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HomeMy WebLinkAboutDrainage Reports - 09/07/2016I t I 1 1 A` This Drainage Report is consciously provided as a PDF. ' Please consider the environment before printing this document in its entirety. When a hard copy is absolutely necessary, we recommend double -sided printing. August 24, 2016 City of Ft. Collin &rov d P►a,- s Approved By. U Date 9 - 7 - / 6 FINAL DRAINAGE REPORT HILL POND RESIDENCES Fort Collins, Colorado Prepared for: Schuman Companies, Inc. 605 S. College Avenue, Suite #100 Fort Collins, Colorado 80503 Prepared by: ■� `� NORTHERN ENGINEERING 301 N. Howes Street. Suite 100 Fort Collins, Colorado 90521 Phone: 970.221.4158 www,northem rigineedng,com Project Number: 620-004 iNorthernEngineering.com // 970.221.4158 NORTHERN ENGINEERING August 24, 2016 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage Report for Hill Pond Residences Dear Staff: Northern Engineering is pleased to submit this Final Drainage Report for your review. This report accompanies the Final Plan submittal for the proposed Hill Pond Residences development. This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM), and serves to document the stormwater impacts associated with the proposed Hill Pond Residences project. We understand that review by the City of Fort Collins 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. 0 - V 6 .oz.: Nicholas W. Haws, PE LEED Vice President AP 301 N. Howes Street, Suite 100, Fort Collins, CO 80521 Andrew eese Project Manager 970.221.4158 1 www.northernengineering.com .� NORTHERN ENGINEERING 1 IN TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION ........................... 1 II. DRAINAGE BASINS AND SUB-BASINS............................................................. 5 III. DRAINAGE DESIGN CRITERIA......................................................................... 6 ' IV. DRAINAGE FACILITY DESIGN.......................................................................... 9 V. CONCLUSIONS.............................................................................................11 References............................................................................................................. 12 ' APPENDICES: APPENDIX A — Hydrologic Computations ' APPENDIX B — Hydraulic Computations B.1 — Hydraulic Computations B.2 — Detention Facilities APPENDIX C — Water Quality Design Computations APPENDIX D — Erosion Control Report APPENDIX E — LID Conformance ' APPENDIX F — Standard Operating Procedures (SOP's) References (Reserved for Final) ' MAP POCKET: DR1 — Drainage Exhibit DR2 — Existing Drainage Exhibit 1 1 1 u 11 1 1 1 II NORTHERN ENGINEERING GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map Hill Pond Residences LOCATION Figure 1 — Vicinity Map 2. The Hill Pond Residences project site is located in the Northwest quarter of Section 23, Township 7 North, Range 69 West of the 6`h Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. 3. The project site (refer to Figure 1) is bordered to the north by a single family residence; to the south by Hill Pond Road; to the east by Gilgalad Way; and to the west by existing single family residences. 4. There are no major drainage ways within or adjacent to the site. Page11 NORTHERN ENGINEERING Hill Pond Residences ' B. Description of Property 1. Hill Pond Residences is comprised of ±2.179 acres. -1 11 E 2. The site is currently a single family residence. It was originally developed as a neighborhood amenity with two tennis courts, a pool and large green spaces. 3. The existing groundcover consists of grasses, gravel and concrete. 4. The existing on -site runoff generally drains to both the northeast as well as the southwest due to a ridge that bisects the property. Flows draining to the northeast corner are collected by a series of existing low areas that do not have an outfall to any established drainage facilities. Drainage to the southeast flows to Hill Pond Road and Gilgalad Way. Those flows are collected by an existing inlet on the northeast corner of the intersection which conveys flows to Spring Creek. 1 Page12 ' INORTHERN ENGINEERING I Hill Pond Residences 5. A soils report letter (Project No. FC06692-115 1 Date: September 16, 2014) was completed by CTL I Thompson, Inc. The report letter contains the preliminary results of a complete geotechnical subsurface exploration as well as pertinent geotechnical recommendations. According to the summary of findings presented in the aforementioned report, "Strata encountered in our exploratory borings generally consisted of approximately 0-4-112 feet of clay and sand fill, underlain by natural sandy clay and clayey sand soils which extended approximately 18 to 21 feet." 6. There are no major drainage ways within or adjacent to the project site. 7. The proposed Hill Pond Residences development will consist of eight (8) residential buildings that are single family attached units and two (2) residential buildings that are single family detached units. Other proposed improvements include: a new concrete and permeable Modular Block Paver (MBP) parking area and landscaping. 8. The proposed land use is residential, single-family attached. This is a permitted use in the Medium Density Mixed Use Neighborhood District (MMN). ' Page13 NORTHERN ENGINEERING Hill Pond Residences C. F000dplain 1. The subject property is not located in a FEMA regulatory or City of Fort Collins designated floodplain. In particular, the project site is not located within a FEMA designated 100-year floodplain per Map Number 08069CO987G (Effective date: May 2, 2012). I2ll 3115000 FT �aswaia' MAP SCALE 1"=500' +ov�s.rc 0 500 1000 µAD FEET Project Site • �- a�u PANEL 09M FIRM m FLOOD WWRANCE RATE MAP o LAREWER COUNTY. ' I COLORADO � AND mmreoNAr®AREAS RVfiLWQF1C0 ....wv vow r.ro r.x¢ uwvn p ° iae nuueen m00tac enam er4 aemc 23 —• w°prwr+°r i � �itia0' ® I n� .r. MN� MOlFA ©, ONMW0/0 W REY= . III W2MN �.I Peb•IPaeM)N�.y�w1A/�O 7445000 FT .. «wwW .. e... ar.xrtaw. r....o�wirr ewp. Figure 4 — FEMA Firmette (Map Number 08069C0987G) Page14 ' NORTHERN ENGINEERING Hill Pond Residences II. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 1. Hill Pond Residences is located within the City of Fort Collins Spring Creek major drainage basin. Specifically, the project site is situated in the central portion of this major drainage basin. This basin is located in central Fort Collins and has a drainage ' area of approximately 5,656 acres. The Spring Creek major drainage basin generally drains from west to east. Most of the runoff from the Spring Creek major drainage basin drains into the Poudre River. ' B. Sub -Basin Description 1. Outfalls: There are two existing outfall locations for the project. The first outfall for the project site is a series of localized low points along the eastern boundary of the ' project. The second outfall location for the project is the existing curb and gutter along Gilgalad Way, along the southeastern boundary of the project site. ' 2. The existing subject site can be defined with two (2) sub -basins. Refer to the Existing Drainage Exhibit for additional information. ' • Sub -basin EX1 delineates the northern portion of the existing project site, which was used to approximate the 2- and 100-year existing runoff. Drainage from the basin generally flows to the northeast, and is collected in localized ' low -points along the eastern boundary of the site. • Sub -basin EX2 delineates the southern portion of the existing project site and was used to approximate the 2- and 100-year existing runoff. Drainage from the basin generally flows to the southeast and is collected by Gilgalad Way ' and Hill Pond Road, which then conveys flows to the existing inlet on the northeast corner of the intersection. ' 3. The project site does not receive notable runoff from contiguous off -site properties. Page15 ' NORTHERN ENGINEERING Hill Pond Residences III. DRAINAGE DESIGN CRITERIA A. There are no optional provisions outside of the FCSCM proposed with Hill Pond Residences. B. The overall stormwater management strategy employed with Hill Pond Residences 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. The first consideration taken in trying to ' reduce the stormwater impacts of this development is the site selection itself. By choosing an already developed site with public storm sewer currently in place, the burden is significantly less than developing a vacant parcel absent of any infrastructure. ' Hill Pond Residences aims to reduce runoff peaks, volumes and pollutant loads from frequently occurring storm events (i.e., water quality (i.e., 80`h percentile) and 2-year storm events) by implementing Low.lmpact Development (LID) strategies. Wherever practical, runoff will be routed across landscaped areas or Modular Block Pavers (MBPs). This LID practice reduces the overall amount of impervious area, while at the same time ' Minimizing Directly Connected Impervious Areas (MDCIA). The combined LID/MDCIA techniques will be implemented, where practical, throughout the development, thereby slowing runoff and increasing opportunities for infiltration. Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release. The efforts taken in Step 1 will help to minimize excess runoff from frequently occurring storm events; however, urban development of this,intensity will still ' have stormwater runoff leaving the site. The primary water quality treatment will occur in the Modular Block Paver (MBP) section in sub -basin B. ' Step 3 — Stabilize Drainageways. As stated in Section I.B.5, above, there are no major drainageways in or near the subject site. While this step may not seem applicable to Hill Pond Residences, the proposed project indirectly helps achieve stabilized drainageways nonetheless. Once again, site selection has a positive effect on stream stabilization. By developing an infill site with existing stormwater infrastructure, combined with LID and MDCIA strategies, the likelihood of bed and bank erosion is reduced. 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. C. Development'Criteria Reference and Existing Constraints ' 1. The subject property is not part of any Overall Development Plan (ODP) drainage study or similar "development/project" drainage master plan. ' 2. The site plan is constrained on two sides by public streets, as well as by existing undeveloped and developed sites along the remaining two sides. As previously mentioned, the drainage outfall for sub -basin EX1 is a series of localized low points along the eastern boundary of the project. Basin EX2 drains to the adjacent streets. Page16 NORTHERN ENGINEERING Hill Pond Residences 3. Peak runoff from the project site during the 2-year event will remain unchanged or ' decrease and will decrease during the 100-year storm event. During the 2-year storm event, runoff to the northeast will decrease from the current ±0.83 cfs to ±0.17 cfs; and during the 100-year storm event runoff will decrease from ±3.75 cfs to ±0.74 cfs. ' During the 2-year storm event, runoff to the southeast will remain unchanged from the current ±0.95 cfs; and during the 100-year storm event runoff will decrease from ±4.16 cfs to ±3.45 cfs. ' D. Hydrological Criteria 1. The City of Fort Collins Rainfall Intensity -Duration -Frequency Curves, as depicted in ' Figure RA-16 of the FCSCM, serves as the source for all hydrologic computations associated with the Hill Pond Residences 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 Federal Aviation Administration (FAA) procedure has utilized for detention storage calculations. ' 4. Two 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. E. Hydraulic Criteria ' 1. The drainage facilities proposed with the Hill Pond Residences project are designed in accordance with criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District's (UDFCD) Urban Storm Drainage Criteria Manual. 2. As stated in Section I.C.1, above, the subject property is not located in a FEMA regulatory or a City of Fort Collins designated floodplain. F. F000dplain Regulations Compliance 1. As previously mentioned, this project is not subject to any floodplain regulations. G. Modifications of Criteria ' 1. No modifications are requested at this time. H. Conformance with Low Impact Development (LID) ' 1. 17,925 sf of vehicular paving is proposed with this project, and of the total, 12,591 sf is proposed to be Modular Block Pavers (MBPs). This means that ' Page17 W I NORTHERN ENGINEERING Hill Pond Residences -* 70.2% of the paved areas in the project are pervious, exceeding the minimum requirement of 25%. 2. The total new impervious area for the project is 71,110 sf. Of that area, 53,229 sf will be treated by LID techniques, primarily Modular Block Pavers (MBPs) or releasing flows into landscaped areas that will be routed to the paver subgrade. This means that ±74.9% of the site will be treated by LID - type technology, exceeding the minimum requirement of 50%. Please see the LID Treatment Exhibit located in the Appendix for additional information. 0 Page18 .V I NORTHERN ENGINEERING L IV. DRAINAGE FACILITY DESIGN A. General Concept Hill Pond Residences 1. The main objective of the Hill Pond Residences drainage design is to maintain existing drainage patterns, while not adversely impacting adjacent properties. 2. No notable off -site runoff passes directly through the project site. 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 project site has been divided into three (3) drainage sub -basins, designated as sub -basins A, B & C. The drainage patterns anticipated for each basin are further described below. ' Sub -Basin A Sub -basin A encompasses ±10 percent of the total site area and runs along the north and east sides of the property. This sub -basin is comprised of landscaping and private t concrete patios. This basin will continue to surface drain along the boundary of the project at a decreased 2-year release rate of 0.17 cfs. The basin release rate will also be reduced in the 100-yr event to a rate of 0.74 cfs. Sub -Basin B Sub -basin B encompasses ±60 percent of the total site area. This sub -basin is comprised of roof area, landscaping and the on -site parking area. This parking area ' will be a mix of concrete and Modular Block Pavers (MBPs). Detention will be provided within in the MBPs (WSEL1Wy�ar=5012.58±). The detained flows will then be directed to the existing curb and gutter along Gilgalad Way. This basin will release at an adjusted 2-year rate of 0.95 cfs through an orifice plate in the 100-yr event. An outlet orifice cap located on the east wall of the proposed drain basin will be used to control the flow rate. See Section B.1 for details on how the release rate was ' calculated. Sub -Basin C Sub -basin C encompasses the western and southern edge of the project site along the Hill Pond and Gilgalad Way frontage. It is comprised of public sidewalks and landscaping, as well as the proposed entry drive. This basin will continue to surface drain along the boundary of the project at a decreased 2-year release rate of 0.56 cfs. The basin release rate will also be reduced in the 100-yr event to a rate of 0.2.50 cfs. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of tthis report. B. Specific Details ' 1. The release rate for the MBP detention area was determined by calculating the existing C-value for the entire existing project site (C2=0.37) and multiplying that value by the area of Sub -Basin B (1.46 acres) and by the 2-yr intensity t factor (1.75). The result is 0.95 cfs. The other areas of the project are not Page19 NORTHERN ENGINEERING 1 Hill Pond Residences being significantly affected by development of the site due to the existence of many large trees on the site and a desire to preserve as many as possible. As ' such, these areas will continue to release at levels similar to their existing condition. In total, the project site will maintain its total release in the 2-year ' event at 1.78 cfs and will decrease the total release in the 100-yr event from the existing 7.91 cfs to 4.19 cfs in the developed condition. ' 2. The FAA method was used to size the on -site pond for quantity detention. Calculations for this area, based on the characteristics of sub -basin B and adjusted release rate, indicate a required detention volume of 11,342 cu. ft. This includes 2,091 cu. ft. of Water Quality Capture Volume (WQCV). During ' water quality events the water quality capture volume will release over 12- hours. There is no infiltration accounted for with this design. 3. The storage volume available within the reservoir area (i.e., No. 57 and No. 2 ' open -graded aggregate) of the MBP section is tl1,413 cu. ft. at WSEL 5012.58. The MBP section is designed with a No.2, open -graded aggregate material depth that exceeds the minimum required for vehicle loading in order ' to provide storage for storm events in excess of the water quality (80"' percentile) storm event. This volume assumes a 30% void space in the open - graded aggregates per City requirements. 4. A Drain Basin is located at the downstream end of the parking area. This basin will have an orifice cap installed on the east wall that will limit the release from the site to the maximum allowable release rate (0.95 cfs). 5. The majority of roof drain downspouts will discharge into landscaped areas ' which will then drain to the MBP section via area drains. The remaining downspouts will also release into landscaped areas but will flow offsite via overland conveyance. ' 6. The emergency spill path will be from the parking area onto the lot line, where flows will proceed along the historic path north and east until they spill into undeveloped ' areas north of the project site. . 1 1 Page 110 ' NORTHERN ENGINEERING Hill Pond Residences V. CONCLUSIONS A. Compliance with Standards ' 1. The design elements comply without variation, and meet all LID requirements. 2. The drainage design proposed with Hill Pond Residences complies with the City of ' Fort Collins Master Drainage Plan for the Spring Creek Major Drainage Basin. 3. There are no regulatory floodplains associated with the Hill Pond Residences development. ' 4. The drainage plan and stormwater management measures proposed with the Hill Pond Residences project are compliant with all applicable State and Federal ' regulations governing stormwater discharge. B. Drainage Concept ' 1. The drainage design proposed with this project will effectively limit potential damage associated with its stormwater runoff. Hill Pond Residences will detain for the pervious ' area converted to impervious areas to release at the 2-year existing rate during the 2- storm and at a significantly decreased rate during the 100-yr storm. year 2. The proposed Hill Pond Residences development will not impact the Master Drainage ' Plan recommendations for the Spring Creek Major Drainage Basin. 1 U Page111 NORTHERN ENGINEERING Hill Pond Residences References 1. City of Fort Collins Landscape Design 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. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. 3. Preliminary Geotechnical Investigation — Proposed Hill Pond Project, September 16, 2014, CTL I Thompson, Inc. (Project No. FC006692-115). 4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, Revised April 2008. a R Pagel 12 ' APPENDIX -A HYDROLOGIC COMPUTATIONS ' NorthernEngineering.com // 970.221.4158 I I I I I I I I I I I I / / / I I I I ®r co memo i- tmLO \ &(%k�«mo 2 0 �. 0)LOco o e��Jooeo a � } 7 \ &IOSkmr� 0a) ��) ]%7§ % I i - a Q u IaJ tr W �2k 00 wt0 mrN2 IL .2 iE 600 ku d u §\_2fU \\\/kjj/§ �/ q / q =� 8G8 /IRJaaaad g§ m §gSm2 ook �kk 6000 �1I # �� O 2 _ � � °§gmQ em\ 22= %2Sp ]aa\a 66 J23 Deed �J) °ƒ ��_ q / D §06 CM 6 � \ §§§§ CL M � O � k : \_ u \ ::{ ±7/� W � ■ ' :»: G b 00 :2�\\/LLI �$:7! ]\{§ <_OO ) j})\)/�U) a Qj °J kk k k 11 �I o E f- ici vi r; e o b e u aA u c e O A E o ui m ici b n o V ~ y N p � a u N y E po e e � � E z <.i d e ... -• 9 u C1 ; � e 9 O O O A N t H � N N Q~ F► E z w z a o o o O O LL 9 o .. o U O M 2 �� Q � Q O OOOY OnNNO t �JC OHO O Z� w..w�y0 9Ja O f C O W N WS d E n M V O O ^ r � u O O yy E O m n N W now C MNNN p v „ s g N.�Nh.. pNaE ui om W .Ytl n u� t U6 Y J O mm o O U p O' O O N {.T T O N O� N O 101 U.Oi~ 000 I` Lj r O • in N in Ol in N O b Nay O cc u m y m CT w• * o V �O p II p >> a cO J N o Z a Z o Z n m r 3 3 g c LL 00 m E m i a m U i i 1 1 1 1 1 1 L i [I 1 1 1 1 o� � �LO �y d O ti N Oi O1 lO d N + 01 c LL O U) O d to 0 y O N cr N 3 N N n V O lD C) C m�L O m O =y Q Q W m y c S m rn 00 a` o c rn rn co m u CCU oc 0-2 OD n N C to co° t c ` o c Q � gpgp yyy c U V to 6y Lsi OOOo o .1NN C O ci O O OA M N [ A o K1 n V O wf u` V 0 0 0 2 7 a iNl � O o 8 V M v W � o 00 O p Omoo� cri W�su �lG. ~ •E N 0 Lo Lo I, 41 o '" o 19 N LL U T C O OO D U c m a j C �' O 00 D ri N E Ln u-) 6 0 N C ¢ N o N U 2 m p IC5 Ili U _r � U 4 N a Sti N i p s m N C U o II y 2 o m = c a m DEVELOPED RUNOFF SUMMARY TABLE 11 t 1 F DESIGN BASIN TOTAL 2-yr T� 10-yr 100-yr Q2 Q10 0100 AREA C2 CIO Cloo T, T� POINT ID (min) (cfs) (cfs) (cfs) (acresminmin A A 0.18 0.33 0.33 0.41 5.0 5.0 5.0 0.17 0.29 0.74 B B 1.46 0.75 0.75 0.94 5.8 5.8 5.0 3.04 5.19 13.69 C C 0.54 0.42 0.42 0.53 7.6 7.6 7.2 0.56 0.96 2.50 D:IProjectsl620-0041DrainagelHydrology1620-004 Rational-Calcs Proposed.xlsxlSummary Table .A g @ m§ 0 %% )$- t &c; E 04) §tD cli _ ■ -, 2 \ \\)%S) =<< } m w ■ 3 #§26 ■%%2ae /J$32 m r m} C -M |2\\% � \\22]�00 LA. ` O { §-GE ƒ 2L) 00 �B .2 \aaaR �o\ u \§ m o « � IL % � q _ 7«- m § �) / ��� & a °LAJ !J� at ks §§ CL \ S k ■ CC m Ul Z �' - � § }::\ ]_ LL _ cyi %�:! � LL o z;7J � - §§ �E§e®-{_� 2 Ix```�!# K &<a0=al�o2 I I I I I I I I I I 11 I I I I I I I I ;6 6 � � ) Jƒ2 2�732 >£ 0 �u> q o • _ .5E # - �!>#$$ % , ,A o o | | (�eo, 2§§ qj �.� § u■.|I B2� -Ii^w §00 \ ; -| _ _ 2! �Ikww o § | ao \ § , E �>> _ ]/ a0 ) } J & f §G !f $§\\A \ � \f/ }&!! -) ! 3§ 2 / I I I I I I I I q 11 I I I I I q I I I i-- !§ki @ �J#km 0 �a#@G IL I +af ?!f@G LO -0 m 7-��� �� u - £ $xk\§ IL � r q C\1 o - � � \ / \ m_§q_'I . U ! o u 2 eeOCR | | �)��� \ 2 o ® ■ ) /\®= / fcm®E k \ }7 2m f 3M as , \ ) & e ) w co 0 \ -k a# \ �Q j \ j} §§ �� � EXISTING RUNOFF SUMMARY TABLE DESIGN BASIN TOTAL 2-yr T, 10-yr 100-yr 4z Qio 4ioo AREA C2 CIO Cioo T` T` POINT ID (min) (cfs) (cfs) (cfs) (acres) (min) (min) EXl EXl 1.23 0.39 0.39 0.48 17.4 17.4 16.2 0.83 1.42 3.75 EX2 EX2 0.95 0.35 0.35 0.44 5.0 5.0 5.0 0.95 1.63 4.16 D:IProjectsl620-0041DrainagelHydrologyl620-004_Rational Calcs_Existing.x1sx1Summary'Table ' APPENDIX B HYDRAULIC COMPUTATIONS [1 1 B.1 - STORM SEWERS B.2 - DETENTION FACILITIES 01. AL " AW;, A, ,1 r� v r � ' NorthernEngineering.com // 970.221.41 SS I IL 1 1 0 APPENDIX B.1 STORM SEWERS +elodty Hod NorthernEngineering.com // 970.221.4158 1 1 1 11 1 0 o S o o S N T t0 th _O pr 8 O O O O tf1 O 1n O O m 0 0 3nO tE'8WS'13'nuj SrEM'13'PWD 0 r m o t h U A a n 0 M N J W O J U 2 UI 08'2006 Is 'wl i4•8002'13'PWD u��o as as+a �s 0 S o o g S S �i of <c of o n d Ln An to W 1 m O N Q m W 0 m 0 C yO L — E m � '^ z O E 0 O d a a LL O a` 6 N I F u it ^0 CL Y� It! 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I 11 [J = c Q _ ' L F c � E O O Q< W O 0 N V O 0 m {) Q m O O m 0 Q m c CL c ODe J W O O U O �U m m c m C m _ J K m C T C � O E d m z U u dm cco a L° E o Im m c _ Z C m So A m N C ca O o m cd C o m JD 1 T U J � m Cv C Ze Jy o N m C C N m O J a c r C O v J J r > U a ti c o — a AL " U> W J O ~ z EL 1 I- L 11 0 v m y 41 C O N E z' Ci � V r N ' N m G co M 0 U m� o 00 o U m a > > r N CL _ m 7 N_ , 2 C _ 2 m mm 'm R E o � a 0 O v 10 :E _ a U 0 x HU o LL U) cc O o a z � ) I I I I / I I I I I &! £CD C'— — j \ .�\ ° &■£ a ! co § i _ ; ui!£ \ . !!£ ` ! ~ - ( ! CL ! kCi E co z ) �!£ 04 /!£ �2 � K § �L7, §f£ / � !!£ c " ; ; E � 0 \ / co a co . { a £ ° co Ci �!£ ) e co ) o � $ 0 3 » a f } / \ I IniW� Maintenance, Aocess i 1 ^`j' Botm ovestlaw =§i4bi R1= Low APPENDIX B.2 DETENTION FACILITIES E.rendod Dctennon Provided Above Normal Mt*, Level MKtopod CO Pond My ED Pond Rr Y�:. wa 9rY MI Pend with EQ (ror Cnnoncl woloctton) FYI I Pi — 11CfJr M�'iYR7 1>sh (v+4* • r5.4 a4 aUJw�� Wal ED Pond '.nan.aanr Ep Wot)end mow_ •err tn..f 1 ' NorthernEngineering.com // 970.221.4158 I ' NORTHERN ENGINEERING 1 1 t 1 Detention Pond Calculation J FAA Method Project: Project Location: Calculations By: A. Reese Date: August 24, 2016 Pond No.: Paver Parking Input Variables Results Design Point B Design Storm 100-yr Developed "C' = 0.94 Area (A)= 1.46 acres Max Release Rate = 0.95 cfs Required Detention Volume WQCV 2091 ft3 Quantity Detention 11342 ft3 Total Volume 11342 ft3 Total Volume 0.2W ac-ft Time Time Ft.Collins 100-yr Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins) (secs) (in/hr) (cfs) (ft) ( ) ( ) 5 300 9.95 13.7 4097 285 3812 10 600 7.72 10.6 6357 570 5787 15 900 6.52 8.9 8053 855 7198 20 1200 5.60 7.7 9223 1140 8083 25 1500 4.98 6.8 10252 1425 8827 30 1800 4.52 6.2 11166 1710 9456 35 2100 4.08 5.6 11759 1995 9764 40 2400 3.74 5.1 12319 2280 10039 45 2700 3.46 4.7 12821 2565 10256 50 3000 3.23 4.4 13299 2850 10449 55 3300 3.03 4.2 13723 3135 10588 60 3600 2.86 3.9 14130 3420 10710 65 3900 2.72 3.7 14558 3705 10853 70 4200 2.59 3.6 14929 3990 10939 75 4500 2.48 3.4 15316 4275 11041 80 4800 2.38 3.3 1 15678 4560 11118 85 5100 2,29 3.1 16028 4845 11183 90 5400 2.21 3.0 16378 5130 11248 95 5700 2.13 2.9 16662 5415 11247 100 6000 2.06 2.8 16963 5700 11263 105 6300 2.00 2.7 17292 5985 11307 110 115 6600 •00 1.94 2.7 17572 6270 11302 120 7200 1.84 2.5 I 18182 6840 11342 125 7500 1.79 2.5 18424 7125 11299 130 7800 1.75 2.4 18733 7410 11323 135 8100 1.71 2.3 19009 7695 11314 140 8400 1.67 2.3 19252 7980 11272 145 8700 1.63 2.2 19462 8265 11197 150 9000 1.60 2.2 19763 8550 11213 155 9300 1.57 2.2 20038 8835 11203 160 9600 1.54 2.1 20290 9120 11170 165 9900 1.51 2.1 20516 9405 11111 170 10200 1.48 2.0 20718 9690 11028 175 10500 1.45 2.0 20895 9975 10920 180 10800 1.42 1.9 21047 10260 10787 185 11100 1.40 1.9 21327 10545 10782 190 11400 1.38 1.9 21591 10830 10761 195 11700 1.36 1.9 21838 11115 10723 200 12000 1.34 1.8 22068 11400 10668 205 12300 1.32 1.8 22282 11685 10597 210 12600 1.30 1.8 22480 11970 10510 215 12900 1.28 1.8 22661 12255 10406 220 13200 1.26 1.7 22826 12540 10286 225 13500 1.24 1.7 22974 12825 10149 230 13800 1.22 1.7 23106 13110 9996 235 14100 1.21 1.7 23415 13395 10020 240--T 14400 1.20 1.6 23715 1 13680 1 10035 D:IProjects1620-0040rainagelDetentioni620-004 Detention.xlsmI ■� I NORTHERN ENGINEERING Stage - Storage Calculation Project Number: Hill Pond R,. races Project Location: Fort C01111­15, L.6:orado Calculations By: A. Reese Date: August 24, 2016 Pond No.: Paver Parking Required Volume Water Surface Elevation (WSE) Design Point B Design Storm 100=yr Require Volume= 2091 ft3 Design Storm 100-yr Required Volume= 11312 ft3 Void Ratio 30% Required Material Volume 37808 WSEL�ft. Minimum Contour Maximum Contour Incremental Volume Cummulative Volume Conic (X-values) ft ft. ft 5,008.60 5,008.80 0.01 0.01 5,008.80 5,009.00 57.88 57.89 5,009.00 5,009.20 317.52 375.41 5.009.20 5,009.40 1 665.91 1041.32 5,009.40 5,009.60 1055.04 2096.36 5,009.60 5,009.80 1565.54 3661.9 5,009.80 5,010.00 2042.11 5704.01 5,010.00 5,010.20 2320.74 8024.75 5,010.20 501040 2470.8 10495.55 5,010.40 5,010.60 2493.94 12989.49 5,010.60 5,010.80 2495.99 15485.48 5.010.80 5,011.00 2498.04 17983.52 5,011.00 5,011.20 1 2500.1 20483.62 5,011.20 5,011.40 2502.15 22985.77 5,011.40 5,011.60 2504.21 25489.98 5,011.60 5,011.80 2506.26 27996.24 5,011.80 5,012.00 2508.32 30504.56 5 012.00 5,012.20 2510.37 33014.93 5,012.20 1 5,012.40 2512.43 35527.36 5,012.40 5,012.60 2514.48 38041.84 5,013.00 5,012.50 5,012.00 5,011.50 c 0 5,011.00 L 5,010.50 e FS 5,010.00 c> 5,009.50 5,009.00 5,008.50 0 5000 10000 15000 20000 25000 30000 35000 40000 Cummulative Volume, cu. ft. D:IProjects1620-00410rainagelDetention 1620-004_Detention.xlsml 1 APPENDIX C WATER QUALITY DESIGN COMPUTATIONS i 1 1 1 1 1 i 1 i 1 1 1 i 1 1 NorthernEngineering.com // 970.221.41SS WATER QUALITY CONTROL STRUCTURE PLATE PAVER PARKING AREA Project: Hill Pond Residences By: A. Reese August 24, 2016 REQUIRED STORAGE & OUTLET WORKS: BASIN AREA (acres)= 1.200 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 100.00 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 1.0000 <-- CALCULATED Drain Time Mrs) 12 <-- INPUT Drain Time Coefficient 0.8 <-- CALCULATED from Figure Table 3-2 WQCV (watershed inches) = 0.400 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.040 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 Adjusted WQCV (ac-ft) = 0.048 <-- CALCULATED (20% Sedimentation Accumulation) Adjusted WQCV (cu-ft) = 2091 - <-- CALCULATED (20% Sedimentation Accumulation) nso vuw„. autor ma APPENDIX D EROSION CONTROL REPORT ' NorthernEngineering.com // 970.221.4158 ' INORTHERN ENGINEERING EROSION CONTROL REPORT Hill Pond Residences A comprehensive Erosion and Sediment Control Plan (along with associated details) has been 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 and/or wattles along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up ' procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. ' Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans. The Final Utility Plans 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 may 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. 1 I APPENDIX E ' LID CONFORMANCE [1 1 1 1 0 I I ' NorthernEngineering.com // 970.221.4158 No Text APPENDIX F ' STANDARD OPERATING PROCEDURES (SOPS) REFERENCES I 1 ' NorthernEngineering.com // 970.221.41SO STANDARD OPERATING PROCEDURES (SOPs) ' A. Purpose In order for physical stormwater Best Management Practices (BMPs) to be effective, proper maintenance is ' essential. Maintenance includes both routinely scheduled activities, as well as non -routine repairs that may be required after large storms, or as a result of other unforeseen problems. Standard Operating Procedures (SOPs) should clearly identify BMP maintenance responsibility. BMP maintenance is typically the responsibility of the ' entity owning the BMP. Identifying who is responsible for maintenance of BMPs and ensuring that an adequate budget is allocated for maintenance is critical to the long-term success of BMPs. Maintenance responsibility may be assigned either ' publicly or privately. For this project, the privately owned BMPs shown in Section B below are to be maintained by the property owner, homeowner's association (HOA), or property manager. ' B. Site -Specific SOPs The following stormwater facilities contained within the Scott Plaza development are subject to SOP requirements: Permeable Modular Block Pavers (MBPs) Storm Drains and Tree Roots ' The location of said facilities can be found on the Utility Plans and Landscape Plans for Scott Plaza. Inspection and maintenance procedures and frequencies, specific maintenance requirements and activities, as well as BMP-specific constraints and considerations shall follow the guidelines outlined in Volume 3 of the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual. ' SOP Maintenance Summary Table ' Stormwater Facility / Ownership / BMP Responsibility UDFCD Maintenance Reference Permeable Modular Block Private Follow guidelines for Permeable Modular Block Pavers ' Pavers (MBPs) (Chapter 6 — Section 11.0) The complete UDFCD BMP maintenance references listed above, except for the roof gutters and downspouts, can be found in Chapter 6 of Volume 3. Applicable BMP maintenance excerpts can be found at the end of this document. I 1 F t 1 Permeable Modular Block Pavers (MBPs) There are several MBP sections throughout the project serving a critical role in the drainage system. These systems provide storage and important water quality benefits. Proper maintenance is critical to ensure lasting performance and integrity of the system. The more frequent and diligent the routine maintenance procedures are, the more likely it is to avoid and/or postpone significant repair and replacement actions. Such major remedies would include removal of the surface pavers to access (and potentially replace) the underlying sub -base material and/or underdrain pipes should either become clogged or otherwise fail to function properly. Routine Maintenance Table for Permeable Pavement Systems Required Action Maintenance Objective Frequency of Action Inspect the pavement condition and Inspection observe infiltration either during a rain At least annually. event or with a garden hose to ensure that water infiltrates into the surface. Debris Removal, Use a regenerative air or vacuum As necessary - the frequency depends on use types Sweeping and sweeper to maintain infiltration rates. (e.g., foot traffic only versus vehicle traffic) and Vacuuming Replace infill aggregate as needed. patterns as well as specific site conditions such as tributary basin characteristics. ' DO NOT apply sand to the MBP surface. Snow Removal Mechanical snow and ice removal As necessary. should be used. 1 1 1 If the surface is completely clogged and rendering minimal surface infiltration Full and Partial rate, restoration of surface infiltration Replacement of can be achieved by removing the first'/z the Pavement or to 1 inch of soiled aggregate infill Infill Material material with a vacuum sweeper. Refill the openings with clean aggregate infill materials. Routine — Annual inspection of hydraulic and structural facilities. Also check for obvious problems during routine maintenance visits, especially for plugging of outlets. 1] 1 1 Storm Drain Lines Maintenance Plan The storm drain lines to be constructed with the.proposed project may be located in proximity to trees. The situation is unavoidable; therefore, special maintenance has been identified to ensure these storm drain systems perform as they 1 were designed. Routine Maintenance Table 1 Required Action Maintenance Objective Frequency of Action Use a video camera to inspect the condition of the storm drain pipes. 1 Inspection Cleanout pipes as needed. If the integrity Every two to five years. of the pipe is compromised, then repair the damaged section(s). 1 i 1 1 1 1 1 1 F 1 J i MAP POCKET ' DR1 - OVERALL DRAINAGE EXHIBIT , 1 ' NorthernEngineering.com // 970.221.4158 \ I 1 1 1 \\ \\ 1 1 1 •JI I 1 1 I 1\ 1 / � l � Ate_\ \\ \\ \\ i0 it t ANCRUMFCWIRDEJR\I \ \ 1 1904 WINTERBERRY WAY , \ ,\ \ \ I 1 FORT IX NS 1\ \ 1 1 1 CQBIM2B it I OWNER \ 1 P \ \ \ \ LOCKOOOOEMNWIL \ \ \ iBb TERBERRYWAY FOR FORT COLLINS. ) \ \ \�' LD eo�__ /1111 P, 111\ill T / \ 1 1 1 I \ 4-' C OWNER 1\ \� MENV WRRV \ 1 1 \ 19R FO TERBERRYWAY 1 \ \\ F CoCOfm 1 1 \I \ 1 \\ ILO BOSM I\ \1\ \\ 1 \ I 1 1\ y \ \ 1 \\ OVMERAWAYI 1COANAIARKA\ 191BWINTERBERRYWAYFORTCWLMSCON536oWNER \COLESUSAN1YA MATTFORT FIDUESTRYOQUIRFORT COLLINt co III _ = ^\ - - \ (Bo NPusuPoNL'FDiTNo -- .y\ LARIVICANINI F SUMMARY TEi NEINIX IN IdxT PD TOTAL ARG LoBB) C1 L10 C100 3yFTc INN) IOyPTc FPIBV 100M ie lMnl 03 IaBI C19 (�1 0100 IE1B1 al am i 0A5 O41 SI 0.0 O.O 0.WE ]. B B IM 0]5 OM 55 SO Sp tlA c c oaF DAx oa ]s ]s a5e o.95 STY POxO-811.342 dRMWD,,W 0M) FFNM 11.41 USE Sib LOT 11 -LVL VII".L. LLLL LLLLL LLL. LLVLI`.`4LL. IF [A.1LLL - L i`LLL 1 • i' 1 / j LcI LOT 3 '\ / \ A AI 1 LOT 14 I LOT 13 DUPFAIEME — LOT SORROWS, \ TRA4TB ,/- LOT 15 18 ` 1 \ it 1 \ \\ \\ DFINER 1 , �\ \ 1\ Alccor/oNNwswERRrR 1` \ \ \\ iT005. SH1ElD.SSTREET F RT FL NS. 1 1 1 I I 1 I I I 1 \ J, / BEW ANK j \ i EINE AD Y/ \ I/1 / \I + Y \\ BSOBPNR \ \ SPOIYBB£1 (9 NORTH 20 0 E0 w SO ren IN SCSI ) Ili= 20a LEGEND: Faovosi STORM SEWER FROPOSEDSLBOWm —RD— FROMSEDCONTOUR PROPOSED SWnE FROPOSIO TONS & TOTER PROPERTY ECONOMY OESICNPOwT Q FLOW MIROW .M ORFNwEv NWEL OmE 0.W m r.EA yq FROPOE0 SWNE SECTION L1 PNCThED FERMEABIE PAVERS LLLI VL�V `Lll �'1 NOTES: 1. REFEIITOl1E41pUwAXAEaF]FCa MILL PCFOREYFdSMRO ADOwP N. mle BY er xORTrMN ENONeelaa FOR wxrLNu IxaONARTwx. PIIg MOM'. NO D IN IMtlLsiED IOUS Cm OF Fgtt VEINS MTMI OIIY OF FORT OCCURS BEPICIMW t 0.93 NOF A FVT RSIDS SAT THE ENOF a4i TRANCE WID ME E TO RCCO.MFN.M MTHE USTEM xEYATION. SOR9 CRY OF FORT �.Na FIMTF EW FEET SOOUTH O N MWM EST PROO ECF RO. AND S III SIT, ON THE NORPI ENO OFTHEE WEST BWOOE RAVI W0.L N.FTiRD NOTE :MpKO BE USED' XAVOY• NOVOAFOR UNY . THE F3IXLOWIXO EpNTICW FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION cAu vPury xmIFlMnox cFNER M Call WINDS you CBloelO�re ya blgQ. DIG Gkinki SIR City of Fort Collins, Colorado UTHM PLAN APPROVAL APPBO\EO: rnr Bm..e o.l. OEam BY: x5w A x..1. Busty ML. CKIXE) BY: Uway 0.b THEORIES) Br DM. CHEOEB Or ONEC1ED By. a p 11 Ig Sheet DR1 OI 18 Sheets 11 Ig Sheet DR1 OI 18 Sheets 1 o I A T I 1 / \ I \ 1 \' \[y \ \ it 1 1 \\\ 1 It \\6,*, 1\ notes, OWNER LOCKOOO OEAANIU L 1\ , IT IM W IVIERSERRY WAY FOSTCOLLINS. 131 1 1 \ \ \ CO 60526 I 1 I \ \ \ \ ` ` 1 1 oll IUELeYLYNOAL \ \ 1 \ \ \ 1BVWINTERBERRV WAY 1 \ \ \\ FCRTCOCOmn LLINS, \1 11 \\ \\ \\ 1 OA� `. GWNER C1BIBWINTERBERRYWAYFORTCOLLINS CO WSW I I if 1 OWNER 1 11 \ COLESUSINO II \ 1B20W1NTERSERRYWAY 1 11 FORTCO. 1 , CO Bove 1 \ \ 1 - -- ♦ I I / y 1 1 1 I , 1 I I 1 1 , I I I - ."yrr�F IN— B19D0.W \ \ IN /--- D \ / O/ O It sh \ B I 1 a 14 4� t� r'% It I PArINDIBR `\ \ I Ir � • � 1 / I I eJIBINO MAIN I t_� L___ • sf'i To Us , mINDwME1EMV1f r% F6E mIMN'NL \P \ WSW (Bo HILL POND ROA D ISA Y),, --- aw --- N by It I , O / ♦1 1 1 m mu ♦ ' o Btm � / Mew I 1 / / 10 mt MEO OWNER IM S, SHII STREET 1BOJS SNf�L0.SSTREEi F c2MWBLLNINb, , FD try %, \ miND.MY.rNtY � \ r r, \ z Jr EAEI ® NORTH W 0 20 .0 write IN rztT ) 1 I1 • 20 It, LEGEND: BBYWR BNB,�ND DNroNB ----.® --- sresnN000RBnDUmR �DPEBT.wW�NY - - - - �MeNwN p aow.rvrow .,... DN.,N.cs D.snwa �� o.w: ... NO uwuNM.E II iss, NOTES: 1. ALOGUSTe lOYNT RETESTOIxERIa4onuX0.I.0ENEPoRTFg1NLLPCNOREWPJICEB'natEO ONmdpN INEER .MMDMID.N.IDterq BENCHMARK/BASIS OF BE PROJECTDATUM. IJGW 2BIOLDCfry OF FORTCOLLINS W111LI) SENCHMARKSf: CRY of FM Collins Esrchaw it 01-03 EWretion 5023,27 BENCHMARK?? CITY of FM Coln Beregresllt 21M Flw&bn = Sdi NOTE: IF NAVD w Mi IS REQUIRED FOR ANY PURPOSE. THE FOLLOWING EOWTION SHOULD BE USED: MYTHIS NGVo28 UN4DJUSTFD• 3.1T FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION f .VIEIIY IpnFIG1gI1CBIIFP tr CIXMM] Mnon N,ts below_ Call before you aiq�. City of Fort Collins, Colorado UTILITY PLAN APPROVAL PAM ED: ay mph-• Uete accx n BY, 1•tv f a••tw•M. VW,tI D•4 (Ni By, 0.Y (gri BY: oKaw BY: Halle Berri d!e CHECKED e aPI'm, — Dam a1 for Sheet D R2