart Farm Detention Pond The onsite detention requirement for the site is the runoff difference between the 100-year developed inflow rate and the 2-year historic runoff is 4.88 Acre-ft. The calculation for the onsite detention is shown in AppendiY J.1 L The proposed detention provided onsite within the interim condition is 6.75 Acre-ft up to the pond spillway elevation at 5107.76. Jacobs calculated the ultimate volume (Happy Heart Detention Pond) within the Canal Importation - Basin Selected Plan Updates dated February 2022 as 8.3 Acre-ft. The total ultimate detention volume was calculated by adding the Happy Heart Detention pond of volume 83 Acre-ft with the required interim (onsite) detention volume 4.88 Acre-ft for the Polestar site for a total volume of 13.18 Acre-ft. Table 5 summarizes the detention pond changes in Table 5. TABLE 5- POLESTAR / HAPPY HEART FARM DETENTION SUMMARY Provided Volume Additional Volume WQCV Total Peak Required Volume Graded To Spillway Provided ( ACRE-FT) Outflow Condition (ACRE-FT) (Acre-Ft) ( Acre-Ft) Interim 4.88 6.75 1.87 1.2 176 Ultimate 13.18 14.89 1.71 1.2 38.48 For the ultimate condition, JR Engineering has provided a pond layout that exceeds the ultunate detention requirements, as specified in Table 4. In the Ltltimate model, the site is releasing at a lower rate of 38.48 cfs vs. the Jacobs release rate of 47.01 cfs. JR Engineering wants to be conservative and detain at least 13.18 acres of runoff (calculated from the Jacob Canal Importation report + Polestar site). The Jacobs Canal Importation model release rate is not explicitly stated in the report �3�. Table 6 shows the volume in the ultimate model (slightly higher than what is required) and the volume provided in the ultimate Jacobs model with each model's respective release rates. TABLE 6: Jacobs Plum Model vs JR Ultimate SWMM Model Happy Heart Farms/Polestar Detention Pond Pond 23 SWMM Model I Max Volume in SWMM I Total Peak Outflow JR-ULTIMATE MODEL 13.45 Acre-ft 38.48 cfs JACOBS MODEL I 83 Acre-ft I 47.01 cfs 15 Polestar Village - Floodplain Modeling Report 5.4 Hydrology Summary September 2023 The revised hydrology takes into account more accurate data and information, such as an additional runoff source from the Locust Grove subdivision that currently drains directly on the existing Polestar site based on JR Engineer's survey topography. The benefits of updating the hydrology were a critical component to delineating a site-specific basin for the Polestar site to calculate detention requirements, so the CLOMR is accurate and reflects the modeled flow leaving, the site to accurately map the floodplain. The corrective effective SWMM model shows that certain homeowners downstream of the site are currently experiencing adverse impacts from flows and runoff that is greater than what is currently mapped, as shown in Appendix J.V within the Modified Table B.l.l Plum Channel Flow Path Discharge Profile. JR Engineering has prepared four SWMM schematics to show the changes being made to the site and provided input and output files for each scenario for the 100-year event. The existing 2014 Anderson SWMM model includes an error for the Scenic Views pond, pond 313 (warning 10), and the corrected effective model accounts for additional sub-basins not included in the previous model and iixes the error for pond 313 (warning 10). The proposed SWMM model includes the development's modifications to the Polestar site, and the ultimate model includes the planned outfall for the Scenic Views pond (pond 313) and the outfall for the Polestar detention facility (pond 23). 16 Polestar Village - Floodplain Modeling Report 9.0 REFERENCES September 2023 [1] Canal Iinportation Basin Hydrologic Conversion from MODSWMM to EPA SWMM 5.1; Anderson Consulting Engineers, Inc, December 6, 2013, (Revised July 3"� 2014) [2] Canal Iinportation Basin Master Drainage Plan Hydraulic Evaluation and Ma�pin�Update by Anderson Consulting Engineers, Inc., Dated July 2014. [3] Canal Iinportation Basin Selected Plan Update Conceptual Design Report —Plum Channel Flow Path by Jacobs Engineering Group; Dated June 30y` 2022. [4]Fort Collins Stormwater Criteria Manual, December 2018. [5] Home Rule Charter and Code of the City of Fort Collins, Published by Order of the City Council, dated April 13th 2023. 27 Appendix J — Hydrology Appendix J.I -Vicinity Map Appendix J.II - Calculations and Exhibits SWMM INPUTS Subdivision: Polestar Lacation: Fort Collins Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 2/7/23 2014 SWMM - 100yr Canal Importation Hydrology Update Basin inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs Tributary Area Width L=A/W Slope % Impery N-Impery N-Pery Store Imperv. Dstore perv. Zero % imperv. Storage (max) Storege (min) Decay Rate Sub-basin 17 25.5 3968.00 279.93 1.00% 45.0% 0.016 0.1 0.1 0.3 25 0.51 0.5 6.48 15 30.0 4356.00 300.00 2.00% 25.0% 0.016 0.1 0.1 03 25 0.51 0.5 6.45 Note: Only these two basin in the existing Hydrology were modified. Note: City of Fort Collins 2018 Criteria Recommends 1 for Zero % imperv. In the existing SWMM model this was 25. Note: City of Fort Collins 2018 Criteria Recommends 0.25 for N-Perv. In the existing SW MM model this mas 0.1. Existing SWMM INPUTS Basin inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs Tributary Area Width L=A/W Slope % Impery N-Impery N-Pery Store Imperv. Dstore perv. Zero % imperv. Storage (max) Storage (min) Decay Rate Sub-basin EP 21.5 120533 777.00 1.64% 3.7% 0.016 0.25 0.1 03 1 0.51 0.5 6.48 17W 101 1481.04 300.00 0.60% 45.0% 0.016 025 0.1 0.3 1 0.51 0.5 6.48 17E 14.8 2148.96 300.00 133% 45.0% 0.016 0.25 0.1 03 1 0.51 0.5 6.48 15E 9.0 1306.80 300.00 1.19% 45.0% 0.016 0.25 0.1 03 1 0.51 0.5 6.45 Proposed SWMM INPUTS Basin inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs Tributary Area Width L=A/W Slope � Impery N-Impery N-Pery Store Imperv. Dstore perv. Zero % imperv. Storege (max) Storage (min) Decay Rate Sub-basin P 21.5 1572.48 595.58 0.86% 50.0% 0.016 0.25 0.1 03 1 0.51 0.5 6.48 17W 10.2 1481.04 300.00 0.60% 45.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 17E 14.8 2148.96 300.00 1.33% 45.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 15E 9.0 1306.80 300.00 1.19% 45.0% 0.016 015 0.1 0.3 1 0.51 0.5 6.48 Ultimate SWMM INPUTS Basin Inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs Tributary Area Width L=A/W Slope % Impery N-Impery N-Pery Store Imperv. Dstore perv. Zero % imperv. Storege (max) Storage (min) Decay Rate Sub-basin P 21.5 1572.48 595.58 0.86% 50.0% 0.016 0.25 0.1 03 1 0.51 0.5 6.45 17W 10.2 1481.04 300.00 0.60% 45.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 17E 14.8 2148.96 300.00 1.33% 45.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 15E 9.0 1306.80 300.00 1.19% 45.0% 0.016 0.25 0.1 03 1 0.51 0.5 6.48 x:�ve�nuoo.t�ms��e�nnrx��ono�����Kr�se�wai i�ra����z_ci�w_r�mpi�i� v2.ozxi��, reE� i�,ri �ivn_n� REQUIRED POLESTAR DETENTION POND VOLUME The onsite detention for the site i.e. the required runoff difference between the 100 year developed inflow rate and the 2-year historic runoff is 4.88 Acre-ft. In the SWMM model. P- 100 year developed inflow 1.61*106 Gallons of total runoff EP - 2-year existing inflow 0.02*106Gallons of total runoff 3 (1.61*106- 0.02*106) gallons ( 1 ft �* � 1 acre �_ 4.88 Acre-ft. 7.4805gallons 43,560 f t3 Time vs. Runoff 140 120 100 � v 80 � � 0 � 60 � 40 20 0 0:00:00 1:12:00 2:24:00 3:36:00 4:48:00 6:00:00 7:12:00 8:24:00 Time P- Peak Runoff— 119.98 CFS 2 Year Existing (Basin EP) 100 Year Developed (Basin P) EP - 2 Year Peak Runoff — 2.31 CFS Polestar Pond 100 year Drain Time The Polestar Detention Facility meets Colorado Revised Statute (CRS) §37-92-602 (8) by continuously releasing and/or infiltrating at least 97% of all of the runoff from a rainfall event that is less than or equal to a 5-year storm within 72 hours after the end of the event. The Pond continuously releases or infiltrates at least 99% of the runoff within 120 hours after the end of events greater than a 5-year storm. PRPOPOSED -WATER QAULITY FOR POLESTAR DETENTION POND WQ Pond Tributary Areas Subdivision: Polestar Location: Fort Col ins Project Name: Project No.: Calculated By: Checked By: Date: Polestar 39797.01 ARJ 8723 WATER QUALITY IN DETENTION POND Area Basin (a�) % Imp. F1 3.87 31.6% E1 2.20 41.4% E2 0.45 55.7% E3 0.45 55.9% Total 6.97 37.8% This table shows the WQ on-site treated in the Polestar Detention pond. This calculation WQCV Drain Time (hr): 40 includes 20°/o contingency for sediment Coefficient, a(Figure 3.2): 1.0 accumulation as shown in equaltion 7-2. PLEASE WQCV (in): 0.17 NOTE MHFD h I' I' d b 1 2 WQCV area on s eet was mu tip ie y. 0.12 X:\3970000.a11\3979701\Gxcel\Drainage\3979701 Draina,�e_Calcs_Template_v2.OZxlsm Pa�e I of l 8/7/2023 Table 5.4-1. Drain Time Coefficients for WQCV Calculations Drain Time (hrs) 12 40 Coetticient (a) 0.8 1.0 Rafcrcn�'o� '1'hc l?I)-I;A'll' c�crl-hn�od nprcad�hcot. li(1 a�nd I�:UI� t:�h,� m;i�� hr u.i�d tu .ii�l i� <�:il��ul.itin;t �V'l�1('�'. Figure 5.4-1 WQCV Based on BMP Drain Time 0 500 O LSO y 0 400 t c 0 350 � ai 0.300 L N `y 025U ia ?� 0 200 c � 0 150 U � 0 100 0 050 0 000 Once the WQCV in watershed inches is found from Figure 3.2-12 or using Equation 3.2-1, the required BMP volume in acre-feet can be calculated as follows: Once the WQCV in watershed inches is found from Figure 3.2-12 or using Equation 3.2-1, the required BMP volume in acre-feet can be calculated as follows: V=�wQZ �) Axl. 2 Equation 7-2 Where: V= required volume, acre-ft A= tributary catchment area upstream, acres WQCV = Water Quality Capture Volume, watershed inches 1.2 = to account for ihe additional 20% of required storage for sedimentation accumulation X:\3970000.a11\3979701\Gxcel\Drainage\3979701 Draina,�e_Calcs_Template_v2.OZxlsm Pa�e I of l 8/7/2023 0 0.1 0.2 0.3 0.4 0.5 0.6 OJ 0.8 0.9 1 Total Imperviousness Ratio (i = la/100) PROPOSED POLESTAR DETENTION POND PROPOSED GRADING POLESTAR JOB N0. 3979701 8/26/2023 SHEET 1 OF 1 60 30 0 60 ORIGINAL SCALE: 1" = 60' � J•�L $NGIN�IN� A Westrian Company c�rr� saj—�ao-s�o • coiaado s�ri� t�-3eci-2�eo r�art cofns sm-as�sBBs • www�rgneerirg.00m MHFD-Detention, �e�sion 4.06 Quly 1011J Projec[: VolesWr- Interim Detention Pond (PLEASE NOTE: iHE AREA ON iHIS MHFD SHEEf WAS MULTIPLIED BY 1.2 TO ACCOUNT FOH SEDIMENTATION FOR WQCV) Basin ID: — i� �?ox wu.I. zw 1-.:.-� - T PO°` � EnampleZoneELonfiguration�RetentionPond) Watershetl InPormation Selec[ed BMP Type = EDB Watershed Area = 8.36 res Watershed Lergth = 1,149 Rc Watershed Length to Centroid = 689 R Watershed Slope = 0.011 R/R Watershed Imperviousness = 3].80 % percent Percentage Hydrologic Soil Group A= 0.�% percent Percentage Hydrologic Soil Group e= 39.0% percent Percentage Hydroloqic Soil 6roups C/D = 66.0% percent Target WQCV Drain Time = 40.0 hours Laation for 1-hr Rainfall Depths = llser Input nftcr pioNdiny r��quirctl inpu�� above �nciiidino L-��iir r�inz:l d�pthc, uick'Aun CUHP' [o �nc�arc runatt hytlroaraPhs usin� [M1r cmb _]d-�.1 �laatle U L Hytl.��iaRl P ��d,ir�. Op[ional U= � 0�snde= WaterQualityCap[ureVolume(WQLVJ= �.121 cre-fee[ re-feet Excess llrban Runoff Volume (EURV) = 0.305 re-Feet cre-feet 2-yr Rurroff Volume (Pl = 0.82 in.) _ �.183 cre-feet �.82 nches 5-yr Runoff Valume (Pl = 1.09 in.) _ �.285 re-feet inches 10-yr Runoff Volume (Pl = 1.4 in.) _ �.460 re-feet 1 40 inches 25-yr Rurroff Volume (Pl = 1.69 in.) _ �.]02 ae-feet inches 50-yr Runoff Volume (Pl = 1.99 in.) _ �.908 cre-feet in�hes 100ryr Rurroff Valume (Pl = 2.86 in.) = 1.565 cre-feet 2.86 inches 5�0-yr Runoff Volume (Pl = 3.19 in.) = 1.]69 cre-fee[ inches Approximate 2-yr Detention Volume = O.II2 re-Feet Approximate 5-yr Detention Volume = �2]] ae-feet Approximate l0yr Detention Volume = �3]2 re-feet Approximate 25ryr Detention Volume = 0.43] cre-feet AOP/oximate 5�-yr Detention Volume = �.9]8 ae-feet Approximate 1�0-yr Detention Volume = �.720 cre-feet Sct Zone 1 as WQCV Defne Zones and Basin GeomeW Zone 1 Volume (WQNJ = Q12 re-Feet Zone 2 Volume (llser Defined - Zone 1) = 0.00 cre-feet Zone 3 Volume (100-year- Zones 1 tL 2) _ �.60 re-feet roeai oecern�o� eas�n vowme = o.�z re-reec m�erai s��u��ye vowme psv> = n' Initial Surcharge Depth (ISDJ = R Total Available Detentian Depth (H�o�i) = R Depth of Trickle Chanriel (H7�J = R Slope of Trickle Channel (S7c) = R/R Sbpes of Main easin Sides (Smain) = N�� 8asin Length-to-Width Ratio (Ruw) _ Imtlal SLrchar9e Area (A¢v) = R' Surcharge Volume Length (L��) = R S�rcharge Volume Width (W�yv) = R Depth oF Basin Floor (Hp�opa) = R Length of easin Floor (Lp�opq) = R Width of 8asin Floor (WF�ppp) = R Area of Basin Floor (AFippa� = R'' Volume of Basin Floor (Vp�pK) = R' Depth of Main Basin (HMaN) = R Length of Main Basin (LMaN) = R Width of Main easin (WMp�N) = R Area of Main 8asin (AMq�NJ = R' Volume of Main Basin (Vpip�N) = R' caicWaeed rorai easin voWme (v�o�i) = user cre-reet Depth Increment = 1.00 R Oplional Optioital Stage - Storage Stage Ovenitlr Lergth Width Area Ovcrnd� Arna Volume Volume Descrlptlan (ft Sbge (itt (ft (ft R� Ama (it-] (R'J ac-ft) Top of Micropool — �.00 — — — 66 Oa002 5103 — �.19 — — — 382 0.009 43 0.00t 5104 — 1.19 — — — 20,2]5 0.965 10,3]I 0.238 5105 — 219 — — — 59,591 13fi8 50,303 1.155 5106 — 3.19 — — — 87,949 2.008 123,823 2.893 510] — 4.19 — — — 99,692 2289 21J,399 9.991 5108 — i19 — — — 106,050 2.435 320,265 ].352 5109 — 6.19 — — — 112,486 2.582 429,533 9.861 5110 — 7.19 — — — 119,103 2.739 545,328 1L519 mHFo-oe�e�uo� �a-os -mie��m Po�d.bsm easm a��izoza, i t i � nm MHFD-Detention, �ersion 4.06 (July 1011J is { I 3io . � m 5 I / a, o.ao zoo a.00 s.oa Stage �k� �Leng[h�ft) �WitltM1(ft) Area�zq.ft.) 2.JG0 � ^ 1.3J0 I�i:1:t1 � 2.00 4 00 6.00 Stage �ft.� Area (acres) —volume (ac-ft) � isaoa seeaa s Y hm11 � � � 6.260 E 3.130 � MHFO-Oetention v4-O6 -Inlerim Pontl.dsm, Basin &1/2�23, 11:11 AM MHFD-Detention, �ersion 4.06 (Ju/y7022) Project: Polestar - Interim Detention Pond (PLEASE NOTE: THE AREA ON THIS MHFD SHEET WAS MUITIPLIED BY 1.2 TO ACCOUNT FOR SEDIMENTATION FOR WQCV) Basin ID: � - �zo»eo - Estimated Estimated zorve: zonEi ��rq = Stage (ft) Volume (ac-ft) OutletType vowxlEu'",Iwa� ' :one 1(WQCV) 0.90 0.121 Orifice Plate T - ���E^a Zone 2(User) 0.90 0.000 Orifce Plate ,EaMar,EH, on�r�ees �� op�F��E ie 3(100-year) 1.83 0.599 Weir&Pipe (Restrict) °O°` Example Zone Configuration (Retention Total (all zones) 0.720 User Input: Orifce at Underdrain Outlet (typically used to drain WOCV in a Filtration BMPl Calculated Parameters for Underdrain Underdrein Orifce Invert Depth = N/A k(distance below the filtretion media surface) Underdrain Orifce Area = N/A ftZ Underdrain Orifce Diameter = N/A inches Underdrain Orifice Centroid = N/A feet Centroid of Lowest Orifce = 0.00 Depth at top of Zone using Orifice Plate = 0.90 Orifce Plate: Orifice Vertical Spacing = N/A Orifice Plate: Orifice Area per Row = 0.76 ser Input: Stage and Total Area of Each Orifice Row (r Row 1 (req Stage of Orifice Centroid (ft) 0.00 Orifce Area (sq.inches) 0.76 Row 9 (opt Stage of Orifice Centroid (ft) Orifce Area (sq. inches) ft(relative to basin bottom at Stage = 0 ft) ft(relative to basin bottom at Stage = 0 ft) inches sq. inches (diameter = 1 inch) �tation BMPI Calculated Parameters for Plate WQ Orifice Area per Row = 5.278E-03 ftZ Elliptical Half-Width = N/A feet Elliptical Slot Centroid = N/A feet Elliptical Slot Area = N/A ftZ User Input: Vertical Orifice (Circular or Rectangular) Cakulated Parameters for Vertical Orifice Nat Selected Not Seleded Not Selected Not Selected Invert of Vertical Orifice = N/A ft(relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A ftz Depth at top of Zone using Vertical Orifice = N/A ft(relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A feet Vertical Orifice Diameter = N/A inches Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length = Overflow Weir Grate Slope = Horiz. Length of Weir Sides = OverFlow Grate Type = Debris Clogging % _ rr Sloped Grate and Outlet Pipe OR Redangular/Trapezoidal Weir and No Outlet Pipe� Calculated Parameters for Overflow Weir Zone 3 Weir Not Selected Zone 3 Weir Not Seleded 1.00 N/A ft(relative to basin bottom at Stage = 0 ft�-leight of Grate Upper Edge, H� = 5.00 N/A feet 5.00 N/A feet Overflow Weir Slope Length = 16.49 N/A feet 4.00 N/A H:V Grate Open Area / 100-yr Orifce Area = 12J0 N/A 16.00 N/A feet Overflow Grate Open Area w/o Debris = 57.39 N/A ftZ Type C Grate N/A OverFlow Grate Open Area w/ Debris = 5739 N/A ftZ 0°/a N!A °/a User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifce� Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Restridor Not Seleded Zone 3 Restrido Not Selected Depth to Invert of Outlet Pipe = 0.07 N/A ft(distance below basin bottom at Stage = 0 ft) Outlet Orifce Area = 4.52 N/A ftz Outlet Pipe Diameter = 42.00 N/A inches Outlet Orifice Centroid = 0.96 N/A feet Restrictor Plate Height Above Pipe Invert = 20.00 inches Half-Central Angle of Restrictor Plate on Pipe = 1.52 N/A radians User Inout: Emerqencv Soillway (Rectangular or Trapezoidal) Spillway Invert Stage= 4.98 ft(relative to basin bottom at Stage = 0 ft) Spillway Crest Length = 36.80 feet Spillway End Slopes = 2.50 H:V Freeboard above Max Water Surface = 1.41 feet Calculated Parameters for Soillwav Spillway Design Flow Depth= 0.26 feet Stage at Top of Freeboard = 6.65 feet Basin Area at Top of Freeboard = 2.65 acres Basin Volume at Top of Freeboard = 11.06 acre-ft Routed Hydrograph Results The user ran u: enide th� de ��uft CUh'P hi�rlroqraph; and ru„�,r vo4.m<�5- bv enteni,.i n�w� va/ue�ti- In the Inf/�a�v Hvdroqr.��hs tabie (Co/umns bv throuqh AFJ. Design Storm Return Period = W CV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.82 1.09 1.40 1.69 1.99 2.86 3.14 CUHP Runoff Volume (acre-R) = 0.121 0305 0.183 0.285 0.460 0.702 0.908 1.565 1J69 InFlow Hydrograph Volume (acre-k) = N/A N/A 0.183 0.285 0.460 OJ02 0.908 1.565 1J69 CUHP Predevelopment Peak Q(cfs) = N/A N/A 0.1 03 1.4 3.6 5.0 9.6 11.0 PTiONnL Override Predevelopment Peak Q(6s) = N/A N/A Predevelopment Unit Peak Flow, q(cfs/acre) = N/A N/A 0.01 0.04 0.17 0.43 0.60 115 132 Peak InFlow Q(cfs) = N/A N/A 1.6 2.6 4.4 7.2 9.3 15.7 17.6 Peak OuMow Q(cfs) = 0.1 1.8 0.1 0.6 1.6 3.2 4.6 9.1 10.5 Ratio Peak OutFlow to Predevelopment Q= N/A N/A N/A 2.1 1.1 0.9 0.9 0.9 1.0 Structure Controlling Flow = Plate OverFlow Weir 1 Overflow Weir 1 OverFlow Weir 1 verFlow Weir Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Max Velocity through Grate 1(fps) = N/A 0.03 0.00 0.0 0.0 0.1 0.1 0.2 0.2 Max Velocity through Grate 2(fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97 % of Inflow Volume (hours) = 38 46 48 49 46 43 41 34 32 Time to Drain 99 % of Inflow Volume (hours) = 40 51 52 53 52 50 49 46 45 Maximum Ponding Depth (k) = 0.90 1.32 1.02 1.16 1.29 1.44 1.53 1.79 1.85 Area at Maximum Ponding Depth (acres) = 0.33 0.58 0.39 0.45 0.55 0.68 0.77 1.00 1.06 Maximum Volume Stored (acre-ft) = 0.122 0.306 0.166 0.220 0.284 0.376 0.448 0.670 0.742 MHFD-Detention v4-06 -Interim Pond.xlsm, Ouilet Structure 8/10/2023, 11:46 AM zo � soorR m �•-•� sooveour 18 �� —ioova m — ioorR our 16 - �SOVRIN � � SOYR OUT 25YP IN 14 ' 25Vq OUT lOYP IN ]Z .- � �� lOVR OUT �SVRIN �i ..... SVROUT 3 io � 2VRIN LL 2YROUT $ -- EIIRV IN CUftV Ol1T 6 . �wnaw � ...... wn[v ouT 4 2 0 o.i Z 1.8 1.6 1.4 s 1.2 x � � 1 � z S z 0 o.s o.e o.a o.z 0 o.i MHFD-Detention_ �ersion 4.06 (Ju/y 2022) � i — i � I — —� _ __ —'—' �. . � .'�� � � .—. . . .'.J-_ _ J: .11�� . - � � �', � — � i v i .. __ / ..' , _.i . '' r. i TIME [hr] DRAIN TIME [hr] 450,000 400,000 350,000 300,000 < x � 250,000 � O > _= zoo,000 x a � 150,000 a ioo,000 so,000 0 0.00 1.00 2.00 3.00 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-A�cis minimum bound � maximum bound \ \ ' � ��. \ �•., \ '•. \ �'•, � \''. \. ' ` � � t'': ��� � � . '���is_,. ...... r 3 2 2 1 z s MHFD-Detention v4-06 -Interim Pond.xlsm, Ouilet Structure 8/10/2023, 11:46 AM i io 0 4.00 5.00 6.00 7.00 8.00 PONDING DEPTH jft] Ou[flow Hyd�ograph Workbook Filename: Inflow Hydrographs ThE user can overricl� th�, calculated inFlew hydro��raphc I'rom this workbook wi[h inflow hydrographs dEv��loped in a separate pro9ram. — derval �- �— � � � � — 100 3 0 so F � 0 MHFD-Detention v4-06 -Interim Pond.xlsm, Ouilet Structure 8/10/2023, 11:46 AM MHFD-Detention v4-06 -Interim Pond.xlsm, Ouilet Structure 8/10/2023, 11:46 AM MHFD-Detention, �ersion 4.06 (July 2022) Summary Stage-Area-Volume-Discharge Relationshi�s The usef can a-eate a summary S-A-V-D by enCering the desired stage Incrsmen[s and the remalnder o( the table will populate automatically. The usef sl�ould graphlcally compare Che summary S-A-V-0 table to the full S-A-V-0 tabl2 In the charC to contirin It captures all key transltion points. ULTIMATE POLESTAR DETENTION POND HAPPY HEART FARMS DETENTION POND BY JACOBS ENGINEERING GROUP 1 2 3 � �� �� j� ` _ /✓/ � `-� � � � � � � �_ �_ � � / I %I `� `I � i /`1 �` -T��'/ r�---� _, ! f� J J , ; -,i � C ; J I �, � � _ � �/ ► \ 1'�.� __ �. �_ ; ,1; I � , � PROPOSED 18 _� l _ � ��'! J �: �-'"-�_ l �_,����--���_� ��; I � �� � -, � �, --=�i - � � r � _ � _ � � -- - - � i - ;�" � RC�P �� (TYP.�) � �� ,�li�� �� % � /\i��'�' ,_,-_�-��- / � � � -� � �� � - � � � o , � � � 1_ , � � � � � J �; , , � , ,� ✓ 1 - � _ _ _ _ _ _ J / � � � � � i , PROPOSED CURB /` j , , � �,, ,/, _ � / J / � � �_ -' - - - ' � � � f -��, � � , � / c , n � � � � � - , _ ____ , J .-; INLETS (TYP.�� _ J - - W =-1 � � �- � --� _ r - _ � i - � / . . . �.. . . .-- . . � , �j-� ;, f �_y,L -, : �� � � � _ _-�r1 /./ �%'�_ . ,�----- -------PA�JJ -- _ � � �' ' ��-- PROPOSED 30" RCP ` ,, __ _ T�_ nfi-- � -M-----nn�- r--w- 41+00 �� ��� � � -:� - -� -�---, � , .� -- � /�' �" G� -�� �-- `�- \ J � < r ,� � i - - -� _ �-� / I � �� � 5 � '._ -�,� ��,��� � " I -/,, ', - - �� �= � � '�� ��,\- �' - � -� � � - � � � _ � i � .- PROPOSED 18 I- `�PROPOSED CURB - i I RCP (TYP.) �- � INLETS (TYP.) ',�� PROPOSED 18 ` - C � _ - ' ,� �;7 ` N RCP (TYP.) � _, � -- J'- 0 50 �o0 200 ` 'i � � �� .�- ' � � �� - PROPOSED 72°'-�� � PROPOSED �� '� PROPOSED � r� _ � � PROPOSED GRAPHIC SCA�E : FEET � MANHOLE 1 ` �" JUNCTION - '' — i c�'__i � _ ��- VAULT (TYP.) JUNCTION � -- - , _ i (TYP.) - � .- �- - - - - -- - - � JUNCTION - VAU LT TYP. - - ORCHARD PLACE � - -- ' - VAULT (TYP.) �+�� °,"� ��' I� '= �=- =-= =---_ �„� � � PROPOSED PROPOSED OUTLET - 40+00 39+00 38+00 37+00 36+0 35+00 34+00 28+00 27+00 ' ��� ��� ' � - - - - - � � � - 33+00 �� 32+00 31 +00 30+00 29+00� � ��� � , � r � �, i �� - - - _ _ _ _ _ � FES STRUCTURE , .-3 I i ( ' � PROPOSED ;; - (( � � , -� ` J � . PROPOSED 60" I o -� 1 �� ������ 6 ��--� � o PROPOSED i � � �� � » PROPOSED � � � � � o .�� ' �� ' MANHOLE �� ,, „ . _; ;� `, � �� ��� � �.� �,�� 66" � � � �', � _,� ' S�o2 p 3 RCP 5 ' � i I MANHOLED 60 CP " � - � u � � � � , _ ,. � � , �� � \_48 RCP i � I � : �-\ �� � SCE �: (TYP.) �� � � YP � ' - OPO - - � �� - - _ ,' - ,-, � _ _ � ;_- . � _ _ _ , ` � � VIEWS �F �49+00 -_ �� �'�_-% � � a�. (T .) PR SED } '��'`�� � !� �� ��-� � � , , . �I \ , ; 48+00 47+00 S°9 EXISTING � �� � � 1 _- , , '� I 100-YR = �- _ ��'_� � � a. OND � � �� 46+00 � �� � PLUM � � � , � � ` -- !� �, � - � � � ;�, �� _ � 1 :� c� - � � �. PROPOSED OUTLET 45 44+00 3+ � \�, \ � � _ � �� � �, �,� �-, ROCKY ROAD - i�j F�OODPLAIN �'-_f � 1 _ ,' �,\ '/ � \- o SPILLWAY . ', ; STRUCTURE s, o CHANNEL - ', �� 1, � �� \ `' / y, PLAN AND / �, `,,` ' ,�1 � � \' � ' � � .':� ' � ; � _ -- ' w �- CUT-OFF 52+ � > � � ° i PROFILE SEE � � �. ! ; EXISTING � :- � � - w � - PROPOSED POND . _. � - \ � . _, - � `';; I ; ' � ' ' PLUM 4t �,, ' , � '� 1 J ' � � ,, cn WALL54+00 . y , � � - _ _� = Y � = _ _ - �� I ��� ' 1, � I ' I 'l I ' _ -�- =E _ � I DWG PC-C-003 ) � 5 GRADING FOR 9.8 AC-FT ,\ HAP HEART J - — , \ � ; , � r GHANNEL ) ; ( ' - �`, z ._ - � -- _ �04 :' 100-YEAR VOLUME PROPOSED 60 1 , . � � � - - _ ` �. , : �` � _ , , � � , � � �' � ' J - �� 53+00 FARMS ND - -- i' �, 1 1 �� . . _ . , , � i - _ � _ -, , � 54+ � o �/-� 3 � � : , ,, .�� � ,,. J , � ; � - �__ ,�.. -- �- _ l --- - __ - _ :� . i J , MANHOLE TYP ,� � � � - � � � __ --- - - _ - - - — - - -= _ _ ( •) ` � - — _ �� . , �' - , - . � ��, . .. — . - � I :. , , w I I , I � � - — _- �. _ — -. -- _ _ _ = =- i � r (� - — . -- `� �` � w �� y-. — -- � ' s�o - EMERGENCY , ; � - - -- - a , � , S ' � � ,�� - '�_ Z i �' � ' \ SPILLWAY �,' , � _�-� �� -���w EXISTING � . - _ _ -, � ( , ,�, Q i �� ! � � - - _� ���I � \ � / � '� �� \�, :, � '� EMERGENCY J� � �� r \, PROPOSED -�. PLUM ' � l k:��� / J , � �� � � -� � � �� , � , - �, � / � SPILLWAY , ��� Q ', CURB INLETS \ CHANNEL, 'e x � ^ � � , � � \ ; _ ,� � � 1 1 ' � 1 , i � � , / � \ � ' � ' _ � � � I - - 1` , ,� I- / ` , ,, 1 , � ' � � __ w � � , _ � � � � � I , , � � _ � � 1 , �-i.�- � o ;, TYP. � �, ', i 24" RGP ; � � � � _ � \ ,,i° j m � . . t � �� _ , � - � _ � � 1 , i ��� . , �,___ ,. � � , \ �� , I ,, � i - � � � � EXISTING � � , � � � �- ; � o �� � � �� � � � � , ; • � � - :�%� � � \ i , , . - , , . � '� J l ` FVBcL CANAL , , _ � ; .� ' ; J ' ' ., � . � � ` � � i_ , � ; � �- �_� , ; , � � , � - L .,,; �, � ' FLOODPLAIN �, : , i , o �.�� �, ' � f� � i � � � . . v � , ,_ , -�1 � � �`� �. � � \ \ � , �_ . �_ �� � _ _L.- _ , _ , / � ' . \ � . � \ , _ .� y� � _- / � i i J ' ` `\ � , , , , \ \ � i . - -- � � ' i� � \\ \ � � __ s �� �\ \ \ �� � Q � � �; � ;- s �� , I i � 1 � , , . � , . .. � _ , ' — � ' \ � '`` `� ` � \, � � � � � � � _ � - ` o , ,%� - � ,- � - � � � � `1 l w � '`� - I� � � �"' i m \� � I � 1 � ' 1 � � _ � � � � � � � � � ��`{ � � � �� /:� � �- � \ � � � � � � �� ����� ) � � � � \ � � � �- � � � � � �-:, - j �� � � j _ � ' U � � � � � _ 1��- �` � �� � � � � _ � ' i � � � �� � ; \\�\ � ,, � � , � � ��� ���'�, � I � � �/ � `, � � '-- -- ,, ' f '\`� -" � _ , , ; � � o ,\�\ \ / - � / I i � - - � 1 � � , � I � - - - � , , �' ' � ! � � 1 � , ' � � , _ � \ ��� � ; �` � � � � �� �. \ �. � � _ \_ � , __ .' � - � l fi, , �' ,� ' , � � 1 � • , � , � .� ( �( '1 ' I -- :�r l, 4` � �s-� � � 1 � � , �� -� �� ,� � � � � � PROPOSED POND GRADING a � ,� � �� r 1( i� `� _.:. -- ' � ,- \r ., �_ f`\�- � � � � � ,_.� � 1 ��' � \ � , � \l � � `. , / � �, �� '' � . � \ � .- - - \ ��/' ' ) � ` �' � ' `' � � I � � � -' � ,, i , - '' � I � � i . \ 1 1� ,, -� � � � ^ . / 1 , � �, � � , �"� � �i � L' � ` �\�� ��, ,� �, ��� FOR 8.3 AC FT 100 YEAR � ,- � , � ' �/ . _ , ` r � � - ,� � r � , � � � �: � _ \ I � � \/ I I IAA p� \ % f � �� _ � , 9��-. \ \ \ \ I i\\ � 1 �. ` �. \ � l � � � \ '� \ 1 V O L lJ I V I � .. \ _i "� .J. —., ' \ _, � , ` � \� ` � 1 \ . `P , ,�1 �.: � -;���a r�; .':+3,� . , � � . � � �.�. �_ ��� 1 _ �r— � � � \ � . I I �i .; ' _�; l �' " �/ � � / i� � � , ! _ , , , , , 1\ �,\ , , � ,'� � . \ � , �. � �, �"^- 1 � ` l, � R . _ , 1 _ I `� I i '� - B 5125 5120 5115 5110 5105 C 5100 5095 50g0 5085 5080 ° 5075 5070 NOTES 1. VERTICAL DATUM: NORTH AMERICAN VERTICAI DATUM OF 1988 (NAVD88) ���� � � � � J Z z � � � I I � I I I I I I I I� I I I � I I I� �;� I� �� I m I I v� � Q c� .�.� � Q .� � � � m o � W � � � N I� � � � 00 ~ I � > EM ER EN CY SPI LWAY � � ••� � �� c� ELEV. 5114.5 � I a' a' � 0000 � _ ^ - O O O ^ W w EXST GR U N D - Q -- � � `� `n II `-`� � "� II - �`J c�n AT CENT RLINE = I Q�� II II � I Q o N II � `� � � � N � � O O � � W � � Z Z � W pp � Z 0 -c0 � � � � � � � � PROPOS D OUTLET \ � � �o � ,n �z + � � o I-_ � > > H� N � � � � STR CTURE AT �- � _ � �� � II z z z �� `�' II z z _ �� � il SC NIC VIEWS � � � d" `n \ POND �� a�00 N C� ����CO CO � Q�� �� I- _ (n�(n�� � c� U)�(n�co c� w��o�z O , � � � � � — - �_� � - -- -�- - � � � N O > > -,- _ I I_ � I _ I I_ EMERGENCY SPILLWAY �� � � I_ I I_ I ' I_ I _ I �v II z z I �; %- EL V. 5105. 3 � � � Q � � � ������ _ PR POSED OU LET � STRUCTUR AT _ —�- -�-� I_ �_ , � � _ HAPPY H ART _ � � _ - I_ � � PROPOS D -0.35 �I FARMS OND �- �_ 0.31 � -, __� 36' RCP, �-- 40 .0 LF 36" RC , - 0. 35� — `- -- �-- STA. 0+52.72 164.6 L FES -0.52 0 �--- _ IN ERT ELEV 5102.00 � STA. 4+88.12 ELEV. 5100.01 '�'� N � 0" RCP, � '"��� � , ��� N�� PR POSED 30" RCP, 15.4 LF � 1. 5 � cNo � -`�j- �� GRADE 117.6 LF � "` � � " ��!��....; Q � � �� IIU `r' `� o Q�� STA. 42+24.43 w� w�,� N w� w� r°�' � 48" RCP, - �� 55� �II ���� I VERT ELE . 5098.00 �� o 0 o I o� o� o � 31 .0 LF z � � �w rn ,,.� _ + �-w » -0.61� �- �� Q±�� d� � Q oo �� 66 RCP, � oo����~ oo��ll�- 29.4LF zz �n�� Q�� �n�,^ Q�� � � �' - 20 0 -� I I II �c~n�� I I �� �c~n�� 66" CP, � �'� � z `� � z � 389. LF 66" RCP, �> I �> �z �z 313.8 LF z z- o - o o '"� oo '"� � �- JI�J 5120 5115 5110 5105 5100 5095 5090 5085 5080 5075 CONCEPTUAL > � N OT FOR � � w ;ON STRU CTI ON � � � J J Q � 0 N � m � U o � Q � O � � ._ � �� 3 � � O� U `� 4- o� U Q LL z = � � Q � m °- a z � � � O � i= � z Q � J Q � z � 0 � Q o � _ � J U U z � w Q � � � � z � O �n� (� _ � � > U �w W o- � � = L� � o� � � �- o w� �� � �� cn W z� 0 z� Q� �� � Qw o _� = zo � �z � WQ _ o� w� w �-'� �- a Q �� o �Q �� oz z �- o � z� z cn v, o � z � � m o � �� � �., m o� o �Q � � --� � ''' o Q = ~z c� cn o U � Q L''1 N U � � O �_ W� �� �Q Q zz 0 �w cn o w= o� 0 zz Q �� Q� w� (� � z `'' wm J � O O o C� z o ¢z � � �� O w � �� �Q � � 0 0� om � No � =Q � � --� � � z w � � � 0 0 � 0 w � � w � Z Z � _ � m � � w J z � OL.L� 0 J � w � � � Q ~�0 � wZ� � Ua� � Z� -� J °- O U Z Q U 1 "=100' 5070 VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE JANUARY 2022 5065 5065 PROJ D3345400 55+00 54+00 53+00 52+00 51 +00 50+00 49+00 48+00 47+00 46+00 45+00 44+00 43+00 42+00 41 +00 40+00 39+00 38+00 37+00 36+00 35+00 34+00 33+00 32+00 31 +00 30+00 29+00 28+00 � 27+00 DWG PC-C-001 SHEET 1 of 4 FI�ENAME: PC-P&P.dwg MHFD-Detention, �e�sion 4.06 Quly 2011J Projec[: Volestar-Ultimate Detenkion Pond (PLEASE NOTE: THEAREA ON THS MHFD SHEEf WA5 MULTIPLIED BY 1.2T0 ACCOUNT FOR SEDIMENTATION FOR WQCV) Basin ID: - i� �?ox wu.I. zw 1-.:.-� - T PO°` � EnampleZoneELonfiguration�RetentionPond) Watershetl InPormation Selec[ed BMP Type = EDB Watershed Area = 8.36 res Watershed Lergth = 1,149 Rc Watershed Length to Centroid = 689 R Watershed Slope = 0.011 R/R Watershed Imperviousness = 3].80 % percent Percentage Hydrologic Soil Group A= 0.�% percent Percentage Hydrologic Soil Group e= 39.0% percent Percentage Hydroloqic Soil 6roups C/D = 66.0% percent Target WQCV Drain Time = 40.0 hours Laation for 1-hr Rainfall Depths = llser Input Aftrr pioNdiny r��quirctl inpu�� above �nciiidino L-��iir r�inz:l d�pthc, uick'Aun CUHP' [o �nc�arc runatt hytlroaraPhs usin� [M1r cmb _]d-�.1 �laatle U L Hytl.��iaRl P ��d,ir�. Op[ional U= � 0�snde= WaterQualityCap[ureVolume(WQLVJ= �.121 cre-fee[ re-feet Excess llrban Runoff Volume (EURV) = 0.305 re-Feet cre-feet 2-yr Rurroff Volume (Pl = OB2 in.) _ �.183 ae-feet OB2 nches 5-yr Runoff Valume (Pl = 1.09 in.) _ �.285 re-feet inches 10-yr Runoff Volume (Pl = 1.4 in.) _ �.460 re-feet 1.90 inches 25-yr Rurroff Volume (Pl = 1.69 in.) _ �.]02 ae-feet inches 50-yr Runoff Volume (Pl = 1.99 in.) _ �.908 cre-feet in�hes 100ryr Rurroff Valume (Pl = 2.86 in.) = 1.565 cre-feet 2.H6 inches 5�0-yr Runoff Volume (Pl = 3.19 in.) = 1.]69 cre-fee[ inches Approximate 2-yr Detention Volume = O.II2 re-Feet Approximate 5-yr Detention Volume = �2]] ae-feet Approximate l0yr Detention Volume = �3]2 re-feet Approximate 25ryr Detention Volume = 0.43] cre-feet AOP/oximate 5�-yr Detention Volume = �.9]8 ae-feet Approximate 1�0-yr Detention Volume = �.720 cre-feet Sct Zone 1 as WQCV Defne Zones and Basin GeomeW Zone 1 Volume (WQNJ = Q12 re-Feet Zone 2 Volume (llser Defined - Zone 1) = 0.00 cre-feet Zone 3 Volume (100-year- Zones 1 tL 2) _ �.60 re-feet roeai oecern�o� eas�n vowme = o.�z re-reec m�erai s��u��ye vowme psv> = n' Initial Surcharge Depth (ISDJ = R Total Available Detentian Depth (H�o�i) = R Depth of Trickle Chanriel (H7�J = R Slope of Trickle Channel (S7c) = R/R Sbpes of Main easin Sides (Smain) = N�� 8asin Length-to-Width Ratio (Ruw) _ Imtlal SLrchar9e Area (A¢v) = R' Surcharge Volume Length (L��) = R S�rcharge Volume Width (W�yv) = R Depth oF Basin Floor (Hp�opa) = R Length of easin Floor (Lp�opq) = R Width of 8asin Floor (WF�ppp) = R Area of Basin Floor (AFippa� = R'' Volume of Basin Floor (Vp�pK) = R' Depth of Main Basin (HMaN) = R Length of Main Basin (LMaN) = R Width of Main easin (WMp�N) = R Area of Main 8asin (AMq�NJ = R' Volume of Main Basin (Vpip�N) = R' caicWaeed rorai easin voWme (v�o�i) = user cre-reet Depth Increment = 1.00 R Oplional Optioital Stage - Storage Stage Ovenitlr Lergth Width Area Ovcrnd� Arna Volume Volume Descrlptlan (ft Sbge(itt (ft (ft R� Ama(it-] (R'J ac-ft) Top of Micropool - �.00 - - - 32 Oa001 5099 - �.99 - - - 12,276 0282 6,092 0.140 5100 - 1.99 - - - 42,526 0.9]6 33,993 0.]G9 5101 - 2.99 - - - 62,048 1A29 85,]80 1.969 5102 - 3.99 - - - 69,905 1.593 151,506 3.9J8 5103 - 4.99 - - - ]5,06] 1.]23 223,]42 5.136 5104 - 5.99 - - - 80,847 1.856 301,699 6926 5105 - 6.99 - - - 86,]fil 1.992 385,503 8.850 5106 - 7.99 - - - 93,012 2.135 475,390 10.913 510] - 8.99 - - - 99,265 22]9 5]1,528 13.124 5108 - 9.99 - - - 1�5,638 2925 6]3,9]9 15.4]2 5109 - 1�.99 - - - 112,095 2.5�3 ]82,895 17.9]2 5110 - 11.99 - - - 118,T/9 2.]2] 898,282 2�.622 mHFo-oe�e�uo� �a-os - umma�e Po�absm easm amzoza, zzo Pm MHFD-Detention, �ersion 4.06 (July 1011J is { I 3io . � m 5 ' / o, o.00 a.00 2.JG0 z.ass ^ 1.3J0 0.685 � � s.00 Stage �k� �Leng[h�ft) �WitltM1(ft) Area�zq.ft.) s ao Stage �ft.� Area (acres) —volume (ac-ft) �.oa � � 39144 szaoa s IlYl�11 — o iz.00 20.604 is.aao 10.320 m E 5.160 � MHFO-Oetention v4-O6 - Ultima�e Pontl.tlsm, Basin 8/1/2�23, 2:2� PM � • :� • ' ' � MHFD-Detention, I/e�sion 4.06 (July 1012) Project: Polestar - Ultimate Detention Pond (PLEASE NOTE: THE AREA ON THS MHFD SHEET WAS MULTIPLIED BY 1.2 TO ACCOUNT FOR SEDIMENTATION FOR WQC4 Basin ID: - - izoHEa - Estimated Estimated 20NE 2 � zo�c � Stage (ft) Volume (ac-ft) Outlet Type 100.YP ..._ . ..._..._ VOLUME Epqy=wa��� Zone 1(WQCV) 0.93 0121 Onfice Piate +�+�a Zone 2(User) 0.93 0.000 Orifice Plate ZONE 1 AN03 OHIFICE vEaru�+errr OPoFICES Zone 3(100-year) 1.94 0.599 Weir&Pipe (Restrict) °O0L Example Zone Configuration (Retention Pond) Total (all zones) 0.720 User Inout: Orifice at Underdrain Outlet (tvoicallv used to drain WOCV in a Filtration BMP1 Calculated Parameters for Underdrain Underdrein Orifice Invert Depth = N/A h(distance below the fltretion media surface) Underdrain Orifce Area = N/A ftZ Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet Centroid of Lowest Orifice = Depth at top of Zone using Orifce Plate = Orifice Plate: Orifce Vertical Spacing = Orifice Plate: Orifice Area per Row = Stage of Orifice Centroid (ft) Orifice Area (sq. inches) 0.00 1.00 0.95 ft(relative to basin bottom at Stage = 0 ft) ft(relative to basin bottom at Stage = 0 ft) inches sq. inches (diameter = 1-1/16 inches) ation BMP Calculated Parameters for Plate WQ Orifce Area per Row = 6.597E-03 ftZ Elliptical Half-Width = N/A feet Elliptical Slot Centroid = N/A feet Elliptical Slot Area = N/A ftZ User Inout: Vertical Orifice (Circular or Rectanqularl Calculated Parameters for Vertical Orifce Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A ft(relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A ftZ Depth at top of Zone using Vertical Orifce = N/A ft(relative to basin bottom at Stage = 0 f0�ertical Orifce Centroid = N/A feet Vertical Orifice Diameter = N/A inches Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length = Overflow Weir Grate Slope = Horiz. Length of Weir Sides = Overflow Grate Type = Debris Clogging °/ _ ed Grate and Outlet Pioe OR Rectanqular/Traoezoidal Weir and No Outlet Pioe1 Calculated Parameters for Overflow Weir Zone 3 Weir Nat Selected Zone 3 Weir Not Selected 1.00 N/A ft(relative to basin bottom at Stage �I�ig�ht of Grate Upper Edge, H� = 4.00 N/A feet 5.00 N/A feet Overflow Weir Slope Length = 12.37 N/A feet 4.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 15.56 N/A 12.00 N/A feet Overflow Grate Open Area w/o Debris = 43.05 N/A ftZ iype C Grate N/A Overflow Grate Open Area w/ Debris = 43.05 N/A ftZ 0% N/A % User Inout: Outlet Pioe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectanqular Orifice) Calculated Parameters for Outlet Pioe w/ Flow Restriction Plate Zone 3 Restrictor Not Selected Zone 3 Restrictoi Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft(distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 2.77 N/A ftZ Outlet Pipe Diameter = 30.00 N/A inches Outlet Orifice Centroid = OJ9 N/A feet Restrictor Plate Height Above Pipe Invert = 16.50 inches Half-Central Angle of Restridor Plate on Pipe = 1.67 N/A radians User Inout: Emerqencv Soillwav (Rectanqular or Traoezoidal) Calculated Parameters for Soillwav Spiliway Invert Stage= 8.78 ft(relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.26 feet Spillway Crest Length = 36.80 feet Stage at Top of Freeboard = 11.28 feet Spillway End Slopes = 2.50 H:V Basin Area at Top of Freeboard = 2.62 acres Freeboard above Max Water Surface = 2.24 feet Basin Volume at Top of Freeboard = 18.72 acre-ft Routed Hvdroqraph Results Design Storm Return Period One-Hour Rainfall Depth (in) CUHP Runoff Volume (acre-ft) Inflow Hydrogreph Volume (acre-ft) CUHP Predevelopment Peak Q (cfs) oPTIONAL Override Predevelopment Peak Q(cfs) Predevelopment Unit Peak Flow, q(cfs/acre) Peak Inflow Q (cfs) Peak Outflow Q (cfs) Ratio Peak OutFlow to Predevelopment Q Structure Controlling Plow Max Velocity through Grate 1(fps) Max Velocity through Grate 2(fps) Time to Drain 97 % of InFlow Volume (hours) Time to Drain 99% of Inflow Volume (hours) Maximum Ponding Depth (ft) Area at Maximum Ponding Depth (acres) Maximum Volume Stored (acre-ft) Tl,e user ean oi a�ride y�e def�[dt CUNP hvd; o�uhs and ainoff v.,lumes bv en(erino nery v, lu�s in the T��flovr Hy�r• �i�c,phs r�h/� (Coiumnc 4ti' t5rouq�5 AFJ. = W CV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year = N/A N/A 0.82 1.09 1.40 1.69 1.99 2.86 3.14 = 0.121 0.305 0.183 0.285 0.460 0.702 0.908 1.565 1.769 = N/A N/A 0.183 0.285 0.460 D.702 0.908 1.565 1.769 = N/A N/A 0.1 0.3 1.4 3.6 5.0 9.6 11.0 = N/A N/A = N/A N/A 0.01 0.04 0.17 0.43 0.60 1.15 1.32 = N/A N/A 1.6 2.6 4.4 7.2 9.3 15.7 17.6 = 0.1 2.5 0.2 0.8 1.8 3.6 5.0 9.9 11.5 = N/A N/A N/A 2.6 1.3 1.0 1.0 1.0 1.0 = Plate Overflow Weir 1 Overflow Weir 1 verflow Weir verflow Weir Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 = N/A 0.06 0.00 0.0 0.0 0.1 0.1 D.2 D.3 = N/A N/A N/A N/A N/A N/A N/A N/A NJA = 38 41 44 43 39 36 33 27 25 = 40 46 48 48 47 45 43 39 38 = 0.93 1.39 1.06 1.18 1.31 1.46 1.56 1.83 1.89 = 0.26 0.56 0.32 0.41 0.50 0.61 0.68 0.86 0.91 = 0.123 0.308 0.158 0.202 0.261 0.349 0.413 0.613 0.675 MHFD-Detention v4-06 - Ultimate Pond.xism, Outlet Structure 8/7/2023, 221 PM � • :� • ' ' � MHFD-Detention, I/e�sion 4.06 (July 1012) zo _ _ _ --- � SOOVRIN ...... S�OYR OUT .. .. .I. .. 18 -- �SOOVAIN I I ''� � � 1WVROUT II I '�� 16 -- —sovaiN _ �I — — — sovn our � � �I �I, I� 25YP IN . I ''' lA --ii 25YR OUT - ' � I lOVRIN . . II '�. ...... lOVR OUT � 12 --� — . . . . . �I �svaw . ; �. . I �'�. G_, i, ..... sva our . : . . � �'�. V 1� -- — --�— . . . 3 zva ir� . . ' �. o ' �. � i ;'� i u 2VAOUT '•��'• '� �� I I . � I g .; — euav im — . --.—. . . . �� . . . \ �:. ' �. EURV OUT � I �'� �� I �.. / \ •,� I � � �_"— �-... � I . �WQCVIN . �:' . t•�� . �IJ�— �— _ i i 6 ...... WQCVOUT _ �.—I— . /: � •._ ' —I— . ' .. .—I— .�:•. � � \ . i _ � ` _ 4 - _i �� ' ' � � �• i. I—�—I � .' -�: � � . _ • L J 1 L - .. ; ... ... —` i Z.,— . . . _ _ . .. . . f ' / . _ . _ _ _,�.,—. — . . . " � . . � o � ` \'.. ,' � �� f �. . -....� �•.. �- _ 6� .. ... ��e �, ... � � � .... - .... .. ... ... ...�...'n .. . ; .. _ —_ . . 0-. 0.1 1 TIME [hr] 2 1.8 1.6 1.4 x 1.2 x � ° 1 � Z O Z a 0.8 0.6 0.4 0.2 0 0.1 DRAINTIME [hr] 800,000 700,000 600,000 „ 500,000 x � � 400,000 0 > x 300,000 ¢ s a zoo,000 ioo,000 S-A-V-0 Chart Axis Override X-axis Left Y-Axis Ri ht Y-Axis minimum bound maximum bound MHFD-Detention v4-06 - Ultimate Pond.xism, Outlet Structure 8/7/2023, 221 PM 1 10 o . — — . 0.00 2.00 4.00 6.00 5.00 50.00 12.00 PONDING DEPTH [ft] � 100 500 400 300 � 3 0 � � 0 200 ioo Outf/ow Hydrog�aph Wo�kbook Filename: Inflow Hvdroaraohs Che usercan �v�� iida th � I ulatr�{ inYlow hydro�raphs frpm this �morkbool<with inFlpw hvclrnaraph5 1 vclopsd in � �.arate proqiam_ SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP �terval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] �mi� 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.07 0:15:00 0.00 0.00 0.05 0.16 0.27 0.19 0.27 0.42 0.49 0:20:00 0.00 0.00 0.41 0.63 0.86 0.57 0.73 1.18 139 0:25:00 0.00 0.00 1.07 1.73 2.84 1.52 2.00 3.90 4.71 0:30:00 0.00 0.00 1.53 2.43 4.11 4.86 6.48 10.88 12.42 0:35:00 0.00 0.00 1.64 2.60 436 6.47 8.43 1438 16.27 0:40:00 0.00 0.00 1.64 2.55 4.28 7.17 9.25 15.55 17.53 0:45:00 0.00 0.00 1.54 2.43 4.06 7.11 9.15 15.67 17.64 0:50:00 0.00 0.00 1.45 231 3.80 6.95 8.93 15.25 17.17 0:55:00 0.00 0.00 137 2.18 3.57 6.50 838 14.58 16.42 1:00:00 0.00 0.00 130 2.05 335 6.07 7.85 13.93 15.68 1:05:00 0.00 0.00 1.24 1.96 3.18 5.68 736 1336 15.05 1:10:00 0.00 0.00 1.17 1.87 3.04 5.25 6.82 1233 13.91 1:15:00 0.00 0.00 1.10 1.77 2.91 4.86 632 1135 12.82 1:20:00 0.00 0.00 1.03 1.65 2.71 4.44 5.77 10.21 11.53 1:25:00 0.00 0.00 0.96 1.52 2.48 4.03 5.23 9.12 1030 . 1:30:00 0.00 0.00 0.89 1.41 2.25 3.62 4.68 8.10 9.14 1:35:00 0.00 0.00 0.83 131 2.05 3.22 4.16 7.16 8.08 1:40:00 0.00 0.00 0.79 1.22 1.91 2.89 3.73 6.41 7.25 1:45:00 0.00 0.00 0.76 1.14 1.80 2.64 3.41 5.84 6.60 1:50:00 0.00 0.00 0.73 1.08 1.70 2.44 3.14 534 6.04 1:55:00 0.00 0.00 0.69 1.02 1.60 2.26 2.91 4.89 5.53 2:00:00 0.00 0.00 0.64 0.95 1.48 2.09 2.69 4.48 5.07 2:05:00 0.00 0.00 0.57 0.85 132 1.87 2.40 3.98 4.50 2:10:00 0.00 0.00 0.51 0.75 1.16 1.65 2.12 3.50 3.95 2:15:00 0.00 0.00 0.45 0.66 1.01 1.45 1.85 3.04 3.43 2:20:00 0.00 0.00 039 0.57 0.87 1.25 1.59 2.62 2.95 2:25:00 0.00 0.00 034 0.48 0.73 1.06 135 2.20 2.48 2:30:00 0.00 0.00 0.29 0.41 0.61 0.88 1.11 1.80 2.02 2:35:00 0.00 0.00 0.24 033 0.49 0.70 0.88 1.42 1.59 2:40:00 0.00 0.00 0.19 0.26 038 0.54 0.67 1.06 1.19 2:45:00 0.00 0.00 0.15 0.21 030 039 0.49 0.78 0.88 2:50:00 0.00 0.00 0.12 0.17 0.25 030 037 0.59 0.67 2:55:00 0.00 0.00 0.10 0.14 0.21 0.23 0.29 0.45 0.51 3:00:00 0.00 0.00 0.09 0.12 0.17 0.18 0.23 034 039 3:05:00 0.00 0.00 0.07 0.10 0.14 0.14 0.18 0.26 030 3:10:00 0.00 0.00 0.06 0.08 0.12 0.11 0.14 0.20 0.23 3:15:00 0.00 0.00 0.05 0.07 0.10 0.09 0.11 0.15 0.17 3:20:00 0.00 0.00 0.04 0.06 0.08 0.07 0.09 0.12 0.13 3:25:00 0.00 0.00 0.04 0.05 0.06 0.06 0.07 0.09 0.11 3:30:00 0.00 0.00 0.03 0.04 0.05 0.05 0.06 0.07 0.08 � 3:35:00 0.00 0.00 0.02 0.03 0.04 0.04 0.05 0.06 0.07 3:40:00 0.00 0.00 0.02 0.02 0.03 0.03 0.03 0.05 0.05 3:45:00 0.00 0.00 0.01 0.02 0.02 0.02 0.03 0.03 0.04 3:50:00 0.00 0.00 0.01 0.01 0.02 0.02 0.02 0.02 0.03 3:55:00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.02 0.02 4:00:00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a:zs:oo o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a:so:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 s:oo:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 s:os:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 s:io:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 s:is:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 s:Zo:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 s:Zs:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 s:so:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MHFD-Detention v4-06 - Ultimate Pond.xism, Outlet Structure 8/7/2023, 221 PM � • :� • ' ' � MHFD-Detention, I/e�sion 4.06 (July 1012) MHFD-Detention v4-06 - Ultimate Pond.xism, Outlet Structure 8/7/2023, 221 PM Summary Staqe-Area-Volume-Discharqe Relationshios The user can create a summary S-A-V-D by entering the desired stage ina�ements and the remainder of the table will populate automatically. The user should 9raphically compare the summary S-A-V-0 table to the Full S-A-V-D table in the chart to confirm it captures all key transition points. Subdivision: Polestar Location: Fort Collins Stage Discharge Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 3/15/23 NOTE: In the Jacobs SWMM model the outfall was modeled as a 30" unrestricted pipe. SEE WQCV STAGE IN RED SEE WQCV STAGE IfJ RED Appendix J.III - SWMM Maps - . \ �.. , �,\ - _ . . 'p'�,.` ---�f-�n - � `�r'....- . j ' a,l I,#, �s M�.''� a . _ ' - �e _ _ - _ � � � . • :' �� . ' . `_ ' _ . . . � �. . �, ..- . . �, ��,d __, ' . . �� $ . ,z.l .. •� �� K F ".. ..� � . . -- .r . � i .. . r � . , . , �� : M � _ � I ' , S� �� � f � ' n : � � � �"i " I. ' - _ . ._- '. - .. _ f.. -a�S: A�� \'«4 ' � ' . . ' . - �. -'. } �� Ya�'.�. .. . .-. . ..� ..-.s.:-..._ _ ___ ' .� � . :�. �d�? �•� x. C�•4t Sy � +�A'y�:n . . . . .�.,i �=>. . 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O � J � O O � � � � � � SHEET 3 OF 4 ,1oB No. 39797.01 LEGEND XX XX — BASIN NAME X.X X.X — BASIN AREA � FLOW ARROW FOR ELEMENT X POND X PROPOSED POND � CONDUIT � PROPOSED CONDUIT H OUTLET � JUNCTION � PROPOSED JUNCTION 1 ` �', � l '} ��r � Q � 1 � + � .. �.. , .� . -- _ _ � �,�� , � ��. . . . l. ���ti� � � '. ! .�� . 7 � ' , h � ' � �f � • � Y � , r� � i �' . � �,�w _ . ' �L _. i� ' ' � • � .. ., r- , 4 � /' . "� � , I � �' . � �� � :� � .. � �� . , i_ , , �, : ► , �. � - y i�` . � � 1 � � 1# i � . �,;r.. , .;.'.�{' . • ,, �_, . �. .. � � � � ��� . * -�, �: BASINS HATCHED YELLOW WERE NOT MODIFIED BASIN DELINEATIONS '—" FROM 2014 CANAL IMPORTATION BASIN — MODIFIED BASIN DELINEATION � .� 4 }� � :-� � � ,r � - x �� _ , �, � �, , � � i � 1 � i i � y ; i � � � i� " } � ' � ' . ; � +; � � � ' � ♦ �- ��� � -r ^� 7 � • — t t + _� �:� �, �-' .4r _'4i1�►�- _ �� _ _ i ' �� � � _ - � f � � � � - . a _ , �, � � . , � �� ��� � --�1 "'�,� �•�''� .. �. .. , r " -- ' ` .'1 �• � � . ~� +�� ��v ,� -� � , �� r '�.. � .�,'� � r `� � w ,� � � � �. � '� S �.�►«; , , � � � `'s . �. `; � + � � - � t 1 _ `'�� *� . +�,�• - � ,�� ��., ,.+�,�� ,� # � r '� � r. �� ��` ' � � �' �" ' �' ,� '•�� � � . ♦ � . � f� . � f �; [� i �C �,. � . - ' _� � � � �r ! � � . -��� �'�!�+� . i�'�� — , � r� . � s i-�l�� -� - . .- - ` _��+ r� � � a .� ' � `' � '� � � r � -a . r. . - � J , ; y Y` � _ ' �, 1 ,� • . � �� - - - . i ----��� .�" ,, a �� � i �' r -�' f � �1 •• .��lf'� � � •' � � �/ ��, - - �'7' � - +!� �ti � - ,��� � �� . �� k � _ � �- - � s� � ' ' _ _ _ .� y�'i� � � '�L _, y� ; -T r' � _ •:. . _ . � �� ����' ,�� . � � . � � - �. , . , , _� . � ' ��r f.' 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JACOBS OUTFLOW 47.01 CFS - JR ENGINEERING OUTFLOW: 38.48 CFS �� `� i'� ��'L �#i�'` �_ — �.■ ORCHARD PL .�. ��� � �`�`` � ,� SCEN/C l//EWS ..� ,� � x = JACOBS INFLOW: 0 CFS JR ENGINEERING 32.99 CFS _l THERE IS A SUMP W/ - TWO INLETS HERE � -��� -� ��� 4 � � W PLUM ST ti, � -�-��� � I �- SPILLWAY_OUTFALL: 0 CFS � � �� � � �� s � IA/��`T r/ /7d /7rT/ / nT - - �� � � � � — ��I� . � . � 4'♦ � �J t. �� � i,�� / i�_�� � , + ��rti k� ' � pl 4•= - — — ��;�'.� � � r l�a �� � � � � `� ' ��� ,' � � I � � '��I � �n �M1t , � � � � � 300 150 0 300 600 ORIGINAL SCALE: 1" = 300' NOTE IN THE SWMM MODEL THERE IS ADDITIONAL RUNOFF FROM TIME SERIES ITYDROGRAPHIC 401 — WHERE OVER FLOW PVBcL DITCH SPILLS INTO THE SCENIC VIEWS POND I.E. POND 313. �rw■r� - �_ � C� � Z Z � N Z W (�� �iw�d.H Q Q W w Z��� W (n= W Z � � �' ����WW �z w ��m����mo ����(ljWd—'�N cn�>�W>�Q� w O O U O Z O —�N��Z��—�= �wa�w���� z=��c��zw� �raQaQooa U� Z N — � 0 � ���� o ,?�r,o� I I �w QNcn� I I � C�xz� I I Q � Q m o� I I w � (��U� � W�F-� O � � � � � N � � g � �� .�' -� � _C � � �� � o �� � o Q' U U� � c ��a �� � � b� � ti� �� Q o � m ca c .� - a�5 U c� � �i W H Q � � m z 0 � > w � 0 z � O N O Q � � � � � � � � ^II z � Q Q � � 0 m m m a Q � � Z o (n (n � � � Y a W > n � C=� J U w z � Q �J--� O W � � _ � U a � (/') � � � � � � Q O � W \ W Q QC � � L � � > � � SHEET 4 OF 4 ,1oB No. 39797.01 Appendix J.IV - Offsite Photos and Calculations POND 315 OUTFALL— DUEL 24" RCP EAST OF KIMBALL STEET �' , � . � r� I c � , � � i r '' � . �'' �-� � � . . ` s� i � ��f.' _ � -�_,., �' �'w"�'"x � f' . y., _ � � ���' ' �-� z-�::. b.�!, :� � �,i ; - .�'�ri► • �ir�. __ -� -�r�t� . in� ;-.. y� � r ��`�, - - - - . o,;�'. �'�" 7t: _ , i � � �a . ��. �, �1 _ .. `�.+�. _ __ t' � _ • , _ . . 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Box 270460 Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 34-0�96.00 - W-PLUMIO.RPT � � October 1995 Revised April 1996 r �rV�'Jbl�� fl(if�?;t�rr (��/k;� �� 315) � � �� � ASSOCIATES RESOURCE bv— CONSULTANTS, �nka b ( �NC. sub�eci Fort Coilins, Colorado � Z - F �i " c�s�G .Zn�f l/Y/7i2�� ` ,'�f� i .`�i��,.�,- �/�G✓ ��/�e�/ /D S �v 7 cL� /v � n ,= y�^ r C' _:Z` 2� L�C �o � � / ^«/ier__ ��-�^j;:>/' � ,t� � c'•Z %afa � ��w per %//ow � fPG/ ID J 20 /c' 3C� �S yo � 2y IZ tir�i•>7;F`r . Cj,� L �lStG t/�i 9H, %2 $5 `�S• �_ bo 9s.sv �iS %�.OY /5,r 9U.3! date sh�et : � o(� date �oG no ,•i �^�;Tc�T �Donc� � �G3� ��' !� _'?`/` U�` .� = 9F 5y L-':.;% �� �, J � �iii�.x K/,,,G,l/ r�{� E/w/ sp;it /=/�'� s > N � /O%��/ G'ssr. Pijt� �1�,-<�.,n: / ijl %ifiz�lrc�f�/ �%%��° � H�ss tr� /��t/ h'•�c L��� O.S_� /, /O � � 6Y D, b7 /. ? �/ �7 e' t�, E= y /. 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J t RESOURCE by - date sheef �o� _' CONSULTANTS, chkd by date�- �ob no � �NC. sub�ect �._;; , : _,-,: „-:,:Y� FJ( oiarJ �£ �.�� Fort Collins, Colorado � --� � � ��� I' � ",,� � J � i�' � �; � G I� v � � ; j< a �4� � f:� �) �`( � . � r � i L i ' I � ` � �v � ' \ �� � �\ �� � \\ . � \ �. � ` I 0 I` � � : �' � � � ' ,ti : � ` i � `c 1 , � � � ' c �— 1 � � �� I �=. `' � ; . i � { � � _.. -1 j I \�, � � � � `� � � �1 ` � + � � �t \ .;; � � : �� � s � � _x � . ,� o ,y �:� � c� � :, �' .. � .'� � x v 4 � � �\ f.i i".c � `' � � v (� t J :�. \, . N I � \ . V ii.� K U� N v V � � I Mv � �� \t\ ,v vI /� I Y X q � � \ � � ; f F�. tv i. � � h` � �l I X _ �. � . < z a� � c� "``" �� � :, � , I .. ,� � __'� �� �` � � � ;, � G ` - v �\ o: �' � �9 — � .0 c.� :�_ •� .� �' CHART 2 rrieo � io,oao F— �60 I 8,000 EXAMPLE IS6 � 6�000 0.36ieaRae13.01aa�) 5�000 0.lf ef� I44 4,000 . 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A�. �I�€ CUL`'�RT� WITH INLET CONTROL wREw or ruYuc aaoa �uK n�1 � 1 i �82 � �G� � , , , . � CHART 6 �2000 i000 B00 60� �20 ypp 106 400 y6 !00 •4 200 TZ 66 60 N � 54 U = IOO W 46 Q 80 U 42 � 60 ? a SO o 36 S � 40 � a —°'�6 � 33 30 W 3O 0 27 10 �!�IE B i� IS S � 12 7 2 — — — w a i � �_ � u _Y �� .D � � J fYN i�� / .G {ypY(Mip pUTL[T CLLVCRT ftAON�4 IUIL / fw w1M1 e� w Y��M� �W� Mr M •e �Mw� Mbi�n � M NMM RkMY^ . ID oP. 0 50 oJ � ' ��y �o ./''� �tY w Z / e° �J y % x O� / F = 3 \ � � �(` `so / oo � = a ,-'/��� / � ' SH4 / ,y0�'� ' _ S // / 3p0� 6 j � "_ � % LI1Y�lC q�).� � � — — Sp0" 8 ,��� / 10 i •�� 500 �0� 20 HEAD FOR STANDARD C, M. PIPE CULVERTS �L6WiNG FULL n � 0.024 i .���, � .,,.��� �.o� ,�. ».s 186 3 2 � I 0 � c 5 F- w 4 � u � 3 2 H d 0 2 J a V ' ��������n�����:��� ■■■■■■■■■■■■ � E� t� i� zV ,5U 40 50 60 70 80 90 100 DISCHARGE (Q) C.F.S ����������������� �■������%��������/����� ,■■.��,���.■■■■�i��.■� ■■■���,■■■.����■■� �.���■�■� I���■■�■ .���■�.■■ . . . � . . .. . ' . : /�■■■■■�■�.■�■■� �������������������� 0 7 H w 6 w � U a � v 2 H a w a �w cvv „rvv •rvv ovV bVV /W tlUU 9O0 ���� J....... DISCHARGE (Q) C.F.S. ��� F— � U d� Cannot Exceed Top of Pipe � i 13� I� DI . � 1000 2000 3000 4000 DISCHARGE (0 ) C.F.S. Figure 7.4.3-4 CRITICAL DEPTH CIRCULAR PIPE ( From : U.S. Dept. of Commerce, Bureau of Public Roads, Dec. 1965) i 7.4---15 ,� � RESOURCE b5�— CONSULTANTS, cnkd b �NC. subject 3 y4 • �q8�l; Fort Collins, Colorado p� �� � . Ak�v t�' T3 Y�lq �-�, 3)4 �. n, �-� 2 ��-,y �� _ �P� u-W0.y - _ . 3 0 6- _--=----�, � . -- - ------- � y..�. _. _, � _____��v� _ 3 �, � 3 4 z .. - x ) n'°'@� Ybn ) 385 'Ci6 S4_. ... - .. �4) ��oo, N ) ---._ . _ 9 '' 4� ti � ; • \ �,���� � . __ _ � I � � ; x j .. �k�'�;"�` _--_ __ . Q —..__ .. � � � � ( �� ; _� , - C96 ea) � � _.. ; __ I � _. _ _ � _ �, ��s - (97q� - . 39� G ' � (��1J� / �. .I �� � I I N I �1 b�' _.. . .� � � . __:__. I 4 �� �� N i date � � -L �_ � e sheet_of date job no. � 4 c r 3ouf�+ _ . ._ _ .—_..__ _ _ ' ._ _ _; : X - / . �� J �roi�) �oi �ioz�� K, � 8f�c� a.:�_.:"<:;:.- '_ �c'SS?'..:,.:�y., .. ��� . �. aii�;. . _ 'F'.^_;v: �'"_ iLY� v.� `a� �'_ =1^[ i!�'i'� . ;� � ; � o � J `i�J— J = d: ' � v n� � �� I i �� � �i � �; � � ' � i . � , ' I ^ . �.` I `I ; � ; i�� - ; ; ��;_ �. � ' ' � o � � ,-' � � W' - � ` i i _i = ' � � _ � � i: � � - � � �, -, � �..I _ i � � '�=i : ' d � I � i � � i � �,l � t i � I j ` � i i . . �� _i I i 4 I i ....+ -1 (o�t -; -I _ i � I � ; � i ; =� ; ., �I�„� � �� I i ```' C.�` �` � � � � �� �� � i�j "i ,;�1 „� ��I `. ii � /� r� �i; Q X; �; �: �' = �� 't� Oi ��I �� i ,.; i O. s i. �i .� ;�� �: _ U; �—, T; r : _ _ _ �. � �I v, �: 1r� ' i � �1. �� Qi' �. — :J� � '. � c.i h>� �'. �� : U� � v�. � i --'\: i � I � � � ^ �� � a� ; i "�"i_ i ' --� � � i i � ��''- . , I - � �-1 . ��i I i . _ . � ' :�.': V" ' 1—� ` � �_ -- - �... � � i ... 7 . � . .. . . _ ; . _1 _ ._, - I , _, � ,;1;;;iI�; I��,�i�1 : �,. . 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C. `, -n�•� �i- �- o- - ;'; iT3i„'� '. � "S:T �. u� :.�� � +.; �t� �� '.` �^i�t MHFD-Cu/uert, �ersion 4.00 (May 1010) Project: Kimball Detention (Pand 315 Culverts) ID: �.� �,a.�n:,«e.. �v�rt:«,o.. � �l�o�o ��.� � — — -> � _ � H .sy. � , �m '°' �—s v \)c��. t.r.r. a — L L ", -r-------'----------------------- � - a.�. s. Desiqn Information (Input): �' �7 CirCUlar Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull-down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull-down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient D = 24 inches Grooved Edge Projecting H (Rise) = ft W (Span) = ft # Barrels = 2 Elev IN = 5096.6 ft So — 0.005 ft/ft L = 440 ft n = 0.013 Kb = 0 K, = 1 MHFD-Culvert_v4.0.xlsm, Culvert Rating 3/17/2023, 3:07 PM Desiqn Information (calculated): Entrance Loss Coefficient Ke = 0.20 Friction Loss Coefficient Kf= 5.43 Sum of All Loss Coefficients Ks = 6.63 Minimum Energy Condition Coefficient KEiow = -0.0028 Orifce Inlet Condition Coeffcient Cd = 0.67 MHFD-Cu/uert, �ersion 4.00 (May 1020) Project: Kimball Detention (Pond 315 Culverts) ID: STAGE-DISCHARGE CURVE FOR THE CULVERT 5103.6 5102.6 5101.6 j 5100.6 a� a� � a� a� � � � 5099.6 R � � 5098.6 5097.6 5096.6 . _ ❑ . _ ❑ • G il _ ❑ ♦ ,� ❑ e � � � ❑ � ❑ s _ ❑ e _ ❑ o _ ❑ . � • ❑ � • � — • ❑ � � -�� 0 20 40 60 80 Discharge (cfs) �-� Inlet Control 0 Outlet Control ♦ Stage-Discharge MHFD-Culvert_v4.0.xlsm, Culvert Rating 3/17/2023, 3:07 PM Stage Discharge Subdivision: Polestar location: Fort Collins Q=C*L*H^1.5 C=2J L=Weir Length H=Height Pond 315 - Weir Discharge Elevation Stage (ft) Weir Length (ft) Discharge (cfs) 5100.40 0 0 0.00 5100.60 0.2 11.6 2.80 5100.80 0.4 15.3 10.45 5101.00 0.6 19.6 24.59 5101.20 0.8 24.3 46.95 5101.40 1 43.2 116.64 5101.50 1.1 59.9 186.59 5101.60 1.2 63.5 225.38 5101.70 1.3 75.3 301.35 5101.80 1.4 87 389.11 offset 3.8 feet from culvert invert at 5096.6 Project Name: Project No.: Calculated By: Checked By: Date: Polestar 39797.01 ARJ 3/15/2023 Pond 315 Outlet Pond - Double Barrel Culvert Outlet See Attached MHFD-Culvert_4.0 Spreadsheet Pond 315 - 24" Double Barrel Culvert Outlet Elevation Stage (ft) Discharge (cfs) Energy Equation 5096.60 0.00 0.00 No Flow (WS < inlet) 5096.85 0.25 0.50 Min. Energy. Eqn. 5097.10 0.50 2.32 Min. Energy. Eqn. 5097.35 0.75 5.06 Min. Energy. Eqn. 5097.60 1.00 8.68 Min. Energy. Eqn. 5097.85 1.25 12.62 Regression Eqn. 5098.10 1.5� 17.28 INLET 5098.35 1J5 22.62 w�ET 5098.60 2.00 27.94 w�ET 5098.85 2.25 32.33 OUTLET 5099.10 2.50 33.69 OUTLET 5099.35 2.75 35.00 OUTLET 5099.60 3.00 36.28 OUTLET 5099.85 3.25 37.51 OUTLET 5100.10 3.50 38.71 OUTLET 5100.35 3.75 39.88 OUTLET 5100.60 4.00 41.02 OUTLET 5100.85 4.25 42.12 OUTLET 5101.10 4.50 43.21 OUTLET 5101.35 4.75 44.26 OUTLET 5101.60 5.00 45.30 OUTLET 5101.85 5.25 46.31 OUTLET 5102.10 5.50 47.30 OUTLET 5102.35 5.75 48.28 OUTLET Appendix J.V - Flow Comparison �• 0 � �. �jblyd�� ��.;X MulberryFlowPath � .'• �;�p��"Q! • I -- ',�,+ . '�" `i�' ��w . � � � � ,� � � � ... (MulberryFlowPath ����... ��� � Y��;� �i �± � .__ ! uNew Fiow = 463.3 .' � �, Y,� i- � Mulberry Flow Path � J o v • rc � ,„ , „� :,. ,.� h � R,� � p ` , Difference = 57.1 4; New Flow = 114.9 '� � �� ,��a�a .L'�� � ��,��t � -- r' - ! , j. . New Flow = 64t.3 ,o DiKerence - 6.4 ��� ���'�R,���� . 1 �� � n rr�������e - 2a s�'. r� w�, �;,:. ,�. „ �_ � � l '� ` � � � Plum Flow Path ' ! •. ' �• .�;h/ � i � •,�,* s�3 �`. ,�� ;� ?�i �. � � . ,: �l � �_ Il�i : . t, � , . �• y `.�1 ,p��Pi� �,� _ a �t �� .! �i:- u _ .� ii`t � p ' New Flow 193.3 I . , ".' �.^ '�+ '. i ' �!'±�.M•,��4- -' .,�!��. �tA%�N �. -�"i' 1.� � �• io DiNerence � 49.8 � ? . - - �1� , •.!"� . • -', ,. r Y _ , .� ��, . , �. •� � �, (� � S - + , . " � : `� � � '':; � � Plum Flow Path . ��,. - New Flow = 200.4 � ; Plum Flow Path �y { � 0 1i PIUrtI FIOW Peih I, � r 4'� ;, _�'r�., �_. . Plum Flow Path / Difference = 36.3 __ . , I New Flow = 50.6 `,+ New Flow = 154.5 Plum Flow Path °ro Difference =-4_S I .,w,�� .:, °/a Di fference = 5 1. 5 � • 1 . New Flow = 352.2 New Flow - 407 P�um Flow Path _, , E� �- - New Flow 43 �.6 ', „_ % Difference 71.3 / Difference = -16.4 ,,t�„, �� - sr _ � ' . . % Ditterence - -13.4 Plum Flow Path + , w. �' .�2- ,y e -}.i,: �_. , � , �� '' NewFlow=63.8 '� �; a':= � ze;, . . : t rt - r :� :'2 i t�. �.� >1a � w� •� �•dn h .,�e t c S oo . , t.�' r z Difference --17.1 � r�i . . { ss*.w - � ;. ,v . .=r, ,e. . , �L_�.: . r.►�..� .�P.��Y. � _I 'qy A� �� 1 .,� r••.• � J . -..y p� '1,��y • � Ywr� ,�~ - � �, � L r , r ,;t�-i,���*�•, �' . . a � �, - I Elizabeth Flow Path �� i%,aL I'� �'�. �i � Y ' _ . ; , �'L_ � �� New Flow - 0 5 , • i - _ - . „ -• ' ' - - ��^+, �. •"� �' � % Plum Flow Path � a � ` % Diflerence200.3 "` f �1 � New Flow = 1926 �� - �", T ��p ;�, °io Difference = 10.1 � Clearview Flow Path i Clearview Flow Path ( Elizabeth Flow Path ' �_ - New Flow = 257.8 New Flova = 405.8 ' � °'o DiHerence =�25.1 io Di`ference 40.1 New Flow - t0.5 Plum Flow Path eo Difference = 101.9 New Flow = 354.9 � ,�'� y� , ' i• -�-- `� j °r� Difference - -25.9 ��j • �' _ , ',�; �q a � --- ` ,y�w)�s ,, i �� � k Clearview Flow Path - `�� ----- ~ • � , � i `.: � New Flow = 426 j � * `.i,'�'Y.��� ,�- , .-. M �,. ' _� ' �� ` i I ; % Difference = -41.6 � ;�, � Clearvlew Flow Path , .., : � r ;_ •�� - _ � New Flow - 226 5 '�'�'1.� ..��' � ;° � ��. - ` �' ��" - Canal ImportaUon Flow Path I `"� ,r• r► RAt� , � ♦''�. ���i�._, ` New Flow = 521.9 • �„ DiHerenc� �•: � a,. , ,, Clearview Flow Path � � �'��y ., ' . �,.i� ", s� � � j ' New Flow = 396.8 _ ,,.• ;, . 'f":+��' % Difference -2.6 Clearview Flow Path ' �� Difference = 13 � Clearview Flow Path N2w FIOw = 334.5 New Flow = 390.5 v: ca.,-v-ra.��o / Ditterence -10 1 0,o DiHerence -42.9 � :, t .� :. s , �� r. F � � r�� ' '�' �� + -:: . - _ Canal Importalion Flow Path 'y' . � � t. * , . -�, ,�. �:�ri �+ � f � ��a,. : ;,�,`'+,�.i►n .�;c' _ `! New Flow _ 526.t � ��•' r., � � '�,> ``" ` - � �� Difference = -2.4 � . r l :,.�.=+� �� �� ;r' '-, �. � • � ' � r . .i .��. o y. � �.` . � ,.� � _ o � t�� e- � k .. ' {� � H � � r , �.�, - _.` •., �� � '�-y,tr ��..'• ���J:_ , " . �;- �_f an Import �� -� t:_ C al ation Flow Path �Z S �`'` . r �.�1. � , ,•� � � ' � ; New Flow = 481.4 ��I . � tt I � � , � � � ;:. i D�fference - 0.7 � � ` � R � . • 1 Canal Importation Flow Path � . +: i _ � » � - -New Flow = 429.1 � ^�'"� � �,r , • d ' ','`�'�. _ ..�. ., � ,` i Difference - -7.5 � ,� � 'k �' •�. ; � i �: k'� CanalNew F ow� 256.w Path i ; - - --- '�.� 4.r `t � .. , . 1 l�..� , P -- �' �s , , f. �,� � } s '�„ °f Difference = -9.9 Ca�al Importation Flow Pat� �� . J y � � _ �`� _;4 - I New Ftow = 7�8.7 i '.' a ���.; �, Canal Importatlon Flow Path }. ; , , ti '� �� .?. Canal Importatio� Flow Path DiHerence - •14.3 � . •' � � ��_: r �. �'. , .- � ° �, �� . New Flow = 436.4 .� � _ New Flow - 196.3 y { : , *� � � o Difference = -6.6 '' � �� 4a DiHerence -3 3 t'' x'" _ ,.� . � "� � {,, a T j� y� ���� 4'y�� . ` � � �` ��� ��' �a . � r���' � :� .ef �}',?\Y �s�"�•� �`�� S��.S.���t, ^ � _ , . �t�� � ._ .,�� . � ,� i'. ! . �: . iy ?"x /� ' `� _ I � �, _ 'N C9AN.= �: _ � 'i� � ' Y T -��` � . � �s��w;+� .i���,.. �,wA�.'. .M'�� ,e ' -f �.`� �@`� �-� ^�.s[aL:� •:�h"•:.,�,x.. �T _ � � �. � _TM_, '!� LI � '-, �t. . . _ �f 4\ : � •� 1 � 3 �;• 4 = � �-- _ , _,� ' ��'-� � =ilE C��nl/ �� Z � � � Q� M � W � � U � O � J LL Z Z N � � Q W H � � Z � 0 U � � �3 Q N c� a W N SU �.56J F:et MGJ[RMMBQt C r ro:.o�� COFC2012.01_CI Basin Hydrologic Conversion_Report.docx 13 ANdER50N CONSUITING ENGINEERS� �NC. Table B.1.1 Plum Channel Flow Path Discharge Profile Discharge (cfs) HEC-Ras Sation EPA SWMM Element 100-year/ Result to Description be Mapped 10-year 2-year 5271 113 241 67 10 Upstream Study Limit 4872 15 330 76 18 4277.999 115_pipe/115_overflow* 214 140 73 14 Upstream of Rocky Street Culvert 4277 115_pipe/115_overflow* 214 140 73 14 Rocky Street Culvert Overtopping 3993 16_pipe/16_overflow* 234 160 79 24 3816 16_pipe/16_overflow* 234 160 7g 24 3544 116 221 70 13 2999.999 18_pipe/18_overflow* 377 349 117 46 Upstream of Gallup Road Culvert 2999 18 overflow 349 92 23 Gallup Road Overtopping 2661 18_pipe/18_overflow* 377 349 117 46 2570 118 375 116 46 1323 20 424 153 69 938 220-322 444 168 84 Upstream of Glenmoor Pond * Discharge based on the sum of pipe and overflow discharges Modified - Table B.1.1 Plum Channel Flow Path Discharge Profile Discharge (cfs) Effective HEC RAS - STATION EPA SWMM ELEMENT Effective HEC-RAS hydraulics model/ Result 100-year CE 100 year - Proposed Result Effective SWMM hydrology model Mapped by Anderson /Result Modeled /Result Modeled Location 5271 113 (313out in CE models) 241 155 252 245 Upstream Study Limit 5190 NODE 23 --- --- --- 362 Pond Inflow 4872 ( L)15 330 200 305 --- 4675 POND OUTFLOW J14 --- --- --- 174 Pond outflow 4277.999 C-1+115_pipe/115_overflow* 214/140 167/139 290/242 187/140 Upstream of Rocky Road Culvert 4277 C-1+115_pipe/115_overflow* 214/140 167/139 290/242 187/140 Rocky Road Culvert Overtopping 3993 C-1+16_pipe/16_overflow* 234/160 193/160 313/253 201/142 3816 C-1+16_pipe/16_overflow* 234/160 193/160 313/253 201/142 3544 (L)116 221 180 229 176 2999.999 18_pipe/18_overflow* 377/349 354/327 285/258 285/257 Upstream of Gallup Road Culvert 2999 18 overflow 349 327 258 257 Gallup Road Overtopping 2661 18_pipe/18_overflow* 377/349 354/327 285/258 285/257 2570 (L)118 375 352 284 281 1323 (L)20 424 406 356 356 938 (L)220-322 444 434 391 390 Upstream of Glenmoor Pond Discharge based on the sum of pipe and overflow discharges Flow is presented as (total flow)/(Surface Flow) --- null value XXXX -New Station or Element Modeled Appendix J.VI - Spillway Variance Request Stormwater Alternative ComplianceNariance Application City of Fort Col I i ns Water Uti I ities Engi neeri ng Engineer Name Joseph M. Frank Phone 303.267.6232 Street Address 2900 South College Avenue, Ste. 3D City Fort Collins Owner Name Michael Gornik Street Address PO Box 271582 State CO Z i p 80525 Phone 808.443.9956 City Fort Collins State CO Z i p 80521 Project Name Polestar Village Project/Application Number from Development Review (i.e. FDP123456) PDP220010 Legal d2SCYIptI0C1 aC1CI�Of aCICIY2SS Of pl"Op2fty POLESTAR VILLAGE FILING NO. 1 A PARCEL OF LAND BEING A PORTION OF THE NORTHWEST QUARTER OF SECTION 16,TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN,CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO Description of Project Mixed use residential and commercial Existing Use (check one): � residential �'� non-residential f mixed-use �' vacant ground Proposed Use (check one): C" residential �' non-residential � mixed-use �`� other If non-residential or mixed use, describe in detail Mixed used Multi-family, residential, commercial, w/ a recreation center and temple. State the requirement from which alternative compliance/variance is sought. (Please include applicable Drainage Criteria Manual volume, chapter and section.) 2018 City of Fort Collins Stormwater Criteria Manual Chapter 8, Section 3.5 Spillway Max Flow Depth What hardship prevents this site from meeting the requirement? See attached letter. What alternative is proposed for the site? See attached letter. Attach separate sheet if necessary Attach separate sheet if necessary page 2 The owner agrees to camply with the provisions of the zoning ordinance, building code and all other applicable sections o# #he City Code, Land Use Code, City Plan and all other laws and ordinances affecting the construction and occupancy of the proposed building tha# are not directly approved by this variance. The owner understands that if this variance is approved, the sfructure and its occupants may be more susceptible to flood or runoff damage as well as other adverse drainage issues. Signature af owner: Date: '� _ The engineer hereby certifies that the above information, along with the reference plans and project descriptions is correct. Signature af engineer: � Date:_ � � GS`���� LIr�Fy p� -'" S•#,�RTj�y. cf'F` G+ �� .t� , O � ro �� ; � PE53399 ; � �� -� s►' • �, o��., �� � �un'�aNALr��`'�� / PE STAMP date complste application submltted� Date of approval/denial: _ Staff justif�catian/notes/cond itions: Approved by: Entered in UtilityF�le Database? �yes �no Variance: ❑ approved ❑ den�ed � ��fi '�+��� i��'�c�,.:� ��:���� ,���r; �x��'� �`:�:�� ���*��"°�ro"�. ��:��� u�� �/�'.� �����1� � 9�s�� 1�a�"�r�� �����i�,���`� ��::� ��:�:�� ���,���y� � ���i� ��0� � ��O�G ��`����� �����' y--�'�'�� ���,:��� e�'"�''��`�" �����i � �.���' ��A ���,�� �� .�x�������Y "' ���:� ��, �����r,�."3�d'�'''�!F � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', VARIANCE REQUEST Date: From: Subject: May 16t1i 2023 Joseph Frank, PE Scenic Views and Polestar Spillway Variance Request I am writing to request a variance from the 2018 Stormwater City of Fort Collins criteria regarding the spillway requirements for Scenic Views Pond and Polestar/Happy Heart Detention pond. Specifically, the variance is for: Chapter 8, Section 3.5— Spillway Max Flow Depth • Emergency overflow depth shall be no more than six inches (6") at the crest during the 100- year storm. The Scenic Views Pond and Polestar/Happy Heart Detention pond are located in the City of Fort Coll'u1s floodplain termed "Plum Street Flow Path" and have higher than average peak inflows. Scenic View Pond Spillwav Existing condition for Scenic Views Pond: The existing spillway has a depth of LS feet and width of 10 feet. The existing spillway elevation is at (5115.57 on the NAVD 88 datum) and (5112.5 on the NVGD 29 datum). The flow from the pond (349 cfs = peak pond inflow per corrected effective SWMM model) surpasses the capacity of the spillway, causing it to overflow and overtops the embankment at an approximate depth of 2.02 feet. The water then spills over the eastern portion of the retention pond for a distance of approximately 290 ft, see existing scenic views pond spillway section in Appendix A.1. Proposed condition: JR Engineering is proposing to modify the overflow spillway while maintaining the existing spillway elevation of S ll 5.57 as to not impact volume within the pond. The proposed spillway has a crest length of 51 feet and will result in an overflow depth 1.75 feet at 349 cfs, which exceeds the city's required depth of six inches. See the scenic views spillway improvement section in AppendiY A.1. Justification for Variance: The proposed improvements are intended to increase the emergency overflow spillway capacity and improve the existing spillway by providing additional riprap protection. This modification will decrease the overall breadth of the floodplain, reduce the emergency overflow depth from 2.02 feet to 1.75 feet and serve as an improvement to the existing scenic views retention pond. The spillway variance is necessary to increase the emergency capacity and prevent overtopping of the existing einbankment. Please refer to exhibits and calculations in Appendix A.1 for additional information. ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING Sfl l�r'.ARS OF I3�lliLLliNCN', Polestar Detention Pond Spillwav Proposed Polestar/Happy Heart Farms Spillway: The proposed spillway has a crest length of 36.8 feet and will result in an overflow depth 2.21 feet at 362 cfs (peak pond inflow per proposed SWMM model), which exceeds the city's required depth of six inches. This spillway is intended to remain in place when the ultimate regional pond is constructed which will result in an overflow depth of 1.61 feet at 221 cfs. See the Polestar detention facility spillway section in AppendiY B.1. Justification for Variance: The request is to allow for the saine approach as the Concept Canal Importation Master Plan by Jacobs and prevent the flow from the emergency spillway from being directed towards existing structures and homes downstream. By narrowing the spillway and allowing the overflow depth to exceed siY inches the spillway will better direct flows between houses and towards the improvements in the drainage easement to the east of the Polestar development. Refer to eXhibits and calculations in Appendix B.1 for additional information. ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', Appendix A.1 ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 ��� �� � I / ' �-�� -_ �s � �E�-af-if�-?�=-�E-�---.-� -r =-=W =_= s--=i �� — �_ � � i�- �✓ .- •7 � �- � �,-- �--� � �— � �� — — _ T � � � 1_ �' � ��� 1� ��, -- -�-_ � � '�'1 71'I5!lERCP=5172.74 —� �x��,���,,,..� >�l � -r � 1 rt�w ,. �,�o i J� �- �� ��SCENIC VIEWS SPILLWAY — W// GZA/M ULCU i'� . -. \REG NO. ?002007515�` _' I... .. � �\ � � � � \ � r � � � \ � I ' / �/ tiJ � � J � ��J�j J / J f �- � � ,� — c �- � � � , ,, �i ' � � � % 1 �I � � ` � � � � , � � I \� ��� / �� ( rJi. � � ( 1 �� , � (\ `� � ��;� � �/ � � J /� � �'_/ �-� - __�.._� � �� -� s ,--;�-=;s -p � l �- e � i �� ' _ �� 1 � � � �� 1� � i ( ` �� , , � 1 \ ' �� � � \ �� �_°�_'—�� � \il 1 24' RCP '�fZ=5fOL45 :�-�' -J7V7.40 24' RCP _ FZ=5701.16 .: i C o � � ,� � � r � �, �/ : � i�: ;, � "� /� . ��i� . t // �� . b o (� � � '_ 100 50 0 100 ORIGINAL SCALE: 1" = 100' PROPOSED GRADING POLESTAR JOB N0. 3979701 3/20/2023 SHEET 1 OF 1 � J•�L $NGIN�IN� A Westrian Company �YB� �—%�l� • CiO�Ofi1(�0 �Jff10S �}. - ..�—'.� FOft r,0�f1S �� • NNYN��IB2ffIBA0f11 Scenic Views Pond Broad Crested Weir Project Description Solve For Input Data Discharge Headwater Elevation Crest Elevation Tailwater Elevation Crest Surface Type Crest Breadth Results Crest Length Headwater Height Above Crest Tailwater Height Above Crest Weir Coefficient Submergence Factor Adjusted Weir Coefficient Flow Area Velocity Wetted Perimeter Top Width Crest Length 348.61 cfs 5,117.32 ft 5,115.57 ft 0.00 ft Gravel 20.00 ft 51.0 ft 1.75 ft -5,115.57 ft 2.95 ft^(1/2)/s 1.000 2.95 ft^(1/2)/s 893 ftz 3.90 ft/s 54.5 ft 51.02 ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Scenic Views Pond.fm8 Center [10.03.00.03] 2/9/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 EXISTING SCENIC VIEWS - SPILLWAY TOTAL LENGTH 290.00' TOTAL INFLOW INTO THE POND = 348.6 CFS APPROXIMATE DEPTH 2.0 FT WSEL BASE ON 100-YR PEAK INFLOW RATE. (NO ATTENUATION PER CRITERIA) BERM ELEV=5117.07 DEPTH OVER EMBANKMENT 0.5 FEET BERM ELEV=5117.07 I1=1 1=1 1=1 1= I= 1= 1= 1= 1= 1= 1= 1= 1= 1= 1= I o =______________ I—I—I—I—I—I—I—I—I—I—I—I—I—I— — — WEIREELV=5115.n — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I .� — — — — — — — — — — — — — — — 100 YEAR EMERGENCY OVERFLOW FROM JR CE SWMM MODEL = 252 CFS APPROXIMATE DEPTH 1.9 FT 3.75' 10.00' 3.75' WSEL BASED ON ROUTED 100-YEAR POND OUTFLOW RATE EXISTING SPILLWAY CAPACITY UNDER DEPTH OVER EMBANKMENT 0.4 FEET EMBANKMENT - 47.8 CFS EX. SCENIC VIEWS - SPILLWAY 6 3 0 6 12 POLESTAR JOB N0. 3979701 03/20/2023 ORIGINAL SCALE: 1" = 6' SHEET 1 OF 1 � J•�L $NGIN�IN� A Westrian Company �YB� �—%�l� • CiO�Ofi1(�0 �Jff10S �}. - ..�—'.� FOft r,0�f1S �� • NNYN� � SCENIC VIEWS - SPILLWAY IMPROVEMENT TOTAL INFLOW INTO SCENIC VIEWS POND IN SWMM 348.65 100 YEAR EMERGENCY OVERFLOW = 348.65 CFS W/ A FLOW DEPTH OF 1.75 FT AND 0.5 FEET OF FREE BOARD WSELV BASED ON 100-YR PEAK INFLOW RATE (NO ATTENUATION PER CRITERIA) BERM ELEV=5117.82 u 1 � _ _ � ii�: � ii�: � :i�: � :ie: � i1�! � :i�: � :i�: � :i�� 5.63' TYPE II BEDDING 1' THICKNESS 51.00' OVERFLOW MODELED IN SWMM WHEN SCENIC VIEWS POND IS 100� FULL 1.40 FT DEEP AT 244.76 CFS 0.85 FEET OF FREEBOARD WSEVL BASED ON ROUTED 100-YR POND OUTFLOW RATE TYPE M RIP RAP � 2' DEPTH 6 3 0 6 ORIGINAL SCALE: 1" = 6' BERM ELEV=5117.82 5.63' SCENIC VIEWS - SPILLWAY 12 POLESTAR � JOB N0. 3979701 03/20/2022 SHEET 1 OF 1 = 2.5 1� � J•�L $NGIN�IN� A Westrian Company �YB� �—%�l� • CiO�Ofi1(�0 �Jff10S �}. - ..�—'.� FOft r,0�f1S �� • NNYN��IB2ffIBA0f11 � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', Appendix B.1 ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 Ultimate Polestar - Broad Crested Weir Project Description Solve For Input Data Discharge Crest Elevation Tailwater Elevation Crest Surface Type Crest Breadth Crest Length Results Headwater Elevation Headwater Height Above Crest Tailwater Height Above Crest Weir Coefficient Submergence Factor Adjusted Weir Coefficient Flow Area Velocity Wetted Perimeter Top Width Headwater Elevation 221.20 cfs 5,107.76 ft 0.00 ft Gravel 25.00 ft 36.8 ft 5,109.37 ft 1.61 ft -5,107.76 ft 2.93 ft^(1/2)/s 1.000 2.93 ft^(1/2)/s 59.4 ftz 3.73 ft/s 40.0 ft 36.80 ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Polestar Pond.fm8 Center [10.03.00.03] 3/20/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 POLESTAR DETENTION FACILITY - SPILLWAY TOTAL FLOW INTO THE POND IN SWMM IN THE INTERIM PROPOSED CONDITION 361.8 CFS 100 YEAR EMERGENCY OVERFLOW = 361.8 CFS W/ A FLOW DEPTH OF 2.21 FT FREEBOARD 0.53 FT WSEL BASE ON 100-YR PEAK INFLOW RATE. (NO ATTENUATION PER CRITERIA) 50.50' TOTAL WIDTH 48.00' AT FLOW DEPTH BERM ELEV=5110.50 5- �1 - 2.5 1� �� �j►1'� _•�•• _ _ _ ._ , -�►•� -•�•• -•�•� -•►•� I •.•_ � .�.•_ � " _ � .�.•_ � .�.! � .�.•_- � .�.•_ �� •� • • I - : � � P'' � �III=IIG�IIG� _ ' 6.85' 36.80' 3" TOPSOIL COVER TOTAL FLOW INTO POND IN SWMM IN THE ULTIMATE CONDITION 221.2 CFS 100 YEAR EMERGENCY OVERFLOW = 221.2 CFS W/ A FLOW DEPTH OF 1.61 FT 1.13 FT OF FREE BOARD PROVIDED WSEL BASE ON 100-YR PEAK INFLOW RATE. (NO ATTENUATION PER CRITERIA) 6.85' BERM ELEV=5110.50 TOTAL DEPTH 2.74 FT SIZED FOR ULTIMATE CONDITION WITH AT LEAST 6 INCHES OF FREEBOARD TYPE M RIP RAP C�? 2' DEPTH 6 3 0 6 ORIGINAL SCALE: 1" = 6' ONSITE - SPILLWAY DETAIL 12 POLESTAR � JOB N0. 3979701 03/20/2023 SHEET 1 OF 1 � J•�L $NGIN�IN� A Westrian Company �YB� �—%�l� • CiO�Ofi1(�0 �Jff10S �}. - ..�—'.� FOft r,0�f1S �� • NNYN��IB2ffIBA0f11 Polestar Interim Broad Crested Weir - 1 Project Description Solve For Input Data Discharge Crest Elevation Tailwater Elevation Crest Surface Type Crest Breadth Crest Length Results Headwater Elevation Headwater Height Above Crest Tailwater Height Above Crest Weir Coefficient Submergence Factor Adjusted Weir Coefficient Flow Area Velocity Wetted Perimeter Top Width Headwater Elevation 361.80 cfs 5,107.76 ft 0.00 ft Gravel 25.00 ft 36.8 ft 5,109.97 ft 2.21 ft -5,107.76 ft 2.99 ft^(1/2)/s 1.000 2.99 ft^(1/2)/s 81.3 ftz 4.45 ft/s 41.2 ft 36.80 ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Polestar Pond.fm8 Center [10.03.00.03] 3/20/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Stormwater Alternative ComplianceNariance Application City of Fort Col I i ns Water Uti I ities Engi neeri ng Engineer Name Joseph M. Frank Phone 303.267.6232 Street Address 2900 South College Avenue, Ste. 3D City Fort Collins Owner Name Michael Gornik Street Address PO Box 271582 State CO Z i p 80525 Phone 808.443.9956 City Fort Collins State CO Z i p 80521 Project Name Polestar Village Project/Application Number from Development Review (i.e. FDP123456) PDP220010 Legal d2SCYIptI0C1 aC1CI�Of aCICIY2SS Of pl"Op2fty POLESTAR VILLAGE FILING NO. 1 A PARCEL OF LAND BEING A PORTION OF THE NORTHWEST QUARTER OF SECTION 16,TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN,CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO Description of Project Mixed use residential and commercial Existing Use (check one): � residential �'� non-residential f mixed-use �' vacant ground Proposed Use (check one): C" residential �' non-residential � mixed-use �`� other If non-residential or mixed use, describe in detail Mixed used Multi-family, residential, commercial, w/ a recreation center and temple. State the requirement from which alternative compliance/variance is sought. (Please include applicable Drainage Criteria Manual volume, chapter and section.) 2018 City of Fort Collins Stormwater Criteria Manual Chapter 8, Section 3.5 Spillway Max Flow Depth What hardship prevents this site from meeting the requirement? See attached letter. What alternative is proposed for the site? See attached letter. Attach separate sheet if necessary Attach separate sheet if necessary � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', VARIANCE REQUEST Date: From: Subject: May 16t1i 2023 Joseph Frank, PE Scenic Views and Polestar Spillway Variance Request I am writing to request a variance from the 2018 Stormwater City of Fort Collins criteria regarding the spillway requirements for Scenic Views Pond and Polestar/Happy Heart Detention pond. Specifically, the variance is for: Chapter 8, Section 3.5— Spillway Max Flow Depth • Emergency overflow depth shall be no more than six inches (6") at the crest during the 100- year storm. The Scenic Views Pond and Polestar/Happy Heart Detention pond are located in the City of Fort Coll'u1s floodplain termed "Plum Street Flow Path" and have higher than average peak inflows. Scenic View Pond Spillwav Existing condition for Scenic Views Pond: The existing spillway has a depth of LS feet and width of 10 feet. The existing spillway elevation is at (5115.57 on the NAVD 88 datum) and (5112.5 on the NVGD 29 datum). The flow from the pond (349 cfs = peak pond inflow per corrected effective SWMM model) surpasses the capacity of the spillway, causing it to overflow and overtops the embankment at an approximate depth of 2.02 feet. The water then spills over the eastern portion of the retention pond for a distance of approximately 290 ft, see existing scenic views pond spillway section in Appendix A.1. Proposed condition: JR Engineering is proposing to modify the overflow spillway while maintaining the existing spillway elevation of S ll 5.57 as to not impact volume within the pond. The proposed spillway has a crest length of 51 feet and will result in an overflow depth 1.75 feet at 349 cfs, which exceeds the city's required depth of six inches. See the scenic views spillway improvement section in AppendiY A.1. Justification for Variance: The proposed improvements are intended to increase the emergency overflow spillway capacity and improve the existing spillway by providing additional riprap protection. This modification will decrease the overall breadth of the floodplain, reduce the emergency overflow depth from 2.02 feet to 1.75 feet and serve as an improvement to the existing scenic views retention pond. The spillway variance is necessary to increase the emergency capacity and prevent overtopping of the existing einbankment. Please refer to exhibits and calculations in Appendix A.1 for additional information. ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING Sfl l�r'.ARS OF I3�lliLLliNCN', Polestar Detention Pond Spillwav Proposed Polestar/Happy Heart Farms Spillway: The proposed spillway has a crest length of 36.8 feet and will result in an overflow depth 2.21 feet at 362 cfs (peak pond inflow per proposed SWMM model), which exceeds the city's required depth of six inches. This spillway is intended to remain in place when the ultimate regional pond is constructed which will result in an overflow depth of 1.61 feet at 221 cfs. See the Polestar detention facility spillway section in AppendiY B.1. Justification for Variance: The request is to allow for the saine approach as the Concept Canal Importation Master Plan by Jacobs and prevent the flow from the emergency spillway from being directed towards existing structures and homes downstream. By narrowing the spillway and allowing the overflow depth to exceed siY inches the spillway will better direct flows between houses and towards the improvements in the drainage easement to the east of the Polestar development. Refer to eXhibits and calculations in Appendix B.1 for additional information. ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', Appendix A.1 ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 � � < � �' '� ' (; ;f � � �� � �� �--�J , � i. �' ' � 1 � '�� �- � � � � , I i � � . -,;.�'� _ - o � ' 1 � � � , , �, L / � � _ — � „� �'' � — � � , � � `— �,� Ir �� �—��.�� l � � 1 I � I� � ������� �� '' �� � � � , � , � — , �, _� � i� � � J� � \ � � � � `� � _ s , / — ,. 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(NO ATTENUATION PER CRITERIA) BERM ELEV=5117.07 DEPTH OVER EMBANKMENT 0.5 FEET BERM ELEV=5117.07 I1=1 1=1 1=1 1= I= 1= 1= 1= 1= 1= 1= 1= 1= 1= 1= I o =______________ I—I—I—I—I—I—I—I—I—I—I—I—I—I— — — WEIREELV=5115.n — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I .� — — — — — — — — — — — — — — — 100 YEAR EMERGENCY OVERFLOW FROM JR CE SWMM MODEL = 252 CFS APPROXIMATE DEPTH 1.9 FT 3.75' 10.00' 3.75' WSEL BASED ON ROUTED 100-YEAR POND OUTFLOW RATE EXISTING SPILLWAY CAPACITY UNDER DEPTH OVER EMBANKMENT 0.4 FEET EMBANKMENT - 47.8 CFS EX. SCENIC VIEWS - SPILLWAY 6 3 0 6 12 POLESTAR JOB N0. 3979701 03/20/2023 ORIGINAL SCALE: 1" = 6' SHEET 1 OF 1 � J•�L $NGIN�IN� A Westrian Company �YB� �—%�l� • CiO�Ofi1(�0 �Jff10S �}. - ..�—'.� FOft r,0�f1S �� • NNYN� � SCENIC VIEWS - SPILLWAY IMPROVEMENT TOTAL INFLOW INTO SCENIC VIEWS POND IN SWMM 348.65 100 YEAR EMERGENCY OVERFLOW = 348.65 CFS W/ A FLOW DEPTH OF 1.75 FT AND 0.5 FEET OF FREE BOARD WSELV BASED ON 100-YR PEAK INFLOW RATE (NO ATTENUATION PER CRITERIA) BERM ELEV=5117.82 u 1 � _ _ � ii�: � ii�: � :i�: � :ie: � i1�! � :i�: � :i�: � :i�� 5.63' TYPE II BEDDING 1' THICKNESS 51.00' OVERFLOW MODELED IN SWMM WHEN SCENIC VIEWS POND IS 100� FULL 1.40 FT DEEP AT 244.76 CFS 0.85 FEET OF FREEBOARD WSEVL BASED ON ROUTED 100-YR POND OUTFLOW RATE TYPE M RIP RAP � 2' DEPTH 6 3 0 6 ORIGINAL SCALE: 1" = 6' BERM ELEV=5117.82 5.63' SCENIC VIEWS - SPILLWAY 12 POLESTAR � JOB N0. 3979701 03/20/2022 SHEET 1 OF 1 = 2.5 1� � J•�L $NGIN�IN� A Westrian Company �YB� �—%�l� • CiO�Ofi1(�0 �Jff10S �}. - ..�—'.� FOft r,0�f1S �� • NNYN��IB2ffIBA0f11 Scenic Views Pond Broad Crested Weir Project Description Solve For Input Data Discharge Headwater Elevation Crest Elevation Tailwater Elevation Crest Surface Type Crest Breadth Results Crest Length Headwater Height Above Crest Tailwater Height Above Crest Weir Coefficient Submergence Factor Adjusted Weir Coefficient Flow Area Velocity Wetted Perimeter Top Width Crest Length 348.61 cfs 5,117.32 ft 5,115.57 ft 0.00 ft Gravel 20.00 ft 51.0 ft 1.75 ft -5,115.57 ft 2.95 ft^(1/2)/s 1.000 2.95 ft^(1/2)/s 893 ftz 3.90 ft/s 54.5 ft 51.02 ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Scenic Views Pond.fm8 Center [10.03.00.03] 2/9/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Chapter 12 Storage CREST Of EMERGENCY SPILLWAY EMERGENCY OVERFLOW WSEI 100—vE,4R WSEL � DETENTION BASIN �4 - � 1 � � E+ABANKNEVT WIDTH I FL')14 � y� 3' MIN a�oNo roP oF EMBANKMENT 23 � S' `��-- - —_1 . � I � FHEEBOARD \SOIL RIPRAF' 2D� J TOP OF FOOTING AT OR BELOW El(TE�DED RIPRAP BOTTOM OF SOIL RIPRAP UPSTREAIA OF WALL CONCR� OVERFLOW WALL (WALL AND REIIFORCING DESIGNED 8Y ENGInEER) EMERGENCY SPILLWAY PROFILE AS NEEDED TO PA55 THE iC0—"R UNDETNNED 04 MORE S" TO 4" EMERGENCY OVERFLOW WSEL 1' MIN TJPSOIL COVER FREEBOARD --- CREST OF EA�ERGENCY SPILLWAY � - -` _ , i� �1 Z 2.5 � �UIL RI�'KAI' 2L?g� EMERGENCY SPILLWAY SECTION AND SPILLWAY CHANNEL 35 30 25 X a 0 20 � � � � �'4 � 15 ,� �, � � � r 10 S TYPE N ��� ..�.�. � 0 0 5 10 15 20 25 30 Unit Discharge (cfs/ft) Figure 12-21. Embankment protection details and rock sizing chart (adapted from Arapahoe Counry) September 2017 Urban Drainage and Flood Control District 12-33 Urban Storm Drainage Criteria Manual Voluine 2 � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', Appendix B.1 ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 POLESTAR DETENTION FACILITY - SPILLWAY TOTAL FLOW INTO THE POND IN SWMM IN THE INTERIM PROPOSED CONDITION 361.8 CFS 100 YEAR EMERGENCY OVERFLOW = 361.8 CFS W/ A FLOW DEPTH OF 2.21 FT FREEBOARD 0.50 FT WSEL BASE ON 100-YR PEAK INFLOW RATE. (NO ATTENUATION PER CRITERIA) 50.50' TOTAL WIDTH , 48.00' AT FLOW DEPTH BERM ELEV=5110.50 5- �1 WEIR ELEV=5107.79 3" TOPSOIL COVER 6.85' - TYPE II BEDDING i 1' THICKNESS ii-i i i-i i i- - 2.5 1� / I� 36.80' 3" TOPSOIL COVER TOTAL FLOW INTO POND IN SWMM IN THE ULTIMATE CONDITION 221.2 CFS 100 YEAR EMERGENCY OVERFLOW = 221.2 CFS W/ A FLOW DEPTH OF 1.61 FT 1.13 FT OF FREE BOARD PROVIDED WSEL BASE ON 100-YR PEAK INFLOW RATE. (NO ATTENUATION PER CRITERIA) 6.85' BERM ELEV=5110.50 TOTAL DEPTH 2.71 FT SIZED FOR ULTIMATE CONDITION WITH AT LEAST 6 INCHES OF FREEBOARD TYPE H RIP RAP @ 3' DEPTH 6 3 0 6 ORIGINAL SCALE: 1" = 6' ONSITE - SPILLWAY DETAIL 12 POLESTAR � JOB N0. 3979701 08/07/2023 SHEET 1 OF 1 � J•�L $NGIN�IN� A Westrian Company �YB� �—%�l� • CiO�Ofi1(�0 �Jff10S �}. - ..�—'.� FOft r,0�f1S �� • NNYN��IB2ffIBA0f11 Polestar Interim Broad Crested Weir - 1 Project Description Solve For Input Data Discharge Crest Elevation Tailwater Elevation Crest Surface Type Crest Breadth Crest Length Results Headwater Elevation Headwater Height Above Crest Tailwater Height Above Crest Weir Coefficient Submergence Factor Adjusted Weir Coefficient Flow Area Velocity Wetted Perimeter Top Width Headwater Elevation 361.80 cfs 5,107.79 ft 0.00 ft Gravel 25.00 ft 36.8 ft 5,110.00 ft 2.21 ft -5,107.79 ft 2.99 ft^(1/2)/s 1.000 2.99 ft^(1/2)/s 81.3 ftz 4.45 ft/s 41.2 ft 36.80 ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Polestar Pond.fm8 Center [10.03.00.03] 8/23/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Ultimate Polestar - Broad Crested Weir Project Description Solve For Input Data Discharge Crest Elevation Tailwater Elevation Crest Surface Type Crest Breadth Crest Length Results Headwater Elevation Headwater Height Above Crest Tailwater Height Above Crest Weir Coefficient Submergence Factor Adjusted Weir Coefficient Flow Area Velocity Wetted Perimeter Top Width Headwater Elevation 221.20 cfs 5,107.79 ft 0.00 ft Gravel 25.00 ft 36.8 ft 5,109.40 ft 1.61 ft -5,107.79 ft 2.93 ft^(1/2)/s 1.000 2.93 ft^(1/2)/s 59.4 ftz 3.73 ft/s 40.0 ft 36.80 ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Polestar Pond.fm8 Center [10.03.00.03] 8/23/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Chapter 12 Storage CREST Of EMERGENCY SPILLWAY EMERGENCY OVERFLOW WSEI 100—vE,4R WSEL � DETENTION BASIN �4 - � 1 � � E+ABANKNEVT WIDTH I FL')14 � y� 3' MIN a�oNo roP oF EMBANKMENT 23 � S' `��-- - —_1 . � I � FHEEBOARD \SOIL RIPRAF' 2D� J TOP OF FOOTING AT OR BELOW El(TE�DED RIPRAP BOTTOM OF SOIL RIPRAP UPSTREAIA OF WALL CONCR� OVERFLOW WALL (WALL AND REIIFORCING DESIGNED 8Y ENGInEER) EMERGENCY SPILLWAY PROFILE AS NEEDED TO PA55 THE iC0—"R UNDETNNED 04 MORE S" TO 4" EMERGENCY OVERFLOW WSEL 1' MIN TJPSOIL COVER FREEBOARD --- CREST OF EA�ERGENCY SPILLWAY � - -` _ , i� �1 Z 2.5 � �UIL RI�'KAI' 2L?g� EMERGENCY SPILLWAY SECTION AND SPILLWAY CHANNEL 35 30 25 X a 0 20 � � � � �'4 � 15 ,� �, � � � r 10 S TYPE N ��� ..�.�. � 0 0 5 10 15 20 25 30 Unit Discharge (cfs/ft) Figure 12-21. Embankment protection details and rock sizing chart (adapted from Arapahoe Counry) September 2017 Urban Drainage and Flood Control District 12-33 Urban Storm Drainage Criteria Manual Voluine 2 � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', App endix C .1 ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 From: Theodore Bender <tbender@fcgov.com> Sent: Monday, May 1, 2023 5:11 PM To: Joey Frank; Andrew Joyce; Kenneth Merritt Cc: Heidi Hansen; Dan Mogen; Matt Simpson; Ken Sampley Subject: Polestar Variance Response Attachments: Downstream Structures.jpg Hello JR Team, Thank you for your patience as we work through this variance request. During our review, it came to our attention that the correct minimum freeboard requirement at the spillway may not be the "6-inches" that we had been discussing, but potentially 12-inches. This requirement is based on the need to provide 12-inches of freeboard from the (primary) 100- year WSEL to the top of embankment (please see Chapter 8, Section 3.4, 15Y bullet of the City 2018 Stormwater Criteria Manual). Typically, a detention pond overflow spillway is the secondary outlet with the primary outlet being a pipe at lower stage. The only outlet from the Scenic View Pond is the overflow spillway. This situation created the need for additional internal discussion and did slow down our response. We understand the Polestar development project would improve the Scenic View spillway and we have taken this into consideration. We'd like to emphasize that currently there are no residential structures located directly below this spillway. It is our understanding the Polestar development would like to place residential structures directly below (to the north and south) the primary Scenic View spillway. This has been the main driver in our internal discussion to maintain safety for the future residents of this site. The result of our internal discussion is that City staff has agreed the 12-inches of freeboard, above the overflow WSEL, will not be required. Instead, we like to ask these structure directly below the Scenic View spillway be elevated in relation to their adjacent BFE. Here is our response for the two detention ponds: Polestar Pond (Happy Heart/Eastern pond) The 6-inches of freeboard at this pond measured from the 100-yr WSE to the top of the pond embankment is approved. The main concern at this pond is that we not direct flow from the emergency spill towards any existing downstream structures. As we discussed in the past, we asked our master planning consultant to narrow up the conceptual design weir cross-section for this reason. The full master planned improvement at this location also includes an outlet pipe that would run beneath Orchard Place to the north. The proposed Polestar spillway weir dimensions are acceptable if the hydraulics show these existing downstream structures are not impacted. As a part of the hydraulics phase of the CLOMR, please focus on this area and provide a figure to show these downstream structures will not be impacted. An additional cross-section (or two) may be needed and appropriately placed to provide confidence in the floodplain and floodway width in this area. If the CLOMR hydraulics show the proposed Polestar spillway weir dimensions direct flow towards these existing downstream structures, we would ask that it be modified and remodeled. Thank you for including the stability and potential erosion to this spillway section in your analysis. From the CLOMR hydraulics study, we plan to review the flow depths and velocities in this area to make sure the proposed solution is able to protect the area from excessive erosion. Scenic Views Pond (Western pond) City staff discussed the freeboard at the Scenic View Pond in detail. I understand from your email last week you no longer wish to pursue a variance request at this location. Please send us a spillway cross-section similar the eastern pond to show the 100-yr WSE, freeboard, and associated elevations of the crest and berm. The 6-inches of freeboard suggested at this pond measured from the 100-yr WSE to the top of the pond embankment is acceptable. As mentioned above, we would like to ask your team to provide 18-inches of freeboard from the highest adjacent BFE for the structures immediately east (downstream) of the Scenic View pond (image attached). This BFE would be developed by your team as a part of the upcoming hydraulics portion of the CLOMR. Because these structures will be placed downstream of the primary outlet to this pond, we feel this level of flood risk reduction is necessary. Our decision is grounded in public safety and the safety of the new residents downstream of this spillway. As with the eastern pond, thank you for including the stability and potential erosion to this weir section for the Scenic View Pond in your analysis. We will review this as well with the hydraulics portion of the CLOMR. Again, thank you for your patience. I know this timeline has not been ideal for your client. This is a complicated project in a high flood risk area. This project is more complicated than other CLOMR requests; this CLOMR proposal is to change both the hydrology and hydraulics for this site, while most CLOMRs only propose to change the hydraulics. Please reach out if you'd like to discuss. We are happy to chat further. � Theodore R. Bender, PE, CFM Stormwater Engineering Manager Master Planning and Floodplain Management Fort Collins � S�orri:��ter 700 Wood Street Fort Collins, CO 80522-0580 (970) 221-6503 tbender@fc�ov.com � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', Appendix D.1 ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 -. _ -.�•�;��;j' i_,� � �r- _ July 2�, �ti23 F'oiestar Gardens, Inc 85a S Ouerlancf Trail, #15 Fort Callins, CO itE: i.etter �f Intent far �as�men�s far r�ten�ioN�r pt�rid 4rr►prv�'�t.�sr�nt� �'zsr i�,���#:.� ,_ Final eas�ement documents wifl be revlewed by an atkorney for 5adslte FC�dge C�menor y�'c�`�su�a�;�'." Associatfo�. Dear Development Review Caardina#or: The Saddle Ridge Cammons Candominium Associa�fon is the o4vner of Tract A tt�at ab�stw •'� r=: e> ..- Village Property. We understand that as pa�t ofthe PolQs�ar 6ardens dc�sreiop�rterrt praJect, tt:��E (Rolestar Gardens) wiEl be requirec{ to make imprrn+eme►tts to the exisizt�g reteni3ort p�rs�►d- �J� `Sac�� Ridge Commonsj agree to work with Poiestar to obtain th� rteedect easemerrts fort�e ��s�sa�er*� pendin� approva{ from the Assaciati�n's at#orneq. 5lncerelY, Tl�e Baard of directa�s 5addle Rldge Comrrtons Condamin�um Association 1....� �....o�.. �_ `' '�.�,�.�.�-�. — -- - t Sig#latur� ��' y �J �� 1 2 3 � �� �� j� ` _ /✓/ � `-� � � � � � � �_ �_ � � / I %I `� `I � i /`1 �` -T��'/ r�---� _, ! f� J J , ; -,i � C ; J I �, � � _ � �/ ► \ 1'�.� __ �. �_ ; ,1; I � , � PROPOSED 18 _� l _ � ��'! 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I I �i .; ' _�; l �' " �/ � � / i� � � , ! _ , , , , , 1\ �,\ , , � ,'� � . \ � , �. � �, �"^- 1 � ` l, � R . _ , 1 _ I `� I i '� - B 5125 5120 5115 5110 5105 C 5100 5095 50g0 5085 5080 ° 5075 5070 NOTES 1. VERTICAL DATUM: NORTH AMERICAN VERTICAI DATUM OF 1988 (NAVD88) ���� � � � � J Z z � � � I I � I I I I I I I I� I I I � I I I� �;� I� �� I m I I v� � Q c� .�.� � Q .� � � � m o � W � � � N I� � � � 00 ~ I � > EM ER EN CY SPI LWAY � � ••� � �� c� ELEV. 5114.5 � I a' a' � 0000 � _ ^ - O O O ^ W w EXST GR U N D - Q -- � � `� `n II `-`� � "� II - �`J c�n AT CENT RLINE = I Q�� II II � I Q o N II � `� � � � N � � O O � � W � � Z Z � W pp � Z 0 -c0 � � � � � � � � PROPOS D OUTLET \ � � �o � ,n �z + � � o I-_ � > > H� N � � � � STR CTURE AT �- � _ � �� � II z z z �� `�' II z z _ �� � il SC NIC VIEWS � � � d" `n \ POND �� a�00 N C� ����CO CO � Q�� �� I- _ (n�(n�� � c� U)�(n�co c� w��o�z O , � � � � � — - �_� � - -- -�- - � � � N O > > -,- _ I I_ � I _ I I_ EMERGENCY SPILLWAY �� � � I_ I I_ I ' I_ I _ I �v II z z I �; %- EL V. 5105. 3 � � � Q � � � ������ _ PR POSED OU LET � STRUCTUR AT _ —�- -�-� I_ �_ , � � _ HAPPY H ART _ � � _ - I_ � � PROPOS D -0.35 �I FARMS OND �- �_ 0.31 � -, __� 36' RCP, �-- 40 .0 LF 36" RC , - 0. 35� — `- -- �-- STA. 0+52.72 164.6 L FES -0.52 0 �--- _ IN ERT ELEV 5102.00 � STA. 4+88.12 ELEV. 5100.01 '�'� N � 0" RCP, � '"��� � , ��� N�� PR POSED 30" RCP, 15.4 LF � 1. 5 � cNo � -`�j- �� GRADE 117.6 LF � "` � � " ��!��....; Q � � �� IIU `r' `� o Q�� STA. 42+24.43 w� w�,� N w� w� r°�' � 48" RCP, - �� 55� �II ���� I VERT ELE . 5098.00 �� o 0 o I o� o� o � 31 .0 LF z � � �w rn ,,.� _ + �-w » -0.61� �- �� Q±�� d� � Q oo �� 66 RCP, � oo����~ oo��ll�- 29.4LF zz �n�� Q�� �n�,^ Q�� � � �' - 20 0 -� I I II �c~n�� I I �� �c~n�� 66" CP, � �'� � z `� � z � 389. LF 66" RCP, �> I �> �z �z 313.8 LF z z- o - o o '"� oo '"� � �- JI�J 5120 5115 5110 5105 5100 5095 5090 5085 5080 5075 CONCEPTUAL > � N OT FOR � � w ;ON STRU CTI ON � � � J J Q � 0 N � m � U o � Q � O � � ._ � �� 3 � � O� U `� 4- o� U Q LL z = � � Q � m °- a z � � � O � i= � z Q � J Q � z � 0 � Q o � _ � J U U z � w Q � � � � z � O �n� (� _ � � > U �w W o- � � = L� � o� � � �- o w� �� � �� cn W z� 0 z� Q� �� � Qw o _� = zo � �z � WQ _ o� w� w �-'� �- a Q �� o �Q �� oz z �- o � z� z cn v, o � z � � m o � �� � �., m o� o �Q � � --� � ''' o Q = ~z c� cn o U � Q L''1 N U � � O �_ W� �� �Q Q zz 0 �w cn o w= o� 0 zz Q �� Q� w� (� � z `'' wm J � O O o C� z o ¢z � � �� O w � �� �Q � � 0 0� om � No � =Q � � --� � � z w � � � 0 0 � 0 w � � w � Z Z � _ � m � � w J z � OL.L� 0 J � w � � � Q ~�0 � wZ� � Ua� � Z� -� J °- O U Z Q U 1 "=100' 5070 VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE JANUARY 2022 5065 5065 PROJ D3345400 55+00 54+00 53+00 52+00 51 +00 50+00 49+00 48+00 47+00 46+00 45+00 44+00 43+00 42+00 41 +00 40+00 39+00 38+00 37+00 36+00 35+00 34+00 33+00 32+00 31 +00 30+00 29+00 28+00 � 27+00 DWG PC-C-001 SHEET 1 of 4 FI�ENAME: PC-P&P.dwg l>f � \\\ � �G\� ,�� +1� , � � � { EC ������ �� .(`R� � �� � r � r� r i N i `C\` ' 4. v` � � ;/ 3Q' U . � �� s. � . ; � � � � �w�'� : ..� �� `� � � -i� �K' 3�.f�<� � � +,; �„ " r��.,` - v >'�.4� , f,, �s�'` � � 5 'T �u ����� ,a l� a. ._rf. `� , �:��-� j' �t f.� � �';.::'.`�_ � � '"�p� '-. ; ' � ./ �����. :�,.Y = - , ,�ti , `�i: ��` r � : ��_ � 5`�'���� 0 �``��`''`� �{� --� I� +� ���',r: � .r"`_� _ :_--r p R� ��� � '.;r-- _ . , G .��' . t` � .,�' ''' �-�° $`�" r R � A � ,,}�� � T1l..�TY & � . A �;� �'� . � � 5 � . ._.�- � • �` ,� . . `# _ �� e� a� r� er"� � w p■ �°��.�'�e �+■F� - d = 1.i' XC 2-2 � d = 1.5' XC 3-3 R, (SECT: 4=4) d= 0.7; XC 4-4 d = 1.2 i1 C ,�� . . . � _�. � °��.; �, ��� ._ '� . �� ,. �� , � .���,• i � i�� : i,.�, r � �, �, � ' -�/� �r' , �r � � ~. ♦� i : • ' �� /"� �:; _.-. ,'��� ►'`: :�. { ��. � � f, &�'DRA{NA( .66 LF i 2" RCP `69.95 LF 6" PV 12" FES 6" PERF. PIPE i s'x2s' covRse AGGREGAT� #4 pER AASHTO l0'x1 �� CL,ASS 12 RIPRAP � 'F'7��'`;r. .,•,�. ���•`,''`"" i � ' M � w���. 3 I�� r.��: ,. � 4� To�sa��. a�P r� Jc�r�o� 4 SECTiON A--A �sE+�a. SECTfON 2-2, 3-3 & 4-4 4 ORAINAGE SWAL� CONCRETE CHANNE� ,....:.�.M...�.,... .... . .. .. . ...... ... ... .. . ..,...,....�. � r , � � : : �LJND--�_ . .. __.. _._ _ � ___._' ' ..-f" � . ..... . ... . . ` � .... .. . ,,....�.._., � � . - �..� . _ �'" -- � �. -- '� . ... � .... { - � � CLWr n�..r��. �w� � �— �-m� tb�x3 ' CLASS 1 ftIPRAi' SEE ��SF{EET S00'53'20"E � 10'X20' RiPRAP SPiL�WAY' (SEE DETAIL SHT.S) 3�o:2a I �A i1T1.E � � �o�••. 100.00� KEY E����. ��� " S1RAW BALE lxKf ' t.7L7) �~ _ , ,.. � i e SILT i'Efh:E � F ' � x �.r/ c ' + s�� � �p —�- ; � = : ��r aeo�cnoN ;.i' # - TEMPORARY CRAYE7. � a;i-:.;�•=: ccw5�ucnoN ai�u+ce � '� . � � � t . � ._.Y` � y •: �_ �,,f , t '. . � �p TfNSRORARY RETENTI�N PQNO Si1�lMAR TA I `: rMj VOLUME' PRQVIDEO 618,552 CU.F7: t 4.2 AC—F I; VOLUMF ��EQ�.YIRE 2�HR�STORM RIiN �FF-2 S{TE C - , (2Xzlp�- , 't �1400—YR.� ELEV. =, 8112.46_ (2 X 100—YR. RUNOf SPILLW�}Y �LEV 51i2.5 . �E �REEBOf�R� '� �. . 1.5 F1'. ' MAXIMUM � TFL��-� Cf.S Eg0►1 ci,._....,T� _.. '�"� ° � 0 CFS OVERALL* . ��... J � , ` `; +FROM 5WIYiM MODEL , �,. . � �;: CLA1(�,�BARRiER �. �`'� Q : � CUTOFF TRENCH � ' {SEE SHEET 26) P °�. � � � z � _•ti i 5, I � � �_.�1....�' I ; 50 � 25 0; 50 1 t �� � -� e� �F City of Fort Collins, Coforado UTILITY P�AN APPROVAL APPROVED: Director of Engineering CHECKED BY: Vlpter & Wostewater Utility CHECKED BY: _ Stnrmwoter Utility CHECKED 8Y: �,. pa-ks & f2ecreation CNECKED BY:._ MENT Dote I Dote Date �flte J n„�a � ��_ ,M re► ,� .� SCA�E: 1" = 50' 1�} �AL�L�S�IRVEY SNFORMATION _ � PROVipED BY RJL SURVEYS. ' 2) GRADING Pi2EPARED BY CIViL � 3) DETENTE�N PONED GRADING�S). SY JR ENGiNEERING, I.TD• � � �i � 1 } � . I, I . ' . �. 0�0� ''•L. �i' . F w +a� : �,k,� Fp •.'AE` M ♦ �• o �`' : o . � ,� t�-t� ,� � ��2/�-i . g � + r 2 8 Q • * . t .. M :a°�3�►t t`?8 .o�i O�t�•�°o�����°��• ��` � �•'�:�ONAI. *�i�� i � s�m� • �*L�idstone &��Anderson:�lnc:'�� �!' c�� s , :urcKvo eY DATE �ua�d�nq iv a�cJnlei��a �ian w�n��; � ��k ( D�aro���y� �r� ��ayion (a��idl �e�0� f �oi �e a�,�r�(w�f ���rG�ineen�iq � I�GrGin I�1996 fi{,e defewflo� Pond WIII OPeYqIL q5 U rG�'C�1�'lOv� �70/1��� bein� p�m�e I �,�fo �ie �V,�� Canal, � 71�ePan�will �na�lea W���rc��alify5;a�agccors�por�er��f� wti��� wil( �e ��mpcd ��In•F�e a+a rate aF �D ypm, �`����.� = o,sa�-�f �+ I � s�oi s� SHEET OF a� sce�tr���ws wi fti a�fF/o�a� Pu,�� �provie�ed = b,(�aa�-�f a ee , � Zfiya55oniedi�n�,�h-�,e 2N�iie W���rquab��pivie uol�n,e ��ov��led ib,lnac�c-�'!� �s�'v��a���e b2yl�1h�v�q 4F i�l5�v��ri, J �— �,e 5i-vrr� .�I���s w�ll he puv� ped �,n�-o �tie �U�� a� u �u4e a� �o J pm �A�p�ox l, I L�9� , G+A -hme qPProwmc�'ely a�I hvor5 aF�C� GI IGry� s�-orrr� eveh�. �onse �EhFty -For �'I�e �u,-poae b� -�ht Swf�N� �todcl, �%�e pan� wdl �,u�c urb disctiu�ya un-%1 %�e 5p�r�w�� hccv,vre3 co�i've- � 1{ie5 t��Wti lyq ID�F4wi�eSeci�On a%e�Guufion Sl�a-5 IF/�Ic�nwa��c�G�irtt�b✓Cr�fvW5�7p�ir,�t1 �,� �vm�51- dry�✓�`yeway, a= C��I a�a :(a,G)Ga)�N� a�a abaieeleuu�,on SI�I,�,{�;e leh,�fl�i5 a�a�� ��ta��)(in)L�Ie�-511a�5�3� +�,GXaBo)�6�er-5�1�,o)�,s ��2JA�ru� lofa� `,}�ic�L 'WQ�dn,e ��cc�ve �o�uail ��SGhar�e c����) cu�-�+) cu�-�� �,�.�� c��s� 5098 n a a o 510�-5 l���a d,�a n d s��a. s i�-a� �,�a i3,�� d sii3,d �s,�s �-�a ��-s3 q-a s���-o �b,s8 b,�a l�-o�� N�-8 su�,a _ j�,a3 o,ma I�-�I Caa,� �<�, , sn�l,`1 r�.'� �,e� �a,�� P--•., �� ,s � � � �� � � .� :� ;`; ( � FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE 2ND REPLAT OF SCENIC VIEW� PUD F Prepazed for: C&A CONSTRUCTION, INC. 1777 S. HARRISON ST., SUITE 908 D�NVER, COLORADO 80210 Prepazed by: JR ENGINEERING, LTD. 6020 Greenwood Plaza Blvd. Englewood, Colorado 80111 (303)740-9393 May 20, 1996 Revised: June 27, 1996 Revised: August 26, 1996 Revised: December 5, 1996 - Revised February 5, 1997 Revised April 14, 1997 Revised August 18, 1997 Revised October 21,1997 Revised Mazch 10, 1998 Iob Numbtt 9082.00 e 4. � � � �', � �'i �,II RETENTION POND There is one retention pond proposed with the development of the 2nd Replat of Scenic Views PIJD. This pond is located in the northeast corner of this site. This retention pond has been designed to retain two times the 100-year developed runoff from the Scenic Views site. Stormwater runoff which collects in the retention pond will be dischazged to the Pleasant Valley and Lake Canal by a pumping station located between the retention pond and the canal. A water quality inlet consisting of a perforated riser pipe with a gravel filter is provided witivn the retention pond which drains to the pump station. The water quality inlet and the water quality volume provided in the pond are designed to drain the water quality volume within 40 hours, which corresponds to a pumping rate of 70 gpm. For larger storms, a 500 gpm pump is available which will also dischazge to the canal. The larger pump is intended to be started manually about 24 hours after a lazge storm and will tum off automatically when the water level reaches the top of the water quality volume. The smaller pump will hun on and off automafically to drain the water quality vofume in a period of 40 hours. An emergency overflow weir is provided at the east side of the.pond to convey flows in excess of the design flows. This concept was deternuned as the result of discussions between Bill Veio of Solitaire Properties, LLC, and Glen Schlueter of the Cily of Fort Collins Stormwater Utility.) (See Appendix J, pages Jl through JS for calculations and Drainage Plan for additional information.) - To control groundwater infiltra6on to the retention pond, a clay cutoff wall or shirrywall will be constructed around the perimeter of the retention pond. The cutoff wall will penetrate permeable layers of soil that convey groundwater above the� level of the bedrock and essentially isolate the retention pond area from the surrounding groundwater effects. Additional information regazding remedial measures for water quality enhancement aze included in "Stormwater Quality and Management Control Plan" prepared by Rocky Mountain Reseazch Institute (Reference 7, also included as Appendix K of this report). 5. � �� SWMM Model The 2nd Replat of Scenic Views P.U.D. is located in the SW 1/4, NW 1/4, Section 16, Townslrip 7N, Range 69W. This localion represents Sub-basin 11 in the Hydrologic 13 �� � � 1 � , , _ a� : 1 � � f o� f � ,1 D . ,. c�ur n�...� ..� �— �/ CLASS 1 Rlf E 2. 3 0: ON SEE�SHEET 2 ENT / / �„ P 4'�v/�./i��..�_-- . . i� � F 0!, '�� �'�� �f � . ,. .. s. �I/',' � . . . � . � / a � � �,d �s'►i�f I� ;6 •. � ��1� w���i// ,.�. . � + * � • '��� , � � ; ,. ♦ f � �• . ���� % . ,►.u��� �� _�� • • � ." �� t � r :, _� y"* � �, „nn Zyr^- J,� • p� . L�r, ,.,�~f-� 15' ��IUT`( & �RP�A �'`� . f � � f� � � 0 � � S�� � � ����, ����� � d = 1.1' (XC 2-2 _�.. �d = 1.5' (XC 3-3 R(SECT: 4=�1) d= OJ� {xc a-4 d = 1.2 (XC A—A — �i. � 2� . �,. �,� ..F.,�„ ,.,. � � __ { 5 WILL 1 �—_ �„r -.� ;��-..} '', ri�r�.; '._J 1 4�� MIN. ICTION 4 4 TOPSOIL DEPTH sNEo. SECTION 2-2, 3-3 & 4-4 SECTION A—A �`' DRAINAGE SWALE CONCRETE CHANNEL . . .. . �:........, :. ..�....�..., ...... .... . . . ........... . . . . .._,. . .. .._ . I � � kLJND�_ _ --__ ; : ..._.,. _ _'� -- . . � . — � \.... -T��, . . _; � ._. _� � ., __ , � _.._,..... � . _ ......... _... ,_. � �-- _ __._. � \\ a 1 1 � `� N �\ �' . � � �1� � , m G 1� , ��� ti �t ,�� i �O �� , �. 10'X20' RIPRAP SPILLWAY' (SEE DETAIL SHT.S) �. '� � y M '�! I�' : I i I I '� �i � §, '' ' � Ji � � ,, � ��� r � City of Fort Collins, Colorado UTILITY PI.AN APPROVAL APFROVED: Dote Direcior of Engineerincj CHECKED BY: Doie Vlater & Wastewoter Utility CHECKED BY: _ Daie Stc�rmwater Utility . CHECKED BY:_ Po'ks & Recreolion CHECKED BY: Dole n..+e S7RAW BN.E D�KE >— Y J � I LNi— mma�w �, � � •' s�7 iENCE � O ��_ L�iJ a' N ' f_;5��n«� IP �' � ` �i O � o IfIAPORARY CRAKL s�e:��..:: , ca+Smucna��n�mu+ce � . (/� . . , : i i i. �� � � (n (n '� , �: t �.., `. . - . 0 � 2 Z � 5'- 'i ' z 0_. U W W TFMRORARY RETENTION POND SUMMARY TABL z� g VOLUM�j FROVIDED 618,552 CU.FT: (14.2 AC—F � Z p�� VOLUM EQUIRED 618,552 CU.FT. (14.2 AC—f � Q O O , (2 x�1Q�rYR, 2—HR STORM RUNOfF— SfTE C w� K U U ��700—YR• ELEV. =, 5112.46_ (2 X 100—YR. RUNOF � F� F� SPILLWf�Y €LEV. 5112.5 � Z U U FREEBOqR� � 1.5 FT. p cEs Eao,� c�� a . MAXiMUM QL�TF� 0 CFS OVERALL� O +FROM SWMM MODEL � # CLAYi BARRiER � —.� � x• � , � CUTO�F TRENCH `�_, (SEE SHEET 26) Z � N"' � � rn O \ Y X >- `` tn N O X � , .� _�� ; 50 I 25 0, 50 � a `— °o o.. :i � J W m�r m m � � � U � BY JR • • � SCALE: 1" = 50' 7�SUk�Y INFORMATION _ PROViQED 8Y RJL SURVEYS. 2) GRADING PREPARED BY CIY1L . ENGINEERING SERVICES (CES). 3) DETENTION POND GRADING ENGINEERING LN / 5 . U � W I � Q J " W • _° � a � e Q ' � N � O � � Q W J � Q O C� Z Q � QU 6 J FI � � � � W Q J O � �� ULATING ACTUAL DETENTION POND VOLUME USING CONE FRUSTRUM FORMULA: ME=1/3"h(A1+A2+SQRT(A1"A2)) WHERE: A1 AND A2 ARE THE AREA OF THE BASES o� 5 5113,6 I�o 511�1, d 5i���a Si�M.4 b,a O•Z �5h5�� �5,571 �s,s�i � 5, 5i1 3?,�$5 �,sB,q�l I5, i5 �5�591 ?35,3ao Il�-$s � 5, i i�} ��/ �f'�-1 11-&3 . 15�11H ��S�iSYg ��.5� �J I JOB # 3676. DATE : 01/22r BY: BM v L, R Engineering, Ltd. � ,oe �a.�.7��2 �� nn p���� ox�c. PRO1ECi' �ENiG I//C-!�C Yu.�/. Bi _L2CU�✓_ el' nn7'e `,?.?- % susrecr I'�Ff�'M'ionJ POr�O" �,JATE2 QuAt�Tv �n�.mE sxesrHo._oF_ , . . . , , '; /� ,. _. , Z/r1PEQJ�CY.tSNE$5= .' fX/%d -"� i ��GU.- U,;,� �NcNCS. _ WG�c�=L�;—�)L?�.; A�Q�s� = o. y� i��r Fr- : SEOrm6niT /7CLµ�'^c'�A�r0�1 fAC.702= /���0 Fs�Q,�..s 1 ._ pR9iN9GC �Fr�',Qi.r� V«�.�f 3 .. Wacu= �2Lo.yz)= � �F-� dwQ: iSFr � �.c�Ar�2 S�PFAcF :�JE��rror�S : . ,� � �EA� =.. ' .i=vE�4 /U• �/�Ae = .ZS"_ 1/F9Q ' ��C��v AQ r.S��Ci.s, , . <_.._..__.; _...._ _. _. ; _ I� nn \ _. .. _ .__ . - /cEQ�:�EC i-iRE�I PF� /iow �i�� �,/ _ . % S 1a � --� . F6URl' S-3 - Auu,r,� d � ,DIP W� %NRFA�'Q CaP _ ._. _ % '' yo� ��,��r�� = o, i96 �,� ? _ � - - �,�,� � _ ; _:. ;_ , ,, � •. 0,�96 az'� 9,,-/g---� /D. yo�s;��� ��rpE�. Ro�, : , : ., , _� . . �._:. � _ ,_ _-, . , �, „ , _ - dwQ.- /,S - /8 < : ;__ , � � 7��cAAc� .�P ; t : w. _ ; , i , ;_ � , ` � 3 � �+ -9— - i + , y' _ ��� i } ` �� oF'_.�dC _.� ���1 �� ;... y�� ._. ._ � .�. �. ,_. � _ ( _..�._;._� , , ; _ � . : ; 1 , i t __..�. _ - � -, : . oo : t , -� _ _.+ , , „ � �..�_�_ -� .� . ; , _- -� �-- �— �� , ; ` ' ! �y -. ao� -_1 � , i .- =_-�- , �� ' .�„� _ _-' ; �. �. ! -1--.1�; ` -� -�-1 _�- �--� u _. x ;.. ,,_ t --- -.. ._.._ . _. � } - �� � j r � , _ .�._,._ . i ; { , ; . ,� � i ,., t �_ � � .. ' , _ ��t � �..� , }_._ - , ., : ..1._i � � ` ._�, � _�_�.�_-�_ _..- - �--�--,-..f.._.` . ___� -�--�--�_-�-.�._._i __�__ � , � -�-- �--z--l--- -. -� - T � �. � - ♦ �� ��� i I ,—I I � I 10' X 10' CLASS 12 RIPRAP • 24" BLANKET DEPTH 6" TYPE II FILTER MATERIAL 66' DIAMETER MANHOLE --- ---- W/STEPS �� ��� ��� ��� III I I I I I I I I I I ' I - I I I. ._I I I I I I —� � I I I I I� I I I I i FLOAT SNATCH — 500 GPM PUMP SHUT—OFF (EL.=5101.0) � FLOAT SNATCH — 70 GPM PUMP ON (E1.=5098.00) I^ I — FLOAT SWITCH — 70 GPM PUMP OFF (EL.=5097.08) 1 I I " . r� � ' a 9 � 0 1 T ACCESS CAVER �� PLAN VIEW 0 h ELEVATON ' 8'D5436M 27 24 14 M � � . � X � riores: ' ' �y (1) AI,L DIMEN&ONS ARE IN INCNES UNLESS NOTEO. - (� CLOCKWISE ROTIITION SHOWN COUNTERCLOCKWISE 18 (2) FOR USE WITH IMPELLER DES16N TBp1A AVNLABLE. �� � N (9) FOR USE WITH IMPELLEq OESIGNS T8p100R TAKCSW. � (7) BASEfi ARE DESIONED TO HAVE FUIL CON1'ACT WITH � (<) 5400'S AND 5�OOM6 ARE DIMENS�ONALLV IOENTICAI,., pROUT OR A SOLE VUTE 6ROUTED IN PLACE �- (5) RBDOM/�B�tlJWVYA76ilE4aPoRCPMNOlBdPHUT7t (� NO7PoFc)OMS7AUCnON.ttJSiAWnd(ORAPPI.ICA7IDN w OPTIONAL CONTNIpUS IN AIR MOqFICA710N AVAIUBLE, PUqPOSE8 UNLESS CERTIFIED. DMEN310N6 $NqMI MAy F VMY W E TO NORMAL MANUF#CTURINO TOLERANCES. � SUBMERSIBLE PUMP M' N a 0 n < � r O a ;; 0 i � _ ', .. � —RIAf ELEV;� = 5115.0 '� ., � , , , � � , �' ' � � . ` . . 1 111 �� � � � I I I I • • I I( ( I� I I I � I I I , — 57.66 LF 12" RCP O 1.0°6 � f II) II III III II) I�II — I I I I I I I I I I I i I� -�� i�■�I I , III III II '1.� �� . UT = :510,0.42 INV. OUT = 5097.5 , - INV. WETWELL = 5094.5 - � � � , �i I���������■��■�` ������� ��������� •� • � . 0 8' + . 1. „ , � �, r � 0 n RETENTION POND OUTLET �1-1/2'diameter Air Vent id Threaded Cap t/2' dametx hdes 10 hdes/row 6' Ductpe Iron ar Steel Pipe Ccp 3 Gravel (3/4' to � 1 1/2� Rock) Around� Perforoted Rfser , wat� Riaer Pipe (See 0 0 0 0 r\ �. 2" RCP FES /—INV. IN = 5101.00 :I � NOTES� 1. MAIN PUMP CAPACITY IS 500 GPM. FAIRBANKS MORSE 4" SUBMERSIBLE PUMP MODEL D5432M. TOTAL DYNAMIC HEAD 22 FT., DESIGN DISCHARGE 500 GPM, 1155 RPM, 5 H.P. 2. LOW FLOW PUMP CAPACITY IS 70 GPM. FAIRBANKS MORSE 2" SUBMERSIBLE PUMP MODEL 5431 W TOTAL DYNAMIC HEAD 22 FT., DESIGN DISCHARGE 70 GPM, 1725 RPM, 1.5 H.P. 3. THE MAIN PUMP WILL BE MANUALLY STARTEO AFTER CHECKING WITH THE DITCH RIDER FOR AN APPROPRIATE T1ME TO PUMP THE POND. THE PUMP WILL BE TURNED OFF BY A LOW LEVEL SHUT-OFF SWITCH IN THE YVETWELL. TER QUALITY INLET - SEE DETAIL CLAY/SILTY CLAY (TYP)� PERMEABLE SOILS/SAND/GRAVEL INV. IN = '• � -IICII=II �..=1-��I1�II���� =_ =-n .1 It I ._,�.-� _� �,� TH FILL (ONSITE CLAY) � '�' , . f,' ..w• • �. Y�� ;�. .: •. • O o 0 0 0 o O 0 0 0 0 0 o O �� F— f' / ' � ' ..�� •• . '; . •. . .: �� • . • o • o • o a Z � U' W W W � J� � . :�a" :.. ,�:.. ... ' ! �. ', : i.. ,. . ° o a e e 0 Z Z � � � ' • . r'. =•: ,�,�.t, ', �� ., .. •�' . .. • „. S O Q O O O . • • '' �� �; MUMUM . � �. ', w F � c� c> c> BEDROCK/WEATHERED SHALE ... Z � FlLiER FABRIC, MIRAFl 140 N OR EQUAL 6' PVC Outlet P(pe� \ �--INV IN=5098.00 �—ADAPTER TO 6' PVC WATER QUALITY OUTLET STRUCTURE �'��..I� HIN(iE SIDE ACCESS OPENINO POWER CABLE FLOATER coHraa INRUENT PIPE UFfiNO LUfi9 .. •.� �,�.�; ..� � � � � � � Z U U U O a Z O F APPROVED CLAY FILL OR SOII/ Z BENTONITE SLURRY WALL w � O � N M� tn Z =-- NOTES� � � � t. EXCAVATE TRENCH 2 F00T MINIMUM INTO BEDROCK & BACKFILL WITH .�� �� —� APPROVED CLAY FILL COMPACTED TO 95% STANDARD PROCTOR DENSITY �� Q PER ASTM D698. SLURRY WALL CONSISIING OF SOIL/BENTONITE BLEND N APPROVED BY THE ENGINEER MAY BE USED AS AN ALTERNATIVE. �}}} w W m m m J F_, Q �� � � U � CLAY BARRIER CUTOFF TRENCH _ N.T.S. v � � J w � City of Fort Collins, Colorado � W UTILITY PLAN APPROVAL V —� f=' , Z Q � �„sQ•' �.,y APPROVED•��_. �_���' 2 3-25- b W � W 0 a� p f ` f,. Director of Engineering, Date (� W �— ..... �r�p0 RE'Cj•• h.4>•'�+L A6��•,��r�� � 0 Q • � .•••'• . ! • E' + �` CHECKED BY: ���,�.•�,R L. ,y�•f e�,�► .�y�° s ; • I�i� 2•6•�S � � � O � V Fp ;� � �� �+` Water k Wostewater Utility Date � a V �Q� t�y� ., + + � � / �f- � � � / i�`' L� 2 *� :y .'JI2�9�'�w: CHECKED BY: �, /�J�.•,/ 3-.20-?�S� J a W � j f e .�'a,� Stormwater Utility Date a � ; I z/c�� ; ��t :�f�s�•'_.••• � e.`a W ♦ .�� �.••��I +� Np� � a CHECKED BY: � ��S�aN�� E���j��� Parka k Recreation Date � •��.* CHECKED BY: � J Dote Z � � N � CHECKED BY: iM UtNNy Rw haw b�w� sipMd by IM MnrM Yall� anC lar CrW Date Co"�nY,��+M�aNnotm�nk�PP��M�m«iiq,�q, p����''�� BY PLEASANT VALLEY �C LAKE CANAL C0. SHEET 26 OF 26 d�Mq�, conafi+ctlon, c► oM�r protadon� wik. 71r Npal�na �rn �' TH S D A Y OF Fis 1� wry ww m. compmy n..,..n w.,n..u,,rpiw, Na 000r«Nw..dlnn —. � ssp 1M O�w► bpr°vidire NN°mrtl°"' 11� O�rw ar�d 1� po�k�r� k ' JOB N0. REV. 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' ���.� f ����� `�.�`; � , ��. ��,��ri'�,� � � i•* �°���"�'9� r.t ''�°� � + j �` � _ „"�,A'�• . � �`+i,�..��;, �'" e;:,��.�y�;-j;.�a a� -r�;* _ ��,i � � .a ir: 4j �'".-o;�`���!:� _��.:. . .. - . .. .. _- . . . � , .1., �.... .:,. , , ._ , , . . . _ . . . _ ':�1 � � . � i Z � Z � = v z � w � v � � - O C o' � :, a „" � Q Z � �z �o 0 � Z Q Q U � O Q J � J Z � � � Q m Q � � zwz �z�rn O O v ' � I � �—I�i � � Z O � O � � � O � � > �z� � �Q � DRAWN BY: MMC DESIGNED BY: MMC CHECKED BY: AMH PROJECT NUMBER: COFC2012.01 DATE: 7/3/2013 SHEET: APP. B Table 3.2 100-Year Peak Discharge Comparison Table. SWMM Discharge Percent Change ID (cfs) from Previous Location Study Mulberry Flow Path 304 114.9 6.4 Golf Course Pond 205 641.3 28.3 Taft Hill Road 3 463.3 57.1 U/S of Briarwood Road Plum Flow Path 850 50.6 -4.5 Skyline Drive 852 63.8 -17.1 Glenmoor Drive 220 434.6 -13.4 East edge of Taft Hill Road 853 407.0 -16.4 West edge of Taft Hill Road 118 352.2 -11.3 854 354.9 -25.9 Ponderosa Drive 855 192.6 10.1 Pear Street 315 193.3 49.8 Kimball Detention Pond 856 200.4 36.3 Kimball Road 113 154.5 51.5 Elizabeth Flow Path 445 10.5 101.9 Elizabeth/City Park Intersection 444 200.5 0.3 Elizabeth/City Park Intersection Clearview Flow Path 861 226.5 6.3 272 257.8 -25.1 862 334.5 -10.1 Clearview Ave. 276 390.5 -42.9 Clearview Ave. and Taft Hill Road 863 405.8 -40.1 879 426.0 -41.6 871 396.8 13.0 Canal Importation Flow Path 242 526.1 -2.4 Confluence w/ Spring Creek 244 521.9 -2.6 Shield Street 241 481.4 0.7 864 436.4 -6.6 Heatheridge Road 40 429.1 -7.5 27 718.7 44.3 Fairbrooke Pond 860 196.3 -3.3 867 256.7 -9.9 COFC2012.01_CI Basin Hydrologic Conversion_Report.docx 12 ANdERSON CONSU�TING ENGINEERS� �NC. �• 0 � �. �jblyd�� ��.;X MulberryFlowPath � .'• �;�p��"Q! • I -- ',�,+ . '�" `i�' ��w . � � � � ,� � � � ... (MulberryFlowPath ����... ��� � Y��;� �i �± � .__ ! uNew Fiow = 463.3 .' � �, Y,� i- � Mulberry Flow Path � J o v • rc � ,„ , „� :,. ,.� h � R,� � p ` , Difference = 57.1 4; New Flow = 114.9 '� � �� ,��a�a .L'�� � ��,��t � -- r' - ! , j. . New Flow = 64t.3 ,o DiKerence - 6.4 ��� ���'�R,���� . 1 �� � n rr�������e - 2a s�'. r� w�, �;,:. ,�. „ �_ � � l '� ` � � � Plum Flow Path ' ! •. ' �• .�;h/ � i � •,�,* s�3 �`. ,�� ;� ?�i �. � � . ,: �l � �_ Il�i : . t, � , . �• y `.�1 ,p��Pi� �,� _ a �t �� .! �i:- u _ .� ii`t � p ' New Flow 193.3 I . , ".' �.^ '�+ '. i ' �!'±�.M•,��4- -' .,�!��. �tA%�N �. -�"i' 1.� � �• io DiNerence � 49.8 � ? . - - �1� , •.!"� . • -', ,. r Y _ , .� ��, . , �. •� � �, (� � S - + , . " � : `� � � '':; � � Plum Flow Path . ��,. - New Flow = 200.4 � ; Plum Flow Path �y { � 0 1i PIUrtI FIOW Peih I, � r 4'� ;, _�'r�., �_. . Plum Flow Path / Difference = 36.3 __ . , I New Flow = 50.6 `,+ New Flow = 154.5 Plum Flow Path °ro Difference =-4_S I .,w,�� .:, °/a Di fference = 5 1. 5 � • 1 . New Flow = 352.2 New Flow - 407 P�um Flow Path _, , E� �- - New Flow 43 �.6 ', „_ % Difference 71.3 / Difference = -16.4 ,,t�„, �� - sr _ � ' . . % Ditterence - -13.4 Plum Flow Path + , w. �' .�2- ,y e -}.i,: �_. , � , �� '' NewFlow=63.8 '� �; a':= � ze;, . . : t rt - r :� :'2 i t�. �.� >1a � w� •� �•dn h .,�e t c S oo . , t.�' r z Difference --17.1 � r�i . . { ss*.w - � ;. ,v . .=r, ,e. . , �L_�.: . r.►�..� .�P.��Y. � _I 'qy A� �� 1 .,� r••.• � J . -..y p� '1,��y • � Ywr� ,�~ - � �, � L r , r ,;t�-i,���*�•, �' . . a � �, - I Elizabeth Flow Path �� i%,aL I'� �'�. �i � Y ' _ . ; , �'L_ � �� New Flow - 0 5 , • i - _ - . „ -• ' ' - - ��^+, �. •"� �' � % Plum Flow Path � a � ` % Diflerence200.3 "` f �1 � New Flow = 1926 �� - �", T ��p ;�, °io Difference = 10.1 � Clearview Flow Path i Clearview Flow Path ( Elizabeth Flow Path ' �_ - New Flow = 257.8 New Flova = 405.8 ' � °'o DiHerence =�25.1 io Di`ference 40.1 New Flow - t0.5 Plum Flow Path eo Difference = 101.9 New Flow = 354.9 � ,�'� y� , ' i• -�-- `� j °r� Difference - -25.9 ��j • �' _ , ',�; �q a � --- ` ,y�w)�s ,, i �� � k Clearview Flow Path - `�� ----- ~ • � , � i `.: � New Flow = 426 j � * `.i,'�'Y.��� ,�- , .-. M �,. ' _� ' �� ` i I ; % Difference = -41.6 � ;�, � Clearvlew Flow Path , .., : � r ;_ •�� - _ � New Flow - 226 5 '�'�'1.� ..��' � ;° � ��. - ` �' ��" - Canal ImportaUon Flow Path I `"� ,r• r► RAt� , � ♦''�. ���i�._, ` New Flow = 521.9 • �„ DiHerenc� �•: � a,. , ,, Clearview Flow Path � � �'��y ., ' . �,.i� ", s� � � j ' New Flow = 396.8 _ ,,.• ;, . 'f":+��' % Difference -2.6 Clearview Flow Path ' �� Difference = 13 � Clearview Flow Path N2w FIOw = 334.5 New Flow = 390.5 v: ca.,-v-ra.��o / Ditterence -10 1 0,o DiHerence -42.9 � :, t .� :. s , �� r. F � � r�� ' '�' �� + -:: . - _ Canal Importalion Flow Path 'y' . � � t. * , . -�, ,�. �:�ri �+ � f � ��a,. : ;,�,`'+,�.i►n .�;c' _ `! New Flow _ 526.t � ��•' r., � � '�,> ``" ` - � �� Difference = -2.4 � . r l :,.�.=+� �� �� ;r' '-, �. � • � ' � r . .i .��. o y. � �.` . � ,.� � _ o � t�� e- � k .. ' {� � H � � r , �.�, - _.` •., �� � '�-y,tr ��..'• ���J:_ , " . �;- �_f an Import �� -� t:_ C al ation Flow Path �Z S �`'` . r �.�1. � , ,•� � � ' � ; New Flow = 481.4 ��I . � tt I � � , � � � ;:. i D�fference - 0.7 � � ` � R � . • 1 Canal Importation Flow Path � . +: i _ � » � - -New Flow = 429.1 � ^�'"� � �,r , • d ' ','`�'�. _ ..�. ., � ,` i Difference - -7.5 � ,� � 'k �' •�. ; � i �: k'� CanalNew F ow� 256.w Path i ; - - --- '�.� 4.r `t � .. , . 1 l�..� , P -- �' �s , , f. �,� � } s '�„ °f Difference = -9.9 Ca�al Importation Flow Pat� �� . J y � � _ �`� _;4 - I New Ftow = 7�8.7 i '.' a ���.; �, Canal Importatlon Flow Path }. ; , , ti '� �� .?. Canal Importatio� Flow Path DiHerence - •14.3 � . •' � � ��_: r �. �'. , .- � ° �, �� . New Flow = 436.4 .� � _ New Flow - 196.3 y { : , *� � � o Difference = -6.6 '' � �� 4a DiHerence -3 3 t'' x'" _ ,.� . � "� � {,, a T j� y� ���� 4'y�� . ` � � �` ��� ��' �a . � r���' � :� .ef �}',?\Y �s�"�•� �`�� S��.S.���t, ^ � _ , . �t�� � ._ .,�� . � ,� i'. ! . �: . iy ?"x /� ' `� _ I � �, _ 'N C9AN.= �: _ � 'i� � ' Y T -��` � . � �s��w;+� .i���,.. �,wA�.'. .M'�� ,e ' -f �.`� �@`� �-� ^�.s[aL:� •:�h"•:.,�,x.. �T _ � � �. � _TM_, '!� LI � '-, �t. . . _ �f 4\ : � •� 1 � 3 �;• 4 = � �-- _ , _,� ' ��'-� � =ilE C��nl/ �� Z � � � Q� M � W � � U � O � J LL Z Z N � � Q W H � � Z � 0 U � � �3 Q N c� a W N SU �.56J F:et MGJ[RMMBQt C r ro:.o�� COFC2012.01_CI Basin Hydrologic Conversion_Report.docx 13 ANdER50N CONSUITING ENGINEERS� �NC. COFC2012.01_CI Basin Hydrologic Conversion_Report.docx Z ANdERSON CONSU�TINf� ENGWEERS� �NC. APPROXIMATE SCALE: 1" = 300' 0' 150' 300' LEGEND: P-1 � TH-1 � INDICATES APPROXIMATE LOCATION OF TEMPORARY PIEZOMETER INDICATES APPROXIMATE LOCATION OF EXPLORATORY BORING -�- � ^ . .� �� �,'. ,� i �� \ , }� ; � `�,�- ` , . a �� _ � ��� r � �' { ' �� �� � .,-� P—� • ,� .�. �� ,�� ������ � �. ,,��. _ . ., _ y r ,,� �i n� ',� �-� �""� � n i '�+ � �. � •� y � � � � � �,� L --� � — — , �� � � � + � �.��� � �`tt" —^�tir'+�� � •�, � • ' } (-�� r ". : . �' 'i �' TH-1 � � � � , J �� Orchard Place ,� • . �� y� s.• 1^�'1�. P-3 1 M y 4 �� � i� � �_�-�','��� .� � '� . ° � ��`� � . � .� � ��i�.,,-,�. � � TH-2 Y ~� , � �. ...... • r� . 'L;:n + �� � � � r � i. � 3 = P-4 �� W� Plum Street � ��a � � ..:� �i . , , r � � - -• . �.�. .� �;..;� ��.. r„-. �* P-5 � `fi' �.;,��'����' + � � ``: • � , � � '_A ,'•C ��' S r �. • ��'/� • :� � , . . . . +�:� , �; "' � �' � t �,�.i -:� „�r .�i '� , .. a .� ,� �. �. � - - ��� ' -��� �� - '�"' a., � . �}�; t• � � r '�' � . �° �� �� �- � � -� . 'tl � '.a/ , W. Elizabeth Street , ` � �#� ��; � , ,, _ � � _ �"'. ��'� � � = Locations of Exploratory Borings J.R. ENGINEERING, LLC POLESTAR VILLAGE PRELIM CTL I T PROJECT NO. FC10101-115 FIGURE 1 APPROXIMATE SCALE: 1" = 300' 0' 150' 300' � � �— .:�. ..�� LEGEND: P-1 � TH-1 � �= INDICATES APPROXIMATE LOCATION OF TEMPORARY PIEZOMETER INDICATES APPROXIMATE LOCATION OF EXPLORATORY BORING INDICATES ESTIMATED DEPTH TO GROUNDWATER IN FEET INDICATES ESTIMATED GROUND WATER SURFACE ELEVATION P-2 � . TH-2 • � � u,�►.' �►.. �\: ?� , �,� . .�� , � �� s`�� . .� . . �� � ;,� � G� � • �`,. -�� •_� P-6 i�}" • ," " 7 � rr ^ �� .�''�� �+_� r J � .� . 1 l� ' �,�r I� . II � M� � �A � A ��� .'� � �c �r !• ti. � � �„ �l � � 16,t w�_, • �`!'►. , ♦�'� , ,iI F .'� . �.� � � .1� � �--�'� � � � �. �� ���.�� .� �� ,� _, .� ;.�. ,� . ��` �''�,, � �. �� � � Orchard Place ; ' � � .� . , � ,,+'!t" " '� ��"'' � . ; ,�.•� � ; 4 `� ' f� � �� '� , P-3 ,1 ' • •r � � �• � ` '�i ;�'t�! � �� '� � r� �, � ��, �!� . ��' • � ; ' � ..�'"`� Y °���' �-�' `; �� � :� ' � � . :4 .-��� W. Plum Street �, , . 7 -, !'!"+! � . ,����,�'-- -- � L, . � �`� .;�' � � , :��p� ��'-� .' i � i �Fr_. ��� , . 1- '� �f ' � � � r�, • � �,,,,,� � �. �r� � ,,�' ' � � -� �' ;C, -• . ��'�t � . ` �:i3. '� L.� � �. � � � . � , �V !i!M 1 . � � • i' r. ;� �� �. �. , _ - ��r �S�•. . . ' ���� � � �� �� � F � - f � ' � �. ;'� �� '� � .r�.. � '�;.�i;,• � ► - � �'• W. Elizabeth StJree�et �,, � �C� ,,�. k #��,�.�� � . ',�� �.� � ' '�. �' N `� � � I !� . - - - � �. . . . _ Groundwater Depth and Elevation J.R. ENGINEERING, LLC POLESTAR VILLAGE PRELIM CTL I T PROJECT NO. FC10101-115 FIGURE 2 APPROXIMATE SCALE: 1" = 300' 0' 150' 300' • � .r '�,, ;'. ��1„- � . �� . �'������ LEGEND: P-1 � TH-1 � �8) INDICATES APPROXIMATE LOCATION OF TEMPORARY PIEZOMETER [5103.2] INDICATES ESTIMATED GROUND BEDROCK ELEVATION . �s . � �, V � � . P-1 " • (7) [5109.3] *� �+ `. �i ;.. � , �, � � , ,� �. � , '►'• � P-6 . °'' • �� '; �i�� - (10.5) � �?� -; � [5108.1] ► .� .� . _ ��s: � � . r�. 'S+�- � .�/ �' � ��� -'} x ii� J• � l 7 * /� ��r � � �� J.R. ENGINEERING, LLC POLESTAR VILLAGE PRELIM CTL I T PROJECT NO. FC10101-115 TH-2 • (12) [5100.5] P-5 . (12) [5103.5] W. Elizabeth Street � �;� . � � ,�� ,�`'!� = "� � ti �'1.. . ��� � � �r'� ��'� �, r� i. � TH-1 • ��) [5103.2] P-2 • (11) [5�Q0.�] 7 -� � : Orchard Place , ' ' u P-3 � '� ",; • -a � , (5.5) o ,��j� , [5100.5] � j� .� � "�� ,�, `� � � �.� Y ' � �� S � �:�' INDICATES APPROXIMATE LOCATION OF EXPLORATORY BORING INDICATES ESTIMATED DEPTH TO BEDROCK IN FEET P-4 W. Plum Street • �� � � ; .� , ���_�; [5099.8] `� � � �� , I � ' ' .�...;�, � :� '� �� � , �. , r �'� + ��^I 111, ,� � � �� � . n'r�,L.'�,� , � ��I �"" � ♦ ' 3 � ` 7' �� il� .� �' ' r '� p � � '� �{ � � �• ���1 �s r � t'.. ".�. � '�' ' ��,' �= Bedrock Depth and Elevation FIGURE 3 P-1 P-2 P-3 P-4 P-5 P-6 TH-1 TH-2 EI.5116.3 EI.5111.8 EI.5106.0 EI.5110.8 EI.5115.5 EI.5118.6 EI.5111.2 EI.5112.5 5,120 5,120 5,115 !�1)`�] 5,110 1 38/12 WC=14.1 DD=121 S W =4.4 5,105 ss=o.��o F'�I)`�] F 5,100 w w � z O H � W J W 5,095 5,090 5,085 50/9 DD=1243 32/12 5 W =2.1 50/9 5,080 39/12 42/12 o� izos 14/12 S W =7.3 � si�2 W C=17.0 LL=34 PI=18 -200=61 � 25/12 50/10 35/12 W C=22 -200=23 WC=13.5 SS=<0.01 DD=122 SW=6.1 1 20/12 50/9 W C=14.5 DD=119 WC=13.9 SW=3.7 DD=121 -200=100 UC=17,250 50/10 5�/$ W C=13.1 1 WC=13.6 DD=124 44l12 50/$ DD=124 SW-Z.$ WC=14.2 WC=13.3 SW=1.9 DD=124 DD=126 SW=7.8 SW=3.9 i 50/9 5�/� W C=13.9 i DD=121 39/12 50/11 -200=99 WC=15.3 WC=16.1 UC=20,800 DD=118 DD=117 SW=4.5 SW=2.3 50/7 W C=14.8 DD=125 S W =3.3 50/9 W C=13.9 DD=122 SW=2.1 �Qf:3 22/12 1 11/12 WC=15.1 LL=30 PI=14 _ -200=44 50/6 WC=13.1 DD=120 S W =0.0 � 50/12 W C=13.7 DD=124 S W =4.3 SS=0.050 50/6 50/12 W C=15.3 DD=120 S W =2.0 50/5 50/9 i 50/7 5,11 5,11 29/12 � LEGEND: FILL, GRAVEL, SAND, CLAY, SILT, MISC. DEBRIS, WHITE, PINK, GRAY, TAN _� SAND, CLAYEY, MOIST, MEDIUM DENSE TO DENSE, RED-BROWN (SC) CLAY, SANDY, MOIST, STIFF TO VERY STIFF, RED-BROWN, TAN (CL) WEATHERED CLAYSTONE, SANDY, MOIST, FIRM TO MEDIUM HARD, RED-BROWN, TAN, GRAY CLAYSTONE, SANDY, MOIST, MEDIUM HARD TO HARD, BROWN, GRAY, OLIVE 5,105 38/12 DRIVE SAMPLE. THE SYMBOL 40/12 INDICATES 40 BLOWS OF A 140-POUND HAMMER FALLING W C=14.8 DD=122 30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER 12 INCHES. SW=3.1 5,1 OO r � WATER LEVEL MEASURED AT TIME OF DRILLING. w w 50/10 `L 1 WATER LEVEL MEASURED ON SEPTEMBER 24, 2021. WC=14.7 Z DD=122 � SW=3.8 Q � W J 5,095 W NOTES: 50/9 WC=14.6 1. THE BORINGS WERE DRILLED ON SEPTEMBER 22, 2021, USING 4-INCH DIAMETER DD=124 SW=3.3 CONTINUOUS-FLIGHT AUGERS AND A TRUCK-MOUNTED DRILL RIG. S,OJO 2. BORING ELEVATIONS WERE SURVEYED BYA REPRESENTATIVE OF OUR FIRM REFERENCING THE TEMPORARY BENCHMARK SHOWN ON FIGURE 1. 50/9 WC=14.8 3. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS IN THIS DD=123 S W =4.4 REPORT. 4. WC _ INDICATES MOISTURE CONTENT (%). 5,OH5 DD _ INDICATES DRY DENSITY (PCF). SW _ INDICATES SWELL WHEN WETTED UNDER OVERBURDEN PRESSURE (%). -200 _ INDICATES PASSING NO. 200 SIEVE (%). LL _ INDICATES LIQUID LIMIT. PI _ INDICATES PLASTICITY INDEX. UC _ INDICATES UNCONFINED COMPRESSIVE STRENGTH (PSF). rJ,OHO SS _ INDICATES SOLUBLE SULFATE CONTENT (%). �5,075 5,075� Summary Logs of J.R. ENGINEERING, LLC Exploratory Bori ngs POLESTAR VILLAGE PRELIM CTL�TPROJECTNO.FC10101-115 FIGURE 4 � 4-INCH MIN. DIAMETER PERFORATED PVC UNDERDRAIN PIPE (WRAPPED WITH GEOTEXTILE FABRIC). PERFORATIONS (3/8" DIAMEfER) AT 5" O.C., TWO ROWS AT 60 DEGREES FROM VERTICAL. PVC PIPE AND FITTINGS CONFORMING RESIDENCE TO ASTM 3034, SDR 35. FOUNDATION DRAIN. --. SAN ITARY SEWER 1 M I RAFI 140 N e ' ' _' _ _ . _, '. • r `' � 0. �..a' ' 4 � . •<. , p��.. . ., „ A n ; r, • +� ' !} � �r ' , .. r .� •_.. �: : ..�...�. l ' � • • `�. � � , � .,.. ��9.•. .•.. ' . . .; '� 4,'. .r:; :a�. ..�~ • ',• �••'�j•':�.'��. y • ''*.,i., �.{ . ` ::4.; ; ��' • ; q." �` • . . . . 'a : • . I � � . .. . '.r. . 4" NON-PERFORATED CORRUGATED POLYETHYLENE PIPE (ASTM F 405). .�. •� � �. . . .{ �� • 4 :4• _ f• r� � 4 �,. ., .+. , 'y : . v � y,�' , , ��. . . • � ' �"a � 'a , r..4 . � a; : : .:i.;.e . a5 ' �,� � ` � d' '.a. .y•,; ..:, � 3/4 TO 1.5-INCH WASHED ROCK, LESS THAN 3 PERCENT PASSING THE N0. 200 SIEVE. � . S . ;. !{ .. . �a .,� � +�• ' . •d. ... �'.'•' A �: �.' :4 � ' �'�'� •' q • ' ' , `6 MIN.�: . . `6,>�' MIN.• ...�,' . . '' i'� . • °'.� , a: � .f � ',-'�' � e . • �� � •��� .�: �� � SPECIFIED - TRENCH WIDTH NOTE: NOT TO SCALE Conceptual Detail J.R. ENGINEERING, LLC POLESTAR VILLAGE PRELIM CTL � T PROJECT NO. FC10101-115 Underdrain FIGURE 5 CTL Project No. FC10101-112 Polestar Village Groundwater Monitoring Piezometer Groundwater Elevation (feet) Piezometer# Elevation(feet) 9/24/2021 10/18/2021 11/18/2021 12/15/2021 1/12/2022 2/15/2022 3/16/2022 4/12/2022 5/18/2022 6/14/2022 P-1 5116.3 5107.8 5107.8 5107.8 5107.3 5106.3 5106.8 5106.3 5106.8 5106.8 5106.8 P-2 5111.8 5089.8 5092.8 5095.3 5095.8 5095.8 5096.3 5096.8 5096.3 5096.3 5095.3 P-3 5106.0 5096.0 5097.0 5096.5 5096.5 5095.0 5095.5 5095.0 5095.5 5095.0 5093.5 P-4 5110.9 5088.4 5091.9 5096.9 5099.9 5100.9 5102.4 5102.4 5102.9 5102.9 5102.4 P-5 5115.5 5095.0 5104.0 5109.0 5109.5 5109.0 5109.0 5114.5 5109.3 5109.0 5109.0 P-6 5118.7 5115.2 5114.7 5112.7 S 112.2 5111.2 5111.2 5112.2 5112.3 5113.7 5113.7 Groundwater Depth (feet) Piezometer# 9�24/2021 10/18/2021 11/18/2021 12/15/2021 1/12/2022 2/15/2022 3/16/2022 4/12/2022 5/18/2022 6/14/2022 P-1 8.5 8.5 8.5 9 10 9.5 10 9.5 9.5 9.5 P-2 22 19 16.5 16 16 15.5 15 15.5 15.5 16.5 P-3 10 9 9.5 9.5 11 10.5 11 10.5 11 12.5 P-4 22.5 19 14 11 10 8.5 8.5 8 8 8.5 P-5 20.5 11.5 6.5 6 6.5 6.5 1 6.2 6.5 6.5 P-6 3.5 4 6 6.5 7.5 7.5 6.5 6.4 5 5 Ditch Running? 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( 1 ' I � % � � � \� i: �/ I - ; OCHEL TREE c�c � � �.--■� � � �� V � � �_-;�� ' ��I � ,� � � �/ / � / � � SOIV/V Y � _ � � -- �' � � � � �` � � - � - � � � , l ; _ � - - - , , � �� � % OCHEL TREE � � � _--- -,,,;-_ _ \ �,�\ , ' � � I I '��`� , ' ', -1� � _ _ : ,, , � _ / �, /�`- -� , . QU/T CLA/M AARON STERN/ � , �� � ��1; � _ . � � , 1=-- _- � � J s , �. � _. ,� J � I ,I �1 ,� _ - � - � �% ' + \. , ` . __ � f �_ = � - DEED , ;, , ✓OSSEL YN FAMIL Y TRUST _ , � � -__� �- , , \ 1 . �� <- �� \ � � l �. /' � _�� REC. NO. -- _- � ,� �� QUIT CLA/M DEED - , �_ ��� � � �, � � p , � � �� . � � � � � �II �� �� � � �' � __ �� 202�00590�3 _ � � ; REC. 1V0. 20200110192 � � � _ _ - - �� �, �� �, ` � � - - � �� �,_ � - � � -. � �. JARED ROSS ��� � � ' II ,' � � -, , -- � � � � _ .._ ',, ` - \� � -- � ) � � ,I - - l � , � � I '� � -, � w�RR,�Nrr ��- � � - � . � � � � , � � ��� � - �_. -,� - _ ` � � r ' �� .�- , � �,, I 1 � ; DEED � _J.l , �� � -- � �i-�= '; � �� l I� � -- � --- -- _ 1I I � I I 1 � � 1 i ,, ; - _ � � � -- , __ � REC. NO. ; ��u- , � I ,/r I CL� I li � ; � , � d � ° ' - - " ; _ l- � -- � _ I , 202�0070204 - � � � I � I.� �,�- -,; ��' I I �,i I R.'�,''� �,- II ; II i�,,�. 4, �I'� �� f� � r 1 _ � _� `l r•� , � V � _ � H � O -- __ - r� TE � 1 /- � 0\�\ � �� ._ � ` _ / i � � -� 1 � oo � �n C� �n 4d � I I I �` __ � �/ 1 ' �- � � � �, � _ i o.z$ 5�� � �. � !� NOTES: m � � � � 1 I, D4 G� � -- � �� SITE IS GREATER THAN 20 ACRES. 0.38 68% � ; j L � � �' �- � AT TIME OF FINAL THE RATIONAL METHOD � �� `, WILL BE USED TO SIZE INDIVIDUAL STORM _ CZ � � � - i '-- -- \ �' _ --_ J � � ', PIPES AND DRAINS. , 0.34 29% � � � I \ ' � - � �� - � � `� � �, �' BASINS HAVE BEEN DELINEATED FOR � � � �ACT . I I� L'" � \� l �` � PRELIMINARY LID AND BMP SIZING AND TO w w w I\\ / 6 � \ p � �. / � SHOW THAT THE SITE IS IN COMPLIANCE WITH g g g \\�, 4 9 1 T H E P R O P O S E D S W M M M O D E L. ��� -� I � (� �� � o 0 0 - ._ - -' � � �- � � , ' ; REFER TO SWMM MAPS PROVIDED IN v v v -� APPENDIX E OF THE PRELIMINARY DRAINAGE ��� D3 3d ,� �� �7` - �' _- �' REPORT FOR ADDITIONAL INFORMATION ON � � c� 0.19 76% "'`� � INFLOWS IN AND OUT OF SITE AND W PLUM ST �~ � � INFORMATION REGARDING OFFSITE BASINS AND w w w , � ` � W PLUM ST ) HISTORIC BASINS. � � � �� : � - - - W '.- ' cn cn cn - . z �__��' .. <"-- � � O O O � __ - - -_ _ - -- �� � ., � 5'�- � �� _ _ _ _ - �� � NOTES w > > > T-. S�1S '� "�I � d • � ` ��✓ �� ��, • THIS PROPERTY IS LOCATED WITHIN A CITY REGULATED 100-YEAR CANAL ���� � r � y I � ;1 1 IMPORTATION FLOODPLAIN AND FLOODWAY AND MUST COMPLY WITH o� N� ,4O ; I �--� G � � CHAPTER 10 OF THE CITY MUNICIPAL CODE. Z �" I � I ' } � • RESIDENTIAL USES W THE 100-YEAR FLOODPLAIN MUST BE ELEVATED � ° `' ABOVE THE REGULATORY FLOOD PROTECTION ELEVATION. RESIDENTIAL USE N �. J� • I ��.r' I ARE PROHIBITED WITHIN THE FLOODWAY. � Q�� � �U'- ; � 3 1 TR CT � • A FLOODPLAIN USE PERMIT IS REQUIRED FOR ANY WORK WITHIN THE II ��'`� � � l O I-- " E - , � 100-YEAR FLOODPLAIN. A NO-RISE CERTIFICATION IS REQUIRED FOR ANY � z � Q Q I / � WORK WITHIN THE FLOODWAY. � � / � �� • CRITICAL FACILITIES ARE PROHIBITED WITHIN THE 100-YEAR FLOODPLAIN. �� ~ � �;; I • THE APPLICANT IS AWARE THAT THE CURRENT PLAN DOES NOT MEET m >- m I � REGULATORY FLOODPLAIN REQUIREMENTS AS PROPOSED AND IS CONTINUIN J J m 42 E � � �- � /� J \� THROUGH THE PLANNING PROCESS AT THE APPLICANT'S OWN RISK. v v a Z � Y I � BUILDING AND CONSTRUCTION PERMITS FOR STRUCTURES NOT MEETING cn cn I 43 ' � � ; '' FLOODPLAIN REQUIREMENTS WILL BE HELD UP IF THE LOMR IS NOT = j � w � _ � I I REGULATORY. o I� I� ,! � � • THE INTERIM POND OUTFALL IS PRIVATE AND WILL REQUIRE AN EASEMENT � v - ,� i_ I � � FROM ADJACENT PROPERTY OWNERS. ; ;� � � - � � i� -44 � � � � �^ � � - - 45 � \ � - � I MOUNTAIRE � -- - w + I SUBDI l/lSlO/V _�\� � C� z 46 ��_ �� BOOK M, PA GE ��� Q Q 54 � � , / � - � J � � � } ' � � � _ � C > i i-- - - ; �- �,� � � w , __ _ , .,-- , �� � J � C� � ` � �� `� Q Q - ,� _ - ` ; � `- � � � 60 30 0 60 120 \ _ I- a a- s 1 1 � ____ _ Z ` �� --._� (n - ,_ -- E'� �,��. � i�" __� � ' ORIGINAL SCALE: 1" = so' Know what's belOW. w Q `. � � _ _, G � 1 I ' '� �; C111 before you dig. � o � _ � �, __ , _ l � , ��i� ��; �`��� �� -_ �`� � \ �" � J � � � ENGINEER'S STATEMENT � _ _ __ _ - �� _ _ � ^ \ • � + ' `,. - _ _ - _�5' _ � � . � > - _ " PREPARED j�j�j� �n�n � �YJ •�� �FPI� JR 7--� __. -- _ ��.� r- l ENGINEERI pLf11LSL��LIVU�LJVL�=�� LJ �-�:�0 _ � � �'. � c,, � _ . - _ =_1- - � � - 5�� \ , „� - � LJV 0 � � � � 3399 �: � 0 � � ' '� � � M �nn �j� • �� �� �,� J, , �-j �` ( JOSEPH MA �OO uv��LR1�J��� �OLJV .�� DAT��G�� SHEET 16 OF 31 �� � -��g 0 � / � � �`s�r- .� A �� . = �� � � � COLORADO P.E. 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