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HomeMy WebLinkAboutDrainage Reports - 06/07/2023City of Fort Collins Approved Plans Approved by: Date: Dan Mogen 06/07/2023 � N�R�HERN � �VGINE � RING May 31, 2023 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage Report for Stanford Senior Living Dear Staff: Northern Engineering is pleased to submit this Final Drainage Report for your review. This report accompanies the Final Development Review submittal for the proposed Stanford Senior Living. This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and Urban Storm Drainage Criteria Manual. This report serves to document the stormwater impacts associated with the proposed Stanford Senior Living project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. ��`��1Y��ZS ��Rp,DO Ll� ����. c.�����',�..�d.��L�"�� ,Q � g r f �.. / /23 :�� � ����.� •...... ���� ��tr�t�sS`ONAL`�� Blaine Mathisen, PE Project Engineer FD�tT C�L�.INS: 3�1 North Hawes St�eet, Suite 1Q�, 80521 � 97f1.221.�11�8 G�#E���Y: 820 �''' Street, H�631 � 97�.395.9880 � IN�B: www.northernengineering.cflm � NORTHERN ENGINEERING Stanford Senior Livin� TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION................................................................... 1 A. Location.............................................................................................................................................1 B. Description of Property.....................................................................................................................2 C. Floodplain..........................................................................................................................................3 II. DRAINAGE BASINS AND SUB-BASINS....................................................................... 5 A. Major Basin Description....................................................................................................................5 B. Sub-Basin Description.......................................................................................................................5 III. DRAINAGE DESIGN CRITERIA................................................................................... 6 A. Regulations........................................................................................................................................6 B. Four Step Process..............................................................................................................................6 C. Development Criteria Reference and Constraints............................................................................7 D. Hydrological Criteria .........................................................................................................................7 E. Hydraulic Criteria ..............................................................................................................................7 F. Floodplain Regulations Compliance..................................................................................................8 G. Modifications of Criteria...................................................................................................................8 IV. DRAINAGE FACILITY DESIGN.................................................................................... 8 A. General Concept...............................................................................................................................8 B. Specific Details................................................................................................................................10 V. CONCLUSIONS...................................................................................................... 11 A. Compliance with Standards............................................................................................................11 B. Drainage Concept............................................................................................................................12 References....................................................................................................................... 13 APPENDICES: APPENDIX A — Hydrologic Computations APPENDIX B — Hydraulic Computations B.1 — Storm Sewers B.2 — Inlets B.3 — Detention Facilities APPENDIX C — Water Quality Design Computations APPENDIX D — Erosion Control Report APPENDIX E — Additional References Final Drainage Report � NORTHERN ENGINEERING Stanford Senior Livin� LIST OF TABLES AND FIGURES: Figure1 - Vicinity Map ........................................................................................................ 1 Figure2 — Aerial Photograph ................................................................................................ 3 Figure 3 — Existing FEMA Floodplains.................................................................................... 4 Figure 4 — Existing City Floodplains....................................................................................... 4 Table1 - Pond Summary................................................................................................... 11 Table 2 - Chamber Count Summary..................................................................................... 11 MAP POCKET: Existing Drainage Exhibit DR1 - Drainage Exhibit Final Drainage Report � NORTHERN ENGINEERING Stanford Senior Livin� I. GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map � � E ++L 0 R +� � � � � � �x :{� p r i� � � w �, LL � � {�c� ti w I V � � —. � ��� � � � � iQ4SE f00 F i R0+5 ' I +� ` �� 5 � � I �y�_ � � � r � f �+ �� � 4 �� J� � - �� '� =.� ; ._� ������� - 1..���Tl�[� �-�', - � �� � { � �,-� . �� Figure 1 - Vicinity Map 2. Stanford Senior Living project is located in the southwest quarter of Section 25, Township 7 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. 3. The project site is located at the southwest corner of the Stanford Road and Monroe Drive intersection. 4. Currently the site is vacant on the north side of the lot with native grasses and patches of gravel. The south half of the project site is currently an asphalt parking lot with landscaped medians that the Marriot Hotel is currently utilizing for guest parking. The undeveloped portion of the site drains via overland flow at an average grade of 3.50% to the south towards the existing parking lot. In general, the site conveys stormwater runoff from the north to the south where it is collected by a customized inlet in the southeast corner of the existing parking lot. 5. In the existing condition most of the site is being captured by a custom inlet in the southeast corner of the parking lot that was designed per Strachan Subdivision 3ra Filing. A small portion of the existing drive entrance aisle is being conveyed via curb and gutter to existing inlets at the northwest corner of the Stanford Road and Horsetooth Road intersection. Both the custom inlet in the parking lot and inlets at Final Drainage Report 1 � NORTHERN ENGINEERING Stanford Senior Livin� the intersection tie into existing 30"x36" HERCP pipes. From there the runoff is routed via the HERCP pipes into Warren Lake which is located at the southeast corner of the Stanford Road and Horsetooth Road intersection. 6. "Stanford Senior Living is in the Foothills Drainage Basin Master P/an that was prepared by Resource Consultants, Inc. and dated July 1980. The Strachan Subdivision Third Filing was developed in 1980 and was divided into two basins. The Southerly Basin, which contains 17.9 acres and drains to the corner of Horsetooth Road and Stanford Road. Mitchell and Co. were the developers, and they paid the Warren Lake Company for storm water detention rights in Warren Lake for Strachan Subdivision lst 2�a and 3'd Filings. These filings correspond to the area between Monroe Drive and Horsetooth Road and between Co//ege Avenue and Stanford Road. They also developed the Strachan Continental Subdivision at the southwest corner of Horsetooth Road and J.F.K Parkway. Its detention was also paid for in Warren Lake."— Final Drainage Report for J.F.K. Office P.U.D 7. According to the Final Drainage Report for J.F.K. Office P.U.D the HERCP pipes in the southeast corner of the parking lot were sized to carry the 10-year event (48 cfs) for the Strachan Subdivision while the 100-year event overtopped Horsetooth Road and sheet flowed to Warren Lake. Due to the report being 40 years old it is important that the Stanford Senior Living project does not adversely impact downstream infrastructure but is still allowed to utilize the Warren Lake Company agreement to some degree. Therefore, the Stanford Senior Living project will detain the difference between the historic 10-year runoff and the proposed 100-year runoff. By utilizing this approach, the Stanford Senior Living center will be reducing the historic flows to the existing inlet at the corner of the parking lot. Additionally, the downstream infrastructure will not be adversely impacted, and the Stanford Senior Living center will no longer contribute to the 100-year flows that currently overtop Horsetooth Road during the major event. B. Description of Property 1. The Stanford Senior Living project has a total acreage of 3.79 acres. However, the Stanford Senior Living project only plans on developing 2.50 acres and leaving the existing parking lot in place. The existing parking lot (1.29 acres) historically sheet flows to the southeast to the custom inlet box as previously described. Therefore, Stanford Senior Living will only be detaining and treating 2.50 acres. The proposed flows to the existing inlet will be reduced because the Stanford Senior Living Center is detaining the difference between the 10-year historic and 100-year developed. The 10-year historic rate is also a conservative release because it assumed that there is no pervious area currently on the 2.50 acres that is proposed with this development. However, that is not the case as there is existing hardscape on the property. These areas include a drive aisle and some gravel roads that are currently being undetained and untreated. Please refer to Appendix A for the runoff calculations. Final Drainage Report 2 � NORTHERN ENGINEERING Stanford Senior Livin� � . � � +h ; � ,F� - �S xg �'�i�a�. . 1... i 4+: . . , �w� .��'�� J�,� � �- �' � +N d.r'���� ..1"R7. '��,S��,'�,''�� -~'i< R'' � � ���u.�1'�s@ � _��I� � �!� � �'� ��6� �` i,% . y�� � - 1; '�' � �sr ^ �� �`, 'A" '}.��Sw, ,. -r� �S �i �k rt M ;',W .7' _.1� ^ T` �w - ,f.�4_'..� T� r;_ �- �i..r��Ik�IY'VYM. t{' � �y�'�a-�f� � � iE- ��� ■�'i �:�.� ,n.� �� ����.:5`,��� r�,�y,.y�`��i a��R�� �•, �� . .3� C�'�"����6k �o �`E `•-.�S ;:.,��.F 6 ' .;�. �P z .� �� .. �� �pi;,. .-,.�C��4,�" �� ��� �r�� �. . °�,�'r°'- - , � —.—� . . � ya �'��i�yL-' �. � 1 �� �` °"$ , � � l � ��.-� � e"'�.;,� �-.,rz� '� g ���r�'� a�;. � ,_ � � ��:� ' -�;,,s ' -=,=-e=_m- . _ �� t �� '�: ��te,"�r`� , � ������ . �� :�� 1+ r ���: �. k � � ;� � .t �� _ �, � � � �3i.��s�,�*"�^ �� - ? -- � ,� ,�r,_ � . �� �' t .�. P '�' �. .:� �: � '�'���� ,r. /; � o�„ f��� -�` �+�. ' .���,.' ,� � � � �.�� .. � r 1� �w� � ,� ��� �-;� , f4� �,i � � ' � ��-,,. .y� �i��' � ��,� � � .> �� � � ,,�� �--�,AL� . e4 . .:� � , d'I 6"k+� ��+�e�9�.� a�o;::yra��`�.�. � �� Figure 2 — Aerial Photograph 2. The Stanford Senior Living project will consist of a new assisted living and memory care center. It will be a four-story building with underground parking. There is an existing parking lot that is currently being used by the Marriot Hotel for overflow guest parking which will now serve as the Stanford Senior Living parking lot. 3. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey, 100 percent of the site consists of Nunn clay loam, which fails into Hydrologic Soil Group C 4. No irrigation facilities or major drainageways are within the property limits. 5. The project site is within a General Commercial District (C-G) Zoning District. The proposed use is permitted within the zone district. C. Floodplain 1. The subject property is not located in a FEMA or City regulatory floodplain. 2. The FEMA Panel 08069C0987G illustrates that this project site is not near any FEMA delineated regulatory floodplain. Final Drainage Report 3 � NORTHERN ENGINEERING Stanford Senior Livin� Nationaf Flood Hazard Layer F1RMette � F�n�a, Legend t � � _ �` .[[�is4E�niiawo[ientu�uwl[nw�BesefbodE�n�nYoneOiF�,u' � ..� '. r SPECIALR000 WItnBFEwOepth:...u::..i•.�� 1� '� ry �� Hetqqp pqE45 Re�lwwy Flooexs� � ��; � � �� �" r' �� °�:g'��a:�����ro�:�'�e;�` 'L . � �� � • a.oni����o,��oma�.,me,a��a� 4 ,, �._ . „e�����,�,�,�����.,,a� ' ti � , ` .1 ;� —.� / ' �� �a��n�o�nzw a a�� � _ �•� ' �'��. ' ncea xnn ne�„wo rw�x xieH noe ie GI•�CFRRCASOF �e.SeeHan.�-�• � � �� �� �� ��� fL00�HA2AF9 drcawl�nFaoaPi�xau�mle�ee_.�... � � � l . ` C"�_�� � �un 0.rea N Miirrai Fqoe Nmaro.� . � � �.�i M /.. _ • v�san o E���,�..aM�, � � �� ��� '#" ����' OiHFR AREaS 0.rce N urannminee Fiood NemN:.:�. �d �. 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' � - � ' FEANR£5 vdrof'l�YhcFealue �.. s ,� J.�. � �. oie'�woa�an.a�aw� " .n _ !+ ��� �'� t •��.� Pruv ` i � � y� uo O'if+�el Oeto Pno��aLlc _ � � + MA kLS �hmaexe � -�.�'....'�-.' �- LM�"��s— �.�.. . o ��� j iM pn e�spbyee on�he my is un opo��mn�� ic�ieo nr ine.ser aw a�n�oi�amesr=�i ����. , r�• � � 1�..��j� � � �j. � m��,��i�en�c�on�r b�wi�. �'S � � Tl��sinarcm��iii+sultnmEM4"x�ta�q+N'<M�nT�,em r � �� dip1vl11ooe�nepaalsisnxiatlurdexc•�eaheaw � .I�'"' 'y •M � ! aec�.a;yalaiula�os� a� nfEma�e a �i 'A� �'. � Tlie Ilw�naen�d�nlormeuai i��eirve�oveplv I.om�}e ;�,.��,��,_ f� Nho�teii�eHFv�rvelser.icnprsteeeeyFEMA.inkmep 4 #L ,cn�nmin�a�'':I:.::.]n :I.I.x�Ma,ulnaes,wl � , p rcr��n�nn�e�a nmma���..�n�a���w���.a�k e,.a '�`•1� ' A o«��an�a�sen,no,tte.ew�o.����r�r"an"�, j h Ta * Y , �;•. 1I��mMpi^rvFr++rofirin�.oncorm�.�cor:i�.eraiiowin5mao ■ � a e bar.�tl��b+�e���i�.nnenrr.��om�r�na InGbis. + � x�eno.u mn�crca'lon eale.r�nmiiiil:y MmtlAen. ' Fee. .�.,,,.::-ri�s:, Ar.oa����wmear..,�eviasi�n�m,�e.,mrn.,n:m.,rr�r�. �:s,00a o�a o��,o�„�M��,�„�P,����o���,�o,a D 25G ;i., 1.p00 ........ 2.G�7 rosu�m�ro�.:. Figure 3 — Existing FEMA Floodplains ,For�,�ns FClUlaps-5tanfard Senior Li�ing _ � � „ a .��, � . ' � .,, � Legend -. FEMA Flooeplein . � � FeMnnnnwaK.rs:�a.e. ' r�re.t nyii wsk.ioa r:,� PROJECT SlTE ci�Y F�ooap3a�ns � Y���Ra,-F�n i_; Cny Limits I ` � ��-r, � K r i _ .�.�. 1�� I �. �. .�.�ill�i . .. r1 L'r!,] . .. � {N�11ery$l��u- C � M � - 1 5,859 e Notes 1,;43.0 0 5T�.50 1.143.OFea: a�ed st.-nic oi�jut f�em ihe Ciry ol FM Coll'�ns FCM11�{�s lMCS"�SN�Wylr MB�r,gmrT«.ellilry SphB�C 'iiie�nct�n[ip�inq 9lunaiitllsforiefe�cn�coni�.OaLlayers[IialaWeti�u:iViis map may ormay nolbe er<uralx.anent,oc olM1er.vis'e reliaLlE. CRy M FOR Caliins-GIS Figure 4— Existing City Floodplains Final Drainage Report 4 � NORTHERN ENGINEERING Stanford Senior Livin� II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description 1. The Stanford Senior Living project is in the Foothills Basin which is centrally located in Fort Collins. The basin is mostly developed with commercial development along College Avenue and mixed-use residential in the remainder of the basin. The basin drains from west to east through open channels or a storm sewer system to the Fossil Creek Reservoir. B. Sub-Basin Description 1. The property historically drains from the northwest to the southeast corner of the existing parking lot via overland flow. The existing parking lot was developed as a part of the Strachan Subdivision 3rd Filing and is currently being used by the Marriot Hotel and Merrill Lynch Wealth Management. As previously described, there is a custom inlet in the southeast corner of the parking lot that has three 30"x36" HERCP that currently routes the 10-year storm event east across Stanford Road to a junction box that then routes the runoff south across Horsetooth Road where it is ultimately discharged into Warren Lake. The 100-year event has historically overtopped Horsetooth Road and overland flowed south to Warren Lake. There are two on-grade inlets at the northwest corner of the intersection of Horsetooth Road and Stanford Road that collects additional flows. These additional flows are then routed to the existing 30"x36" HERCP pipes crossing Stanford Road. 2. A historic rational calculation was performed for the 2.50 acres that will be getting disturbed during the construction of the Stanford Senior Living project. According the FCSCM Chapter 6 developments are only responsible for detaining any newly installed impervious areas. Since the parking lot is existing, and downstream of the new development, the Stanford Senior Living project will not be detaining or treating any runoff that has historically drained to the custom inlet at the southeast corner of the parking lot. Additionally, the Stanford Senior Living project is maintaining the existing drainage patterns within Stanford Road and Monroe Drive. Therefore, no runoff generated on the adjacent streets will be routed through the proposed detention and water quality facility. 3. Following FCSCM requirements for rational calculations the 10-year runoff generated by the existing 2.50 acres is 2.23 cfs. Therefore, Stanford Senior Living can have a max release rate of 2.23 cfs. Traditionally, Fort Collins requires the 2-year event dictate the max release rate but since there is a historic agreement in place with Warren Lake Company to detain all runoff from Strachan Subdivision Third Filing this new development can release at a higher release rate than current FCSCM requirements. By releasing at the historic 10-year event it ensures that downstream infrastructure is not adversely impacted while also allowing the developers to use their agreement with Warren Lake Company to some extent. See Section IV.A.4 below for a more detailed description of the project's proposed drainage patterns. 4. No offsite drainage is being routed through the property. 5. Please refer to the Appendix for additional information about the existing conditions. Final Drainage Report 5 � NORTHERN ENGINEERING Stanford Senior Livin� III. DRAINAGE DESIGN CRITERIA A. Regulations There are optional provisions outside of the FCSCM proposed with the Stanford Senior Living project. Stanford Senior Living project will be detaining the difference between the historic 10-year event and proposed 100-year event. This deviates from the standard historic 2-year and proposed 100-year difference for detention requirements set forth in the FCSCM. B. Four Step Process The overall stormwater management strategy employed with Stanford Senior Living project utilizes the "Four Step Process" to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has incorporated each step. Step 1 — Employ Runoff Reduction Practices Several techniques have been utilized with the proposed development to facilitate the reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the current use by implementing multiple Low-Impact Development (LID) strategies including: N Providing vegetated open areas along the north, south, east and west portion of the site to reduce the overall impervious area and to minimize directly connected impervious areas (MDCIA). N Routing runoff through the drain rock within the underground detention facility to increase time of concentration, promote infiltration, and provides water quality via the isolator rows. Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release The efforts taken in Step 1 will facilitate the reduction of runoff and provide the necessary BMPs required for water quality. All runoff that is captured on site will be routed through isolator rows within Stormtech chambers. The isolator rows will remove sediment and other pollutants through filtration. Step 3 — Stabilize Drainageways As stated in Section 1.B.4, above, there are no major drainageways in or near the subject site. While this step may not seem applicable to Stanford Senior Living, the proposed project indirectly helps achieve stabilized drainageways nonetheless. Once again, site selection has a positive effect on stream stabilization. By detaining the difference between the 10-year and 100-year events there will be less stress on the downstream infrastructure. Combining detention with LID reduces the likelihood of bed and bank erosion within Warren Lake. Furthermore, this project will pay one-time stormwater development fees, as well as ongoing monthly stormwater utility fees, both of which help achieve citywide drainageway stability. Step 4— Implement Site Specific and Other Source Control BMPs. This step typically applies to industrial and commercial developments and is not necessarily applicable for this project. However, a localized trash collection system that is stored externally to the building and in a sump condition will reduce the potential impacts of garbage making its way downstream. Final Drainage Report 6 � NORTHERN ENGINEERING Stanford Senior Livin� C. Development Criteria Reference and Constraints 1. There are existing drainage studies for this area. They were completed as part of the Strachan Continental Subdivision as well as the J.F.K Office P.U.D. These reports can be found in the Appendix and serve as the basis for the 10-year release rate. Only the pertinent information was pulled from these reports and highlighted. For the complete reports please refer to the Fort Collins erecords website. 2. The subject property is an "in-fill" development project as the property is surrounded by currently developed properties. As such, several constraints have been identified during this analysis that will impact the proposed drainage system including: N Existing elevations along the northern and eastern right-of-ways make it difficult to capture all the flow along these edges. However, it should be noted that the areas that are freely discharging to either Monroe Drive or Stanford Road are associated with the vegetated parkways. Therefore, runoff impacts are minor, and it still maintains the historic conveyance path for these areas. N As previously mentioned, overall drainage patterns within the Master Drainage Plan for Strachan Continental Subdivision will be maintained. The conveyance path that runoff is using is the same as it historically has been. There are issues with the Strachan Continental master plan as it is no longer compliant with Fort Collins codes and standards. However, at the time of this report there are no known issues with this existing master drainage plan. The city has not identified the intersection of Horsetooth Road and Stanford Road as a problem intersection and there are currently no future plans to revitalize this intersection. However, the Stanford Senior Living Center is proposing detaining and treating 2.50 acres of runoff in order to help alleviate some of the downstream infrastructure. For additional information on detention and water quality please see Section IV.B of this report. D. Hydrological Criteria 1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations associated with this development. Tabulated data contained in Table RA-7 has been utilized for Rational Method runoff calculations. 2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables RO-11 and RO-12 of the FCSCM. 3. The Rational Formula-based Modified Federal Aviation Administration (FAA) procedure has been utilized for detention storage calculations. 4. Three separate design storms have been utilized to address distinct drainage scenarios. The first event analyzed is the "Minor," or "Initial" Storm, which has a 2- year recurrence interval. The second event considered is the "Major Storm," which has a 100-year recurrence interval. The third storm computed, for detention requirements, is the 10-year recurrence interval. 5. No other assumptions or calculation methods have been used with this development that are not referenced by current City of Fort Collins criteria. E. Hydraulic Criteria 1. As previously noted, the subject property historically drains to the custom inlet at the southeast corner of the existing parking lot. From there, the runoff is routed via a Final Drainage Report 7 � NORTHERN ENGINEERING Stanford Senior Livin� series of elliptical pipes to Warren Lake where it has been historically detained and treated for water quality. 2. All drainage facilities proposed with the Stanford Senior Living project are designed in accordance with criteria outlined in the FCSCM and/or the Mile High Flood Control District's Urban Storm Drainage Criteria Manual. 3. As stated in Section I.C.1, above, the subject property is not located within any regulatory floodplain. 4. Stanford Senior Living project does not propose to modify any natural drainageways. F. Floodplain Regulations Compliance 1. As previously mentioned, all structures are located outside of any FEMA 100-year or City floodplain, and thus are not subject to any floodplain regulations. G. Modifications of Criteria 1. The proposed Stanford Senior Living development is requesting a modification at this time. As previously stated, the original Strachan Thrid Filing included this area as part of the agreement with Warren Lake Company to detain and provide water quality treatment for developed stormwater runoff. However, to meet current FCSCM requirements Stanford Senior Living can no longer allow the 100-year event to overtop Horsetooth Road. Therefore, to meet current FCSCM criteria while also utilizing the Warren Lake agreement to the fullest extent possible Stanford Senior Living will be detaining the difference between the historic 10-year event and proposed 100-year event. IV. DRAINAGE FACILITY DESIGN A. General Concept 1. The main objectives of Stanford Senior Living drainage design are to improve the surrounding stormwater infrastructure while also maintaining historic drainage patterns. 2. As previously mentioned, there are no off-site flows draining onto the existing property. 3. A list of tables and figures used within this report can be found in the Table of Contents at the front of the document. The tables and figures are located within the sections to which the content best applies. 4. The Stanford Senior Living project is composed of nine major drainage basins, designated as Basins A, B, C, D, E, F, G, H, and OS. The drainage patterns for each major basin are further described below. Basin H has 12 minor drainage basins associated with the breakdown of the roofline. Basin A Basin A represents the area in the northwest corner of the site. It consists of a small portion of concrete walk and patio but most of the area is landscaping. Runoff from this basin will enter the storm sewer and be conveyed to the Stormtech chambers. Final Drainage Report 8 � NORTHERN ENGINEERING Stanford Senior Livin� Basi n B Basin B encompasses a small area near the trash enclosure. Runoff generated in Basin B will enter the storm sewer system via an area inlet and be conveyed to the Stormtech chambers. Basin C Basin C is associated with the memory care garden near the northeast corner of the site. Runoff in Basin C will be collected via area inlets and be routed via storm sewer to the Stormtech chambers. Basin D Basin D consists of a small amount of concrete walk and the rest being landscaping with a swale conveying stormwater runoff to an area drain near the drive entrance of the site. Runoff from Basin D will be conveyed to the Stormtech chambers via a storm sewer. Basi n E Basin E is associated with the area in front of the building. This area consists of concrete walks, asphalt drive aisles, and landscaped islands. Runoff from Basin E is collected via a series of area drains. Once runoff is collected in the area drains the runoff is routed to the Stormtech chambers via the storm sewer. Basi n F Basin F is associated with the drive entrance that will flow east and be captured by an on-grade inlet. Runoff will then be routed to the Stormtech chambers via the storm sewer. Basin G Basin G is a swath of land along southwest boundary near the Marriot Hotel. Runoff generated in Basin G will flow along the property line in a landscape swale and then be routed to an area inlet that is located at the entrance to the garage. From there the runoff will be conveyed via the storm sewer to the Stormtech chambers. Basin H (Basins H1-H12) Basin H encompasses the entire building and consists of 12 minor basins. Runoff from Basins H1-H11 will be collected in roof leaders and conveyed to the Stormtech chambers via the storm sewer. There is also an internal courtyard (Basin H12) in the center of the building which will generate a small amount of runoff. Runoff from the courtyard will be collected by area drains which will then be conveyed via storm sewer that runs through the building and connects to the external storm sewer that runs adjacent to the building. All runoff from Basin H will be routed to the Stormtech chambers. Final Drainage Report 9 � NORTHERN ENGINEERING Stanford Senior Livin� Basi n OS Basin OS is a small amount of landscaping and concrete area that cannot be captured on site because of topographic constraints. Runoff from Basin OS (0.48 cfs) sheet flows north offsite to Monroe Drive where it then flows east towards Stanford Road. Once in Stanford Road it flows south to the inlet at the northwest corner of the Horsetooth Road and Stanford Road intersection. Because Basin OS is releasing undetained, the Stanford Senior Living project will include the undetained flow as part of the allowable release rate, and thus will throttle the release from the Stormtech chambers. By reducing the overall release rate by the undetained flows from Basin OS (0.48 cfs), that ensures that Stanford Senior Living is in fact releasing no more than the historic 10-yr release rate of 2.23 cfs and all downstream infrastructure is not adversely impacted. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. B. Specific Details 1. The release rate for the proposed development was established by calculating the 10- year historic runoff rate of the area proposed for development minus the 100-year developed flow from Basin OS as previously discussed. As mentioned in section III.G this is a modification to the FCSCM. By utilizing a reduced historic 10-year peak runoff the Stanford Senior Living project will maintain downstream infrastructure while also utilizing their agreement with Warren Lake Company to detain this site's runoff. 2. The Stanford Senior Living project area will no longer be contributing to the spill that overtops Horsetooth Road during the major event because the project is detaining the difference between the historic 10-year and developed 100-year runoff. 3. These release rates were utilized in the FAA method for design of the pond. (Refer to Appendix B for these calculations). 4. Detention Pond Calculations Pond Calculations were completed for the underground pond, based on the proposed land use characteristics of Basins A, B, C, D, E, F, G, and H with a release rate of 1.75 cfs, indicates a detention volume of 19,271 cu. ft. The 1.75 cfs was calculated by taking the historic 10-yr runoff rate of 2.23 cfs and subtracting Basin OS 100-yr runoff rate of 0.48 (2.23-0.48=1.75 cfs). Based on Stormtech specifications in order to achieve 19,271 cu. ft. of detention it will require 103 MC-3500 chambers. However, based on the Stormtech system layout Stanford Senior Living will be providing 20,002 cu. ft. of detention. 5. Water Quality Pond Calculations Pond The Stanford Senior Living project will be providing 100% of their water quality capture volume in the form of isolator rows within the Stormtech system. Isolator rows qualify as a BMP measure and therefore 100% of the water quality capture volume will be provided in the form of low impact development (LID). Isolator rows Final Drainage Report 10 � NORTHERN ENGINEERING Stanford Senior Livin� are designed to retain sediment and filter out the first flush of any storm event. At the end of each isolator row is a Nyloplast Basin that allows for routine and easy maintenance so that the entire system can be maintained for its design life. Basin OS (0.15 acres) cannot be captured but water quality is still be provided for in Warren Lake per the offsite detention/water quality agreement with the Warren Lake Company, as it historically has been. Following FCSCM requirements yields a WQCV of 2,272 cu. ft. Utilizing available chamber sizing and infiltration data provided by Stormtech requires 18 additional MC-3500 chambers to meet the required WQCV. 6. Pond Summary Pond The Stanford Senior Living project will be utilizing 121 MC-3500 Stormtech chambers to fulfill their stormwater detention and treatment requirements. Stanford Senior Living will be providing 100% WQCV using LID measures. Required Provided Required Provided Required Provided Detention Detention WQCV WQCV Total Volume (cu. ft.) (cu.ft.) (cu. ft. volume ) (cu.ft.) (cu. ft.) (cu. ft.) 19,271 20,002 2,272 2,275 21,543 22,277 Table 1 - Pond Summary MC-3500 Chamber Counts Detention WQCV Total 103 18 121 Table 2 - Chamber Count Summary V. CONCLUSIONS A. Compliance with Standards 1. The drainage design proposed with Stanford Senior Living project complies with the City of Fort Collins' Stormwater Criteria Manual. 2. The drainage design proposed with Stanford Senior Living project complies with the City of Fort Collins' Master Drainage Plan for the Foothills Basin. 3. The drainage design proposed with Stanford Senior Living project complies with the Master Drainage Plan for Strachan Continental Subdivision. 4. There are no regulatory floodplains associated with the Stanford Senior Living development. 5. The drainage plan and stormwater management measures proposed with the Stanford Senior Living development are compliant with all applicable State and Federal regulations governing stormwater discharge. Final Drainage Report 11 � NORTHERN ENGINEERING Stanford Senior Livin� B. Drainage Concept 1. The drainage design proposed with this project will effectively limit potential damage associated with its stormwater runoff. The drainage design proposed with this project will be utilizing the agreement with the Warren Lake Company to some extent. 2. The Stanford Senior Living project will detain the difference between the historic 10- year event and the developed 100-year event. 3. The Stanford Senior Living project will be providing 100% WQCV using an LID measure. Final Drainage Report 12 � NORTHERN ENGINEERING Stanford Senior Livin� References 1. Citv of Fort Collins Landscape Desi�n Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 2. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 159, 2018, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. 3. Larimer Countv Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. 4. Soils Resource Report for Larimer Countv Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 5. Urban Storm Draina�e Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008. 6. Final Draina�e Re�ort For J.F.K Office P.U.D, January 9, 1995, Vaught-Frye Architects 7. Strachan Continental Subdivision Storm Drainage Report, July 3, 1981, James H. Stewart & Associates, INC Final Drainage Report 13 ' � � � ■ ■ , 1 E . � • . � . � . . . r-r ' .� �� � • ` _ -� .--/`� ..1� � � �, )" r • • � • . ;' . �..�`Sff � V �` L _ -- •''� � � �, � �� �- • _ � � � . �_ � •_ -__ :� r. � - }�• 1 ,�,.4 v"��". 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V � � CO I� � CO 00 00 N M 00 00 O O I� I� V O N 00 � � V M � � � � 00 � O � O � O O I� � � V � � 00 � � �j,� O O O O O O O O O O O O O O O O O O O O O � � � � � � � � � � � � � � � � � � � � � � £ CO N N � a0 � M ('� � � � I� N CO � O I� � I� � 00 V � � (O I� � (O CO (O � M 00 � V 00 O � � 00 V � 0 � N M � � � � 00 � � � 00 � CO � M N N O 00 O � uJ ` O O O O O O O O O O O O O O O O O O O O O � � � � � � � � � � � � � � � � � � � � � � ds Rv V . . . . . . . . . . . � � � � --� . . . . . . . . . . . i J � � d � .� w� a N . . . . . . . . . . . � O O O O O O O O O O O O N CO W ('7 M O h O I� t w � � O O O O O O O O O O O O V V M O I� O Q � 0 � o 0 0 0 0 0 0 0 0 0 0 o v � � ch � c� � o cy � � �`�.. O O O O O O O O O O O O O O O � O N N O O '6 O .� O O O O O O O O O O O O a0 O M ('7 � O � O .� � m � o 0 0 0 0 0 0 0 0 0 0 0 0o co �n oo v �n c� o � a � > � O O O O O O O O O O O O Ln � M N M O O O N V A1 Q �w.. O O O O O O O O O O O O O O O � O N N O O � � V/ � J � � N I� a0 a0 � � 00 M M � 00 I� O � � V V � O £ W � w y O Ln � V N N I� V N N ('7 O a0 Ln V Ln V � � Ln CO i H � R V V ('7 N N N N O O O O O O O O O O � O C LL � (q Z C � � � � � M a0 O N �D V V V M o0 O � O O O oD (O CO O O O O � {p y a (O N O N N V N N N � O O N N V � V 00 N O d O U M �D V � I� O (`') O M CO a0 M O � � �D Lf� � Lf� Lf� M N � � U � N � � � � V � N � � N � � � � � � O O O O O O O O CO O O M � O O O O O O O O 3 O O O a0 a0 O O O O Ln O O Ln O Ln a0 O � O O O O O = C�I V O O O O O � O O O O O O O � O O O � O O O O O � N N N N N N N N N N N N N N N N N N N N N N N C C C C C C C C C C C C C C C C C C C C C C C M () Gf O O O O O O O O O O O O O O O O O O O O O O O N � T Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z � � � W V N �r O � � I� N N N N N N N N N N N N N N N N N N N N y � � � � � � I� O O O � O O 00 O O N O I� O � I� O O (6 O d J O � o 0 0 � rn o 0 0 � o rn � o 0 0 o rn o � �n o o p � U o o � � � o � o o � � � o � o o � � _ � O O O O M CO V O V O O Ln O V V O O O O LS'I O O CO � Q. V O O O O � O O O O O O O O O O O O O O O O O O � £ � �C � O O O O (O M I� O I� O O (O O M M O O O O O O O 00 = 0 O O O O N V (`') O N O O N O N O O O O V O O (`') � Q- � O O O O O O O O O O O O O O O O O O O O O O O � £ � � V £ � � . . . . � � M . CO . . O . V CO . . . . r . . � � 7 J ... I� V N (`') M N � V V � � - O I� � N N O I� CO I� � �a V .-. . . . . N � � . I� . . V . Ln . . . . Ln . . � J � � N N O M (`') Ln (`') � � � � Z Ln O M V a0 M O O I� � (`') V a0 (`') I� I� M CO M � Ln V (`') '�"' CO � V 6� 6� O M M V CO M O CO V V (O � M CO I� N Q- "" M V � � (O I� 00 00 � � O N CO I� I� V V V � � � I� 00 � � .`�.. O O O O O O O O O O O O O O O O O O _ O O O O O O O O O O O O O O O O O O O O O O O � � � � � � � � � � � � � � � � � � � � � � � '� � CO � � V 6� 6� O M M V (O M O O CO V CO � M (O I� � N C "� M M V � � (O I� 00 00 � � O N CO (O M V V V � � � I� � 0 .`�.. O O O O O O O O O O O O O O O O O O O _ O O O O O O O O O O O O O O O O O O O O O O O � � � � � � � � � � � � � � � � � � � � � � � i O O O O O O O O O O O O O O O O O O O O O O O 41 L O O O O O O O O O O O O O O O O O O O O O O O � C C O O O O O O O O O O O O O O O O O O O O O O O Q _ � .:. � i O O O O O O O O O O O O O O O O O O O O O O O � N t O O O O O O O O O O O O O O O O O O O O O O O �V-, •- �+ � . . . . . . . . . . . . . . . . . . . . . . . '_ u� c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o V � � � d � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � E •£ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o N — � ... � 0 0 � u a 0 a� a� a� a� a� a� a� a� a� a� a� a� a� a� a� a� a� a� a� a� a� a� a� � � � � � � � � � � � � � � � � � � � � � � � � � m m m m m m m m m m m m m m m m m m m m m m m L � J C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 � — c c c c c c c c c c c c c c c c c c c c c c c � O O O O O O O O O O O O O O O O O O O O O O O N U � � N M V � CO I� 00 � O N � � CO I� W a0 � O � v � v v v v v v v v v � o o Q Q Q Q Z Q Q � � Q � Q Q ¢ Q Q Q Q Q ¢ v � � � w � w � � w Q < � o � � � � o w o � w z Q � � W w w w � w w w o V Z Q W W W Z W Z W W H Q Q J H J H U J H LIJ ao W Q J J J W H LJ,J J H � W H H Z _ Z _ LJ,J Z - H � ¢ �p W Z Z Z 00 � 00 Z � p¢p Z U U X X Z X pp = 0 m 0 X 0 X Z Z v ao O ao X � � � o � °� � � Z Z N V 00 E � � o 0 o O O z ._ � v � rn rn 0 0 Q � � v � � p � Z c � Q � — � � � � � U u O � .J � � a � m � w � � � � J � � £ H 9+ x o O � � �, Z � � � �, o o � o o � � o 0 0 0 0 0 0 0 0 0 0 0 � o � a V V N (O 00 O O M N N M N N N N O N (O N � d O � O I� � V CO M � � � � � � � � � � � � � V � � � � � � � � O � O O O M O W M M M W I� O � V V M O 3 O Ln O O O N O V N N N O a0 Ln � Ln � � � Ln CO = C�I V O O O O O O O O O O O � O O O � O � � O O � N N N N N N N N N N N N N N N N N N N N N C C C C C C C C C C C C C C C C C C C C C M () Gf O O O O O O O O O O O O O O O O O O O O O N � T Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z � � � W V �1 �r N N N N N N N N N N N N N O N N N N N N O N � d O 00 O O O O O O O O � O O � O O O O O O � (6 J p O N O O CO O O O O O � O O � O O O O O O � p � U � O � � O � � � � � O � � � � � � � � _ � Ln V V V M O V N �N �M O M Ln O Ln O Ln O � O O � Q. V O O O O O O O O O O O O O O O � O O O O O � £ � �C � O 00 00 V M O M M M N O M � O M � V O 00 O O = 0 M N N N N O O O O N O O N O O V O O � Q- � O O O O O O O O O O O O O O O O O O O O O � £ � � V £ ^ M O I� 00 CO M CO � N V M � M � � a0 CO V O I� CO Ln I� � N 00 (`') � M � 7 J �-. M (`') M (`') M � � � � N N N ('7 N M � � - O M � N N h � CO 00 (O N (O CO � V �a V .-. M � N V N . N � CO N . V O . � V V . � � J � N � Ln (`') � V N � Ln � V M ('7 a0 (O � � � Z � � M N CO N V � I� � V V V N a0 CO CO N V I� � '�"' N O 00 O V CO � M � N O M N 00 N 00 O CO W N Q- "" � O N V CO I� CO N V � M O � � 00 (O � � � � .`�.. O � � � O O O O O O O O O O O O O O O O O O O O O O O O O O O � � � � � � � � � � � � � � � � � � � � � M � � (`') N CO O V V N O V (`') (`') � (`') V O M CO M '� N O 00 O � (O CO 00 � � CO N M (O � M � 0 ^ O O O � � N � � � � � � � � O O O O O O O _ V O O O O O O O O O O O O O O O O O O O O O � � � � � � � � � � � � � � � � � � � � � i O O O O O O O O O O O O O O O O O O O O O 41 L O O O O O O O O O O O O O O O O O O O O O � C C O O O O O O O O O O O O O O O O O O O O O Q _ � .:. � i O O O O O O O O O O O O O O O O O O O O O � N t O O O O O O O O O O O O O O O O O O O O O �V-, •- �+ � . . . . . . . . . . . . . . . . . . . . . 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't';i • " � * � ��_-- • • • • •. • � • • • • ✓ � • � • • � t � NorthernEngineering.com // 970.221.4158 � NORTHERN ENGINEERING � ■ � . . � . � ■ Inlet Name: Inlet A43 Project: 1530-002 2-Year Design Flow(cfs) 0.23 Location: Stanford Senior Living 100-Year Design Flow(cfs) 1.01 Calc. By: B. Mathisen . . . At lowflow dephs,the inlet will act like a weir governed bythe following equation: Q - 3.OPH1.s ' whereP=2(L+W) ' whereHcorrespondstothedepthofwaterabovetheflowline At higherflow depths,the inlet will act like an orifice governed by the following equation: 'whereAequalstheopenareaoftheinletgrate Q = �.67A(2gH)o.s 'where H correspondsto the depth of water abovethe centroid of the cross-sectional area(A). Stage - Discharge Curves 35.00 30.00 �Series1 Series2 25.00 N V. 20.0� N `m 15.00 z � p 10.00 5.00 0.00 _ 0.00 0.50 1.00 1.50 2.00 2.50 Stage(ft) If H>1.792(A/P),then the grate operates like an orifice;otherwise it operates like a weir. . Type of Grate: Fabricated Open Area of Grate(ftz): 2.65 Length of Grate(ft): 1.97 Rim Elevation (ft): 5,010.80 Width of Grate(ft): 1.35 Reduction Factor: 0.50 � - . . Elevation Shallow Weir Orifice Flow Actual Flow Depth Above Inlet(ft) Notes (ft) Flow(cfs) (cfs) (cfs) 0.00 5,010.80 0.00 0.00 0.00 0.20 5,011.00 0.89 3.18 0.89 0.22 5,011.02 1.03 3.34 1.03 Qreq=1.02 cfs 0.40 5,011.20 2.52 4.50 2.52 0.60 5,011.40 4.63 5.52 4.63 0.80 5,011.60 7.13 6.37 6.37 1.00 5,011.80 9.96 7.12 7.12 1.20 5,012.00 13.09 7.80 7.80 1.40 5,012.20 16.50 8.43 8.43 1.60 5,012.40 20.16 9.01 9.01 1.80 5,012.60 24.05 9.55 9.55 2.00 5,012.80 28.17 10.07 10.07 2.20 5,013.00 32.50 10.56 10.56 NORTHERNENGINEERING.COM � 970.221.4158 FORT COLLINS � GREELEY � NORTHERN ENGINEERING � ■ � . . � . � ■ I n let N a m e: I n let A4.10 Proj ect: 1530-002 2-Year Design Flow(cfs) 0.12 Location: Stanford Senior Living 100-Year Design Flow(cfs) 0.53 Calc. By: B. Mathisen . . . At lowflow dephs,the inlet will act like a weir governed bythe following equation: Q - 3.OPH1.s ' whereP=2(L+W) ' whereHcorrespondstothedepthofwaterabovetheflowline At higherflow depths,the inlet will act like an orifice governed by the following equation: 'whereAequalstheopenareaoftheinletgrate Q = �.67A(2gH)o.s 'where H correspondsto the depth of water abovethe centroid of the cross-sectional area(A). Stage - Discharge Curves 30.00 �Series1 25.00 Series2 N 20.00 � � 15.00 `m t u�i 10.00 0 5.00 - 0.00 _ 0.00 0.50 1.00 1.50 2.00 2.50 Stage(ft) If H>1.792(A/P),then the grate operates like an orifice;otherwise it operates like a weir. . Type of Grate: Fabricated Open Area of Grate(ftz): 2.65 Length of Grate(ft): 1.97 Rim Elevation (ft): 5,010.80 Width of Grate(ft): 1.35 Reduction Factor: 0.50 � - . . Elevation Shallow Weir Orifice Flow Actual Flow Depth Above Inlet(ft) Notes (ft) Flow(cfs) (cfs) (cfs) 0.00 5,010.80 0.00 0.00 0.00 0.15 5,010.95 0.58 2.76 0.58 Qreq=0.53 cfs 0.20 5,011.00 0.89 3.18 0.89 0.40 5,011.20 2.52 4.50 2.52 0.90 5,011.70 8.50 6.76 6.76 0.60 5,011.40 4.63 5.52 4.63 0.80 5,011.60 7.13 6.37 6.37 1.00 5,011.80 9.96 7.12 7.12 1.20 5,012.00 13.09 7.80 7.80 1.40 5,012.20 16.50 8.43 8.43 1.60 5,012.40 20.16 9.01 9.01 1.80 5,012.60 24.05 9.55 9.55 2.00 5,012.80 28.17 10.07 10.07 NORTHERNENGINEERING.COM � 970.221.4158 FORT COLLINS � GREELEY (866) 888-8479 / (770) 932--2490© Nyloplast Inlet Capacity Charts June 20120.001.002.003.004.005.006.007.008.009.0010.0011.000.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.800.850.900.951.001.051.10Capacity (cfs)Head (ft)Nyloplast 24" Dome Grate Inlet Capacity Chart (866) 888-8479 / (770) 932--2490© Nyloplast Inlet Capacity Charts June 20120.001.002.003.004.005.006.007.000.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.800.850.900.951.001.051.10Capacity (cfs)Head (ft)Nyloplast 24" Pedestrian Grate Inlet Capacity Chart (866) 888-8479 / (770) 932--2490© Nyloplast Inlet Capacity Charts June 20120.000.501.001.502.002.503.003.500.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.800.850.900.951.001.051.10Capacity (cfs)Head (ft)Nyloplast 18" Pedestrian Grate Inlet Capacity Chart (866) 888-8479 / (770) 932--2490© Nyloplast Inlet Capacity Charts June 20120.001.002.003.004.005.006.007.000.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.800.850.900.951.001.051.10Capacity (cfs)Head (ft)Nyloplast 18" Dome Grate Inlet Capacity Chart � � � �, o �, � � a �� � W U �N O O O �N O O Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q W ��d' O O IL O O O O O O Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z N�� N — F O m � O U Z � � F F E o 0 � F ` U U lL IL � Z '^ � � UOO `o O u W � '°�-. '°�-, -'" w F w F `m ^� E U U �m �m OO E E N - w - � W o dd `u `u 33� � = d � = d N � � N -� N .v � .v o o N N c c m`0 3 3��' � � 5 0 �o Y Y 3 3 a -o a -o m Q o oo� v a a a >- a >- ` U C W C W N Y .� C T� d .� C Ts � Z �� IL li�N W m — _ H aa�-o q � '~~O - � � �~~O a Q �m F � �3� °:=' _ wE° rsE° � d o ._� -dU 10 - "-� -�U in � oiqo a'- >�03 mw °',r"=- c3« _3« a cc�n�n u 3oEEo `�a � 3oEEo �va z "m � q o ma`o v � s=t • w o_ w o_ � '-�-aT m >" F� ��`- >" Fr r m < ~ '° � �u u �� n �d � � � w m U > � T- U > a�,=u W W n o 0 v �m �n �j ` a o °'rn m m O �0 3 3 3�'E � m 3 3 3�E o J ��� ° w m �� w°'F Eoa Eoa p -°° E 000mF � E 000mF �a�� '` Qv_ Z. < < Um a �E� mN�in `o_ W 10 0 3 LL LL �� �- LL LL � Z n u� c a m v o v �� `o_ o o `o � F� `o � F� d v A v � � F W p�p CJ N d m n N��fn N c -- W�='o W�Z'o a H H�� ul c_o o��� fq �_ o o v�_ �Q m F p q p � u�V1 �=-� � � j.y�-C-p_ � N O O �C � q a�� N W N N C v d �in N U C�C � C W N W N-�rn U v�i��U q W N W N- Oi�v� �- zv�_== y��� m�� 3v�az 3o'o'ci� � o` �"o` Q ��� ��tio'cio'cici���o"� ��tio'cio'cici���oci 7 U Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Stanford Senior Living Inlet ID: INLET A7.1 � T w� T.Tu� Sa^ W T. STREEf � �p, CROWN � __- �5� 0 5�/ � Gutter Geomet Enter data in the blue cells Maximum Allowable Width for Spread Behind Curb TepcK= 5.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SBHCK— OAYO fVft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) neqck= 0.015 Height of Curb at Gutter Flow Line HcuRe= 6.00 inches Distance from Curb Face to Street Crown TcaowN= 15.0 ft Gutter Width W= 2.00 ft SireetTransverseSlope Sx= 0.038 fVk Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ftlft) Sw= 0.083 ftlk Sireet Longitudinal Slope-Enter 0 for sump condition So= 0.038 fVk Manning's Roughness for Street Section(typically between 0.012 and 0.020) nsrReer= 0.013 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm T�,x= 15.0 15.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d�x= 6.0 6.0 inches Allow Flow Depih at Street Crown(leave blank for no) ' r check=yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion G1,iiow= 13.8 13.8 cfs Minor storm max.allowable capacity GOOD-greater than the design flow given on sheet'Inlet Management' Ma�or storm max.allowable ca acit GOOD- reater than the desi n flow iven on sheet'Inlet Mana ement' UD-Inlet_v4.05.xlsm,INLET A7.1 7/8/2021,12:42 PM INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 �Lo(C}� H-Curh H-Vert L"Jo lh' Lo iG} Desi n Information In ut MINOR MAJOR CDOTType R Curb Opening Type of Inlet Type= CDOT Type R Curb Opening Local Depression(additional to continuous gutter depression'a') a�ocn�= 3.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 1 Warning 1 Length of a Single Unit Inlet(Grate or Curb Opening) Lp= 4.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Wdth) Wp= NIA ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) C�G= N/A N/A Clo in Factor for a Sin le Unit Curb O enin ical min.value=0.1 C�C= 0.10 0.10 Street H draulics:OK- <Allowable Street Ca acit' MINOR MAJOR Total Inlet Inrerception Capacity Q= 0.1 0.4 cfs Total Inlet Carry-0ver Flow(flow bypassing inlet) Qy= 0.0 0.0 cfs Capture Percentage=Q,IQo= C%= 100 100 % Warning 1:Dimension enteretl is not a typical dimension for inlet type specified. 1 �I��THE��I I PFIONE_ �G�kE5S: 970.227.4#6e 3�i N_fiowe:3lrQrt�aui[a 1d� + WE6S�TE: C� � I � �r R I � � F¢+'�G�H�ns,cv Q�s3y FA}{: www.f4ortheF4Yelf$�neerlrY�.Ea1'rY G 4 °J7�-�2 J�4759 INLET SCHEDULE STRIfCTURE ID 11111ETjBASiN SIZE GitATE TYPE BASINAI NYLOPLASTIS" SOLI� INLETA4.1 NYLOPLAST24" �OME INLETA4.2 NYLOPLASTIB" �OME INLETA4.3 FORTCOLLINSAREAINLET PE�ESTRIAN IhfLETA4.7 AIYLOPLASTIB" �OME BASINA4.9 hfYLOPLA5T12" SOLI� INLETA4.10 fORTCOLLINSAREAINLET PE�ESTRIAN INLETAS NYLOPLAST24" ��ME INLETA7 NYLOPLAST24" �OME INLETR7.1 5'TYPER N/A IhfLETR8 NYLOPLASTI8" �OME INLETA10.3 NYLOPLASTB" �OME INLETA10.4.1 NYLOPLASTB" �OME INLETA10.5 NYLOPLASTIB" PE�ESTRIAN INLETA10.5.1 NYLOPLAST8" ��ME INLETA10.6 NYLOPLAST8" �OME If�LETA10.7 NYLOPLASTB" �OME INLETAI2 NYLOPLASTIB" �OME INLETA14.1 NYLOPLASTB" �OME BASINAIS NYLOPLASTIS" SOLI� INLETAI6 NYLOPLAST24" PEDESTRIAN If�LETA1fi.1 NYLOPLASTB" �OME INLETAI7 NYLOPLASTB" �OME INLETA17.1 NYLOPLASTB" DOME BASIh{L1�1 hIYLOPLAST 10" SOLI➢ BASINU�2 NYLOPLAST8" SOLI� BASIN L1�3 NYLDPLASTS" SOLI� E . , , . . � : � . . . s,f�ty r����,.�, � E�tcnocw Octcmw�Provdeo Intk:w�`� . -�m 0�� A6ove Normal Wtster Lcvel r����•t,.,ti Sc»itivpy Ma�ntcrlantd �� , n '- nccess .�' \n IPem�ancr�t�-- �Emerpor�t p Pc.c�l ��" S{�IwdY $AIe1Y '� . '{�� �� - !�/ ` � Ou11A11 � nv„niK - � Ciy�`� �l -: ` ;�; Bo�th �" � a . Ert�Ds�,kr�w�nt ' �.;;•..���tiC,�!I_�': �_ e"s /� Lvv.i tv.v �.r( � -__ Ordit�r !'� �, � I I � Mcropool ED PuW Ory EO Pond �i... .�.. ... � o ' '.• _ '�'-• _ . - .~-- - f t� - - .�, T"�-'-�- - � • - .. � � : ..� .t f � .� � .� �. l, � . , i . .. I '_ '�..�.� _ . . I_` /i� Y1M1 POnO w�V�E�(10r CI►�nnN Gi.,t.•.�„���� V1bt ED Porw ,µ . ..• , .. . . . .�.,,,, � - - ..�ti }�� �w - - . - , _ - -_- . - �. . _ _ .� -.:�: � x .. �.� . �� � ,_ _ ;�; . . , � --.:.:-- � i � � - �I-_� ',�.�= � e o wra.�a - --�-•-- • �_, � �1 -r . �..:' xJ � - .. i `�— NorthernEngineering.com // 970.221.4158 Max Release � NORTHERN = Historic 100-yr - Basin OS 100-yr ENGI NEERING = 2.Z3 CfS - O.4$ CfS = "I.75 CfS DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number : 1530-002 Project Name : Stanford Senior Living Project Location : Fort Collins, Colorado Pond No : Stormtech Detention Input Variables Results Design Point Pond Design Storm 100-yr Required Detention Volume C = 0.78 Tc= 5.00 min 19271 ft3 A= 2.50 acres 0.442 ac-ft Max Release Rate = 1.75 cfs Ft Collins Inflow Outflow Storage Outflow Volume Time (min) 100-yr Volume Adjustment Qa� 3 Volume Intensity 3 cfs ft 3 in/hr (ft ) Factor � � � � (ft ) 5 9.950 5821 1.00 1.75 525 5296 10 7.720 9032 0.75 1.31 788 8245 15 6.520 11443 0.67 1.17 1050 10393 20 5.600 13104 0.63 1.09 1313 11792 25 4.980 14567 0.60 1.05 1575 12992 30 4.520 15865 0.58 1.02 1838 14028 35 4.080 16708 0.57 1.00 2100 14608 40 3.740 17503 0.56 0.98 2363 15141 45 3.460 18217 0.56 0.97 2625 15592 50 3.230 18896 0.55 0.96 2888 16008 55 3.030 19498 0.55 0.95 3150 16348 60 2.860 20077 0.54 0.95 3413 16665 65 2.720 20686 0.54 0.94 3675 17011 70 2.590 21212 0.54 0.94 3938 17275 75 2.480 21762 0.53 0.93 4200 17562 80 2.380 22277 0.53 0.93 4463 17814 85 2.290 22774 0.53 0.93 4725 18049 90 2.210 23271 0.53 0.92 4988 18284 95 2.130 23675 0.53 0.92 5250 18425 100 2.060 24102 0.53 0.92 5513 18590 105 2.000 24570 0.52 0.92 5775 18795 110 1.940 24968 0.52 0.91 6038 18930 115 1.890 25430 0.52 0.91 6300 19130 120 1.840 25834 0.52 0.91 6563 19271 *Note: Using the method described in FCSCM Chapter 6 Section 2.3 1530-002 FAAModified Method.xls Page 1 of 1 � I NORTHERN ENGINEERING Project Title Stanford Senior Living Date: July 12,2021 Project Number 1530-002 Calcs By: B.Mathisen Client Structure ID 100-yr Outfall A2 Q=Release Rate(cfs) Q= 1.75 cfs C=Discharge Coefficients(unitless) C= 0.65 Aa=Area Allowed of Opening(ftz) Eh= 6.01 ft g=Gravity(32.2 ft/s2) E;= 3.00 R Eh=High WaterSurface Elevation(ft) E�= 3.25ft Circular E;=Elevation of Outlet Invert(ft) E�= 3.22 ft Rectangular E�=Elevation of Outlet Centroid(ft) 0.193374191 ft2 Aa 27.845884 �nz Circular Orifice Rectangular Orifice 100-Year Orifice 100-Year Orifice Orifice Size(in.) 6 in. Orifice Height(in.) 5- 1/4 in. Area(inz) 29.03 sq-in Orifice Width(in.) 5- 4/8 in. Q 1.75 cfs Area(in2) 28.88 sq-in Q 1.75 cfs //AD6. User Inputs Results Chamber Model: MC-3500 System Volume and Bed Size Outlet Control Structure: Yes Project Name: The Stanford Installed Storage Volume: 20001.79 cubic ft. Engineer: Blaine Mathisen Storage Volume Per Chamber: 109.90 cubic ft. Project Location: Colorado Number Of Chambers Re uired: 103 Measurement Type: Imperial Number Of End Caps Required: 18 Required Storage Volume: 19271 cubic ft. Chamber Rows: 9 Stone Porosity: 40% Maximum Length: 95.88 ft. Stone Foundation Depth: 9 in. Maximum Width: 64.35 ft. Stone Above Chambers: 12 in. Approx.Bed Size Required: 5931.38 square ft. Average Cover Over Chambers: 18 in. System Components Design Constraint Dimensions: (100 ft.x 100 ft.) Amount Of Stone Required: 779.06 cubic yards Volume Of Excavation(Not Including 1208.24 cubic yards Fill): B��tNEOn�tENT STOr�E SVI:LLI BE�r�6a��,�,Ri iSHE�AND=f1,ULaR OHPNULSR Wfll-GP.aCiED yONAGGF.EG+QE��tMTUkEi�JSi yT0 N E'�NR H:N�':FR 0 Ad4?D B I G W'+T In N B ETiroEEN y?aIJ U Na �I r1ES,r fp,A PALT IN 12"i"1D0 rnm i�ti:x LI FT i TO 45 T P RO CTn R CW�MBERS>WYLMEET n51M f2Jlb"STAI/DARO OB!^>ffY.SEETHE7t+BLE OFACCEPTr+B�E FlLInMTERIaI's SPECIFILATION FOR POL WROPLB�E(PP�LORRUGATEO L WV.IBERS SW+LL BEOBIGNEO IN ALCORNWCEUNTH ASTM i27W Wf+LL STORAMUW ER COLLECTION CMPAABERS".� "SfPNDARD PR4CTICE FOR STftUCf UROI DESIGN 0F 7HEfMOPLP6TIC LORRUGATED UVALL S70fMWATER LOLLKTION CHIMBERS". ADS GC-0SYMFEfICS 801T NONWOV81 GEOiB(71LE ALL uRC1UN�CLFAN,CRUSFIED.� PA�AENT WYBi(DES�GNEO .:NGiJLaF.B��BELF:INlf-TCI�E \ . r B'f CITE UESIGII ENL.IIlEEF;) ... . . y�� .w� «�..n✓u «�. + .�.._ _._.:._ ...__ , y , �.� \�"'�� �--*-,---- � � � g PERMIETERSTONE � 4• �� C[.4m) � - __L (460 mm)hNN' MA% -� - �.�� { r '.��t � ��, ,? �._ 1?"C100mm)MIN IXCAVATqN WALL 1 �1�i I L ` .. ��1�U4�,('iC;� � (CANBESLOPED� ����� � OR�ERiICu1) � � '�(.- .:i. I �4-�� ��� �.. .;1 l f1140 mm) �ii 1�, _ �.y.,. �� , �i ��. i � "�:.q�. . .. �II��. - ; �(�, ���DEPTH Of STONE 70 BE DETERWNED 6'(150mm)btlN 4-1-����.i _ � t-.* ,� �«� i. :� BYSITEOESIGNENGINEER9"(730mm)MIN MC�3300 6" ENDCAP (150mm)MIN �..'.��`': ^ II"�3�mm)TYP SREOESIGN ENGINEER IS RESPONSIBLE FOR ENSURING TH E FtEUUIR ED BEAR INO CAPPLITY OF S OILS 'MINMlMCO�ERTOBOTTOMOFiLB(IBLEPR�H�AEM fORUIiAbEDINSfPLLAT10NSWNERERU771NGFROM�EMICLESAMYOCCUR,INCRFASECO�ERT024 ���T� ��� AD�RE55: P}IQR�= 361 7'�_]iowes Straet,�ul[e i6U 97�.22'1.4i59 ����'T�: � � � I � �r R I �} � F�*1 C.�i+�nc,Cfl 449�� www.nartherrrenglneer�*�.caan 4 fi FA1C: °J7{I-��1�47 59 STQRMTECH SYSTEM SUMMARY MG3500 Charnber Caunts Detentian WQCV Total 103 18 121 Required Reuired Provided Pro�ided �ra�ided petention (cu. Required WQCV Total Detention {cu. WQCV Volume ft.) ft.J (cu. ft.} �c�. ft.} �olume (cu. ft.} (cu. ft.J 19,271 20,002 2,27� 2,275 2].,543 22,Z77 Note: 1. See Water Quality section of the Appendix for WQCV calculations • . � - • . � . • � - � � . . SDI-Design Data v2.00, Re%ased January 2020 Stormwater Facility Name: Stanford Senior Living-Pond Facility Location&Jurisdiction: Fort Collins,CO User In ut: Watershed Characteristics User Defined User Defined User Defined User Defined Extended Detention Basin(EDB) � EDB Stage[ft] Area[ft^2] Stage[ft] Discharge[cfs] Watershed Area = 2.50 acres 0.00 7,641 0.00 0.00 Watershed Length = 800 ft 1.00 7,641 1.00 0.57 Watershed Length to Centroid= 400 ft 2.00 7,641 2.00 0.86 Watershed Slope= 0.020 ft/ft 3.00 7,641 3.00 1.07 Watershed Imperviousness= 64.0% percent 4.00 7,641 4.00 1.25 Percentage Hydrologic Soil Group A= 0.0% percent 5.00 7,641 5.00 1.41 Percentage Hydrologic Soil Group B= 0.0% percent 6.00 7,641 6.00 1.50 Percentage Hydrologic Soil Groups C/D= 100.0% percent 7.00 7,641 7.00 1.67 Target WQCV Drain Time= 40.0 hours 8.00 7,641 8.00 1.79 Location for 1-hr Rainfall Depths(use dropdown): Userinput � After providing required inputs above including 1-hour rainfall depths,click'Run CUHP'to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Once CUHP has been run and the Stage-Area-Discharge information has been provided,click'Process Data'to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete,click'Print to PDF'. After completing and printing this worksheet to a pdf,go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility,and attach the PDF of this worksheet to that record. Routed Hydrogra�h Results Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth = N/A 0.98 1.36 1.71 2.31 2.91 in CUHP Runoff Volume= 0.052 0.125 0.198 0.271 0.404 0.539 acre-ft Inflow Hydrograph Volume= N/A 0.125 0.198 0.271 0.404 0.539 acre-ft Time to Drain 97%of Inflow Volume= 13.2 14.2 14.1 14.2 14.6 15.1 hours Time to Drain 99%of Inflow Volume= 17.3 18.3 18.3 18.3 18.7 19.3 hours Maximum Ponding Depth = 0.30 0.50 0.81 1.10 1.74 2.40 ft Maximum Ponded Area= 0.18 0.18 0.18 0.18 0.18 0.18 acres Maximum Volume Stored= 0.053 0.087 0.140 0.193 0.305 0.420 acre-ft SDI_Design_Data_v2.00(State Compliance Time).xlsm,Design Data 9/7/2021,10:15 AM • . � - • . � . • � - � � . . � —100YRIN 8 - - 100YR OUT —SOYRIN 7 --- - -SOYR OUT 6 —lOYRIN --- 10YR OUT 5 —SYRIN ••••••SYR OUT x I 3 q —2YR IN O " 2YR OUT � 3 —WQCVIN � ••••••WQCVOUT 2 1 -- � � � � — � � � � � � � � � � � �� � j i - ,�-....� � ���.......... - � � � _ �............... ................ ..�.�..'....•�i:............... ...................... � � Q � 0.1 TIMB[hr] 10 3 �100YR I —SOYR 2.5 lOYR —SYR 2 -- — x x —2YR � a W 0 {� �WQ�V Z 1.5 - 0 z 0 a 1 - - 0.5 - - ! 0 ----_ 0.1 1 10 100 DRAIN TIME[hr] SDI_Design_Data_v2.00(State Compliance Time).xlsm,Design Data 9/7/2021,10:15 AM ' � � � ■ ■ , E . � • l� � � � � � 1 � � � � - .. � ��� � r ' , ./� � � � � .. . 1 ,, `'r� , � NorthernEngineering.com // 970.221.4158 � H�RTHERN "��"�: aaoeess: �ro.az�.a�se ao-�H.H�e�si..a�,s���oo UY�6SiT�: EN�I H E E R I f�� Fart toHins,G8 80627 F�%` yvyv�r.._eyPrthyr������y$�ir�g,�qm �7o.aa,.a,s� Project Title The Stanford Date: June 17,2021 Project Number 1530-002 Calcs By: B. Mathisen City Fort Collins Basins Stormtech Detention WQCV=a 0.91i� —1.19i� +0.78i Drain Time 40 hr � a= 1 WQCV=Watershed inches of Runoff(inches) i = 64% a=Runoff Volume Reduction (constant) i =Total imperviousness Ratio(i =IWq/100) WQCV= 0.250 in Water Quality Capture Volume 0.5 0.45 wQCV=a�0.91i3 —1.19i�+0.78i� v 0.4 r c 0.35 �°a+ 0.3 r v 0.25 0.231 � fi h� 3 0.2 - - �zh� > 0.15 z°"' V � �.1 - aon, � 0.05 0 0 0 0 0 0 0 0 0 0 o r F-� N W A ln Ol �I 00 lD Total Imperviousness Ratio(i=IWq/100) Figure EDB-2-Water Quality Capture Volume(WQCV),80th Percentile Runoff Event � _ � �7QC�7 � A A= 2.50 ac � 12 V= 0.0522 ac-ft 2272 cu.ft. V=Water Quality Design Volume(ac-ft) WQCV=Water Quality Capture Volume(inches) A=Watershed Area(acres) � NORTHERN ENGINEERiNG DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number : 1530-002 Project Name : The Stanford Project Location : Fort Collins, Colorado Pond No Pond 1 Input Variables Results Design Point Pond 1 Design Storm WQ Required Detention Volume C = 0.78 Tc = 5.00 min 1927 ft3 A = 2.50 acres 0.04 ac-ft Max Release Rate = 0.49 cfs Ft Collins Inflow Outflow Time (min) WQ Volume Adjustmen Qa� Outflow Volume Storage Volume Intensity 3 (cfs) (ft ) (ft ) (in/hr) �ft ) t Factor 5 1.425 834 1.00 0.49 146 687 10 1.105 1293 1.00 0.49 293 1000 15 0.935 1641 0.67 0.33 293 1348 20 0.805 1884 0.63 0.30 366 1518 25 0.715 2091 0.60 0.29 439 1652 30 0.650 2282 0.58 0.28 512 1769 35 0.585 2396 0.57 0.28 585 1810 40 0.535 2504 0.56 0.27 659 1845 45 0.495 2606 0.56 0.27 732 1874 50 0.460 2691 0.55 0.27 805 1886 55 0.435 2799 0.55 0.27 878 1921 60 0.410 2878 0.54 0.26 951 1927 65 0.385 2928 0.54 0.26 1025 1903 70 0.365 2989 0.54 0.26 1098 1892 75 0.345 3027 0.53 0.26 1171 1857 80 0.330 3089 0.53 0.26 1244 1845 85 0.315 3133 0.53 0.26 1317 1815 90 0.305 3212 0.53 0.26 1390 1821 95 0.290 3223 0.53 0.26 1464 1760 100 0.280 3276 0.53 0.26 1537 1739 105 0.270 3317 0.52 0.26 1610 1707 110 0.260 3346 0.52 0.26 1683 1663 115 0.255 3431 0.52 0.25 1756 1675 120 0.245 3440 0.52 0.25 1829 1610 ''Note: Using the method described in FCSCM Chapter 6 Section 2.3 1530-002 Chamber Summary.xlsx Page 2 of 5 Z� �Z W� w � r� =w N � ~Z a@+ � £ � n � �/� � m h 7 Y (V � ii � N T � V N Q C Vf � v Z � Z w � � � � � 71 R '6 Y � � � o v Q� o 1p i � L `.' .ti m n a • ti 3 u � � �� >y � d > £ � � ao v 'E O E .� m _ Z m � U � N W d S L O OG •� fp £ y u ry � 6 Y 7 � `-' � / yd. VI G Q d > LL N 10 � � � N � � � O m � .... O F E '� U � E ° � '� � � E z° � a; v r � L � u � � '� � �o o v o � � � "a v °' m y 7 f0 N m m o � ° � C � n`o�+ � v �" v O � a`r '" o00n a v � y LL L � 3 o v `o 7 S v 00 �, '� v ;� v c v E C � ° L O a 'w o v v y � N '° o � o " � � � E � v v t •� 'c ao t v � � V > � � C u � C =p N N 7 v N 3 Y C t � t6 � C C O �n V � v � L L � F N � � � v 3 � v z "� _ � v � Q N � '. � Y � m b0 N v 7 00 � OC O � C � '6 �.+ � b0 � 3 � bmD � � Q1 00 � 3 N S cV L U O � � E � � f0 bA � � C u s 3 � � o � � � .3 � � y � L � o v � o � F o `y p _ � � co a w ,n � � ' � £ a m uxi Q o ,L,, ° � m F � o � � • . a � 3 u � a o L L ° .c U s LL N a m � � v v v o � o _ � O � L 3 � E y � v � u a v ro v t 3 '� � v o � u 3 U � � o � u � v v t0 0 O � � m > �r � 1L � � N � V � � C 0 C � � '6 O_ 7 Q T v � O O C O O � � v N _ T � v � N v � — � � 7 � O -a � N � N � N S E 16 i 3 .� ^ � � � � � � V '6 �+ � p u N m � � �^ � �n � ~ 6 � �••� ry L � L Ul L N C u � 3 " � " � " � � � Q = � ,� Q � � °' v L 3 V � u p � m 3 c o � o a ° � � m � E � m n E v � c v 3 � E v � � a � > > Z � z > vTi fo � u '6 ai .� bD L � NORTHERN ENGINEERING StormTech Chamber Data Chamber Dimensions SG160 SC-310 SC-740 MC-3500 MC-4500 Width(in) 34.0 34.0 51.0 77.0 100.0 Length(in) 85.4 85.4 85.4 90.0 52.0 Height(in) 16.0 16.0 30.0 45.0 60.0 Floor Area(sf) 20.2 20.2 30.2 48.1 36.1 Chamber Volume(cf) 6.9 14.7 45.9 109.9 106.5 Chamber/Aggregate Volume(cf) 29.3 29.3 74.9 175.0 162.6 end caps have a volume of 108.7 cu.ft. end caps have a volume of 45.1 cu.ft. Chamber Flow Rate Conversion(gpm/sf to cfs) Flow Rate* 0.35 gpm/sf 1cf= 7.48052 gal 1 gallon= 0.133681 cf 1 GPM= 0.002228 cfs *Flow rate based on 1/2 of Nov 07 Q�,qx in Figure 17 of UNH Testing Report Chamber Flow Rate SG160 SC-310 SC-740 MC-3500 MC-4500 Flow Rate/chamber(cfs) 0.015724 0.015724 0.023586 0.037528 0.028159 ' . � � . . � � E . - . . . . . . . - \ �__ _ /i';� -- - - -:-} -.�--�-• _.,�_- =-- J'�-ct;-�,A:r,czar„�;• � / / � ' � � \� / � '` � / 1 �� / � � �-�_� ��--- � `� / / - " '`-- - _�' � , � �_ _. _��,� � _____ ` .. • � �� - - . , \\�� ly _ - �"� o-o•a.as .. - _-----""- �, ;'��r_s'°n' �1�l � - " -_ yf"__�u�aX. � � ' �� ��\� 1 ♦ -�„•-..��� r \ �� \ � • ` � � �.� ,�r:i /�'� ` � �' : - inF�RY. � � / "/•��. _-'AiA'N~ _ r� � :.I�..• !7 M7?t:�4tr' . _,,� �. , � .�/� \ � �' `.J�,:�y{� Rlh 1►'�clf�i ', . _ �% � C r{ l - r . � � � ``' �Ir7y"'.E �' jl` f! 4, w•; -St�r; , -,— / ` �i�•. _ r i-- � `�. � �� � — � ��-�_ 1 _ti 1 1.� , H AVC , ,\ � � ,`'.a;�"_ \ �� -' - �� .i ,�y ` �-���r��� � i _��• '•, �:n � � ����� •l�_4 � ♦ \` �f_ ._-t' �-:,j,�' _� "� . �..a ���N"�f���•� __ J :}:-. '•l •• . v -- -��, � - / Kt?�8�lr.wa� r = _ _� �..�... fEIJI►ILY'1R49 NorthernEngineering.com // 970.221.4158 � NORTHERN ENGINEERING Stanford Senior Living A comprehensive Erosion and Sediment Control Plan (along with associated details) will be included with the final construction drawings. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3, Chapter 7 — Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans. The Utility Plans at final design will also contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the applicable requirements outlined in any existing Development Agreement(s) of record, as well as the Development Agreement, to be recorded prior to issuance of the Development Construction Permit. Also, the Site Contractor for this project will be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division — Stormwater Program, before commencing any earth disturbing activities. Prior to securing said permit, the Site Contractor shall develop a comprehensive StormWater Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance of construction BMPs. Erosion Control Report ' � � � � � , E . � � � � � .� � . _ , ,� ` , - . �. . . �-, � � � ,, ,- � .n _ �, � _ --=_ -- �1 , v� i Y • ' e . ip „ P � i] �� Iq 1� _ ��- ' ~ 'ry� � �W 1 {'�!� . R y' � � � e {�. �.�1li � � -'y'il ,. � SIF r��'yµ * � � � ' .�. L� � � � A �� . � � � . i�l i � '�' +' ���i i�nu ..�q� i �� aie i.n 'i`� � .. ���� ' �`^� � ,I t' � ��' ' . . � i+:'. : µ . NorthernEngineering.com // 970.221.4158 � ,Fin��A �� � � . �� a����' FINAL DRAINAGE REPORT FOR J.F.K. OFFICE P.U.D. PREPARED FOR VAUGHT-FRYE ARCHITECTS January 4, 1995 STEWART & ASSOCIATES, INC. P,O. BOX 429 FORT COLLINS. COLORADO 80522 303/�82-9331 3� . his unofficial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA STEWART$,�.SSQCIATES Consu�tin�Engineers and�Surveyors January 9, 1995 _ Mr. Basil Hamdan • S�orm Water Utility City of Fort Collins ' P.O. Box 580 Fort Collins, CO $0522 Dear Basil: This is the final drainage re�ort for the proposed J. F. K. Office P. U.D. , located at the Northeast carner of the intersection of East Harsetooth Road and JoF�n F. Kennedy Parkway. The site contains 0. 3557 acres and is a part of Lot 3, Strachan Subdivision, Third Filing. It is further described as an existing building pad that was proposed in Yhe Arena site p1an in 1980. . Presently the pad site is blue grass. The site is bounded on the bJest by J. F.K Parkway, on tf�e North and East by the exist�ng asphalt parking lot that serves the existing Marriatt Hotel and this pad site. The site is bounded on the Sout1� by East Horsetooth Road. � The site is in the Foothilis Dra-inage Basin Mas�er Plan that was prepared by Resource Consultants, Inc. and dated July 1980. The Strachan Subdivision Third Fiiing was deve�oped in 19$0 and was divid�d into two basins. The Southerly Basin contains 17.9 acres and drains Southeasterly to the corner of East Horsetooth Road and Stanford Road. Mitc�ell and Co. were the developers and they paid the Warren Lake Company for storm water detention rights in Warren Lake for^ Strachan Subdivision lst, 2nd and 3rd F� lings, which is the area between Monroe Drive and East Horsetooth Road and between College Avenue and Stanford Road. They also developed the Strachan Continental Subdivision at the Southwest corner of East Norsetooth Road and J. F.K. Parkway. Its de�ent�on was also paid for �n Warren Lake. �he 0.3557 acres in the J.F.K. Off�ce P. U,D. were included �n the area of the Strachan Subdivis�on when the r�noff rate from it was calculated and the r�noff volume was allawed to discharge �nto and be detained in Warren Lake; however, the runaff from J. F.K. Office P.. U.D. will actualiy be less than � anticipated since the actual runoff coefficient is less. There is no onsite detention in any of Strac�an Subdivision Third Filing. The inlet and the outlet pipes that were constructed from the southeast corner of the Arena parki�g lot east across Stanford Road and south across Horsetooth �oad to Warren take wi13 carry 134 c.f. s. . The 100—year runoff rate for Strachan Subdivision Third Fiiing �s 93. 1 c.f. s. and for Stracl�an Continental Subd-ivision is 73.0 c.f. s. The 100—year fully—developed rate for the entire basin is 270 c.f. s. , according to the Foothills Basin Master Plan prepared by Resource Consultants, Inc. dated Janua ry 1981. The overflow of 136 c.f. s. between the capacity of the pipes and the 100—year 270 c.f. s. will flow easterly in Horsetooth Road to its intersectzon with Landings Drive and then into Warren Lake. The map of the basin and Table I af ful�y—developed runoff rates are enclosed. Also, a copy � James H. Stewart and Associates, Inc. � 103 S. Meldrum Street " PO. Box 429 � Ft. Collins, CO 80522 3fl3/482-933 i bis unofficial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Recards Website:http://citydocs.fcgov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA J. F.K. Of fi ce P: U.D. � , Page 2 af a topographic survey of the Horsetooth—S�anford—Landings intersection and a copy of the prof�le of the centerline of Horsetooth Road are enclosed. With a maximum of six inches of topping of Horsetooth Road, the rate of flow could be 143 cubic feet per second. Theref ore. with 136 c.f.s. overtopping the centerline the depth would be less than 6 inches. The �7.9 acres in the Strachan Third Filing conta-�ns this pad site being developed at this time. The originai runoff calculations used a runoff coefficient of 0.85 for the entire 17.9 acres. The J. F.K. Office P. U.D. has an actual runaff coefficient of 0.64. The existing dra�nage system in the Strachan Subdivision Third Filing was �esigned with storm drains and surface drainage thraugh the site and then to c�ross East Horsetooth Road with a pipe system that carries 134 c.f. s for the 10 year frequency starm. The J. F.K. Office P. U.D. wi 1� be developed wi th one affice bu-i ldi ng on the site. All of the parfcing for the new b�il�ing is iR the existing par�Cing lot. The development of the pad wili �ncrease the present two year runoff from 0. 17 c.f. s. to 0. 62 c.f. s. and the present 100 year runoff from 0.65 c.f. s. to 2. 59 c.f. s. . The site will sheet flow to the existing parking lot and to � bo�h the Horsetooth Road North gutter and the J. F.K. Parkway East gutter. The storm runoff from �he Strachan Continental Subd�vision is routed in 3 pipes to the Northeast diagonally across the Horsetoath Road—J. F.K. Parkway intersection and then Easterly along the South line of the J. F.K. Office P. U.D. and then into the Strachan Subdivision Third Fil�ng system in the parking lot. 7his is carrying the undetained runoff to Warren Lake. The 10 year frequency developed runoff from the total subdivision and the abutting streets and the h�stor�c two year runoff from 11.3 acres of offsite land was 44.0 c.f. s, . � � The offszte area includes �ot 1, Observatary Heights at the Southeast corner of South College Avenue and �ast Horsetooth Road that is being proposed as a bank at this time. The storm drain was designed far only two year historic runoff from Lot 1. The three 19" x 30" oval pipes crossing the intersection from Strachan Continenta� Subdivision w�ill carry 48 c.f.s. and the 10 year runoff is 44 c.f. s. . The three oval pipes were used due to vertical conflicts in the crossing. The outlet pi�e from the box on the J. F.K. Office P. U.D. is a 27 inc4� diameter concrete pipe at a s�ope of 2.37, which will carry 46 c.f. s. . The curb out�et box was designed to a��aw 22 c.f. s. overflow on the surface of the parking lot and 24 c.f. s. f�ow North in the existing 21 inch diameter concrete storm drain. In the 100—year event, the total runo�Ff rate from Strachan Continental Subdivisior� is 73.O.c.f. s. which will cause 29.0 c.f. s. to overflow the Florsetooth Road — J.F. K. Parkway crossing pipe system. The overf1ow will flow easterly in the south half of Horsetootf� Road and flow into Warren E�ake at the southeast corner of Horsetooth Road and Landings Drive. The following is a summation of the storm drainage issues for J. F.K. Office P. U.D. . The existing s�te has b�ue grass ground cover which wzll be replaced w�th 6, 970 square feet of impervious surface. The �ownstream parking lot and storm drains were sized with this pad site be-ing fully d�veloped. The system will carry the 10 year storm runoff in storm drains and the 100 year storm his unofficial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA J. F. K. Of fi ce P.U,D. � Page 3 runoff on the surface to Warren Lake for detention. The offsite drainage from bath "The 5quare" shopp9ng center and Strachan Continental Subdiv�sion was calculated for fully deve7oped cond�tions and other offsite areas were calculated for two year historic quantities of runoff. All of the system is existing at this time, and there are no other storm draznage facilities proposed. Erosion Control: The site is in a moderate ra-infall erodib�lity zone and a moderate wind eradibility zone. The site wil� be stripped of the existing sod and then the foundation constructed immediately. A small amount of grour�d cover wi11 be maintained in the corners of the site. A silt fence will be constructed around the entire site to control both wind and rainfall eros�on. The performance standard is 75.$� and the effectiveness of the control is 80. 5Z .� The runof� calculations and the erosion contral calculations and the grading and drainage plan are enc�osed as a part of this report. The drainage re�orts for Strachan Subdivision Third F� ling and Strachan Continental Subdivision are included as an appendix to this report. The Overall Grading & Building Layout Plan for Strachan Subdivision Third Filing is also enclosed. Th i s report and the desi gn of the drai nage systerrt for J. F.K. Of fi ce P. U.D. are in compliance wit1� t1�e current City of Fort Collins criteria. If you have any question regarding this site, please call . Sincerely, . ��t:�/1 *•u'�� ����o � ���y'+r �• ,...... �•, � J��������sr�•.�o-, Ri chard A. Rutherf ord, P. . & �.S. a � F�;•�o'-: President _ • ` = =*: 502 • $ • . . . . enclosures ,,� : '�= . /rsc , �:F � L.S•: ; ••.....• '_,)�: , .`,,fl••�11'1f111�����,,`` his unofficial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or addirional information or an official copy,please contact City of Fart Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA STG V VAl\1 �SJ�J�IATES � pH 4�82 9 3DRFAX F4802 9 80LL1NS, CO 80521 � Consultin��.ngineers and Surveyors By: js?�{�2, Date: !z Client: V A vG ff 7—rc�e v�Axc,��r��u Sheet No. 4- of Project: �. �. k D ����� � (�. 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' � _` i ��; 1 �— � t��'!—�'--�—l� —: �^_� I �� S �- I i f—�—���4 � � .Y��__.i i 4 i � . i � ' � � � t � 1 �,�. . . 1 . � �--�-�-�-• -- � �-- ��L.�=-_: _ _ �_ . ; 1 ' ` � � ' � � k ` ' ` _�i .�.; _. _�__.�..�=�� ,- ' � , ' � � _ _ �. _. _ � . ___._-;- , ;_._ � 1 � � � ': ! � � i ' �__ . ._ _�--� `�r_. _ i. _.�... , i , ! ; � � � I � : 1 , ; I , ; ' i ' �! i E � ; ! I ; � � . �- --�-- ._ i � _ . �......r . a ._ �. _��.�.� M_..... _..�...� � � � _ € 1 ' � 1 � r � � , , �..-�-- � I '' ;._ , _ � i � � � E � � � i� ' ' � � , ; � � � � � . ._.. ._.... .. .�.._. �_�� _ _ _ _�.._... - _ ... ,.� � , ,_, I � i � �� � ��.,� � � � � _� � �. j � �'_� i_�_ � 9 ' _-____! �._.i._.._....._..;..��.,.�.L_...l......._` i-W'.. �.._ his unofficial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact Ciry of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA � „ � .' ' . , . 7 , , I : � RAINFALL PERFQRt�ANCE STAP�DARp EVALUATIQPI � : PROJ�CF: � �F. k OFF/GE �U-D---�------�-----STAPJDAR� FOR�4T-- A COhZPL�TED BY: ,e,, �q ,,Q, � � qATE: q �z g -----�-------------------�---------- � -----------�------------------- DEVE�OPEO ERaDIBI�.ITY Asb Lsb Ssb Lb Sb PS SUaBASIN za��r� {ac� �ft). ( ) �e�t � . t � (q} {o) ToT'4t- 1Wo �,q -....'-_- ___.._- ----_-_ � S�-rc �� O.3G4. /LO �7 /•z. /o lzaf� ' /-z l0 7S•$% � � � I ' _ __ . , I � � . I . � � I, . � . • " � . � � ( . I � ' � � I I I i I I � his unofficial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA � �. � . � = �g , . � . � EFFEC�FVENESS CA�CULATIONS PROJ�CT: J. .F. /�r+ OFF/cE �? �J. D"r�'rr____------5�'ANDARD FORM B ! �� COMPLETED BY: _�A,� ,,,_,_ � DATE: q i� q � . � � 1 . Erosion ControT C-Factor P-Factor � Met�od Value Value Comment � ---�---------,...,----....��..---------;D----------------�[. g Ai2� .S'O1C.� . . �.DO � 0 �� f4 . • FOVNDqTt ON �le/q�k3 D•01 /• OD• Q.Zpq�,, � S�c.-r F�,�.c,� � /• oo - � o.sp � ,. �sT. G�.a4sr . 6� 08 /. Do d� 07�A�. � � � � • � ,. � -----------=----------------------------------------------------------� �� � � MAJOR� PS SI1H AREA � - � . BASIN (�) BASIN (Ac} CALCULA7IONS '.�VTiqL e —�--- —'-- -- ------------------ - "-----------------------I 7S�8�o Q�3GA� .. _ � ��Cf�'QOxo. �c�� + �.or xo.zo� +- (o.o8xo,oz� . , .. • 0,3 �� W rr� C � o• ! 4�- . . 0,3� = 0,3q . � I w rD � = o•so i � FG = 1� �D. 39x Osv x /0� = � � ,. � ) � 8 o,s/o I . � _ � � go�s %a�� �s a % . � � . � .. � ! � . I � � I I_ � . � . - � ; I , .. � I I . � I I I I " �--------------�__----=----------------------------------_________-_-__' � HDI/SF-6: 1989 his unof6cial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://cirydocs.fcgov.com or addirional information or an official copy,please contact City of Fart Collins Utiliries 700 Wood Street Fort Collins,CO 80524 USA � � , � . , CONSTRUCTI4N SEQUENCE • �' • PROJECT: J. F. . � �� � . . STANDARD FORM C . 9.S . , � . ' . . SEQvE;dC�. �OR 19 � ONLY � COMPLETED BY: ^ �2�� � � DA��: a �z/94- I Indicate by use of a bar line or symbols w�en erosian control measures will be installed. . Major modifications to an appraved schedule r�ay require submitting a new s�hedule for approval by the City Eng�ne�r. . � . � YEAR l4fa ►qs; I MONjH D � � I F I M i ,4 I M � ,1 I � ( ,4 1 I � --------------------------- --- ------------------ ------- --- ---- ---- --- ---� OVERLOl' GRADI�G • ! �- � � WI�[G EROSIQN C4NTROL � � . � I ' Sail Roughing ! � Perimeter Barrier � Additional 8arriers • � � � . �� Vegetative Methods � Soil Sealant I - Other— Fo�uo�rro,u I .. . � . - I • .. RAIPaFALL EROSION CQNTRQL I -• STRUC�URAL: . ' ��. ' � Sedimen� Trap/Basin ; I Ir�Tet Filters . ' I � - Straw Barriers � I . 5i 1 t Fer�c� Barriers � I _� Sand Bags � Bare Soil �reparatian � � Contour Furrows � I Terracing � . � . Asphalt/Concrete Paving . � _ . O�i�er — FovNDqrcoN � i � i � � � E VEGEfA7IVE: � � � � � � . Permanent Seed Planting ----- --- � Mulc�ing/Sealant � � Tem�orary Seed Planting Sad Installation � � , � • . Plettings/Mats/Slankets Other . � , . � . --------------------------------- ----�--------- ----___-- ----------------__________-__ � • NSTAI.LED BY � MAINTAIHED BY STRUCTi1RE5. I VEfic A7ION/MULCHING CONTRACTOR � � DATE SU8��IITTED APPROVED BY CITY OF FORT COLLiNS ON , HDI/S�-C:1989 . ,T�v��L?': 1991 8--20 DESIG�1 CRIT�?I?. his unofficial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Recards Website:http://citydocs.fcgov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA ro STEINART$,�SSOCIATEs . Consulting Engineers and Surve�rors . Se ptembe r 12, 1994 � Mr. Basii Hamdan Storm Water Utility City of F'ort Collins - - � P.O. Box 580 � Fort Collins, CO 80522 Dear Basil, ` - The fol�owing is the cost estimate for erosion cantrol for J. F. K. Office . P.U.D. : 1. 500 L. F. of Silt Fence @ $1.75/Ft. $$75.00 2. Re-seed Total Site, 0.36 Ac. @ $1298.00/Ac. $�68.00 The collateral for the erosion control required is 1507 of $875.00 which i s $1312. 50. , . If you have any quest�ons regarding this cost estimate, please call. Sincerely, � . . . `,,�►����,,, ' ����� p� xUTyE.��. . , � .��� .•'GISTE�qF;p�,,� „��F`�" 4��O' • • $ Ri chard A. Rutherf ord ' ; 5� 2 8 • President ��r: ' . ,�: � ' _ = /1"S C iiv,���A f a `.p,.�,,,s '�► 'n �����.��'� �� a ��a�•Q�,Cn'p�a.� , James H. Stewart and Associates, Inc. , 103 S. Meldrum Street P.O. Box 429 Ft.Collins, CO 80522 303/482-9331 his unofficial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA `1 •�1 � 1 •-� � U �� W � e Q __.. �� � � V I I � � � z� / I / • �� __ � � i __ __ AL � � M . __�_ � ��a 1 I W ' t � � � L � ,�S AIOIWAV _-•• � � __ � .��- / �—, a � � _ I � ���_�, W .- . . . ";�;�� � _ , � � � �. --- ----- � ,� �; ;, � , � \\` � � f . � �'4 � , ' ' i � � � � 1 ' ' � I . j � f,� �� , I (' \: ' ���� � � � � �� 23 . �� � .RQIlD . -----------� \`i � se a —�'.�E . '� - �'"" 1 w . ,; � � � , � . . �� , ___� � ` �"�C!s � ' �. � � ; \, ' �� ; \. �k � \ '� �., WARR£N LAKE �r` • •��* �` ��... .oT �,� .�. � .,Tr ' O ;� �.,.��— --- �- ---- — each 3---- ; FOOTHILLS BASIN I BASIN G I �w;th Existin Draina e Patterns g g °'" � � � ( West End ) ind drains � of flow � . , ion of ffow � - ��gure 3 � �i- �e . � �dS, et�. RES�URCE C�NSULTANTS, INC. • Ft. Collins, Colorado :entration po�nts , � � his unofficial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA � . . . Tab�e 1 � � Computed Peak Flows at Various � Points Within the Foothills Bas�n with Improvements � � Full Develo ed Condition Peak Flows (cfs) Pointl� Locat�on � � 2-yX 10-yr 25-yr S0�-yr 100-yr. . A Major drainage outfalZ at 2p0 4I0 510 610 ��0 Poudre River B Major drainage channel • 92 120 1k0 150 170 • n+orth of HorsetooCh Rd. C Ma�or drainage channel I80 340 420 S30 630 west of County Rd. 9 � D North tributary 1/4 mile 56 65 66 69 73 south of Drake Rd. • '� E South tributary storm sewer 49 49 49 49 49 1/4 mi. north of Horsetooth Rd. . `� F ._ Meadows East pond at 4 4 4 4 11 � Timberline Rd. G Storm sewer at Drake Rd. 28 30 32 36 39 `' and Timber�ine Rd. � H Major drainageway at � 12Q 260 310 380 �+30' � TitaberZine Rd. � I � Major dra�nageway at Union 120 26Q 320 390 440 � Pacific Railroad J Warren Lake drainageway 26 72 100 120 160 . at Horsetooth Rd. K Major drainageway at I29 190 230 270 307 Lemay Ave. ' L Major drainageway at 190 350 430 510 �80 Stanford Rd. • M Warren Lake drainageway 73 16d I90 � 230 27a at Horsetooth Rd. , N Horsetooth Rd. storm sewer 7 20 31 38 47 0 Larimer Co. No. 2 Canal I9 46 61 76 90 � � storm-wf�ter flaw at � Warren Lake � P Culvert under �Colorado & 100 110 110 120 130 , Southern Railroad and Larimer Co. No. 2 Canal - � Q Culvert under New Mercer � 76 84 85 86 87 ' ' Canal . . � Cont'd � . . � -�o- � REsouRCE consu�TanTs inc his unofficial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com -`"- �'-- or additional information or an official copy,please contact Ciry of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA S�RACHAN CONTINENTA� SUBDIVISION � STORM DRAINAGE REPORT ,�uiy 3, i9si Prepared� by . ' JAMES H. STEWAR� & ASSOC�ATES, INC. ' Fort Collins, Colorado � ��`��. �N� � • �. - y � J u; r� �, q.�- �z::�1A "' � . �.�� �:.�� Ca�p G� his unofficial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA James g3. Stewart and Associates, Inc. � Consulting Engineere and 5urveyors ' � ' L9boretory: 2t4 North Howes Street 30t Llncoln Courl P.O.Box 423 - P.O.Box 429 F.ort Cvllins,Colorado 00522 . Fort Collins,Colorado 80522 (303)482•3331 {303�a84-6309 Ju�y 3, i9ax - . . Mr. Robert Smith � Storm Drainage Division City of Fort CoZlins . � Post Of�ice Box 580 Fort Coll�.ns, CO 80522 Dear Bob: ' The tollowing �.s the storm drainage report for Strachan Continental_ Subdivisfon. The report denotes the stortri water runotf quantities �or onsite and offsite areas. Construction plans for storm drainage facil.�ties are included in the Utility PZan for the subdivision. If you have any questions regarding this report or the sCorm dra�n pl.ans, please ca11. • • SinceXely, . JAMES H. STEWART AND ASSOCIATES, INC. �vL�t�a.�c�� �4'L-�.�I.GL�•`n� • . Richard A. Rutherford, P:E. & L. S. Secretary-Treasurer RAR/vr � y`�G EryC . ya�`-��� _ � . y �. . A� T ri�. A -s � � o :. �:- � � �ti � .• ;;,;�'; � . cQUp �4 � his unofficial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://citydocs.fegov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA ' INDEX Page No. Narrati.ve of Report �- Storm Arai.nage CalculaCions �&a Area S�.te Map 4 5 Drainage Area Map � ��pG�YE�,c � � i a �� � b x : A �^ o •� � V y . �;�5, ~'+ v �U H G� his unof6cial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA STORM DRAIIQAGE REPOItT • . . ' Strachan Continentai Subdiv3.si.on Strachan Continenta3. Subdivision, Fort Gollins, Colorado, consists of three l,ots zoned Highway Bus�.ness and encompasses 9.59 acres. The subdivision is a part of the Footh3.3.1s Drainage Basin and lies Northeast- er�y of and below the Larimer County No. 2 Canal. Agproxzmately 1I.3 acres of the Foothills Drainage Basin lie above this sudi.v�.sion and run- � off not intercepted by the Larimer County No. 2 Canal could be expectec� to flow through the subdivision: The historic flows are from Che South- west to the Northeast corner of �he subdivision arid proceed �o=:.�:�thal:weg G00 feet North of Hosetooth Road and •on Southeasterly to Warren Lake. Developed conditions �oul,d see historic two year quantities being piped under the Larimer County No. 2 Cana1 from the 11.3 acres �from - one or more detention basins. Th�s quant�.ty should not exce�d two cubic feet ger second at the two year historic rate of outflow. These flows could be delivered to the surface of this subdivision by proposed . � s3phons under the canaJ.. . � Storm water detention far this subdivision has been negotiated for with the Warren Lake Company. Therefore, no on site detention will be pxovided. An underground sCorm drain systen► has been designed to carry the ten year storm runoff Northeasterly across Horsetoath Road to the Strachan Subdivision, Third Fil�ng st�rm dra�.n system. This storm � drain on the "Arena" property has been .built and the svr�ace has � been graded. The "Arena" System was designed to include runoff frotn the entire Foothi�ls Basin. It will carry the Strachan Continental Subdi.vision runoff to Warren Lake. ���c•1�,y� - � -1- . � ,;.�'• �,J- s V, `2-• 4.`µ A+ � ,� � . . . _. . _ o " A ��ti � �:;�X.� ���H�� his unof6cial copy was downloaded on Jun-30-2020 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com � or additional information or an official copy,please contact City of Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA __ . .� .. � ' . . . . . .. . . . � .. . .. .. . .... .. .. . . . . . . . � � : � � C4I�PUTATIONS � � � .fames H. Stewart & Assoc. . 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I . � �r I Ir I�4 ,-, I , I . �L ."::�� M��OZ�b oSOT OOLL8bb 089L8bb 099L8Gb OG9L8Gb OZ9LSGb 009L8Gb 03SLSGb z z v m N iV iV M M V V Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 73 Nunn clay loam, 0 to 1 percent 0.4 18.8% slopes 74 Nunn clay loam, 1 to 3 percent 1.9 81.2% slopes Totals for Area of Interest 2.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, 11 Custom Soil Resource Report Larimer County Area, Colorado 73—Nunn clay loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2ting Elevation: 4,100 to 5,700 feet Mean annual precipitation: 14 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 135 to 152 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Pleistocene aged alluvium and/or eolian deposits Typical profile Ap- 0 to 6 inches: clay loam Bt1 - 6 to 10 inches: clay loam Bt2- 10 to 26 inches: clay loam Btk-26 to 31 inches: clay loam Bk1 -31 to 47 inches: loam Bk2-47 to 80 inches: loam Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 7 percent Maximum salinity: Nonsaline (0.1 to 1.0 mmhos/cm) Sodium adsorption ratio, maximum: 0.5 Available water capacity: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R067BY042C0-Clayey Plains Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Heldt Percent of map unit: 10 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY042C0 -Clayey Plains Hydric soil rating: No Wages Percent of map unit: 5 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY002C0 - Loamy Plains Hydric soil rating: No 74^Nunn clay loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlpl Elevation: 3,900 to 5,840 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Pleistocene aged alluvium and/or eolian deposits Typical profile Ap- 0 to 9 inches: clay loam Bt- 9 to 13 inches: clay loam Btk- 13 to 25 inches: clay loam Bk1 -25 to 38 inches: clay loam Bk2-38 to 80 inches: clay loam 14 Custom Soil Resource Report Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 7 percent Maximum salinity: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 0.5 Available water capacity: High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R067BY042C0-Clayey Plains Hydric soil rating: No Minor Components Heldt Percent of map unit: 10 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY042C0 -Clayey Plains Hydric soil rating: No Satanta Percent of map unit: 5 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY002C0 - Loamy Plains Hydric soil rating: No 15 MAP PACKET EXISTING DRAINAGE EXHIBIT DR1 - DRAINAGE EXHIBIT � � � .� / ��'`'�` . • , ' `�� � ��i / q ;``` �' �--.,, !t 11►`�' � � •' . � • •`� �� ' �� - � � � �� •�� � � \ ``\ \ .� 1 '} �` �` � ���� ♦ M ` � �� j ii � \ , - � � • ��\�� .�vw j , � � \\ t • ,` � a 1 � �`�;:;. `t� ` \ \J a � � / �':� � \ / � ` ,r' `' � \ ♦ �� �� /` \ °; ,�ti \ \� 1 �� � � �� � , � �,f , �o n U Z Z � � p o \J I �II I K O ��i /Q W W �` v I z � � ao � J� � � I Za ¢ "� �o � � o ❑� ¢ m I �o � O � � i �Z ¢ o- w I I � W a ¢ �� � NO � � W = I � °� ' V) � w z� W � w ¢ �� a u o � O �LL � �� J � Z W� �� a � lwi II r� O � U Z� W o�, O `"Z o ao 3 Q U " 1. 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