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HomeMy WebLinkAboutDrainage Reports - 10/06/2014FINAL DRAINAGE AND EROSION CONTROLSTUDY HOME INSTEAD PLAZA Prepared for: Dan Bernth Doberstein Lemburg Commerical, Inc 1401 Riverside Avenue Fort Collins, CO 80524 Prepared by: North Star Design, Inc. 700 Automation Drive, Unit I Windsor; Colorado 80550 (970) 686-6939 May 12, 2014 Job Nwnber 347-02 - - -- -North-Star ----- 4wow design 700 Automation Drive, Unit I Windsor, CO 80550 Phone:970-686-6939 Fax:970-686-1188 May 12, 2014 Glen Schlueter City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 RE: Final Drainage and Erosion Control Study for Home Instead Plaza Dear Glen, I am pleased to submit for your review and approval, this Final Drainage and Erosion Control Study for Home Instead Plaza located at the southeast comer of JFK & Boardwalk. I certify that this report for the drainage design was prepared in accordance with the Master Plan and the criteria in the City of Fort Collins Storm Drainage Manual. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. - - _ - •- -----_.... --- —-.__..- - ii I TABLE OF CONTENTS TABLEOF CONTENTS....................................................................:..................................:...... 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location....................................................................:..........:...................................1 1.2 Description of Property ............................................................................................I 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description..........................................................................................1 2.2 Sub -Basin Description......................................................................:......................1 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations..............................................................................................................2 3.2 Development Criteria Reference and Constraints...................................................2 3.3 Hydrologic Criteria..................................................................................................2 3.4 Hydraulic Criteria....................................................................................................2 4. DRAINAGE FACILITY DESIGN 4.1 General Concept......................................................................................................3 4.2 Specific Flow Routing ........................................... 4.3 Drainage Summary ..................................................................................................4 5. STORMWATER MANAGEMENT CONTROLS 5.1 Written Analysis.....................................................................................................5 5.2 SWMP Contact Information...................................................................................6 5.3 Identification and location of all potential pollution sources .................... :............. 7 5.4 Best Management Practices (BMP's) for Stormwater Pollution Prevention ......... 1.7 5.5 BMP Implementation...............................................................................................9 6. CONCLUSIONS — . 6.1 _ .... Compliance with. Standards...................................................................................12. 6.2 Drainage Concept..................................................................................................12. 7. REFERENCES..................................................................................................................12 APPENDICES A Vicinity Map B Hydrologic Computations C Hydraulic Computations D Detention Pond Calculations E BMP Schedule & Cost Estimate iii 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The site is located on a previously unplatted parcel in Observatory Heights Subdivision located in the Northwest Quarter of Section 36, Township 7 North,. Range 68 West of the 9Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. With this site development, the parcel will be platted to Lot 1, Home Instead Plaza. See the location map in Appendix A. The project is located at the southeast corner of the intersection of JFK Parkway and Boardwalk Drive. The site is triangular in shape and bounded two sides by the existing streets and on the third side by the existing post office. 1.2 Description of Property The entire site consists of approximately 1.11 acres of land. The land was previously undeveloped. The site currently drains to the southeast and. into a 5' type R inlet in the existing USPS parking lot. Slopes on site range from approximately 1% to 15%: This project will include the development of two buildings one of which will be an office building and the other that is slated to be a restaurant type building. There will be a private drive, large patio, parking lot and landscaping on the remainder of the site. A portion of the parking will be covered with permeable pavement or permeable pavers. The site will provide detention storage in the southwest comer of the site and will release into the existing type r inlet in the USPS parking lot. 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description The proposed development lies within the Mail Creek Drainage Basin which requires that detention be provided to attenuate runoff to the 2 year historic runoff rate. . 2.2 Sub -basin Description This site was originally included in the Observatory Heights First Subdivision. 3. DRAINAGE DESIGN CRITERIA t -- - - -31-- - -Regulations This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage Design Criteria Manual' specifications. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), developed by the Denver Regional Council of Governments, has been used. 3.2 Development Criteria Reference and Constraints The runoff from this site has been routed to flow to the proposed detention pond in the southwest corner of the site. A small portion of the site will flow to the USPS property without entering the detention pond but the portion of Boardwalk Drive adjacent to the site will be routed to the detention pond and detained. The site is restricted to a 2 year historic release rate with this development. The release rate for the detention pond has been calculated to be 0.63 cfs which is equivalent to the 2 year historic runoff rare for this site in an undeveloped condition. 3.3 Hydrologic Criteria Runoff coefficients calculations were prepared for the 2 and 10-year minor and 100-year major storm frequency utilizing the rational method. Detention is proposed on site with a release rate equal to the 2 year historic runoff rate. 3.4 Hydraulic Criteria The majority of -the runoff from -the site -will -flow -to the -south -side -of the parking -lot and will enter the porous pavements. A perforated pipe will collect the runoff and convey it to the detention area. An inlet is located in the parking lot which will act as a collection point if the porous pavements cannot intercept all of the site runoff. A portion of the. runoff from the site will flow to the west boundary and will be routed via concrete pan and pipe to the detention area. A portion of the site will flow off site without detention but a majority of this area is landscaped. Detention and water quality extended detention are required for this.site and will be provided. in the southwest corner of the site. The release from the detention pond will be restricted to the 2 year historic runoff which was calculated to be 0.68 cfs. The detention 2 volume required for this site was calculated to be 0.17 acre feet and the extended - -detention volume was calculated to- be 0.03 acre feet. The required volume will be accommodated in the proposed pond and will have a maximum water surface of 5034.42. The pond will discharge through a new drainage pipe to the existing inlet located on the Post Office property. This downstream storm system has been sized to accommodate this additional runoff. 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The runoff from this. site will flow into the parking lot which will be constructed using conventional materials (asphalt or concrete) and porous pavers. The runoff from the site will enter the subsurface material via the porous pavers. In a situation where the porous pavements are clogged, the runoff will flow to the proposed inlet in the southwest comer of the site and enter the detention pond. The swale and pipe on the west side of the site will convey runoff directly to the detention pond. 4.2 Specific Flow Routing A summary of the drainage patterns within each basin is provided in the following paragraphs. Basin 1 includes the larger office building and a portion of the landscaping in the - northwest portion of the site. Runoff from this basin will enter an LID grassed swale and will be conveyed to a storm pipe. The storm pipe will convey the flow into the detention pond. .Basin 2 includes the smaller restaurant building, the patio and a majority of the parking lot. The runoff from this basin will flow into the parking lot and enter the porous pavers. A perforated pipe will collect the flow and convey it to an inlet in the southwest corner of the parking lot. A small portion of the patio runoff will be collected in a small diameter pipe and be conveyed to the same inlet. The runoff will then be conveyed in a concrete pipe into the detention pond. 3 Basin 3 contains the detention pond. The runoff from Basins 1, 2, 3 and 4 enter this pond. and are released into the existing storm system in the USPS parking lot at a 2 year historic release rate. Basin 4 contains the south side of Boardwalk Drive that is adjacent to the site. Runoff from the street flows to a low point in the curb and will enter this site via an existing 2' concrete sidewalk culvert. The water then flows into Basin 3 and follows the flow path described above. Basin 5 contains a portion of the site in the southwest corner and along the south boundary of the site. The basin includes primarily landscape area and a small area of the parking lot. This runoff will not enter the detention pond but will flow directly into the USPS parking lot and enter an existing 5' type r inlet. This site is being developed under the City criterion that requires that 25% of the site pavements be pervious. This site has approximately 12,555 square feet of proposed parking lot pavement on site which is entirely within Basin 2. Of the 12,555 square feet, 25% of this area would equate to 3138 square feet of required pervious pavement and with this proposed development, approximately 2580 square feet (20%) of porous pavements are being proposed and will be located in the parking spaces as shown on the grading and drainage plan. 4.3 Drainage Summary All runoff from this site and the adjacent sites will be safely conveyed via surface flow and piping to the detention pond. The -site will generally conform to the Mail Creek Master Drainage plan which this site is included in. The City of Fort Collins will be responsible for maintenance of the existing storm drainage facilities located within the right-of-way. The drainage facilities located outside of the right of way (including the detention pond) will be maintained by the property owner. 4 5. STORMWATER MANAGEMENT CONTROLS 5.1 Written Analysis The soils on this site are classified by the USGS Soil Survey as Tassel Sandy Loam and are classified in the hydrologic group D. The soils are described as having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of_water transmission. The rainfall erodibility is deemed to be moderate and the wind erodibility is deemed to be moderate to high. The site is surrounded by developed sites including streets and paved areas. The construction shall utilize silt fence around the perimeter to control sediment transport from rainfall and from wind. The silt fence that is located in the proposed pavement areas will be removed prior to placing new pavement. Rock socks will be utilized in the existing curb to capture sediments that are not fully contained by the silt fence placement. The locations of the rock socks will be in the areas of concentrated flow such as in the existing curb, at the existing concrete sidewalk chase and on the existing concrete sidewalks. The site will also utilize a.vehicle tracking control pad to minimize sediment from being tracked onto adjacent pavements. Sediment that is tracked will be removed and placed within the site or permanently, disposed of offsite. A concrete washout witl.be used on site during the concrete placement. All hardened concrete will be disposed. of offsite. These BMP's have not been located on the site map due to the fact that the site is very small and these BMP's will need to be placed by the contractor in locations that are most beneficial and will minimise disruption of adjacent traffic. Permanent erosion control consists of covering the soils with a building, concrete walks, concrete drives and sod. No soil will be left exposed to erosion after the construction is complete. Refer to the landscape plan for areas of and instructions for placement of sod and soil amendments required prior to placement of sod. C Refer to Appendix E for the timing of the construction phases and the sequential installation of all BMP phasing for this site. Refer to the Appendix E for the_Erosion Control Surety calculations. 5.2 SWMP contact information Permit holder: Name: Address: i Phone Number: Email Address: Appointed agent: Name: Address: Phone Number: Email Address: 6 1 1 . 53 Tdentification and location of all notential pollution sources Potential Pollutant Source Activr xf� a this.prolect �t Disturbed Areas Sediment X Soil stockpiles Sediment X Travel to adjacent public streets Tracked sediment X Contaminated soils Sediment, chemicals Possible Loading and unloading chemicals Chemicals Unloading of building materials Trash, debris X Outdoor storage of chemicals Chemicals On site equipment maintenance Oil, grease On site equipment fueling Diesel, gasoline X Dust generating activities Particulates, sediment . X Use of fertilizer, pesticides, herbicides Fertilizer, pesticides Use of detergents, solvents, oils . Detergents, solvents, oil X Waste dumpsters, waste piles Chemicals, trash, debris X Concrete washout Concrete, sediment, wash water X On isite equipment washing Detergents, oil On site asphalt batch plant Asphaltic cement, sediment On site concrete batch plant Cement, sediment Portable toilets Domestic sewage X 5.4 Best Management Practices (BMP's) for Stormwater Pollution Prevention Structural Practices for Erosion and Sediment Control Structural practices for the site will consist mainly of silt fence and rock sock filters and are described in detail in the following paragraphs. These BNIP's are expected to change as the construction progresses and it is the responsibility of the contractor to ensure appropriate BNIP's. are in place and/or removed at the appropriate time in the construction sequence. All temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their intended function. Silt fence and rock sock filters shall be in place prior to commencement of construction activities. During clearing and grubbing necessary for silt fence installation, all cleared material shall be placed on the uphill side so that if erosion occurs from the cleared material, the sediment will be trapped and not transported. downstream. Rock socks shall be implemented in the existing curb line as shown on the Drainage & Erosion Control Plan. 7 All BMP's shall be installed per the details shown on the construction plan set. Temporary & Permanent Structural BMP's: �. N.y s * Structural BMP y ?, i,M "i2t CA, i _a�U •T '4 �'3 r "' �.. x^�, U � �. Approxunate=location ontsite �} $f9'Ew �3..AP£ �i1. ��',kwtf -x" "^' '2Si. • zApphcableato thrs aka Pro ectc o- ^` ` , Silt Fence Site perimeter, refer to site map X Straw bale dams Rock Socks At existing sidewalk culverts, in existing gutters, refer to site map X Earthen diversion dams Vegetated swales Sediment trap/pond Pipe slope drains Geogrid Inlet/outlet protection In the detention Pond. X Culverts Refer to site map X Riprap Erosion control mats Inlet protection At inlet off site. X Vehicle Tracking Control Pad At site entrance, refer to site map X Concrete Washout To be located by Contractor X Non -Structural Practices for Erosion and Sediment Control: Soils exposed during the earthwork phase and landscape prep phase shall be kept in a roughened condition by ripping or disking along land contours until mulch, vegetation, or other permanent erosion control is installed. No large amount of soils (in excess of-15_ yards) will be allowed to be stock piled on site. Overburden from the utility pipe trenching will be piled adjacent to trenches upstream of sediment controls and will be replaced in the trenches within 72 hours. .Excess excavated materials from the demolition and grading phases of the project that cannot be reused on site will be exported as it is excavated. This includes any asphalt pavement from the . existing site that is to be removed. A vehicle tracking pad will be installed at a location most beneficial to the site construction as determined by the contractor. Vehicles will not be permitted in the excavated area if soil is muddy. Gravel sub base will be placed and compacted in the areas indicated for pavement following excavation. In the current pre construction state the site enables tracking of silt onto the adjacent streets during wet conditions. During construction activities the street will be monitored for foreign debris tracked out of the site and mechanical. sweeping and clean up will be performed as needed. 8 No. area shall remain exposed by land disturbing -activity, _for more than thirty (30) days before required temporary or permanent erosion control (e.g. seed/mulch, landscaping, etc.) is installed. Temporary & Permanent non-structural BMP's: Structural BMP k �x k Ar far 'Z f = Approximate location ontsitee°- t 4'—Table 0 fiis � r` x� Non ` IS r &�. k' Surface roughening Entire site X Soil stockpile height limit (less than 10') Perimeter vegetative buffer West and north boundaries of site X Minimization of site disturbance Mulch Seed & mulch stockpiles after 30 days . Stockpile toe protection (silt fence, wattles or ditch) Preservation & protection of existing West and north boundaries of site X vegetation & trees Good site housekeeping (routine Entire Site X cleanup of trash & constr debris) Sweeping & scraping of hardscape On and off site pavements X areas Heavy equip staged on site, properly maintained & inspected daily (no Staging area X onsite maintenance) 5.5 BMP Implementation 1) Phased BMP Implementation BMP's are expected to change as the construction progresses and it is the responsibility of the contractor to ensure appropriate BMP's are in place and/or removed at the appropriate time in the construction sequence. A construction sequence schedule has been included on the Drainage & Erosion Control Plan and included in the construction plans for this site. All BMP's shall be inspected and repaired or replaced as required to satisfy the conditions of the Stormwater Discharge Permit. All BMP's must be maintained and repaired as needed to assure continued performance of their intended function. Refer to Appendix E for the BMP schedule and estimated costs. 9 aSlPvn:2 Materials Handlin diltin oxim7 c'at on�de �-' `� Apphcabrl �o thLs �. Prevention aterl Portable toilets, anchored & Contractor to determine X located away from drainages Fuel storage located in bulk tanks with secondary containment & spill kit Mobile fueling performed at least 200 feet away from drainages & Contractor to determine X fully attended Fertilizers, form oil, solvents, cleaners, detergent stored in 55 gal Contractor to determine X or smaller containers, kept in storage units Dumpsters containing used chemicals containers & liquid . Contractor to determine X wastes kept covered Equipment cleaning (on site) uses no detergents & flows to onsite retention basin In case of a release of fuel or other chemicals, absorbent booms or earthen berms will be immediately Location of spill X constructed to contain the spill & prevent runoff to adjacent surface waters MSDS sheets for onsite chemicals will be kept at the construction Contractor to determine X trailer to facilitate spill response & cleanup 3) Dedicated Asphalt or Concrete Batch Plant: Not proposed with this development 4) Vehicle Tracking Pad: Vehicle tracking control pad shall be installed wherever construction vehicle access routes intersect paved public roads. Vehicle tracking control pads shall be installed to minimise the transport of sediment (mud) by runoff or vehicles tracking onto the paved surface. Any mud tracked to public roads shall be removed on a daily basis and after any significant storm that causes sediment to be transported. It.is unlawful to track sediment/mud onto public streets and may be enforced by the City of Fort Collins, by the State of Colorado or. by the EPA. 10 5) - Waste Management - and Disposal: -. Portable toilets will be anchored & periodically maintained by waste management company. Dumpsters on site will be covered & periodically emptied by waste management company. Concrete waste will be allowed to harden and then will be removed from site. No washing activities will occur on site. Location of the concrete washout is shown on the site map. The washout will be sufficiently deep to accommodate all anticipated concrete truck wash water. Waste concrete will be allowed to harden and be removed from site periodically as the washout reaches 50% of its capacity. Truck wash water will not be allowed to reach the curb & gutter or any other water course. 6) Groundwater and Stormwater Dewatering: No groundwater was encountered during soils exploration therefore ground water is not anticipated to be an issue. If groundwater is encountered a groundwater discharge permit shall be obtained and a detailed report shall be completed describing the location and the route of where pumped groundwater will be conveyed and the measures taken to prevent the transport of any pollutants to downstream waters. 7) Inspection & Maintenance: It is required that routine site inspections are performed to effectively address maintenance and repair of Best Management Practices (BMP's). The site inspections are to performed by the contractor or an inspector designated by the administrator at a minimum of once every fourteen (14) calendar days on active construction sites and after any significant storm event (an event causing runoff). As part of the site inspections the inspector is required to keep documentation of all inspections and BMP maintenance, including an updated Site Map indicating new BMP's or the removal of BMP's since the previous inspection. Any maintenance, repair, or necessary installation of BMP's that are noted during the inspection must be completed within seven (7) calendar days from the date of the inspection. 6. CONCLUSIONS 6.1 Compliance with Standards All computations that havebeen completed within this report are incompliance with the City of Fort Collins Storm Drainage Design Criteria Manual and the Canal Importation Master Drainage Plan. 6.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for conveyance of runoff to the detention areas. Conveyance elements have been designed to pass required flows and to minim;e future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit would be required. 12 7. REFERENCES 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated March, 1969, and Volume 3 dated September, 1992. 13 No Text 0 D 0 Q Y o WARREN LAKE a to d 0 Y Z U- Z �o 0 000 0 k 0 0 w o z w ri Lij Q A KWY p LLJ � TR��TM N 0 IE SHEET i OF I DATE: 9/30/13 HOME INSTEAD PLAZA North Star SCALE: NTS VICINITY MAP 'I-- design, inc. DESIGNED B7: PPK 700 Automation Drive, Unit I Windsor, Colorado 80550 Phone: 970-686-6939 JOB NO.: 347-02 Fax: 970-686-1188 EROSIDR C TR X. NOTES I I I I 1 I I I I 1 I 1 I I / `Axis \ , A- 80 10 0 20 40 SCALE: 1' = 20' Y i 1 �_ .� t ell: Six Ix ' Y I R LL r 1 \•\ \' II 1 I INSTALL ROCK I j I SOCKS AFTERSWALE �'' �• �. \ \ CONSTRUCTION. �'•�� Q ` \ I I PRIOR 70 ® w\ \ !' I VEGETATION 1 I I • yp.. �.. r_ 0 11f ' %� � � 503, I � j11 f 1 I PAVERS !oJ PAVERS / / .. i •/ I I I I I I 1 I 1 1 i ellSee n ee E I E ►� �ON _ R / S - ��/ ,- I I \ i �I I I 0.060.2 ��/ ` aE1[E11NN • MTw Iratq T II (IlluAusr r I4sQ•SOJ4..: N / ail 1 / / 1) The City Stormwoter Department erosion contrIA inspector must be notified at least 24 hours prior to any Construction an this site. I) All real BLIP, shop be inslaeed price to any lard disturbing activity (stockpiling, stripping, grading, etc). All of recuired erosion cal measures must be installed of the appropriate time in the Construction sequence as ndicoted In the approved project Xchedule. construction plans, and erosion cal report. 3) Pre -disturbance wgetatlon shall be protected and retained wherever possible. C Removal or disturbance of existing vegetation shot be limited to the area rewired I , for immediate construction operations, and for the shortest practical period of time. C 4) All sods exposed Wring land disturbing octivity (stripping, grading, unity rr.�.." m installations, stockpiling, filling, etc.) shall be kept in a roughened condition by v,.N fVpng or disking along land contours until mulch, vegetation, or other permanent IU erasion contra is installed No sods in areas outside project street rights of way-O shall remain exposed by land disturbing activity for more than thirty (30) days before revered temporary or permanent erosion central (e.g aced/mulch. landscaping, etc) is retailed, unless otherwise approved by the Sto m dater Department. ' 5) The property must be watered and montoined at Oil tunes Wring construction I r activities so as to prevent wind roused erosion. All land disturbing activities shoe be 1 immediately discontnued when fugitive dust impacts odpcent properties, as determined by the City Engneering Department. 6) All temporary (structural) erosion control measures must be inspected and repowed ar reconsbuded as necessary after each runoff event rod every 14 days in order to assure continued performance of then intended function All retained sediments poncculoriy those en powd roadway surfaces, shall be removed and int disposed of o manner and location so as of to cause their release into any m dra'nogeway 7) No soil stockpile shall exceed ten (10) feet in height. All SOW stockpiles shall b< protected from sediment transport by surface roughening, Solving, and perimeter sill fencing. Any sot stockpile remaining offer 30 days shod be seeded and mulched 8) City Ordinance prohibits the tracking• dropping, ce depositing of soils or any other malwial onto city streets by or from any vehicle. Any inadvertent deposited aterid shall be cleaned immediately by the conlractol 2 0 EDLEGM DETENTION POND SUMMARY WATER QUALITY REQUIRED 1 0.031 AC. FT. DETENTION REQUIRED 0.174 ACYT. WO ELEVATION 5030.90 100 YR DETENTION ELEVATION 5034.42 - MAX RELEASE RATE 0.68 CFS — EXISiMG PINES 4905 — ENSTND 5' CESTEAR -- - ELSTWG tCONTOUR a 2 PROPOSED 5' CONTOUR PROPOSED I' Cal N O Y Z I m Qye— —1 N I O a _ BA"Fi (AIhMA O LI .36 0. 10 Tor IaA.OFF COETTIOENi y ii a rn AREA, M AC S o u p O n o J - I SA ! saw oRfcTKM BASM BdMpA.v -SF SF — SIT fEkWE YEMCI.E 1RxCxMG PAD Jig. +S P L� ; yRhg'[-ice ® CONCRETE WASnOJI AREA ? R$ 4-25, ROat SOCK '�sl. „ ,�„„�„ �IP —1 PROTECTION CONSTRUCTION SEQUENCE PROAC7 ISSUE INSTEAD PLAZA DATE: 5/12/14 eee_e_eeee_eme_m ------------ ------------ ------------ ------------ ------------ ------------ ------------ ------------ --_-_--__------- ---__------- ------------ ------------ ------ ----- ------------ Z Q 4 a V Q o J � r- [� Z O U Q Z UJ O CALL UTILITY NOTIFICATION vJ 0 CENTER OF COLORADO Z Of W 1-800.922-1987 (811) i.YL y-b sKN DAYS M avA.CE y `mil BEFORE 1W ING. GRADE. CR EXCAVATE U J TER M NMNMG OF UNDERGROUND S W uEYBER UTILITIES O a x Z a City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED: coy EOq:wa D.L. SHEET cNECKEo BY: WIn k Male•eLa UNX, Date CHECKED BY:_­ ev the" Din. CHECKED BY: Pro.. a R.>. - Dal• CHECKED BY: 5 OF 8 Trwfie En9baer Date Job NO- 347-OZ CHECKED BY: DOE. 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Uq C d d E E E E _ Q, o o'o o o o Od D 0 0 cc, W d R' a` 0 J Z � N + Q O C� m roMMc� in nro Ym �'E� dodoo 00 U p = W v VN Z N N v p+ e� n lV O Y O CI J LL J 88858 88 z �Eo N a x U Q. d�� o 0 0000 00 O > N Cl N N N N N N W Z O C C 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 W f Q°1 e {p 0 O 0S000 O O O O O$ O J co �a L F C n o o 0 0 0 0 0 C P O N Y N N M) O !D fV O O O o W O n ^ o O O O 00 00 Z 5 t Lu �•^ N N 0 0 �p(l N N p I(l O J J a U N N N O N O N O OI O V N ICR O O� F U o 0 o 0 0 0 0 Z U Cl! N (R N 0 Ci r 0 0 0 C 0 C do a o 0 0 0 0 0 a Q Z 13 u + N m m N t� Y N N + Q co m Z) m N 7 Z g N N + + WZ = 4 E 11 U O U 0 LL LL O Z Y Q W O w x >- N W J Q Z O F- I, 3 O Pl O 4i p N O ti M a n U C VI z a =sue zz¢ .you OF•E. N o,o pu O O L¢ N CL. M r o c 00 o �} Y Q . 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W U- N h n t WN O q m — U O O O Ci O 0 0 O a U V b O N M O O O C 6 o C1 O C U (0 O + M 0 w N M V m N+ + cn C U V m C O ++2 _O d C w w O z Y Q w a a o� x I-- CD o Cw J a z O F- Y A 3 O V m NO N Lo N [� Y M a n U _ m C U] z o zz¢ o U a �'"' .- tj m O w a `moV Up�F �5o OrxOQ t ¢v aa. U L1 Q O C Z O y Y Q c 00 0 0 w E E E E E E wmmmmm o 0 0 0 0 0 a d d N N N N N D 0 0 0 0 0 0 0 0 0 0 a NCL a a a a 0 Q O 0 O OC) U � N N O O N O N v CY 0 42 O N W v U oa` Q' Q me .o U y oa C> C) v U N N,6 O N O N O a" C cp 66 Oi Oi Oi Oi Oi LLL C m o0000 00 Q +.' C C 1� O N o N ui L N Z F-F _ W U N n O N O V CR C� U O O o o 0 0 0 C U m o + n 3 C U Co + +f 2 N Z U LL E O w U L N. f0 M L = d U N N N U C N U CM Y O (6 C IV C C la 3 0- � . m -0 II II ` 11 a U ° ¢ APPENDIX C HYDRAULIC CALCULATIONS; C INLET IN A SUMP OR SAG LOCATION Project= Home Instead Plaza Inlet ID = Inlet 1 - HLurb H-Vert h'o WP W tp lG) I of Inlet Type: J Depression (additional to continuous gutter depression's' from'O-Pllaw) aay, bar of Unit Inlets (Grate or Curb Opening) No e Info rmatlon ith of a Unit Grate I. (G) h of a Unit Grate W. _ Opening Ratio fw a Grate (typical values 0.15.0.90) A. ging Factor for a Single Grate (typical value 0.50 - 0.70) C, (G) s Weir Coefficient (typical value 3.00) C. (G) s Orifice Coefficient (typical value 0.67) C. (G) _ i Opening Information th of a Unit Curb Opening L. (C) M of Vertu'al Curb Opening in Inches I 1t of Curb Orifice Throat in inches Hs_, = s of Throat (see USDCM Figure ST-5) Theta = Width for Depression Pan (typically the gutter width of 2 feet) W. ging Factor for a Single Curb Opening (typical value 0.10) Q (C) _ Opening Weir Coefficient (typical value 2.30-3.00) C. (C) _ Openno Orifice Coefficient (typical value 0.67) C. (C) _ ng Coefficient for Multiple Units me Factor for Multiple Units as a Weir. The Controlling Factor Will Be: )epth at Local Depression without Clogging (3.1 ds grate, 0 ds curb) )epth (Curb Opening Only) without Clogging (0 cis grate, 3.1 ds curb) )epth at Loral Depression with Clogging (3.1 ds grate, 0 ds curb) )epth (Curb Opening Only) with Clogging (0 ds grate, 3.1 ds curb) as an Orifice )epth at Local Depression without Clogging (3.1 ds grate, 0 ds cum) )epth at Local Depression with Clogging (2.24 cis grate, 0.66 cis cum) Ing Gutter Flow Depth Outside of Local Depression ling Coefficient for Multiple Units ping Factor per Multiple Units as a Weir, Grate as an Orifice Depth at Local Depression without Clogging (2.2 ds grate, 0.9 ds cum) Depth at Local Depression with Clogging (1.75 ds grate, 1.32 eta cum) as an Orifice, Grate as an Orifice Depth at Local Depression without Clogging (3.1 ds grata, 0 cis cum) Depth at Local Depression with Clogging (2.24 cis grate, 0.66 ds cum) Itino Gutter Flow Death Outside of Local Depression Inlet Length Inlet Interception Capacity (Design Discharge from O-Peak) Rant Gutter Flow Depth (based on shed Q-Allow geometry) Rant Street Flow Spread (based on sheet Q-Allow geometry) Rant Flow Depth at Street Crown MINOR MAJOR - CDOT/Denwr 73 Combination 1.00 1.00 inches 1 7 feet feet MINOR MAJOR 3.00 3.00 1.73 1.73 0.47 0.47 0.50 0.50 3.00 3.00 0.67 0.67 feet MINOR MAJOR 3.00 3.00 5.50 5.50 inches 5.25 5.25 inches 0.0 0.0 degree 2.00 2.00 feet 0.10 0.10 MINOR MAJOR Coal = 1.00 1.00 Clog = 0.50 0.50 Curb ening as Weir Grate as Weir d. d=,,,., = de = d,,,, _ 5.07 7.76 4.16 14.77 Z14 10.61 4.29 17.59 fiches hchas fiches Inches MINOR MAJOR Cost = 1.00 1.00 Clog= 0.10 0.10 ' MINOR MAJOR plw =1 1.a5 3.36 inches dw= 2.55 5.14 Inches MINOR MAJOR d, =1 2.331 d.. ol 2.97 inches inches 5.94 1 3.11 7.41 Inlet 1.1ds, Inlet In Sump 9/302013, 10:06 AM mom >Qo00 T 0 C y , m a r N v cm� vo U � pU r - c H N U) o C T y ??y M� W W L D b .o U- 3 te C a o Je O m L mzo IC _in- O� 0-2 d v E U H ET v � o a y o m U = c c co E v 'w n N y . ao N N O C M � W r c 0 .6 m w Profile Report Engineering Profile - Profile - 1 (Untitledl.stc) 45.00 40.00 35.00 30.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) Bentley Systems, Inc. Haestad Methods Solution Untitledt.stc Center 9/30/2013 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5.00 ft 32.00 ft Bentley StormCAD V8i [08.11.00.40] Page 1 of 1 m ET - >ao Qom Urn E Boa `o 0 T W No Text O O Ln C a CV) r mE> v YJ l" .a � � t C)),= O _ LONe O 1... T T .. (0 CV) C N �_ j wC E L W i d d 0 L L .cw, /W m L W W O O L6 cM u (u) UO[Ienal3 0 1� T T O lf) O 0 O O J LO YJ O O O O co co 'co V/ oo� Ema `oo N T m C m m No Text MMMMMMMMMMMMMMMMMMM MMMMNMMMMMMMMMMMMMMM MMMMUMMMMMMUMMM®®®®® MMMMMMMMMMMMMMMMMMMM MMMMMNMMMMMMMMMMMMMM MMMMMNMMMMMMMMMM��s� MMMMuMMMl=MMMwMMM MM MMMMMMMMMMMMMMMNMMMM "MMMM MMMwMMMMMiMMMMM MMMM MMMMMMSM=MMMMMM MMNMMMMMMMM!%MMMMMw MMMMMMMMMMwwMMMMMMwM MMMMMMMMMwwMMMMMNNMM MMMMMMMuwwMMMMMMMMMM MMMMMMzuMMMMMMMMMMMM MMMMMMRMMMMMoMMMMMMM MCI MMM=wMMMM%MMMMMMMM MMMMMMMMMM©mmmmmmmm MMI/MMMMMUMMMMMMMM��i MMi� MMMM IMMMMMMMMMMM� MMMN1 iI MMMMMMMMMMMM� M".MMM/'MMMMMMMMMMMMMMuMzoMMMMMMMMMMMMM Mrs=MMMMMMMMMMMMMMMM� ri► wMMMMMMMMMMMMMMMM� I!!w0MMMMMMMMMMMMMMMM� ruMMMMMMMMMMMMMMMMMM .. hot lads, Inlet In Sump gratl013, 101.06 AM O_Intercepted (ofs). Carate Weir LFlow Depth (in.) Comb. OnfJ jWeir Flaw Depth (in.) Comb. OrifJ JOhf. Flow Depth (in) Curb Opening Only jFlow Depth (in.) Reported Design uFlow Depth (in) Reported DesignuFlow Spread (ft.) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 3.18 021 0.74 1.02 1.02 0.86 . _._2.00._._..___._473.__._ _.,_-0.91_-_,. ____1.76-..._.._____221--_-.._ -221__..__ 3.00 6.03 1.49 1.94 - 3.20 3.20 6.66 4.00 7.05 2.02 2.34 6.09 4.70 14.97 5.00 7.96 2.63 2.93 8.53 5.45 19.14 6.00 8.77 3.26 3.67 11.51 6.22 23.44 7.00 9.54 3.89 4.55 15.03 7.05 28.03' 8.00 10.26 4.51 5.58 19.10 7.92 32.89 9.00 10.94 5.11 6.74 23.71 8.84 38.00 10.00 11.59 5.71 8.04 28.86 9.82 43.41 11.00 12.22 6.30 9.49 35.00 10.86 49.19 12.00 12.64 6.87 11.07 41.84 11.96 55.30 13.00 13.44 7.43 12.78 49.28 13.11 60.00 14.00 14.01 7.99 14.64 57.31 14.64 60.00 15.00 14.59 8.53 16.63 65.94 16.63 60.00 16.00 15.15 9.07 18.76 75.16 18.76 60.00 17.00 15.67 9.59 21.03 84.98 21.03 60.00 18.00 16.22 10.11 23.44 - 95.39 23.44 60.00 19.00 16.75 10.62 25.98 106.40 25.98 60.00 20.00 17.24 11.12 28.66 118.00 28.66 60.00 21.00 17.74 11.62 31.55 130.20 31.55 60.00 22.00 18.24 12.10 34.65 143.00 34.65 . 60.00 23.00 18.73 12.59 37.89 156.38 37.89 60.00 24.00 19.21 13.06 41.27 170.37 41.27 60.00 25.00 19.68 13.53 44.80 184.95 44.80 60.00 26.00 20.14 14.00 48.47 200.12 48.47 60.00 27.00 20.60 14.45 52.29 215.89 52.29 60.00 28.00 21.08 14.91 56.25 232.25 56.25 60.00 29.00 21.52 15.36 .60.35 249.21 60.35 60.00 30.00 21.95 15.80 64.60 266.76 64.60 60.00 31.00 22.40 16.24 68.99 254.91 68.99 60.00 32.00 22.84 16.68 73.53 303.65 73.53 60.00 33.00 23.24 17.11 78.21 322.99 78.21 60.00 34.00 23.70 17.54 83.04 342.92 83.04 60.00 35.00 24.09 17.96 88.01 363.45 - 88.01 60.00 36.00 24.53 18.38 93.12 384.57 93.12 60.00 37.00 24.92 18.80 98.38 406.29 98.38 60.00 38.00 25.35 19.21 103.78 428.61 103.78 60.00 39.00 25.76 19.62 109.32 451.51 109.32 60.00 40.00 26.14 20.02 115.01 475.02 115.01 60.00 Inlet 1.As, Inlet In Sump - 91302013, 10:06 AM D 100-YEAR DETENTION VOLUME REQUIRED DETENTION POND ----. --FAA-METHOD--.-. LOCATION: JFK & Boardwalk PROJECT NO: 347-02 COMPUTATIONS BY: PPK DATE: 5/15/2014 Equations: A trib. To pond = 1.19 acre Qp = CIA Cloo = 0.76 Vi = T C I A= T Qo Developed C A= 0.9 acre Vo =K QPo T QPo = 0.68 cfs S=Vi-Vo K= 1 Rainfall intensity from City of Fort Collins IDF Curve Storm Duration, T (min) Rainfall Intensity, i (in/hr) Qo (cfs) Vol. In Vi W) Vol. Out Vo (ft) Storage S (ft) Storage S (ac-ft) 5 9.95 9.0 2700 0 2700 0.062 10 7.72 7.0 4189 0 4189 0.096 20 5.60 5.1 6078 408 5670 0.130 30 4.52 1 4.1 7358 816 6542 1 0.150 40 3.74 3.4 8118 1224 6894 0.158 50 3.23 2.9 8764 1632 7132 0.164 60 2.86 2.6 9312 2040 7272 0.167 70 2.62 2.4 9952 2448 7504 0.172 80 2.38 2.2 10332 2856 7476 0.172 90 2.22 2.0 10842 3264 7578 0.174 100 2.05 1.9 11124 3672 7452 0.171 110 1.93 1.7 11520 4080 7440 0.171 120 1.80 1.6 11721 4488 7233 0.166 130 1.60 1.4 11287 4896 6391 0.147 140 1.40 1.3 10636 5304 5332 0.122 150 1.20 1.1 9768 1 5712 4056 0.093 160 1.15 1.0 9985 6120 3865 0.089 170 1.10 1.0 10147 1 6528 1 3619 1 0.083 180 1.05 0.9 10256 6936 1 3320 1 0.076 Required Storage Volume: 7578 W 0.174 acre-ft cu \ §� f� ] k § / CD - )+ �" , ~ �&\ \@ ) a¥27&( $D/ � { ( \\ k}) © 0 7\( k�) 4)�a S±/j m/] �Wƒ m M�% 3 7§- / # § ` « § * co , ƒ \ &E§ ix C k j ..° 2 0 2 0.00 e . 0) ) � 2 2 E a ) -®00 E 0 % f 2 § $ _- 2 CL § - % e \ 2 ƒ STAGE STORAGE TABLE 100-YEAR LOCATION: JFK & Boardwalk PROJECT NO: 347-02 COMPUTATIONS BY: PPK DATE: 5/15/2014 Extended Water Quality Volume Required = 0.031 100 yr Detention Volume Required = 0.174 Total 100 yr Volume Required = 0.205 WQCY 100 year WSEL Spillway Elevation Stage (ft) Surface Area (ft`) Incremental Storage (ac-ft) Total Storage (ac-ft) 5029.25 0 5030 1,158 0.007 0.007 5030.90 1,264 0.025 0.032 5031 1,276 0.028 0.035 5032 1,406 0.031 0.065 5033 2,161 0.041 0.106 5034 2,285 0.051 0.157 5034.42 2,338 0.140 0.174 5035 1 2,412 1 0.054 0.211 Detention Pond Outlet Sizing 100-YEAR LOCATION: JFK & Boardwalk PROJECT NO: 347-02 COMPUTATIONS BY: PPK DATE: 5/15/2014 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CA sgrt( 2g(h-E,)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s A. = effective area of the orifice (ft`) Eo = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qmax = 0.68 cfs outlet pipe dia = D = 12.0 in Invert elev. = 5029.25 ft Eo = 5029.39 ' ft h = 5034.15 ft - 100 yr WSEL Ca = 0.63 solve for effective area of orifice using the orifice equation A, = 0.062 ft` 8.9 in` . orifice dia. = d = 3.36 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d/D= 0.28 . kinematic viscosity, v = 1.22E-05 ftz/s Reynolds no. = Red = 4Q/(pdv) = 2.53E+05 Co = (K in figure) = 0.6 check Use d = 3.400 in A o = 0.063 ft' = 9.08 in ` Q o = 0.70 cfs Detention.xls APPENDIX E BMP SCHEDULE & COST ESTIMATE E • e®eeeeeeeee® DETENTION PONDS PIPELINE INSTALLATION STORM CONCRETE INSTALLATION (INCLUDES OFPS-ITE) AREA CURB POND OUTLET STRUCTURES CURB AND GUTTER PAVEMENT INSTALLTATION FINE GRADING / BASE COURSE INSTALL PAVEMENT BEST MANAGEMENT PRACTICES STRUCTURAL SILT FENCE BARRIERS CONTOUR FURROWS (RIPPING/DISKING) SEDIMENT TRAP / FILTER VURIC-LETRACKING PADS FLOW BARRIERS (WATTLES, ETC) CONCRETE WASHOUT ROCK SOCKS BARE SOIL PREPARATION TEMPORAkY-SEED PLANTING MULCHING / SEALANT PER .. A SEDIMENT/EROSION CONTROL BEST MANAGEMENT PRACTICES (BMPs) COST OPINION SPREADSHEET HOME INSTEAD PLAZA Item No. BMP ID Unit Installation Unit Cost Quantity Cost 1 Check Dam CDR LF $0.00 2 Check Dam (Reinforced) CDR LF $0.00 3 Concrete Washout Area CWA EA $1,200.00 1 $1,200.00 4 Construction Fence CF LF $0.00 5 Construction Markers CM LF $0.00 6 Culvert Inlet Filter CIF LF $0.00 7 Dewatering DW EA $0.00 8 Diversion Ditch (Unlined) DD LF $0.00 9 Diversion Ditch (ECM or plastic) DD LF $0.00. 10 SedimentlErosion Control Matting ECM SY $0.00 11 Inlet Protection IP LF $10.00 8 $80.00 12 Reinforced Rock Berm RRB LF $0.00 13 Sediment Basin(') SB LF $0.00 14 Sediment Control Log (Wattle) SCL LF $4.60 15 $69.00 15 Seeding and Mulching SM AC $0.00 16 Silt Fence SF LF $3.00 270 $810.00 17 Rock Sock RS LF 1 $10.00 24 $240.00 18 Stabilized Staging Area SSA SY $0.00 19 Surface Roughening SR AC $0.00 20 Temporary Stream Crossing TSC EA $0.00 21 Topsoil (6-inch Lift) TSL AC $0.00 22 1 Vehicle Trackina Control(2) VTC EA $1,500.00 1 $1,500.00 #2 Subtotal $3,899.00 Maintenance & replacements (15%) $584.85 _ _ _ _ _ _ _ _ _ _ _ Total E_ rosion_control _ _ _ $4_,483.85 Reseeding 1.1 AC@ $1,200. per acre= $1,332 Erosion control escrow greater of #1 & #2 $4,484