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HomeMy WebLinkAboutWPO201500078 Plan - Submittal (First) WPO VSMP 2014-12-05 COUNTY OF ALBEMARLE Department of Community Development 401 McIntire Road,Room 227 Charlottesville,Virginia 22902-4596 Phone(434)296-5832 Fax(434)972-4124 Project: North Pointe Middle Entrance&Rt.29 Improvements Plan preparer: Brian Mitchell,P.E./Townes Site Engineering-9850 Lori Road, Suite 201 Chesterfield,VA 23832[bmitchell(a,cctownes.com] Owner or rep.: CWH Properties Limited Partnership,P.O.Box 5526 Charlottesville,VA 22905 Plan received date: 14 October 2014 Date of comments: 5 December 2014 Reviewer: John Anderson cc:Glenn Brooks,County Engineer David Benish,Chief of Planning,Albemarle County Community Development Troy Austin,Area Land Use Engineer,Virginia Department of Transportation Claudette Grant,Senior Planner,Albemarle County Community Development Engineering has completed a preliminary review of Application SUB2014-00169. Road Plans (SUB201400169) 1) Revise CE to paved construction entrance,per ACDSM detail(p.27). Revise ESC legend to show PCE,not CE[link: http://www.albemarle.org/department.asp?department=cdd&relpage=4447] The construction Entrance Detail has been revised to "Paved Construction Entrance as requested Please see the revised WPO plans. 2) C-8:Include paved wash rack detail,per ACDSM(p.-27[or p.-8:pending rev.of ACDSM]). The paved wash rack detail has been added on the upper left hand corner of sheet C-S of the WPO plan set. 3) In addition to#1,relocate PCE south approximately 800-ft to drive slated for demolition (drive visible on C-2,C-2A,C-3,C-3A). Proposed location-grants access to a narrow portion of the site,leaves construction traffic isolated north of tributary stream to Flat Branch. A construction entrance has been specified south of the proposed entrance road as requested;however the northern construction entrance will need to be used initially to allow the contractor to access the area north of the existing creek to install sediaiz p 2 and perform the grading activit?s needed to.fill the c rand have the access from the south to this area feasible. Please see notes added to the Erosion Control plan and Narrative. 4) Turn and taper lanes—Eliminate 4:1 tapers. VDOT Road Design Manual,Appendix F,Sec. 3. Ref. VDOT Road Design Manual Turn Lane Criteria for Single and Dual Lanes requires substantially longer transitions. The 4:1 taper has been removed and replaced with a transition that has been discussed with VDOT. Please see the revised site plan sheets C-4 thru C-4B in the Road plans set. 5) Furnish ACCD/Engineering copy of TIA supporting Modified Zoning Application Plan. Given relative complexity of project,it is best to ask rather than search files for TIA, which may exist in original or revised versions. Reviewer is relatively unfamiliar with project/TIA. A copy of the initial TIA has been provided in our comment review meeting on February 24,2015. In addition a copy of the TIA for the superstreet that has been requested by VDOT is provided in the submittal packet for your records. 6) Show posted speed limits,plan view,Northside Drive and Rt.29. Posted Speed Limit has been added on the plan sheets as requested. Please see revised Road Plans. 7) Furnish pipe/inlet calculations—use VDOT Design Manual,Appendix 9B-1,inlet computations(LD-204) format. Revised Storm Sewer Computation is included in the submittal packet for your review. 8) Furnish HGL table or similar data to show that all 10-yr flow is contained within conveyance system,without surcharge. Design must avoid pressurized conditions. Revised 10 and 100 year storm HGL computation is included in the submittal packet for your review. 9) It appears (unless 23-Aug-2006 proffers amended) that road improvement phasing stipulates a 12-ft wide thru lane extending 1000' N of the Middle Entrance to Airport Road (C-IA). It also appears Rt. 29 NBL improvements meeting Phase I/II proffer conditions are required. Items 10-16 relevant if 12-ft wide thru-lane to Airport Rd not required by VDOT,or ACCD/Planning at this time As discussed with the County Planning Staff(Mark Graham and reinforced by email from Sarah Baldwin) the road proffers for Phase I and Phase II are tied to non-residential uses. Our intent is to only construct residential uses at this point and therefore the middle entrance is being designed to meet applicable VDOT criteria and the layout shown is based on a number of meeting with VDOT residency and district representatives. At such time as we meet one of the criteria that trigger the Phase I,H, or III road proffers we will submit plans to meet the applicable transportation proffered condition. 10) Modified Zoning Application Plan (Mod-z Plan-sent as e-attachment, Wed 12/3/2014 10:14AM)shows improvements to Northside Drive more extensive than road plan.RTL storage/transition is approx 400', while C4(road plan)shows 100'RTL storage, 100'transition (taper).Revise Northside Drive road plan consistent with Mod-z Plan. [C-1B is Modified Application Plan,rev.6/11/14. Road plan differs from Mod z-Plan across plan sheets.] 11) Mod z-Plan shows Rt.29 NBL improvements south of Rt.29/Northside Dr.intersection extending 90041±. Road plan shows less:448'±. Please reconcile road plan-Modz Plan. 12) Mod z-Plan shows Rt.29 NBL improvements north of Rt.29/Northside Dr.intersection extending 500-ft±. Road plan shows zero(0'). Reconcile road plan-Mod z Plan. 13) Mod z-Plan shows Rt.29 SB hybrid[not tl ]lane west of existing southbound lanes;that is, to the outside of Rt.29/SBL,with approx 950-ft extending N of intersection,1000'S of intersection. Road plan proposes inside lane location of equivalent length;that is,a lane adjacent to median that ends with an abrupt 48'transition to 2-lanes. Revise road plan (combined 1950')lane location,consistent with Mod z Plan. Response to comments 10-13: As discussed in our meeting in February, the Modified Zoning Application plan is a schematic that outlines the work required The construction plan is a more detailed plan that is being prepared to satisfy the application plan while conforming to VDOT design criteria. 14) Revise thru-lane label,unless 12'-W lane extends 1000'N of Middle Entrance to Airport Rd. All road improvements labels have been revised to conform with new proposed improvements discussed with VDOT. 15) Revise 48'transition to 12:1 (144',Minimum),except VDOT may require longer transition. It is our understanding VDOT may require 200'L taper,unless lane extended to Airport Rd. The transition has been revised as shown on the revised road plans. Please see sheets C-4 thru C-4B. 16) Mod-z plan shows Rt.29 RTL onto Ex.Northside Drive(W of Rt.29)extending approx 325' (transition+storage)N of intersection. Road plan shows no RTL. Reconcile road plan-Mod z. The road improvements shown on this Middle Entrance Plan are what's required at this point. As future projects trigger more improvements new plans will submitted 17) With respect to items 10-16,Modified Application Plan was attached to 12-3-14 Townes' email[Wed 12/3/2014 10:05 AM]. I spoke with Planning Div,asking if there is any reason road plan design should depart from design shown in Modified Application Plan. Planning suggests there is no reason that road plan design features would depart from those shown in Modified(Zoning)Application Plan. As discussed in our meeting in February, the application plan typically shows a schematic. Road Plans are more detailed plans that must conform to VDOT requirements. 18) Show steep slopes[18-30.7]o eets C-3,-3A,-6,-6A.-7.-7A. Critical Slopes have been shown on the grng sheets as req. discussed in our February meeting, three different slope hatches are provided;Mo slopes to be preserved,steep slopes to be disturbed and manmade steep slopes created by ACSA when the forcemain was installed 19) Sheets C-6,6A,7,7A:provide existing contour labels. —Also#61,below. Existing contour labels have been shown on all the applicable sheets. 20) C-3A:45-ft unbroken vertical interval of 2:1 pond/basin side-slopes is unacceptable. Ref. 18-30.7.5 for recommended design approach,including reverse slope benches and surface water diversions. Engineering disapproves concept grading of pond,C-3A. Revise grading. The 2:1 slope upstream of the basin is temporary and will be changed when the commercial parcel is developed 6:1 slope is being provided for the pond access, 4:1 mow or flatter is being provided within the areas designated as critical. 21) C-3A:Revise any 2:1 permanent contours on north-facing roadway embankments,Northside Dr East,SR1570. Permanent 2:1 slopes may not exceed 20'vertical interval. Utilize design elements listed at 18-30.7.5.c.1 [—Also:ZMA-00-009 Proffer Condition#10,Overlot grading plan, condition of Approval.] Steep slopes have been eliminated where possible. 22) C-12/12A:Several MH structure tops appear below grade(STR-1, 12, 10,55)—please revise. Manhole tops have been revised Please see revised structure summary and revised sanitary sewer manhole profiles. 23) C-12A:Str-57(DI-3B)projects above grade;revise profile. Structure top have been revised. 24) C-12/12A:Avoid extremely close placement of MHs to existing waterline or gas line(STR-24, 18,29,57). Storm sewer layouts has been revised to eliminate close placement of storm structures to waterline and/or Gasline. 25) C-12/12A,C-14A:Provide bedding detail sufficient to ensure minimal settling for those MHs located entirely in fill sections:STR-6,45,55,57). <"4-r7 1 A 95% compaction has been specified for all fill areas. In addition PB-1 (STD —y— " (-✓� VDOT Bedding Detail) has been provided on the details sheet. — `"? I ov 26) C-12:STR-36—show end section in(pipe)profile view. 27) C-12A:STR-5 I —show end section,(pipe)profile view 28) C-12:Storm 22-28 profile:show tie to existing 24"CMP. 29) C-12:Storm 29-33 profile:show tie to existing 24"CMP. 30) C-12:Storm 6-16 profile:revise existing structure label to read Ex.36"x 36"box culvert. 31) Review design STR-62(36"DIA RCP CL III),which is downstream of 36"x 36"box culvert (C-4). Receiving structure capacity cannot be less than upstream structure. Response to comments 26 thru 31: The storm sewer alignment has changed. Please see revised storm sewer profiles. 32) C-13A: Sta.33+00.00 cross-section appears twice. Options:leave or delete. Thank you for pointing that out. The duplicated cross section has been removed 33) C-14:Include pavement classification/design table. Pavement classification table has been added on eth cover sheet C-l. 34) C-14:Min curb radius=3',Median/Middle Entrance Typ.sec. (<3'R subject to brittle fracture) A curb radius has been changed as shown on the revised plans. 35) C-14A:Method"A"storm pipe bedding and backfill detail is unreadable. Revise so readable. Detail has been changed as requested. 36) C-14A:Trench bedding/force main&backfill details reference CITY specifications;revise. Detail has been revised as requested. 37) VDOT must approve road plans. Understood. VDOT is reviewing the plans. We will notify Community Development when VDOT approves the plans. Advance comments:With V S M P Application 38) Show stream diversion required to route section of stream through pipe beneath Middle Entrance. 400 LF±stream will be relocated to proposed pipe system. In plan view,detail ESC measures required to divert,avoid,and minimize aquatic resource impacts. A note has been added on the Erosion Control Plans and Narrative that instructs the contractor to pick dry weather to perform the extension work of the box culvert in order to minimize the stream conversion required to perform the work. Please see WPO Plans. 39) C-8:Furnish stream diversion/bypass detail. This element is critical. A schematic of stream bypass is required[VESCH,Plate 3.25-1 or similar]. Stream diversion detail has been added on the Erosion Control Details sheet C-5 40) C-8:Furnish temporary vehicular stream crossing detail[VESCH 3.24]. Stream crossing detail has been added on sheet C-5. 41) C-8:Furnish dewatering structure detail[VESCH 3.26]. 3.26 detail has been 'dded on sheet C-5. 42) C-':Include VDOT STD details:inlet shaping;safety slab[MH height>12'], I : eps[>4']; and :',e end section. VDOT Standard details a • , : ': - : . ' , t , • ans. 43) Please reference/incorporate County Engineer's email comments in revisions,as appropriate. [11/21/2014 2:28 PM(GMT-05:00);Townes Engineering responded Nov 24,2014 1:43 PM] SWPPP comments have been addressed. 44) C-1 A:Consider,model,and present calculations and narrative to aid review and ensure design meets ZMA 00-009(23-Aug-06)Proffer#4.2 Stormwater Management Plan if any element included in Proffer item 4.2 is associated with North Pointe Middle Entrance(Phase H). 4.2 Stormwater Management Plan. The stonnwaterffbest management practices (BMP")plan or the Project shall he prepared.and all stormwater management facilities for the Project shall IN designed and constructed.to accommodate all current stormwater discharge from 'fax Mar Parcel 032.0-02-(10-00400 (Northwoods Mobile Home Park Development) and from the existing developments on the northeast and northwest corners of Proffit Road and U.S. Route 29.specifically the hollowing parcels shown on the current Albemarle Count> tax maps: lax map 32.parcels 38. 38A. 39.and 39A:lax map 32A.parcels 2-1,2-1A.2-1.A1.2-113.2-IC and 2-I D. the stormwater management facilities shall mitigate the stormwater quality and quantit> impacts. for the stormwater generated both within the Project and for such existing offsite conditions as described herein. as though the entire preexisting,condition of the drainage area is an undeveloped wooded site and is being developed to the existing off-site conditions and the proposed on-site conditions. In addition.hiofilters shall comprise a minimum of thin-three and one-third per•ent 1+3 1.'3%1 1 of the total required parking lot landscaped areas within the Commercial Arca" of the Project. as such Commercial Area is delineated on Sheet CI of the Applicatiin P an rSheet(r). The SWM/BMP proposed with this project is BMP#2 and 2A on the application plan. The SWM/BMP has been designed to retain water onsite to meet the pre- development site condition as undeveloped wooded site (i.e. CN=55) as shown on the Stormwater Compliance sheet C-7 and Hydrocad report included in eth submittal packet #45-52,Sheet C-6A. 45) Show limits of construction(LOD). Use symbol from Overall Conceptual EC Plan legend to delineate LOD. ONLY drainage divides are shown. Report Area(Ac.)of project LOD. Limits of construction have been shown and labeled on the erosion control plans. 46) Update LEGEND,C-1,using flattened oval symbol: ;.: .:6w,r.:;i :tom anis ajattint A„a.w,. .t 4=u mg Om.�.6R^t AS K'.Pot N'to:S secs. IP 0.006100141' two•SPRU M.Na r,Mwtt W 1.01 _ Kr.66irom nxytcw+.t�.w.6 r.o * 00.6:0 a. i iiii EMI 'maws,vac0 wig S010o YAM SO SWAPO 00 I SA00 tfl0 0 Mt =COO..., w,M*001 0101906[35,016 mo Ott 0(005.S 4.00 Si (�,,�/ TEMPORARY SEIITNI-NT TRAP 313 � , ;,, t•'~�� R I ,;��1 LIMITOF COMSTRUC"TTJn Legend shown on sheet C-1 has been updated as requested. 47) Revise construction sequence Note#1:pre-construction meeting will be held at County Office building,401 McIntire Rd/Charlottesville,not on-site. Note has been revised as noted. 48) Delete construction sequence Note#4,or revise:contractor may not clear preliminary limits of disturbance prior to installing silt fence"along the limits of the disturbed area,"unless this note is intended to allow SF installation only. Please clarify. The note has been changes as requested. 49) Revise construction sequence Note#7:design engineer to verify existing sediment trap is in good working condition. Furnish As-built of existing ST-1,and provide plan/profile scale drawings of ST-1. Note has been changed. The topo shown on the WPO plans is field run topo that represents the basin as-built` 50) MAINTENANCE NOTES—inspections should correspond to GP inspection frequencies(GPNAR10— Part II F.link:http://www.deq.virginia.gov/Portals/0/DEO/Water/Publications/CGP2014.pdf) A note has been added to the maintenance section of the narrative stating as such. 51) Label sediment trap(plan view)floor dimensions:L x W(ST-1,ST-2). Sediment trap dimension are included in the sediment trap design table shown on the erosion control details sheet for clarity. 52) Show temporary/permanent stabilization(TS/PS),straw mulch(MU),and dust control(DC). Please see revised plans. 53) Include TS,PS,MU,DC in Legend,CC=1. Legend has been updated as requested. 54) C-7A:Furnish(&show grading)10'W vehicular access to SWM facility[18-32.7.4.2& 14-431]. A vehicular access drive has been provided as requested.Access location has been shown on the access road south of the proposed Middle Entrance Road as this is the preferred location by VDOT for the pond access. Please see revised plans for the location and grading of the pond access. 55) C-7A:Shift IP label to uncover structure#10 identifying label. Please see revised plans. 56) Ensure design complies with Specific/General conditions of state(DEQ)and federal(USACE) permits issued separately,directly to Applicant. Noted. 57) C=9/(other):show soil types boundaries/label soil types. -- A soil map has been added to the plan set as requested. 58) Provide weighted Curve Numbers needed to calculate pre-/post-development runoff(CN). Use TR-55(SCS)24-hr distribution as basis of hydrologic calculation/hydraulic design. Weighted Curve Numbers have been provided in the Hydrocad report which are being used to calculate the flows using TR-55 as noted. 59) Ensure CNs consistent with hydrologic soil groups. The Hydrologic Soil Group for the project area is "B", curve numbers used are for soil B type. 60) Furnish scale profile drawing of sediment trap 2(ST-2). A scaled grading plan is provided for sediment trap 2. Please see the Erosion Control sheets. 61) Sheets C-6,6A,7,7A:provide existing contour labels. —Also#19,above. Contour labels have been provided as requested. 62) C-11:Label or list DA acreage. Drainage Area acreage has been listed on the plan as well as the table provided on the hydraulics sheets. 63) Furnish CNs for routing calculations for SWM for Middle Entrance(ref.GEB email,Fri 11/21/2014 2:28 PM,comments regarding puzzling routing data included with SWPPP). Routing numbers used to route the proposed SWM/BMP are provided in the Hydrocad report included in the submittal packet Storm Water Pollution Prevention Plan for North Pointe Development,Dec-2013,rev.May 2014(SWPPP): 64) Tab 21 should include overall SWM/BMP Analysis Maps. Maps are missing. Furnish maps. Unable to cross-reference road plan SWM BMP(Retention Basin H,4 WQ Volume/phosphorus removal efficiency=50%;apparent BMP for Middle Entr./Rt.29 Improvements)with SWPPP. Overall SWM/BMP Drainage Map has been added to the revised SWPPP(Tab 19). The pond proposed with the Middle Entrance is Ponds 2 and 2A combined 65) Further WPO review depends upon Overall Conceptual SWM Plan,on details that clearly correlate Middle Entrance SWM/BMP(C-9A,C-10,VSWM Handbook Appendix 5D performance-based water quality calc worksheets,C-11 A)with SWPPP,Tab 22. Tab 22 lists SWM/BMP Nos. 1-9A. It is unclear which,if any,Tab 22 BMP corresponds with Middle Entrance SWM/BMP shown on plans. SWM/BMP 2 and 2A combined correspond with the pond proposed with the Middle Entrance. 66) With respect to multiple sources of information,please clarify: a. C-11A:5D-12 worksheet includes 4.42 Ac.value(Water Quality Volume Calculation),but preceding steps(worksheets 5D-5,5D-9,5D-10)use 10.80 Ac.value. As discussed in our meeting in February, the water quality volume calculation is being determined using the impervious area (4.42 AC on previous plans, revised to 4.0 acres on the attached revised plans) as opposed to the site area (10.80 acres on the previous plans, 11.17 acres on the revised plans). b. If basin(pond)is meant to be sized=4 x WQV and watershed=10.80 Ac.,then pond appears undersized. Pond is sized based on the anticipated impervious area (4.0 acres). c. Recent e-mail references Phase II Middle Entrance Improvement Acreage=17.20 Acres [Nov-24,2014 1:43 PM,B.Mitchell to GEB]. Disturbed acreage associated with the Middle Entrance Plan including Route 29 lanes addition and grading work is 16.1 acres. The site Area used in the CBPA Calculations is for the portion of the Middle Entrance Road associated with this project, the two future commercial site where proposed grading activities will take place(Areas within North Pointe Development). The site area used in the CBPA calculations is outlined on the CBPA Compliance Plan sheet C-7A for clarity. d. HydroCAD routing references 8.830 Ac.area. The area referenced in Hydrocad is the actual area draining to the proposed pond which is being used to size the SWM for the site to meet Water Quantity requirements. e. SWPPP;SWM/BMP Nos.2-2A appear to control runoff from 14.1 Ac. These BMPSs appear positioned to receive runoff from an area nearly the same as areas shown on C-11,but also receive runoff from more impervious area(ultimate development). Multiple sources of information lend confusion. —Also,#65,above. The anticipated area draining to the two basins combined(2& 2A)is 8.83 acres. The 14.1 acre area is a preliminary area that was determined at the time the overall SWM/BMP plan for North Pointe Development was initially prepared.A detailed pond routing and design is being provided with the construction plan. f. HydroCAD models are based upon Rational Method. ACCD requires SCS 24-hr distribution hydrologic modeling. For Albemarle County:24-hr 2-yr event=3.7 in; 10-yr event=5.6 in. Revise routings. Routing has been revised to use TR-55. g. It is not possible to evaluate drainage items,or properly evaluate design given fluctuating drainage areas,treatment areas,drainage divides,etc,and cross-references that fail to correlate SWPPP with road plans(or WPO plans). Clarity is imperative. We hope that the revised plan submitted is clear, if you have more questions or need additional clarifications please do not hesitate to contact me at(804) 748-9011,Ext. 297, (804) 920-1459(cell) or by email at mRabrielacctownes.com. h. Please consider which schematics,tables,areas,maps,DA values,and BMPs lend clarity, which should be revised or removed. Ensure schematic or descriptive narrative build a consistent and understandable picture of development,drainage design,and SWM/ESC control. i. Include:time of concentration;CNs(and how derived;i.e.,land cover weighting);%pre- /post-impervious cover;hydrologic soil types. Time of concentration has been included in the Hydrocad routing report. j. Revise SWPPP/Appendix B to include column for hydrologic soil group. Soil Map is provided as Appendix C in the SWPPP. k. Revise runoff coefficients(or better,use Curve Numbers)consistent with B/C hydrologic soil groups(tables/C-9,C-9A). Revised Curve Numbers used are for Hydrologic Soil type B which conforms with the soil type within the proposed disturbed area. 1. All routings must clearly identify which SWM facility/basin is being evaluated. In the case of SWM facility shown on North Pointe Middle Entrance plans(C-10),it appears this facility is an interim SWM facility. Furnish explicit description of which developed areas the SWM facility on C-10 treats,how long it will operate,and if replaced,what replaces it. The Basin is labeled as BMP 2&2A in the Routing report for clarity. m.If SWM/BMP shown on Middle Entrance plans is an interim facility,consider ultimate(or concept)SWM plan. Correlate ultimate SWM plan to proposed design for treating storm runoff from North Pointe Middle Entrance/(Phase II)Rt.29 Improvements. The SWM/BMP is basins 2& 2A combined n. If SWM/BMP facilities 2-2A will at some point replace the 4 x WQV pond(basin)shown on C-10,then,at this point provide pre-/post-development Part IIC criteria review based upon pre-existing forested condition(worksheets on C-11A appear to account for this;0% impervious)and immediate plans to construct entrances with surface width approx 50%wider than the Middle Entrance shown on SWPPP,Tab 27 insert,titled"Overall SWM/BMP Drainage Map." SWM/BMP facilities 2& 2A combined represent the pond for the middle entrance project which is being designed using Part IIC based upon pre-existing forested condition. o. It is important to note that SWPPP presents considerable detail concerning ultimate use. Ultimate use appears not to preserve the SWM pond shown on Middle Entrance plans. The pond shown on the Middle Entrance Plan conforms to the preliminary SWM/BMP design provided in the SWPPP as the pond shown on the middle entrance plan replaced ponds 2& 2A combined Please feel free to call:434.296-5832—x3069. Engineering staff is available to discuss project comments,or design each Thursday. Meetings are scheduled for 30-min blocks. Please contact reviewer if you would like to schedule a meeting. Planning Division,ACF&R,ACSA,and VDOT road plan comments will be sent as soon as received. I was remiss in distributing road plans to ACCD/Planning,and ACF&R. I apologize for any delay due to error. Thank you. Data sheet Project name North Pointe Middle Entrance Road Improvements Basin#(if any) 1 Total area drainage to basin 8.83 Riser elevation 436.00 Principle Spillway Elevation 436.00 TOP OF DAM 438.00 UPSTREAM TOE OF DAM 429.00 Riser diameter(Dr) = 48 inch Use Plate 314.6 Using 18.28 cfs Actual head from Plate 3.14-8 0.60 feet Good Barrel Length 45.59 feet Barrel diameter 30 inch Use Plate 3.14-B or Culvert head chart Barrel Invert(IN) 429 Use flow from routing Barrel Invert(OUT) 427 Barrel Slope 4.39 ok Length of Inflow point to dam 200.00 Approx.surface area at riser elev 19411.00 Interpolate using Basin Storage Volumes SIDE SLOPES(eg.3:1,2:1,2.5:1) 2 Number of Collars(Estimate) 3 Must trial and error this number, start with 2 collars Emergency Spillway Elevation 436.5 Page 1 Basin Storage Volume Abberly Apartments @ CenterPointe Elevation Area of Contour Volume 36.07 Lowest 429.00 11005 0 11,778 429.00 430.00 12569.0 430.00 12569 11,778 25,155 430.00 431.00 14201.0 431.00 14201 25,155 40,188 431.00 432.00 15881.0 432.00 15881 40,188 56,930 432.00 433.00 17618.0 433.00 17618 56,930 75,437 433.00 434.00 19411.0 434.00 19411 75,437 95,766 434.00 435.00 21261.0 435.00 21261 95,766 117,974 435.00 436.00 23167.0 436.00 23167 117,974 142,115 436.00 437.00 25129.0 437.00 25129 142,115 168,243 437.00 438.00 27140.0 438.00 27140 168,243 177,290 438.00 439.00 0.0 439.00 177,290 0 439 0.00 0 0 Wet Volume of Interest= 15973 (Top of Riser)Elevation of Interest=436.00 3 .;sponding Elevation=430.31 Corresponding Volume= 117974 Corresponding area=23167 Dry Volume of Interest=31947 wet provided= 2260.868 Corresponding Elevation=431.45 Other Elev.Of Interest= 433.00 Cleanout Volume of Interest=7987 Corresponding Volume= 56930.21 Corresponding area= 17618 Corresponding Elevation=429.68 thy provided= 2108.526 Volumes area calculated using the Conic Method for calculating reservoir volumes. NOTE: Type in elevations with the lowest elevation at the top through to the highest. Leave zeros after the highest elevation. Volumes area calculated using the Conic Method for calculating reservoir volumes. 9/21/2015 TOWNES SITE ENGINEERING Abberly Apartments @ CenterPointe 1992 3.14 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (With or without emergency Spillway) Project North Pointe Middle Entrance Road Improvements Basin# 1 Total area draining to basin: 8.83 acres. Basin Volume Design Wet Storage: 3 Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x 8.83 acres = 592 cu. yds. 2 Available basin volume = 2109 cu. yds. at elevation 433.00 (From storage - elevation curve) 3 Excavate 2109 cu, yds. to obtain required volume *. * Elevation corresponding to required volume = invert of the dewatering orifice. 433.00 dewatering device elevation 4 Available volume before cleanout required. 33 cu. yds. x 8.83 acres = 291 cu. yds. 5 Elevation corresponding to cleanout level = 432.00 (From Storage - Elevation Curve) 429.68 6 Distance from invert of the dewatering orifice to cleanout level (ft)= 1.00 (Min. = 1.0 ft.) Dry Storage: 7 Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67cu.yds.X 8.83 acres = 592 cu. yds. III - 112 1992 3.14 Total available basin volume at 2ND Stage * = 4369 cu. yds. at elevation 436.00 . (From Storage - Elevation Curve) * Minimum = 134 cu. yds./acre of total drainage area 9 Diameter of dewatering orifice = 12 INCH 10 Diameter of flexible tubing = 14 INCH plus 2 inches). Preliminary Design Elevations 11 Crest of Riser= 436.00 Top of Dam = 438.00 Upstream Toe of Dam = 429.00 Basin Shape 12 Length of Flow L = Effective Width We 2.06 If> 2, baffles are not required Not Required If< 2, baffles are required Runoff 13 Q2 = 12.19 cfs (From Chapter 5) 14 Q25 = 18.28 cfs (From Chapter 5) Principal Spillway Design cfs. 15 With emergency spillway, required spillway capacity Qp=Q2 12.19 (riser and barrel) Without emergency spillway, required spillway capacity Qp=Q25 18.28 (riser and barrel) III - 113 Abberly Apartments @ CenterPointe 1992 3.14 203 With emergency spillway: Assumed available head (h) = 0.50 ft. (Using Q2) h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation 87.72 Without emergency spillway: Assumed available head (h) = N/A ft. (Using Q25) h = Design High Water Elevation - Crest of Riser Elevation 17 Riser diameter(Dr) = 48 in. Actual head (h) = 0.6 ft. (From Plate 3.14-8.) Note: Avoid orifice flow conditions. 18 Barrel Length (1) = 45.59 ft. Head (H)on barrel through embankment= 7.60 ft. (From Plate 3.14-7). 19 Barrel diameter= 30 in. (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]) 20 Trash rack and anti-vortex device Diameter= 72 inches. Thickness gage 14 ga. Corrugated Height= 21 inches. (From Table 3.14-D) USE: 1-1/4"pipe or 1-1/4 x 1-1/4x1/4angle Emergency Spillway Design 21 Required spillway capacity Q. = Q25-Qp = 6.09 cfs. 22 Bottom width (b)= ft.; the slope of the exit channel(s) = _ft./foot; and the minimum length of the exit channel (x) = ft. (From Table 3.14-C). III - 114 Abberly Apartments @ CenterPointe 1992 3.14 23 Depth of water at principal spillway crest(Y)= 7.00 ft. Slope of upstream face of embankment(Z)= 2 :1. Slope of principal spillway barrel (Sb)= 4.39 % Length of barrel in saturated zone(Ls)= 38.20 ft. 24 Number of collars required = 3 dimensions= 4.2 X 4.2 (From Plate 3.14-12) 25 Top of Dam = 438.00 Design High Water= 436.60 Emergency Spillway Crest= 436.50 Principal Spillway Crest= 436.00 Dewatering Orifice Invert= 433.00 Cleanout Elevation = 432.00 Elevation of Upstream Toe of Dam of Excavated Bottom of"Wet Storage Area"(if excavation was performed)= 429.00 III - 115 cf i! ,% 91,,,. si ca ,, COMMONWEALTH of VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY VALLEY REGIONAL OFFICE David K.Paylor 4411 Early Road,P.O.Box 3000,Harrisonburg,Virginia 22801 Director (540)574-7800 Fax(540)574-7878 Molly Joseph Ward Amy Thatcher Owens Secretary of Natural Resources www.deq.virginia.gov Regional Director April 3,2015 Great Eastern Management Company SENT VIA E-MAIL do Mr. David Mitchell RECEIPT CONFIRMATION REQUESTED 2619 Hydraulic Road Charlottesville,VA 22905 Re: Virginia Water Protection(VWP)Individual Permit Number 14-0364 North Pointe,Albemarle County,Virginia Final VWP Individual Permit Dear Mr. Mitchell: Pursuant to the VWP Permit Program Regulation 9 VAC 25-210-10 and §401 of the Clean Water Act Amendments of 1977,Public Law 95-217,the Department of Environmental Quality has enclosed the VWP Individual Permit for the"North Pointe"project. The proposed project results in the permanent impact to 0.10 acre of palustrine, forested wetland(PFO), 0.18 acre of palustrine,emergent wetland(PEM),and 0.31 acres(2,697 linear feet)of stream channel in Albemarle County,Virginia. This permit is valid for 15 years from the date of issuance. Re-issuance of the permit may be necessary if any portion of the authorized activities or any permit requirement(including compensatory mitigation provisions)have not been completed. As provided by Rule 2A:2 of the Supreme Court of Virginia,you have 30 calendar days from the date of service(the date you actually received this decision or the date it was e-mailed to you, whichever occurred first)within which to appeal this decision by filing a notice of appeal in accordance with the Rules of the Supreme Court of Virginia with the Director,Department of Environmental Quality. In the event that this decision is served on you by mail,three days are added to that period. Refer to Part 2A of the Rules of the Supreme Court of Virginia for additional requirements governing appeals from administrative agencies. Alternatively, an owner may request a formal hearing for the formal taking of evidence upon relevant fact issues under Section 2.2-4020 of the Administrative Process Act. A petition for a formal hearing must meet the requirements set forth in 9 VAC 25-230-130.B of the Virginia Great Eastern Management Company VWP Permit No. 14-0364 Page 2 of 2 Administrative Code. In cases involving actions of the board, such petition must be filed within 30 calendar days after notice of such action is sent to such owner by certified mail. If you have any questions,please contact Eric Millard at(540)574-7813 or eric.millard@deq.virginia.gov. Sincerely, B. Keith Fowler Deputy Regional Director Enclosures: Permit Cover Page,Part I - Special Conditions,Part II- General Conditions, Attachment 1:Monthly VWP Permit Inspection Checklist,Attachment 2:VWP Permit Construction Status Update Form cc: Tommy Houston, Townes Site Engineering—VIA EMAIL Vincent Pero,U.S. Army Corps of Engineers, Charlottesville Field Office —VIA EMAIL ir, vA.,,;,-.NAs,, , ',b, ‘,4 k,_ ::,00, ,..1". 1.1 ,,L4#V1400V COMMONWEALTH of VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY VWP Individual Permit Number 14-0364 Effective Date: April 3,2015 Expiration Date: April 2,2030 VIRGINIA WATER PROTECTION PERMIT ISSUED PURSUANT TO THE STATE WATER CONTROL LAW AND SECTION 401 OF THE CLEAN WATER ACT Based upon an examination of the information submitted by the owner,and in compliance with § 401 of the Clean Water Act as amended(33 USC 1341 et seq.)and the State Water Control Law and regulations adopted pursuant thereto,the State Water Control Board(board)has determined that there is a reasonable assurance that the activity authorized by this permit, if conducted in accordance with the conditions set forth herein,will protect instream beneficial uses and will not violate applicable water quality standards. The board fmds that the effect of the impact, together with other existing or proposed impacts to surface waters,will not cause or contribute to a significant impairment to state waters or fish and wildlife resources. Permittee: Great Eastern Management Company Address: 2619 Hydraulic Road, Charlottesville, VA 22905 Activity Location: The project is located northeast of the intersection of US Route 29 Route 649 in Albemarle County,Virginia. Activity Description: The permittee proposes to construct a mixed use residential and commercial community to be known as "North Pointe" on an approximately 268 acre parcel. This permit authorizes the total impacts to 0.59 acres of surface waters, consisting entirely of permanent impacts. The permanent impacts consist of 0.10 acre of palustrine forested wetlands (PFO), 0.18 acre of palustrine emergent wetlands (PEM), and 0.31 acre (2,697 linear feet) of stream channels. Compensation for permanent wetland and stream impacts shall be provided through the purchase of 0.38 acre wetland credits and 2,439 stream credits from the Virginia Aquatic Resources Trust Fund and/or a DEQ approved mitigation bank that is authorized to sell credits to the permitted impact site. The credit sale must be in accordance with the approved Mitigation Banking Instrument for the mitigation bank. The permitted activity shall be in accordance with this Permit Cover Page,Part I- Special Conditions,and Part II-General Conditions. Date: April 3,2015 B. Keith Fowler,Deputy Regional Director VWP Individual Permit No. 14-0364 Part I April 3,2015 Page 1 of 8 Part I—Special Conditions A. Authorized Activities 1. This permit authorizes total impacts to 0.59 acres of surface waters,consisting entirely of permanent impacts. Permanent impacts are to 0.18 acre of palustrine emergent wetland(PEM), 0.10 acre of palustrine forested wetland(PFO),and 0.31 acre(2,697 linear feet)of stream channel. 2. Authorized impacts shall be as depicted on the impacts map entitled"North Pointe Community: Wetland Impacts Map"dated January 4,2012 and revised on May 22, 2014. Authorized activities shall be conducted as described in the Joint Permit Application dated March 17, 2014, and received March 18,2014,and supplemental materials,revisions and clarifications received through October 7,2014. 3. The permittee shall notify the DEQ of any additional impacts to surface waters, including wetlands, and of any change to the type of surface water impacts associated with this project. Any additional impacts,modifications,or changes shall be subject to individual permit review and/or modification of this permit. B. Permit Term 1. This permit is valid for 15 years from the date of issuance. A new permit may be necessary for the continuance of the authorized activities, or any permit requirement that has not been completed, including compensation provisions. 2. The permittee shall notify DEQ in writing at least 120 calendar days prior to the expiration of this permit if an extension of the permit term is required. C. Standard Project Conditions 1. The activities authorized by this permit shall be executed in such a manner that any impacts to beneficial uses are minimized. As defined in § 62.1-10(b)of the Code, "beneficial use" means both instream and offstream uses. Instream beneficial uses include,but are not limited to,the protection of fish and wildlife habitat, maintenance of waste assimilation,recreation,navigation, and cultural and aesthetic values. Offstream beneficial uses include,but are not limited to, domestic(including public water supply),agricultural, electric power generation, commercial, and industrial uses. Public water supply uses for human consumption shall be considered the highest priority. 2. No activity shall substantially disrupt the movement of aquatic life indigenous to the water body, including those species that normally migrate through the area,unless the primary purpose of the activity is to impound water. 3. Flows downstream of the project area shall be maintained to protect all uses. VWP Individual Permit No. 14-0364 Part I April 3,2015 Page 2 of 8 4. No activity shall cause more than minimal adverse effect on navigation,and no activity shall block more than half of the width of the stream at any given time. 5. The activity shall not impede the passage of normal or expected high flows,and any associated structure shall withstand expected high flows. 6. Continuous flow of perennial springs shall be maintained by the installation of spring boxes, French drains,or other similar structures. 7. Activities shall be conducted in accordance with a Time-of-Year restriction for instream work from May 15 through July 31 of any year as recommended by the Department of Game and Inland Fisheries. The permittee shall retain a copy of the agency correspondence concerning the Time- of-Year restriction for the duration of the construction phase of the project. 8. All excavation, dredging,or filling in surface waters shall be accomplished in a manner that minimizes bottom disturbance and turbidity. 9. All in-stream activities shall be conducted during low-flow conditions whenever practicable. 10.All construction, construction access,and demolition activities associated with this project shall be accomplished in a manner that minimizes construction materials or waste materials from entering surface waters,unless authorized by this permit. Wet,excess, or waste concrete shall be prohibited from entering surface waters. 11.All fill material placed in surface waters shall be clean and free of contaminants in toxic concentrations or amounts in accordance with all applicable laws and regulations. 12. Stormwater runoff shall be prohibited from directly discharging into any surface waters. Best management practices(BMP)designed, installed, and maintained, as described in the Virginia Erosion and Sediment Control Handbook(Third Edition, 1992,or the most recent version in effect at the time of construction)and the Virginia Stormwater Management Handbook(First Edition, 1999,or the most recent version in effect at the time of construction), shall be deemed suitable treatment prior to discharge into surface waters. Installation of alternative practices not described in these references shall be submitted to DEQ for approval prior to beginning construction. 13.Measures shall be employed at all times to prevent and contain spills of fuels, lubricants,or other pollutants into surface waters. 14.Machinery or heavy equipment in temporarily impacted wetlands shall be placed on mats or geotextile fabric,or other suitable means shall be implemented,to minimize soil disturbance to the maximum extent practical. Mats, fabrics, or other measures shall be removed as soon as the work is complete in the temporarily impacted wetland. 15.Heavy equipment is authorized for use within the stream channel during project construction or stream restoration activities when site conditions prohibit access from the streambank. The VWP Individual Permit No. 14-0364 Part I April 3,2015 Page 3 of 8 equipment shall be stationed on cobble bars and the activities conducted in the dry or during low flow conditions,whenever possible. 16. Temporary disturbances to wetlands, stream channels, and/or stream banks during project construction activities shall be avoided and minimized to the maximum extent practicable. 17.All temporarily disturbed wetland areas shall be restored to preconstruction conditions within 30 calendar days of completing work in the areas,which shall include re-establishing pre- construction contours, and planting or seeding with appropriate wetland vegetation according to cover type(emergent, scrub/shrub,or forested),except for invasive species identified on DCR's Invasive Alien Plant Species of Virginia list. The permittee shall take all appropriate measures to promote and maintain the revegetation of temporarily disturbed surface waters through the second year post-disturbance. 18.All temporarily impacted streams and stream banks shall be restored to their original elevations and contours within 30 calendar days following the construction at that stream segment, and the banks shall be seeded or planted with the same vegetative cover type originally present along the banks, including supplemental erosion control grasses if necessary but not including invasive species identified on DCR's Invasive Alien Plant Species of Virginia list. The permittee shall take all appropriate measures to promote and maintain the revegetation of temporarily disturbed surface waters through the second year post-disturbance. 19.All materials(including fill, construction debris, excavated materials, and woody materials,that are temporarily placed in wetlands, in stream channels, or on stream banks)shall be placed on mats or geotextile fabric, shall be immediately stabilized to prevent the material or leachate from entering surface waters,and shall be entirely removed within 30 calendar days following completion of that construction activity. After removal,disturbed areas shall be returned to original contours, shall be stabilized, and shall be restored to the original vegetated state within 30 calendar days. The permittee shall take all appropriate measures to promote and maintain the revegetation of temporarily disturbed surface waters through the second year post-disturbance. 20. Temporary in-stream construction features such as cofferdams shall be made of non-erodible materials. 21.Virginia Water Quality Standards shall not be violated in any surface waters as a result of the project activities. 22. Seeds used for all project and compensation activities shall conform to the Virginia Seed Law (Sections 3.1-262 Code of Virginia)and Virginia Seed Regulations(2 VAC 5-290-10 et seq). 23.Erosion and sedimentation controls shall be designed in accordance with the Virginia Erosion and Sediment Control Handbook,Third Edition, 1992, or the most recent version in effect at the time of construction. These controls shall be placed prior to clearing and grading activities and shall be maintained in good working order,to minimize impacts to surface waters. VWP Individual Permit No. 14-0364 Part I April 3,2015 Page 4 of 8 24.All non-impacted surface water and any required upland buffers that are within the project or right-of-way limits, and that are within fifty feet of any project activities, shall be clearly flagged or demarcated for the life of the construction activity within that area. The permittee shall notify all contractors and subcontractors that no activities are to occur in these marked areas. D. Installation of Utilities 1. All utility line work in surface waters shall be performed in a manner that minimizes disturbance in each area. Temporarily disturbed surface waters shall be restored in accordance with Part I.C.18, C.19,and C.20,unless otherwise authorized by this permit. 2. Material resulting from trench excavation may be temporarily sidecast into wetlands not to exceed a total of 90 calendar days,provided the material is not placed in a manner such that it is dispersed by currents or other forces. 3. The trench for a utility line cannot be constructed in a manner that drains wetlands(e.g., backfilling with extensive gravel layers creating a French drain effect). E. Road Crossings 1. Access roads authorized by this permit shall be constructed to minimize the adverse effects on surface waters to the maximum extent practicable and to follow as near as possible pre- construction contours and elevations. 2. Installation of pipes and road crossings shall occur in the dry via the implementation of cofferdams, sheetpiling, stream diversions or other similar structures. 3. All surface waters temporarily affected by a road crossing shall be restored to their original elevations immediately following the removal of that particular temporary crossing. Temporary access roads shall be removed entirely following activity completion. 4. If stream channelization or relocation is authorized, all work in surface waters shall be done in the dry,unless specifically authorized by this permit,and all flows shall be diverted around the channelization or relocation area until the new channel is stabilized. This work shall be accomplished by leaving a plug at the inlet and outlet ends of the new channel during excavation. Once the new channel has been stabilized, flow shall be routed into the new channel by first removing the downstream plug and then the upstream plug. The stream channelization or relocation shall be constructed following the typical sections submitted with the application and should incorporate natural stream channel design principles to the greatest extent practicable. A low flow channel shall be constructed within the channelized or relocated area. The centerline of the channel shall meander,to the extent possible,to mimic natural stream morphology. The rerouted stream flow shall be fully established before construction activities in the old streambed can begin. 5. At crossings of streams,pipes and culverts less than 24 inches in diameter shall be countersunk a minimum of three inches,and pipes and culverts greater than 24 inches in diameter shall be VWP Individual Permit No. 14-0364 Part I April 3,2015 Page 5 of 8 countersunk a minimum of six inches to provide for the re-establishment of a natural stream bottom and to maintain a low flow channel. For multiple-celled culverts, only the bottoms of those cells situated below the limits of ordinary high water shall be countersunk. To the greatest extent practicable,other cells,pipes, or culverts shall be elevated to provide a natural distribution of flood flows. The requirement to countersink shall not apply to extensions or maintenance of existing culverts that are not countersunk,to floodplain culverts being placed above ordinary high water,to culverts being placed on bedrock,or to culverts required to be placed on slopes 5%or greater. 6. Stream bottom elevations at road crossings shall be measured at the inlet and outlet of the proposed structure and recorded prior to construction and within one week after the completion of construction to ensure that the design elevations were met. This information shall be available for review by DEQ upon request. F. Stormwater Management Structures 1. Stormwater management facilities shall be installed in accordance with best management practices and watershed protection techniques(as per the Dept. of Conservation and Recreation's Stormwater Management Handbook,First Edition, 1999,or the most recent version in effect at the time of construction), such as vegetated buffers, siting considerations to minimize adverse effects to aquatic resources,and bioengineering methods incorporated into the facility design to benefit water quality and minimize adverse effects to aquatic resources,that provide for long-term aquatic resources protection and enhancement,to the maximum extent practicable. 2. The outfall and overflow structure shall be constructed and maintained to prevent downstream sediment deposition,erosion,or scour that may be associated with normal flow and any expected storm flows. Construction shall include the use of an appropriately sized riprap outlet protection apron at the outfall site. 3. Maintenance excavation shall follow the approved stormwater management plan authorized by this permit,and shall not exceed the original contours of the facility. A complete stormwater facility maintenance plan shall be submitted to the DEQ for each stormwater management facility authorized by the permit. Maintenance excavation shall follow the approved maintenance plan, and shall not exceed the original contours of the facility as constructed. 4. Compensation for unavoidable impacts shall not be allowed within maintenance areas of stormwater management facilities. 5. Maintenance within stormwater management facilities will not require compensation provided that the maintenance is accomplished in designated maintenance areas as indicated in the stormwater management maintenance plan. 6. Draining of a stormwater management facility shall be performed by a method that prevents downstream sediment deposition,erosion,or scour. VWP Individual Permit No. 14-0364 Part I April 3,2015 Page 6 of 8 G. Construction Monitoring and Submittals (Impact Site) 1. Final plans for the project construction activities authorized by this permit shall be submitted 30 calendar days prior to initiating any land disturbance or construction in permitted impact areas. Construction shall be performed in accordance with the final construction plans submitted to DEQ,which shall be in compliance with the permit. Any changes to the final plans for permitted areas shall be submitted to DEQ immediately upon determination that changes are necessary. DEQ approval shall be required prior to implementing the changes. 2. The permittee shall submit written notification at least ten calendar days prior to the initiation of land disturbance or construction activities in permitted areas. The notification shall include a projected schedule for initiating and completing work at each permitted impact area. 3. Site inspections shall be conducted once every calendar month and recorded on the Attachment 1:Monthly VWP Permit Inspection Checklist by the permittee or the permittee's qualified designee during active construction within authorized surface water impact areas. Monthly inspections shall be conducted in the following areas: all authorized permanent and temporary impact areas; all avoided surface waters,including wetlands, stream channels, and open water; surface water areas within 50 feet of any land disturbing activity; and all on-site areas designated for permanent preservation. The Attachment 1:Monthly VWP Permit Inspection Checklist shall be completed in its entirety for each monthly inspection and shall be kept on-site and made available for review by DEQ staff upon request during normal business hours. 4. The Attachment 2: VWP Permit Construction Status Update Form enclosed with this permit shall be completed in June and December of every year for the duration of this permit. The Attachment 2: VWP Permit Construction Status Update Form shall include reference to the VWP permit authorization number and one of the following statements for each authorized surface water impact location: a. Construction activities not yet started; b. Construction activities started; c. Construction activities started but are currently inactive,or; d. Construction activities complete. 5. The Attachment 2: VWP Permit Construction Status Update Form shall be submitted and received by DEQ no later than January 10 and July 10 of every year. 6. The permittee shall notify DEQ within 24 hours of discovering impacts to surface waters including wetlands, stream channels,and open water that are not authorized by this permit. The notification shall include photographs, estimated acreage and/or linear footage of impacts,and a description of the impacts. VWP Individual Permit No. 14-0364 Part I April 3,2015 Page 7 of 8 7. The permittee shall submit written notification of completion within 30 calendar days after the completion of all activities in all permitted impact areas authorized under this permit. H. Compensatory Mitigation 1. Compensation for permanent impacts to 0.09 acre of palustrine forested wetland and 0.18 acre of palustrine emergent wetland shall be provided through the purchase of 0.36 credits from the Virginia Aquatic Resources Trust Fund and/or a DEQ approved mitigation bank that is authorized to sell credits to the permitted impact site. The credit sale must be in accordance with the approved Mitigation Banking Instrument for the mitigation bank. 2. Compensation for permanent impacts to 2,697 linear feet of stream channel shall be provided through the purchase of 2,439 credits from the Virginia Aquatic Resources Trust Fund and/or a DEQ approved mitigation bank that is authorized to sell credits to the permitted impact site. The credit sale must be in accordance with the approved Mitigation Banking Instrument for the mitigation bank. I. Approved Mitigation Bank General Conditions 1. Documentation that the Virginia Aquatic Resources Trust Fund and/or a DEQ approved mitigation bank that is authorized to sell credits to the permitted impact site has debited the required mitigation credits from the mitigation bank ledger shall be submitted to and received by DEQ prior to initiating work in permitted impact areas. J. Notifications and Submittals 1. All required notifications and submittals shall be submitted to Department of Environment Quality- Valley Regional Office,PO Box 3000,Harrisonburg,VA 22801,to the attention of the VWP permit manager, or by email at vro.vwp@deq.virginia.gov,unless directed in writing by DEQ subsequent to the issuance of this permit. 2. All reports required by this permit and other information requested by DEQ shall be signed by the permittee or a person acting in the permittee's behalf, with the authority to bind the permittee. A person is a duly authorized representative only if both criteria below are met. If a representative authorization is no longer valid because of a change in responsibility for the overall operation of the facility,a new authorization shall be immediately submitted to DEQ. a. The authorization is made in writing by the permittee. b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant manager, superintendent,or position of equivalent responsibility. A duly authorized representative may thus be either a named individual or any individual occupying a named position. VWP Individual Permit No. 14-0364 Part I April 3,2015 Page 8 of 8 3. All submittals shall contain the following signed certification statement: "I certib,under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." 4. Any fish kills or spills of fuels or oils shall be reported to DEQ immediately upon discovery at (540)574-7800. If DEQ cannot be reached,the spill shall be reported to the Virginia Department of Emergency Management(DEM)at 1-800-468-8892 or the National Response Center(NRC)at 1-800-424-8802. 5. DEQ shall be notified in writing within 24 hours or as soon as possible on the next business day when potential environmentally threatening conditions are encountered which require debris removal or involve potentially toxic substances. Measures to remove the obstruction,material,or toxic substance or to change the location of any structure are prohibited until approved by DEQ. 6. The permittee shall notify the DEQ of any additional impacts to surface waters, including wetlands, and of any change to the type or surface water impacts associated with this project. Any additional impacts,modifications, or changes shall be subject to individual permit review and/or modification of this permit. Compensation may be required. VWP Individual Permit No. 14-0364 Part II Page 1 of 6 Part II— General Conditions A. Duty to Comply The permittee shall comply with all conditions of the VWP permit.Nothing in the VWP permit regulations shall be construed to relieve the permittee of the duty to comply with all applicable federal and state statutes,regulations and prohibitions. Any VWP permit violation is a violation of the law, and is grounds for enforcement action,VWP permit termination,revocation,modification, or denial of an application for a VWP permit extension or reissuance. B. Duty to Cease or Confine Activity It shall not be a defense for a permittee in an enforcement action that it would have been necessary to halt or reduce the activity for which a VWP permit has been granted in order to maintain compliance with the conditions of the VWP permit. C. Duty to Mitigate The permittee shall take all reasonable steps to minimize or prevent any impacts in violation of the permit which may have a reasonable likelihood of adversely affecting human health or the environment. D. VWP Permit Action 1. A VWP permit may be modified,revoked and reissued,or terminated as set forth in 9 VAC 25- 210 et seq. 2. If a permittee files a request for VWP permit modification,revocation,or termination,or files a notification of planned changes, or anticipated noncompliance,the VWP permit terms and conditions shall remain effective until the request is acted upon by the board. This provision shall not be used to extend the expiration date of the effective VWP permit. If the permittee wishes to continue an activity regulated by the VWP permit after the expiration date of the VWP permit,the permittee must apply for and obtain a new VWP permit or comply with the provisions of 9 VAC 25-210-185 (VWP Permit Extension). VWP permits may be modified,revoked and reissued or terminated upon the request of the permittee or other person at the board's discretion,or upon board initiative to reflect the requirements of any changes in the statutes or regulations, or as a result of VWP permit noncompliance as indicated in the Duty to Comply subsection above,or for other reasons listed in 9 VAC 25-210-180(Rules for Modification,Revocation and Reissuance, and Termination of VWP permits). E. Inspection and Entry Upon presentation of credentials,any duly authorized agent of the board may,at reasonable times and under reasonable circumstances: • VWP Individual Permit No. 14-0364 Part II Page 2 of 6 1. Enter upon any permittee's property,public or private, and have access to, inspect and copy any records that must be kept as part of the VWP permit conditions; 2. Inspect any facilities, operations or practices(including monitoring and control equipment) regulated or required under the VWP permit; and 3. Sample or monitor any substance,parameter or activity for the purpose of ensuring compliance with the conditions of the VWP permit or as otherwise authorized by law. F. Duty to Provide Information 1. The permittee shall furnish to the board any information which the board may request to determine whether cause exists for modifying,revoking,reissuing or terminating the VWP permit, or to determine compliance with the VWP permit. The permittee shall also furnish to the board,upon request, copies of records required to be kept by the permittee. 2. Plans, specifications,maps, conceptual reports and other relevant information shall be submitted as required by the board prior to commencing construction. G. Monitoring and Records Requirements 1. Monitoring of parameters,other than pollutants, shall be conducted according to approved analytical methods as specified in the VWP permit. Analysis of pollutants will be conducted according to 40 CFR Part 136(2000), Guidelines Establishing Test Procedures for the Analysis of Pollutants. 2. Samples and measurements taken for the purpose of monitoring shall be representative of the monitored activity. 3. The permittee shall retain records of all monitoring information, including all calibration and maintenance records and all original strip chart or electronic recordings for continuous monitoring instrumentation,copies of all reports required by the VWP permit,and records of all data used to complete the application for the VWP permit,for a period of at least three years from the date of the expiration of a granted VWP permit. This period may be extended by request of the board at any time. 4. Records of monitoring information shall include: a. The date,exact place and time of sampling or measurements; b. The name of the individuals who performed the sampling or measurements; c. The date and time the analyses were performed; VWP Individual Permit No. 14-0364 Part II Page 3 of 6 d. The name of the individuals who performed the analyses; e. The analytical techniques or methods supporting the information such as observations, readings,calculations and bench data used; f. The results of such analyses; and g. Chain of custody documentation. H. Transferability This VWP permit may be transferred to a new permittee only by modification to reflect the transfer, by revoking and reissuing the permit, or by automatic transfer. Automatic transfer to a new permittee shall occur if: 1. The current permittee notifies the board within 30 days of the proposed transfer of the title to the facility or property; 2. The notice to the board includes a written agreement between the existing and proposed permittee containing a specific date of transfer of VWP permit responsibility,coverage and liability to the new permittee, or that the existing permittee will retain such responsibility,coverage, or liability, including liability for compliance with the requirements of any enforcement activities related to the permitted activity; and 3. The board does not within the 30-day time period notify the existing permittee and the new permittee of its intent to modify or revoke and reissue the VWP permit. I. Property rights The issuance of this permit does not convey any property rights in either real or personal property, or any exclusive privileges,nor does it authorize injury to private property or any invasion of personal rights or any infringement of federal, state or local law or regulation. J. Reopener Each VWP permit shall have a condition allowing the reopening of the VWP permit for the purpose of modifying the conditions of the VWP permit to meet new regulatory standards duly adopted by the board. Cause for reopening VWP permits includes,but is not limited to when the circumstances on which the previous VWP permit was based have materially and substantially changed,or special studies conducted by the board or the permittee show material and substantial change, since the time 'the VWP permit was issued and thereby constitute cause for VWP permit modification or revocation and reissuance. • VWP Individual Permit No. 14-0364 Part II Page 4 of 6 K. Compliance with State and Federal Law Compliance with this VWP permit constitutes compliance with the VWP permit requirements of the State Water Control Law. Nothing in this VWP permit shall be construed to preclude the institution of any legal action under or relieve the permittee from any responsibilities, liabilities, or other penalties established pursuant to any other state law or regulation or under the authority preserved by § 510 of the Clean Water Act. L. Severability The provisions of this VWP permit are severable. M. Permit Modification A VWP permit may be modified,but not revoked and reissued except when the permittee agrees or requests, when any of the following developments occur: 1. When additions or alterations have been made to the affected facility or activity which require the application of VWP permit conditions that differ from those of the existing VWP permit or are absent from it; 2. When new information becomes available about the operation or activity covered by the VWP permit which was not available at VWP permit issuance and would have justified the application of different VWP permit conditions at the time of VWP permit issuance; 3. When a change is made in the promulgated standards or regulations on which the VWP permit was based; 4. When it becomes necessary to change final dates in schedules due to circumstances over which the permittee has little or no control such as acts of God,materials shortages, etc. However, in no case may a compliance schedule be modified to extend beyond any applicable statutory deadline of the Act; 5. When changes occur which are subject to "reopener clauses" in the VWP permit; or 6. When the board determines that minimum instream flow levels resulting from the permittee's withdrawal of water are detrimental to the instream beneficial use and the withdrawal of water should be subject to further net limitations or when an area is declared a Surface Water Management Area pursuant to §§ 62.1-242 through 62.1-253 of the Code of Virginia, during the term of the VWP permit. N. Permit Termination After notice and opportunity for a formal hearing pursuant to Procedural Rule No. 1 (9 VAC 25-230- 100)a VWP permit can be terminated for cause. Causes for termination are as follows: VWP Individual Permit No. 14-0364 Part II Page 5 of 6 1. Noncompliance by the permittee with any condition of the VWP permit; 2. The permittee's failure in the application or during the VWP permit issuance process to disclose fully all relevant facts or the permittee's misrepresentation of any relevant facts at any time; 3. The permittee's violation of a special or judicial order; 4. A determination by the board that the permitted activity endangers human health or the environment and can be regulated to acceptable levels by VWP permit modification or termination; 5. A change in any condition that requires either a temporary or permanent reduction or elimination of any activity controlled by the VWP permit; and 6. A determination that the permitted activity has ceased and that the compensatory mitigation for unavoidable adverse impacts has been successfully completed. O. Civil and Criminal Liability Nothing in this VWP permit shall be construed to relieve the permittee from civil and criminal penalties for noncompliance. P. Oil and Hazardous Substance Liability Nothing in this VWP permit shall be construed to preclude the institution of legal action or relieve the permittee from any responsibilities, liabilities, or penalties to which the permittee is or may be subject under § 311 of the Clean Water Act or §§ 62.1-44.34:14 through 62.1-44.34:23 of the State Water Control Law. Q. Unauthorized Discharge of Pollutants Except in compliance with this VWP permit, it shall be unlawful for the permittee to: 1. Discharge into state waters sewage,industrial wastes, other wastes,or any noxious or deleterious substances; 2. Excavate in a wetland; 3. Otherwise alter the physical, chemical, or biological properties of state waters and make them detrimental to the public health,to animal or aquatic life, to the uses of such waters for domestic or industrial consumption,for recreation,or for other uses; 4. On or after October 1,2001 conduct the following activities in a wetland: VWP Individual Permit No. 14-0364 Part II Page 6 of 6 a. New activities to cause draining that significantly alters or degrades existing wetland acreage or functions; b. Filling or dumping; c. Permanent flooding or impounding; d. New activities that cause significant alteration or degradation of existing wetland acreage or functions. R. Permit Extension Any permittee with an effective VWP permit for an activity that is expected to continue after the expiration date of the VWP permit,without any change in the activity authorized by the VWP permit, shall submit written notification requesting an extension. The permittee must file the request prior to the expiration date of the VWP permit. Under no circumstances will the extension be granted for more than 15 years beyond the original effective date of the VWP permit. If the request for extension is denied,the VWP permit will still expire on its original date and,therefore, care should be taken to allow for sufficient time for the board to evaluate the extension request and to process a full VWP permit modification, if required. !! RT?JSTMQ Attachment 1:MONTHLY VWP PERMIT INSPECTION CHECKLIST EN%•1Nl AMEN 1:1L Ql.',11 JTY An inspection of all permitted impact areas,avoided waters and wetlands,and permanently preserved waters,wetlands and upland areas must be conducted at least once every month during active construction activities. Maintain this record on-site and available for inspection by DEQ staff. Project Name North Pointe VWP Permit# 14-0364 Inspection Date Inspector Name& Phone#&Email Affiliation Address Based on reading of VWP permit No. 14-0364 including authorized impacts map entitled"North Pointe Community: Wetland Impacts Map"dated July 10,2013 with latest revision date of May 22,2014,and my inspection on the date referenced above,to the best of my knowledge this project( is in compliance/ is not in compliance)with the VWP Permit. I certify that the information contained in this report is,to the best of my knowledge and belief,true,accurate,and complete. I am aware that there are significant penalties for submitting false information,including the possibility of fine and imprisonment for knowing violations. Signature of Inspector Date Notes&Corrective Action Taken/Date REVIEWED DURING SITE INSPECTION Yes No N/A Completed(use back of page if necessary) Unauthorized impacts to surface waters,including wetlands,or upland preservation areas have occurred.* ❑ ❑ (This includes sedimentation impacts due to inadequate or failed erosion controls.) Non-impacted wetlands,streams and preservations areas within 50 feet of construction are clearly marked to ❑ ❑ ❑ prevent unpermitted impacts. Temporary impacts are being restored to original contours, stabilized,and allowed to re-establish with wetland ❑ ❑ ❑ vegetation. Construction activities are not substantially disrupting ❑ ❑ 0 aquatic life movement. E&S controls are present,properly maintained,and ❑ 0 ❑ functioning. In-stream work is being performed in the dry with the appropriate use of cofferdams,sheetpiling,etc.,to ❑ ❑ ❑ minimize stream bottom disturbance and turbidity. Pipes and/or culverts for road crossings countersunk to provide for the re-establishment of low flow fish passage ❑ ❑ ❑ and/or a natural stream bottom. Time-of-year restrictions regarding impacts to surface ❑ ❑ ❑ waters are being adhered to. Water quality monitoring is being conducted during ❑ ❑ ❑ stream impacts. Streams and wetlands are free from any sheen or discoloration that may indicate a spill of oil,lubricants, ❑ ❑ ❑ concrete or other pollutants. ** Heavy equipment is placed on mats or geotextile fabric ❑ ❑ ❑ when working in wetlands. Exposed slopes/stream banks are stabilized immediately ❑ ❑ ❑ upon completion of work in each impact area. *If unauthorized impacts have occurred,you must email or fax a copy of this report to DEQ within 24 hours of discovery.Email: vro.vwp@deq.virginia.gov Fax:703-574-7878 **Any fish kills,or spills of fuels or oils must be reported immediately upon discovery to DEQ at 540-574-7800.If outside of normal business hours,contact Virginia Dept.of Emergency Management at 1-800-468-8892 or the National Response Center at 1-800-424-8802. Notes IPADEQ Attachment 2:VWP PERMIT CONSTRUCTION STATUS UPDATE FORM FANVII ; „I„;;;F ,ITN Attached to PERMIT NO: 14-0364(Issuance,April 3,2015) Date(check one): ['June ['December VWP Permit No: 14-0364 Project Name: North Pointe Status within each authorized surface water impact location,as identified on"North Pointe Community: Wetland Impacts Map"dated July 10,2013 with latest revision date of May 22,2014,and received October 7,2014: (check one of the following status options for each impact number/location. Attach additional sheet(s)if needed.) Construction Construction Construction Construction activities activities not activities started but activities Impact number started started currently not active complete 1 2 3 4 5 6 Credits Credits not Expected Date of Mitigation Purchased purchased Purchase(if known) Wetland Credits Stream Credits I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted.Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true,accurate,and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violation. Authorized Signature: Print Name: Title: Phone: Date: Email: 111 Total Development Cubcat Reach on . Link Routing Diagram for PRE-DEVELOP-ALLOWABLE Prepared by TOWNES SITE ENGINEERING, Printed 9/16/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ PRE-DEVELOP-ALLOWABLE Type H 24-hr 2-YEAR Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: Total Pre Development Runoff = 1.53 cfs @ 12.36 hrs, Volume= 0.236 af, Depth> 0.32" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type II 24-hr 2-YEAR Rainfall=3.62" Area(ac) CN Description * 8.830 55 Pre-developed 8.830 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.4 200 0.0500 0.14 Sheet Flow, Woods: Light underbrush n=0.400 P2=3.62" 3.4 320 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv=5.0 fps 2.4 1,223 0.0200 8.48 407.13 Channel Flow, Area=48.0 sf Perim=23.4' r=2.05' n=0.040 Mountain streams 30.2 1,743 Total Subcatchment 1S: Total Pre Development Hydrograph 1 .53 cfs] I Runoff` Type II 24-hr 2-YEAR Rainfall=3.62" Runoff Area=8.830 ac Runoff Volume=0.236 af .45 1 - Runoff Depth>0.32" Flow Length=1,743' 0 rz Tc=30.2 m i n CN=55 0-- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ PRE-DEVELOP-ALLOWABLE Type II24-hr 2-YEAR Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 3 Hydrograph for Subcatchment 1S: Total Pre Development Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.23 0.00 0.00 18.00 3.33 0.29 0.19 5.25 0.24 0.00 0.00 18.25 3.35 0.30 0.19 5.50 0.26 0.00 0.00 18.50 3.37 0.30 0.18 5.75 0.27 0.00 0.00 18.75 3.38 0.31 0.18 6.00 0.29 0.00 0.00 19.00 3.39 0.31 0.17 6.25 0.31 0.00 0.00 19.25 3.41 0.32 0.17 6.50 0.32 0.00 0.00 19.50 3.42 0.32 0.16 6.75 0.34 0.00 0.00 19.75 3.43 0.32 0.15 7.00 0.36 0.00 0.00 20.00 3.45 0.33 0.15 7.25 0.38 0.00 0.00 7.50 0.40 0.00 0.00 7.75 0.41 0.00 0.00 8.00 0.43 0.00 0.00 8.25 0.46 0.00 0.00 8.50 0.48 0.00 0.00 8.75 0.50 0.00 0.00 9.00 0.53 0.00 0.00 9.25 0.56 0.00 0.00 9.50 0.59 0.00 0.00 9.75 0.62 0.00 0.00 10.00 0.66 0.00 0.00 10.25 0.69 0.00 0.00 10.50 0.74 0.00 0.00 10.75 0.79 0.00 0.00 11.00 0.85 0.00 0.00 11.25 0.93 0.00 0.00 11.50 1.02 0.00 0.00 11.75 1.40 0.00 0.00 12.00 2.40 0.07 0.11 12.25 2.56 0.09 1.35 12.50 2.66 0.11 1.32 12.75 2.73 0.13 0.91 13.00 2.79 0.14 0.67 13.25 2.85 0.16 0.55 13.50 2.89 0.17 0.47 13.75 2.93 0.18 0.42 14.00 2.97 0.19 0.38 14.25 3.00 0.20 0.34 14.50 3.03 0.20 0.32 14.75 3.06 0.21 0.30 15.00 3.09 0.22 0.29 15.25 3.12 0.23 0.28 15.50 3.14 0.23 0.27 15.75 3.16 0.24 0.26 16.00 3.19 0.25 0.24 16.25 3.21 0.25 0.23 16.50 3.23 0.26 0.22 16.75 3.25 0.26 0.21 17.00 3.26 0.27 0.21 17.25 3.28 0.28 0.20 17.50 3.30 0.28 0.20 17.75 3.32 0.29 0.20 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ PRE-DEVELOP-ALLOWABLE Type H 24-hr 10-YEAR Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: Total Pre Development Runoff = 7.63 cfs @ 12.29 hrs, Volume= 0.782 af, Depth> 1.06" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type II 24-hr 10-YEAR Rainfall=5.46" Area(ac) CN Description * 8.830 55 Pre-developed 8.830 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.4 200 0.0500 0.14 Sheet Flow, Woods: Light underbrush n=0.400 P2=3.62" 3.4 320 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv=5.0 fps 2.4 1,223 0.0200 8.48 407.13 Channel Flow, Area=48.0 sf Perim=23.4' r=2.05' n=0.040 Mountain streams 30.2 1,743 Total Subcatchment 1S: Total Pre Development Hydrograph 8 7.63 cfs ® Runoff` Type II 24-hr 7= 0 10-YEAR Rainfall=5.46" 6_ Runoff Area=8.830 ac Runoff Volume=0.782 af IF 0 5_ Runoff Depth>1.06" 4__ Flow Length=1,743' 0 Tc=30.2 min 3 . CN=55 2 1 - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ PRE-DEVELOP-ALLOWABLE Type H 24-hr 10-YEAR Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 5 Hydrograph for Subcatchment 1S: Total Pre Development Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.34 0.00 0.00 18.00 5.03 0.99 0.46 5.25 0.37 0.00 0.00 18.25 5.05 1.01 0.45 5.50 0.39 0.00 0.00 18.50 5.08 1.02 0.44 5.75 0.41 0.00 0.00 18.75 5.10 1.03 0.42 6.00 0.44 0.00 0.00 19.00 5.12 1.04 0.41 6.25 0.46 0.00 0.00 19.25 5.14 1.05 0.39 6.50 0.49 0.00 0.00 19.50 5.16 1.06 0.38 6.75 0.51 0.00 0.00 19.75 5.18 1.07 0.37 7.00 0.54 0.00 0.00 20.00 5.20 1.08 0.35 7.25 0.57 0.00 0.00 7.50 0.60 0.00 0.00 7.75 0.63 0.00 0.00 8.00 0.66 0.00 0.00 8.25 0.69 0.00 0.00 8.50 0.72 0.00 0.00 8.75 0.76 0.00 0.00 9.00 0.80 0.00 0.00 9.25 0.85 0.00 0.00 9.50 0.89 0.00 0.00 9.75 0.94 0.00 0.00 10.00 0.99 0.00 0.00 10.25 1.05 0.00 0.00 10.50 1.11 0.00 0.00 10.75 1.19 0.00 0.00 11.00 1.28 0.00 0.00 11.25 1.40 0.00 0.00 11.50 1.55 0.00 0.00 11.75 2.11 0.03 0.02 12.00 3.62 0.39 1.73 12.25 3.86 0.47 7.50 12.50 4.01 0.54 5.39 12.75 4.12 0.58 3.12 13.00 4.22 0.62 2.05 13.25 4.29 0.65 1.57 13.50 4.36 0.68 1.30 13.75 4.42 0.71 1.12 14.00 4.48 0.73 1.00 14.25 4.53 0.75 0.90 14.50 4.57 0.78 0.82 14.75 4.62 0.80 0.78 15.00 4.66 0.82 0.74 15.25 4.70 0.83 0.71 15.50 4.74 0.85 0.68 15.75 4.77 0.87 0.64 16.00 4.80 0.88 0.61 16.25 4.84 0.90 0.57 16.50 4.87 0.91 0.54 16.75 4.90 0.93 0.53 17.00 4.92 0.94 0.51 17.25 4.95 0.96 0.50 17.50 4.98 0.97 0.49 17.75 5.00 0.98 0.48 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ PRE-DEVELOP-ALLOWABLE Type H 24-hr 100-YEAR Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Pace 6 Summary for Subcatchment 1S: Total Pre Development Runoff = 25.31 cfs @ 12.26 hrs, Volume= 2.287 af, Depth> 3.11" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type II 24-hr 100-YEAR Rainfall=8.95" Area(ac) CN Description * 8.830 55 Pre-developed 8.830 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.4 200 0.0500 0.14 Sheet Flow, Woods: Light underbrush n=0.400 P2=3.62" 3.4 320 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv=5.0 fps 2.4 1,223 0.0200 8.48 407.13 Channel Flow, Area=48.0 sf Perim=23.4' r=2.05' n=0.040 Mountain streams 30.2 1,743 Total Subcatchment 1S: Total Pre Development Hydrograph 25.31 cfs Runoffs 25 Type II 24-hr 100-YEAR Rainfall=8.95" 20; Runoff Area=8.830 ac Runoff Volume=2.287 af 15 Runoff Depth>3.11" Flow Length=1,743' ° Tc=30.2 m i n 10 CN=55 5 0 . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ PRE-DEVELOP-ALLOWABLE Type II24-hr 100-YEAR Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 7 Hydrograph for Subcatchment 1S: Total Pre Development Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.56 0.00 0.00 18.00 8.24 2.95 1.05 5.25 0.60 0.00 0.00 18.25 8.28 2.98 1.02 5.50 0.64 0.00 0.00 18.50 8.32 3.01 0.99 5.75 0.68 0.00 0.00 18.75 8.36 3.03 0.96 6.00 0.72 0.00 0.00 19.00 8.39 3.06 0.93 6.25 0.76 0.00 0.00 19.25 8.43 3.08 0.89 6.50 0.80 0.00 0.00 19.50 8.46 3.10 0.86 6.75 0.84 0.00 0.00 19.75 8.49 3.12 0.83 7.00 0.89 0.00 0.00 20.00 8.52 3.15 0.79 7.25 0.93 0.00 0.00 7.50 0.98 0.00 0.00 7.75 1.03 0.00 0.00 8.00 1.07 0.00 0.00 8.25 1.13 0.00 0.00 8.50 1.18 0.00 0.00 8.75 1.25 0.00 0.00 9.00 1.32 0.00 0.00 9.25 1.39 0.00 0.00 9.50 1.46 0.00 0.00 9.75 1.53 0.00 0.00 10.00 1.62 0.00 0.00 10.25 1.72 0.00 0.00 10.50 1.83 0.00 0.03 10.75 1.95 0.01 0.10 11.00 2.10 0.03 0.23 11.25 2.29 0.05 0.42 11.50 2.53 0.09 0.74 11.75 3.46 0.33 1.61 12.00 5.93 1.48 9.54 12.25 6.32 1.70 25.27 12.50 6.58 1.86 16.08 12.75 6.76 1.97 8.63 13.00 6.91 2.07 5.37 13.25 7.04 2.15 3.95 13.50 7.15 2.22 3.19 13.75 7.25 2.28 2.73 14.00 7.34 2.34 2.41 14.25 7.42 2.40 2.15 14.50 7.50 2.45 1.96 14.75 7.57 2.49 1.85 15.00 7.64 2.54 1.76 15.25 7.70 2.58 1.67 15.50 7.77 2.62 1.58 15.75 7.82 2.66 1.50 16.00 7.88 2.70 1.41 16.25 7.93 2.73 1.32 16.50 7.98 2.77 1.26 16.75 8.02 2.80 1.21 17.00 8.07 2.83 1.18 17.25 8.12 2.86 1.15 17.50 8.16 2.89 1.12 17.75 8.20 2.92 1.09 3S ...... U Iti m to Post Deve opment 1 P BMP2 & 2A Subcat Reach on. Link Routing Diagram for BMP 2&2A-2nd submittal Prepared by TOWNES SITE ENGINEERING, Printed 9/16/2015AD �� HydroC ®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 2 Pipe Listing(all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 1P 429.00 427.00 82.3 0.0243 0.013 30.0 0.0 0.0 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 3S: Ultimate Post Development Runoff = 19.01 cfs @ 12.06 hrs, Volume= 1.169 af, Depth= 1.59" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-120.00 hrs,dt=0.05 hrs Type II 24-hr 2-Year Rainfall=3.62" Area(ac) CN Description * 4.000 98 Anticipated Impervious Area(B-Soils) * 4.830 61 Anticipated open space pervious area(B-Soils) 8.830 78 Weighted Average 4.830 54.70%Pervious Area 4.000 45.30%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 50 0.0330 0.09 Sheet Flow,Sheet Flow Woods: Light underbrush n=0.400 P2=3.62" 2.7 550 0.0500 3.35 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1 460 0.0200 6.79 325.70 Channel Flow, Area=48.0 sf Perim=23.4' r=2.05' n=0.050 Mountain streams w/large boulders 13.3 1,060 Total Subcatchment 3S: Ultimate Post Development Hydrograph 19.01 cfs I Runoff` 18 Type II 24-hr 16 2-Year Rainfall=3.62" Runoff Area=8.830 ac 14 12 Runoff Volume=1.169 of Runoff Depth=1.59" 0 10 Flow Length=1,060' 8 Tc=13.3 min 6 . CN=78 4 2 0 . 10 20 30 40 50 60 70 80 90 100 110 120 Time (hours) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 4 Hydrograph for Subcatchment 3S: Ultimate Post Development Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 5.00 0.23 0.00 0.00 7.50 0.40 0.00 0.00 10.00 0.66 0.00 0.05 12.50 2.66 0.89 3.04 15.00 3.09 1.19 0.73 17.50 3.30 1.35 0.47 20.00 3.45 1.46 0.33 22.50 3.56 1.54 0.29 25.00 3.62 1.59 0.00 27.50 3.62 1.59 0.00 30.00 3.62 1.59 0.00 32.50 3.62 1.59 0.00 35.00 3.62 1.59 0.00 37.50 3.62 1.59 0.00 40.00 3.62 1.59 0.00 42.50 3.62 1.59 0.00 45.00 3.62 1.59 0.00 47.50 3.62 1.59 0.00 50.00 3.62 1.59 0.00 52.50 3.62 1.59 0.00 55.00 3.62 1.59 0.00 57.50 3.62 1.59 0.00 60.00 3.62 1.59 0.00 62.50 3.62 1.59 0.00 65.00 3.62 1.59 0.00 67.50 3.62 1.59 0.00 70.00 3.62 1.59 0.00 72.50 3.62 1.59 0.00 75.00 3.62 1.59 0.00 77.50 3.62 1.59 0.00 80.00 3.62 1.59 0.00 82.50 3.62 1.59 0.00 85.00 3.62 1.59 0.00 87.50 3.62 1.59 0.00 90.00 3.62 1.59 0.00 92.50 3.62 1.59 0.00 95.00 3.62 1.59 0.00 97.50 3.62 1.59 0.00 100.00 3.62 1.59 0.00 102.50 3.62 1.59 0.00 105.00 3.62 1.59 0.00 107.50 3.62 1.59 0.00 110.00 3.62 1.59 0.00 112.50 3.62 1.59 0.00 115.00 3.62 1.59 0.00 117.50 3.62 1.59 0.00 120.00 3.62 1.59 0.00 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 5 Summary for Pond 1P: BMP 2 & 2A Inflow Area= 8.830 ac, 45.30%Impervious, Inflow Depth= 1.59" for 2-Year event Inflow = 19.01 cfs @ 12.06 hrs, Volume= 1.169 af Outflow = 1.07 cfs @ 13.70 hrs, Volume= 1.387 af, Atten=94%, Lag=98.6 min Primary = 1.07 cfs @ 13.70 hrs, Volume= 1.387 af Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method,Time Span=5.00-120.00 hrs,dt=0.05 hrs Starting Elev=434.00' Surf Area= 19,411 sf Storage=75,477 cf Peak Elev=435.03'@ 13.70 hrs Surf.Area=21,321 sf Storage=96,488 cf (21,011 cf above start) Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det.time=355.8 min( 1,202.0-846.1 ) Volume Invert Avail.Storage Storage Description #1 429.00' 168,310 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 429.00 11,005 0 0 430.00 12,569 11,787 11,787 431.00 14,201 13,385 25,172 432.00 15,881 15,041 40,213 433.00 17,618 16,750 56,963 434.00 19,411 18,515 75,477 435.00 21,261 20,336 95,813 436.00 23,167 22,214 118,027 437.00 25,129 24,148 142,175 438.00 27,140 26,135 168,310 Device Routing Invert Outlet Devices #1 Primary 429.00' 30.0" Round Culvert L=82.3' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=429.00'/427.00' S=0.0243'/' Cc=0.900 n=0.013, Flow Area=4.91 sf #2 Device 1 433.50' 6.0"Vert.Orifice C=0.600 #3 Device 1 436.00' 48.0"Horiz.Riser C=0.600 Limited to weir flow at low heads #4 Secondary 436.50' Emergency Spillway,Cv=2.68(C=3.35) Head(feet) 0.00 1.50 Width(feet) 10.00 19.00 rimary OutFlow Max=1.07 cfs @ 13.70 hrs HW=435.03' (Free Discharge) Culvert (Passes 1.07 cfs of 51.68 cfs potential flow) 2=Orifice (Orifice Controls 1.07 cfs @ 5.45 fps) 3=Riser (Controls 0.00 cfs) econdary OutFlow Max=0.00 cfs @ 5.00 hrs HW=434.00' (Free Discharge) =Emergency Spillway(Controls 0.00 cfs) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type 1124-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 6 Pond 1P: BMP 2 & 2A Hydrograph 19.01 cfs ■ Inflow / L Inflow Area=8.830 ac Outflow 20 Peak Elev=435.03' • Primary 18= Storage=96,488 cf _Li Secondary 16= 14= 12 3 10= 0 LI 8= 6 I A.l f 4 1 .07 cfs 0.00 Cfsiiiiiiiiiiiiiiiiiiiiiiiii,/iiiiiiiiiiiiiiiiiiiiii.moi 10 20 30 40 50 60 70 80 90 100 110 120 Time (hours) Pond 1P: BMP 2 & 2A Stage-Discharge � 438 �rG� PrimTotalary 437 Emergency Spillway r' Secondary 436 6 435 = 434 Orifice .473 0 433 II' 432 431 430 Culvert 429 k 0 50 100 Discharge (cfs) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 7 Pond IP: BMP 2 & 2A Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 0 5,000 10,000 15,000 20,000 25,000 ❑ Storage Storage 438 437= 436 435 c 434_ 433 : t 432 111111=1.M(7(111111M1H 431 " 430= 429 0 50,000 100,000 150,000 Storage (cubic-feet) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 8 Hydrograph for Pond 1P: BMP 2 & 2A Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 75,477 434.00 0.47 0.47 0.00 7.50 0.00 72,176 433.83 0.27 0.27 0.00 10.00 0.05 70,407 433.74 0.15 0.15 0.00 12.50 3.04 94,107 434.92 1.02 1.02 0.00 15.00 0.73 95,510 434.99 1.05 1.05 0.00 17.50 0.47 91,527 434.80 0.97 0.97 0.00 20.00 0.33 86,909 434.57 0.86 0.86 0.00 22.50 0.29 82,496 434.36 0.74 0.74 0.00 25.00 0.00 78,190 434.14 0.59 0.59 0.00 27.50 0.00 73,815 433.91 0.38 0.38 0.00 30.00 0.00 71,262 433.78 0.21 0.21 0.00 32.50 0.00 69,839 433.71 0.12 0.12 0.00 35.00 0.00 68,984 433.66 0.08 0.08 0.00 37.50 0.00 68,402 433.63 0.05 0.05 0.00 40.00 0.00 67,995 433.61 0.04 0.04 0.00 42.50 0.00 67,711 433.59 0.03 0.03 0.00 45.00 0.00 67,498 433.58 0.02 0.02 0.00 47.50 0.00 67,312 433.57 0.02 0.02 0.00 50.00 0.00 67,150 433.56 0.02 0.02 0.00 52.50 0.00 67,007 433.55 0.01 0.01 0.00 55.00 0.00 66,882 433.55 0.01 0.01 0.00 57.50 0.00 66,772 433.54 0.01 0.01 0.00 60.00 0.00 66,676 433.54 0.01 0.01 0.00 62.50 0.00 66,592 433.53 0.01 0.01 0.00 65.00 0.00 66,518 433.53 0.01 0.01 0.00 67.50 0.00 66,454 433.52 0.01 0.01 0.00 70.00 0.00 66,397 433.52 0.01 0.01 0.00 72.50 0.00 66,347 433.52 0.01 0.01 0.00 75.00 0.00 66,304 433.52 0.00 0.00 0.00 77.50 0.00 66,266 433.51 0.00 0.00 0.00 80.00 0.00 66,232 433.51 0.00 0.00 0.00 82.50 0.00 66,203 433.51 0.00 0.00 0.00 85.00 0.00 66,177 433.51 0.00 0.00 0.00 87.50 0.00 66,155 433.51 0.00 0.00 0.00 90.00 0.00 66,135 433.51 0.00 0.00 0.00 92.50 0.00 66,118 433.51 0.00 0.00 0.00 95.00 0.00 66,103 433.51 0.00 0.00 0.00 97.50 0.00 66,090 433.51 0.00 0.00 0.00 100.00 0.00 66,078 433.50 0.00 0.00 0.00 102.50 0.00 66,068 433.50 0.00 0.00 0.00 105.00 0.00 66,059 433.50 0.00 0.00 0.00 107.50 0.00 66,051 433.50 0.00 0.00 0.00 110.00 0.00 66,044 433.50 0.00 0.00 0.00 112.50 0.00 66,038 433.50 0.00 0.00 0.00 115.00 0.00 66,033 433.50 0.00 0.00 0.00 117.50 0.00 66,028 433.50 0.00 0.00 0.00 120.00 0.00 66,024 433.50 0.00 0.00 0.00 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 9 Stage-Discharge for Pond 1P: BMP 2 & 2A Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs) 429.00 0.00 0.00 0.00 434.20 0.63 0.63 0.00 429.10 0.00 0.00 0.00 434.30 0.70 0.70 0.00 429.20 0.00 0.00 0.00 434.40 0.76 0.76 0.00 429.30 0.00 0.00 0.00 434.50 0.82 0.82 0.00 429.40 0.00 0.00 0.00 434.60 0.87 0.87 0.00 429.50 0.00 0.00 0.00 434.70 0.92 0.92 0.00 429.60 0.00 0.00 0.00 434.80 0.97 0.97 0.00 429.70 0.00 0.00 0.00 434.90 1.01 1.01 0.00 429.80 0.00 0.00 0.00 435.00 1.06 1.06 0.00 429.90 0.00 0.00 0.00 435.10 1.10 1.10 0.00 430.00 0.00 0.00 0.00 435.20 1.14 1.14 0.00 430.10 0.00 0.00 0.00 435.30 1.18 1.18 0.00 430.20 0.00 0.00 0.00 435.40 1.21 1.21 0.00 430.30 0.00 0.00 0.00 435.50 1.25 1.25 0.00 430.40 0.00 0.00 0.00 435.60 1.29 1.29 0.00 430.50 0.00 0.00 0.00 435.70 1.32 1.32 0.00 430.60 0.00 0.00 0.00 435.80 1.35 1.35 0.00 430.70 0.00 0.00 0.00 435.90 1.39 1.39 0.00 430.80 0.00 0.00 0.00 436.00 1.42 1.42 0.00 430.90 0.00 0.00 0.00 436.10 2.75 2.75 0.00 431.00 0.00 0.00 0.00 436.20 5.16 5.16 0.00 431.10 0.00 0.00 0.00 436.30 8.26 8.26 0.00 431.20 0.00 0.00 0.00 436.40 11.93 11.93 0.00 431.30 0.00 0.00 0.00 436.50 16.10 16.10 0.00 431.40 0.00 0.00 0.00 436.60 21.78 20.69 1.08 431.50 0.00 0.00 0.00 436.70 28.83 25.69 3.14 431.60 0.00 0.00 0.00 436.80 36.96 31.05 5.90 431.70 0.00 0.00 0.00 436.90 46.05 36.76 9.29 431.80 0.00 0.00 0.00 437.00 56.06 42.80 13.27 431.90 0.00 0.00 0.00 437.10 66.95 49.14 17.81 432.00 0.00 0.00 0.00 437.20 78.69 55.77 22.92 432.10 0.00 0.00 0.00 437.30 91.26 62.69 28.57 432.20 0.00 0.00 0.00 437.40 97.98 63.20 34.78 432.30 0.00 0.00 0.00 437.50 105.18 63.64 41.54 432.40 0.00 0.00 0.00 437.60 112.93 64.08 48.85 432.50 0.00 0.00 0.00 437.70 121.23 64.51 56.72 432.60 0.00 0.00 0.00 437.80 130.09 64.94 65.15 432.70 0.00 0.00 0.00 437.90 139.51 65.37 74.14 432.80 0.00 0.00 0.00 438.00 149.50 65.80 83.70 432.90 0.00 0.00 0.00 433.00 0.00 0.00 0.00 433.10 0.00 0.00 0.00 433.20 0.00 0.00 0.00 433.30 0.00 0.00 0.00 433.40 0.00 0.00 0.00 433.50 0.00 0.00 0.00 433.60 0.03 0.03 0.00 433.70 0.11 0.11 0.00 433.80 0.23 0.23 0.00 433.90 0.36 0.36 0.00 434.00 0.47 0.47 0.00 434.10 0.56 0.56 0.00 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 10 Stage-Area-Storage for Pond 1P: BMP 2 & 2A Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 429.00 11,005 0 434.20 19,781 79,396 429.10 11,161 1,108 434.30 19,966 81,384 429.20 11,318 2,232 434.40 20,151 83,389 429.30 11,474 3,372 434.50 20,336 85,414 429.40 11,631 4,527 434.60 20,521 87,457 429.50 11,787 5,698 434.70 20,706 89,518 429.60 11,943 6,885 434.80 20,891 91,598 429.70 12,100 8,087 434.90 21,076 93,696 429.80 12,256 9,304 435.00 21,261 95,813 429.90 12,413 10,538 435.10 21,452 97,949 430.00 12,569 11,787 435.20 21,642 100,103 430.10 12,732 13,052 435.30 21,833 102,277 430.20 12,895 14,333 435.40 22,023 104,470 430.30 13,059 15,631 435.50 22,214 106,682 430.40 13,222 16,945 435.60 22,405 108,913 430.50 13,385 18,276 435.70 22,595 111,163 430.60 13,548 19,622 435.80 22,786 113,432 430.70 13,711 20,985 435.90 22,976 115,720 430.80 13,875 22,364 436.00 23,167 118,027 430.90 14,038 23,760 436.10 23,363 120,354 431.00 14,201 25,172 436.20 23,559 122,700 431.10 14,369 26,601 436.30 23,756 125,065 431.20 14,537 28,046 436.40 23,952 127,451 431.30 14,705 29,508 436.50 24,148 129,856 431.40 14,873 30,987 436.60 24,344 132,280 431.50 15,041 32,483 436.70 24,540 134,725 431.60 15,209 33,995 436.80 24,737 137,188 431.70 15,377 35,524 436.90 24,933 139,672 431.80 15,545 37,070 437.00 25,129 142,175 431.90 15,713 38,633 437.10 25,330 144,698 432.00 15,881 40,213 437.20 25,531 147,241 432.10 16,055 41,810 437.30 25,732 149,804 432.20 16,228 43,424 437.40 25,933 152,387 432.30 16,402 45,055 437.50 26,135 154,991 432.40 16,576 46,704 437.60 26,336 157,614 432.50 16,750 48,371 437.70 26,537 160,258 432.60 16,923 50,054 437.80 26,738 162,922 432.70 17,097 51,755 437.90 26,939 165,606 432.80 17,271 53,474 438.00 27,140 168,310 432.90 17,444 55,209 433.00 17,618 56,963 433.10 17,797 58,733 433.20 17,977 60,522 433.30 18,156 62,329 433.40 18,335 64,153 433.50 18,515 65,996 433.60 18,694 67,856 433.70 18,873 69,734 433.80 19,052 71,631 433.90 19,232 73,545 434.00 19,411 75,477 434.10 19,596 77,427 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 3S: Ultimate Post Development Runoff = 37.24 cfs @ 12.05 hrs, Volume= 2.286 af, Depth= 3.11" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN, Time Span=5.00-120.00 hrs,dt=0.05 hrs Type II 24-hr 10-Year Rainfall=5.46" Area(ac) CN Description * 4.000 98 Anticipated Impervious Area(B-Soils) * 4.830 61 Anticipated open space pervious area(B-Soils) 8.830 78 Weighted Average 4.830 54.70%Pervious Area 4.000 45.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 50 0.0330 0.09 Sheet Flow, Sheet Flow Woods: Light underbrush n=0.400 P2=3.62" 2.7 550 0.0500 3.35 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1 460 0.0200 6.79 325.70 Channel Flow, Area=48.0 sf Perim=23.4' r=2.05' n=0.050 Mountain streams w/large boulders 13.3 1,060 Total Subcatchment 3S: Ultimate Post Development Hydrograph 37.24 cfs O Runoff` 35 Type II 24-hr 10-Year Rainfall=5.46" 30 Runoff Area=8.830 ac 25 Runoff Volume=2.286 af Runoff Depth=3.11" 0 20 Flow Length=1,060' " 15 Tc=13.3 min 10 CN=78 5 0 10 20 30 40 50 60 70 80 90 100 110 120 Time (hours) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 12 Hydrograph for Subcatchment 3S: Ultimate Post Development Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 5.00 0.34 0.00 0.00 7.50 0.60 0.00 0.01 10.00 0.99 0.06 0.40 12.50 4.01 1.90 5.52 15.00 4.66 2.43 1.27 17.50 4.98 2.69 0.81 20.00 5.20 2.88 0.56 22.50 5.37 3.03 0.50 25.00 5.46 3.11 0.00 27.50 5.46 3.11 0.00 30.00 5.46 3.11 0.00 32.50 5.46 3.11 0.00 35.00 5.46 3.11 0.00 37.50 5.46 3.11 0.00 40.00 5.46 3.11 0.00 42.50 5.46 3.11 0.00 45.00 5.46 3.11 0.00 47.50 5.46 3.11 0.00 50.00 5.46 3.11 0.00 52.50 5.46 3.11 0.00 55.00 5.46 3.11 0.00 57.50 5.46 3.11 0.00 60.00 5.46 3.11 0.00 62.50 5.46 3.11 0.00 65.00 5.46 3.11 0.00 67.50 5.46 3.11 0.00 70.00 5.46 3.11 0.00 72.50 5.46 3.11 0.00 75.00 5.46 3.11 0.00 77.50 5.46 3.11 0.00 80.00 5.46 3.11 0.00 82.50 5.46 3.11 0.00 85.00 5.46 3.11 0.00 87.50 5.46 3.11 0.00 90.00 5.46 3.11 0.00 92.50 5.46 3.11 0.00 95.00 5.46 3.11 0.00 97.50 5.46 3.11 0.00 100.00 5.46 3.11 0.00 102.50 5.46 3.11 0.00 105.00 5.46 3.11 0.00 107.50 5.46 3.11 0.00 110.00 5.46 3.11 0.00 112.50 5.46 3.11 0.00 115.00 5.46 3.11 0.00 117.50 5.46 3.11 0.00 120.00 5.46 3.11 0.00 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 13 Summary for Pond 1P: BMP 2 & 2A Inflow Area= 8.830 ac, 45.30%Impervious, Inflow Depth= 3.11" for 10-Year event Inflow = 37.24 cfs @ 12.05 hrs, Volume= 2.286 af Outflow = 4.19 cfs @ 12.63 hrs, Volume= 2.503 af, Atten=89%, Lag=34.4 min Primary = 4.19 cfs @ 12.63 hrs, Volume= 2.503 af Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method,Time Span=5.00-120.00 hrs,dt=0.05 hrs Starting Elev=434.00' Surf.Area= 19,411 sf Storage=75,477 cf Peak Elev=436.16'@ 12.63 hrs Surf.Area=23,482 sf Storage= 121,771 cf (46,294 cf above start) Plug-Flow detention time=1,189.9 min calculated for 0.771 af(34%of inflow) Center-of-Mass det.time=422.2 min( 1,249.0- 826.9) Volume Invert Avail.Storage Storage Description #1 429.00' 168,310 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 429.00 11,005 0 0 430.00 12,569 11,787 11,787 431.00 14,201 13,385 25,172 432.00 15,881 15,041 40,213 433.00 17,618 16,750 56,963 434.00 19,411 18,515 75,477 435.00 21,261 20,336 95,813 436.00 23,167 22,214 118,027 437.00 25,129 24,148 142,175 438.00 27,140 26,135 168,310 Device Routing Invert Outlet Devices #1 Primary 429.00' 30.0" Round Culvert L=82.3' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=429.00'/427.00' S=0.0243'/' Cc=0.900 n=0.013, Flow Area=4.91 sf #2 Device 1 433.50' 6.0"Vert.Orifice C=0.600 #3 Device 1 436.00' 48.0"Horiz.Riser C=0.600 Limited to weir flow at low heads #4 Secondary 436.50' Emergency Spillway,Cv=2.68(C=3.35) Head(feet) 0.00 1.50 Width(feet) 10.00 19.00 rimary OutFlow Max=4.10 cfs @ 12.63 hrs HW=436.16' (Free Discharge) Culvert (Passes 4.10 cfs of 57.46 cfs potential flow) 2=Orifice (Orifice Controls 1.47 cfs @ 7.48 fps) 3=Riser (Weir Controls 2.64 cfs @ 1.31 fps) econdary OutFlow Max=0.00 cfs @ 5.00 hrs HW=434.00' (Free Discharge) =Emergency Spillway(Controls 0.00 cfs) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 14 Pond 1P: BMP 2 & 2A Hydrograph 37.24 cfs NI Inflow Inflow Area=8.830 ac Outflow 40a Peak Elev=436.16' L Primary 35= Storage=121,771 cf _� I Secondary 30 25_ 20. 0 Li 15-i - w w n f 1( 4.19 cfs 0.00 cfs 10 20 30 40 50 60 70 80 90 100 110 120 Time (hours) Pond 1P: BMP 2 & 2A Stage-Discharge ,ir.//�' n Total 438 r Primary 437 Emergency Spillway I Secondary 436 435 = 434 Orifice 433 432 431 430 Culvert 429 0 50 100 Discharge (cfs) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Pa2e 15 Pond 1P: BMP 2 & 2A Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) ❑ Surface 0 5,000 10,000 15,000 20,000 25,000 "' Storage 438- 437 IIz 0 50,000 100,000 150,000 Storage (cubic-feet) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 16 Hydrograph for Pond 1P: BMP 2 & 2A Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 75,477 434.00 0.47 0.47 0.00 7.50 0.01 72,179 433.83 0.27 0.27 0.00 10.00 0.40 71,599 433.80 0.23 0.23 0.00 12.50 5.52 121,443 436.15 3.84 3.84 0.00 15.00 1.27 118,276 436.01 1.48 1.48 0.00 17.50 0.81 114,537 435.85 1.37 1.37 0.00 20.00 0.56 108,776 435.59 1.28 1.28 0.00 22.50 0.50 102,391 435.31 1.18 1.18 0.00 25.00 0.00 95,251 434.97 1.05 1.05 0.00 27.50 0.00 86,704 434.56 0.85 0.85 0.00 30.00 0.00 79,929 434.23 0.65 0.65 0.00 32.50 0.00 74,977 433.97 0.45 0.45 0.00 35.00 0.00 71,896 433.81 0.25 0.25 0.00 37.50 0.00 70,205 433.72 0.14 0.14 0.00 40.00 0.00 69,213 433.67 0.09 0.09 0.00 42.50 0.00 68,561 433.64 0.06 0.06 0.00 45.00 0.00 68,106 433.61 0.04 0.04 0.00 47.50 0.00 67,789 433.60 0.03 0.03 0.00 50.00 0.00 67,561 433.58 0.02 0.02 0.00 52.50 0.00 67,368 433.57 0.02 0.02 0.00 55.00 0.00 67,198 433.56 0.02 0.02 0.00 57.50 0.00 67,049 433.56 0.02 0.02 0.00 60.00 0.00 66,919 433.55 0.01 0.01 0.00 62.50 0.00 66,805 433.54 0.01 0.01 0.00 65.00 0.00 66,705 433.54 0.01 0.01 0.00 67.50 0.00 66,617 433.53 0.01 0.01 0.00 70.00 0.00 66,540 433.53 0.01 0.01 0.00 72.50 0.00 66,473 433.53 0.01 0.01 0.00 75.00 0.00 66,414 433.52 0.01 0.01 0.00 77.50 0.00 66,362 433.52 0.01 0.01 0.00 80.00 0.00 66,317 433.52 0.00 0.00 0.00 82.50 0.00 66,277 433.52 0.00 0.00 0.00 85.00 0.00 66,242 433.51 0.00 0.00 0.00 87.50 0.00 66,212 433.51 0.00 0.00 0.00 90.00 0.00 66,185 433.51 0.00 0.00 0.00 92.50 0.00 66,162 433.51 0.00 0.00 0.00 95.00 0.00 66,141 433.51 0.00 0.00 0.00 97.50 0.00 66,123 433.51 0.00 0.00 0.00 100.00 0.00 66,107 433.51 0.00 0.00 0.00 102.50 0.00 66,094 433.51 0.00 0.00 0.00 105.00 0.00 66,081 433.50 0.00 0.00 0.00 107.50 0.00 66,071 433.50 0.00 0.00 0.00 110.00 0.00 66,061 433.50 0.00 0.00 0.00 112.50 0.00 66,053 433.50 0.00 0.00 0.00 115.00 0.00 66,046 433.50 0.00 0.00 0.00 117.50 0.00 66,040 433.50 0.00 0.00 0.00 120.00 0.00 66,034 433.50 0.00 0.00 0.00 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 17 Stage-Discharge for Pond 1P: BMP 2 & 2A Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs) 429.00 0.00 0.00 0.00 434.20 0.63 0.63 0.00 429.10 0.00 0.00 0.00 434.30 0.70 0.70 0.00 429.20 0.00 0.00 0.00 434.40 0.76 0.76 0.00 429.30 0.00 0.00 0.00 434.50 0.82 0.82 0.00 429.40 0.00 0.00 0.00 434.60 0.87 0.87 0.00 429.50 0.00 0.00 0.00 434.70 0.92 0.92 0.00 429.60 0.00 0.00 0.00 434.80 0.97 0.97 0.00 429.70 0.00 0.00 0.00 434.90 1.01 1.01 0.00 429.80 0.00 0.00 0.00 435.00 1.06 1.06 0.00 429.90 0.00 0.00 0.00 435.10 1.10 1.10 0.00 430.00 0.00 0.00 0.00 435.20 1.14 1.14 0.00 430.10 0.00 0.00 0.00 435.30 1.18 1.18 0.00 430.20 0.00 0.00 0.00 435.40 1.21 1.21 0.00 430.30 0.00 0.00 0.00 435.50 1.25 1.25 0.00 430.40 0.00 0.00 0.00 435.60 1.29 1.29 0.00 430.50 0.00 0.00 0.00 435.70 1.32 1.32 0.00 430.60 0.00 0.00 0.00 435.80 1.35 1.35 0.00 430.70 0.00 0.00 0.00 435.90 1.39 1.39 0.00 430.80 0.00 0.00 0.00 436.00 1.42 1.42 0.00 430.90 0.00 0.00 0.00 436.10 2.75 2.75 0.00 431.00 0.00 0.00 0.00 436.20 5.16 5.16 0.00 431.10 0.00 0.00 0.00 436.30 8.26 8.26 0.00 431.20 0.00 0.00 0.00 436.40 11.93 11.93 0.00 431.30 0.00 0.00 0.00 436.50 16.10 16.10 0.00 431.40 0.00 0.00 0.00 436.60 21.78 20.69 1.08 431.50 0.00 0.00 0.00 436.70 28.83 25.69 3.14 431.60 0.00 0.00 0.00 436.80 36.96 31.05 5.90 431.70 0.00 0.00 0.00 436.90 46.05 36.76 9.29 431.80 0.00 0.00 0.00 437.00 56.06 42.80 13.27 431.90 0.00 0.00 0.00 437.10 66.95 49.14 17.81 432.00 0.00 0.00 0.00 437.20 78.69 55.77 22.92 432.10 0.00 0.00 0.00 437.30 91.26 62.69 28.57 432.20 0.00 0.00 0.00 437.40 97.98 63.20 34.78 432.30 0.00 0.00 0.00 437.50 105.18 63.64 41.54 432.40 0.00 0.00 0.00 437.60 112.93 64.08 48.85 432.50 0.00 0.00 0.00 437.70 121.23 64.51 56.72 432.60 0.00 0.00 0.00 437.80 130.09 64.94 65.15 432.70 0.00 0.00 0.00 437.90 139.51 65.37 74.14 432.80 0.00 0.00 0.00 438.00 149.50 65.80 83.70 432.90 0.00 0.00 0.00 433.00 0.00 0.00 0.00 433.10 0.00 0.00 0.00 433.20 0.00 0.00 0.00 433.30 0.00 0.00 0.00 433.40 0.00 0.00 0.00 433.50 0.00 0.00 0.00 433.60 0.03 0.03 0.00 433.70 0.11 0.11 0.00 433.80 0.23 0.23 0.00 433.90 0.36 0.36 0.00 434.00 0.47 0.47 0.00 434.10 0.56 0.56 0.00 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 18 Stage-Area-Storage for Pond 1P: BMP 2 & 2A Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 429.00 11,005 0 434.20 19,781 79,396 429.10 11,161 1,108 434.30 19,966 81,384 429.20 11,318 2,232 434.40 20,151 83,389 429.30 11,474 3,372 434.50 20,336 85,414 429.40 11,631 4,527 434.60 20,521 87,457 429.50 11,787 5,698 434.70 20,706 89,518 429.60 11,943 6,885 434.80 20,891 91,598 429.70 12,100 8,087 434.90 21,076 93,696 429.80 12,256 9,304 435.00 21,261 95,813 429.90 12,413 10,538 435.10 21,452 97,949 430.00 12,569 11,787 435.20 21,642 100,103 430.10 12,732 13,052 435.30 21,833 102,277 430.20 12,895 14,333 435.40 22,023 104,470 430.30 13,059 15,631 435.50 22,214 106,682 430.40 13,222 16,945 435.60 22,405 108,913 430.50 13,385 18,276 435.70 22,595 111,163 430.60 13,548 19,622 435.80 22,786 113,432 430.70 13,711 20,985 435.90 22,976 115,720 430.80 13,875 22,364 436.00 23,167 118,027 430.90 14,038 23,760 436.10 23,363 120,354 431.00 14,201 25,172 436.20 23,559 122,700 431.10 14,369 26,601 436.30 23,756 125,065 431.20 14,537 28,046 436.40 23,952 127,451 431.30 14,705 29,508 436.50 24,148 129,856 431.40 14,873 30,987 436.60 24,344 132,280 431.50 15,041 32,483 436.70 24,540 134,725 431.60 15,209 33,995 436.80 24,737 137,188 431.70 15,377 35,524 436.90 24,933 139,672 431.80 15,545 37,070 437.00 25,129 142,175 431.90 15,713 38,633 437.10 25,330 144,698 432.00 15,881 40,213 437.20 25,531 147,241 432.10 16,055 41,810 437.30 25,732 149,804 432.20 16,228 43,424 437.40 25,933 152,387 432.30 16,402 45,055 437.50 26,135 154,991 432.40 16,576 46,704 437.60 26,336 157,614 432.50 16,750 48,371 437.70 26,537 160,258 432.60 16,923 50,054 437.80 26,738 162,922 432.70 17,097 51,755 437.90 26,939 165,606 432.80 17,271 53,474 438.00 27,140 168,310 432.90 17,444 55,209 433.00 17,618 56,963 433.10 17,797 58,733 433.20 17,977 60,522 433.30 18,156 62,329 433.40 18,335 64,153 433.50 18,515 65,996 433.60 18,694 67,856 433.70 18,873 69,734 433.80 19,052 71,631 433.90 19,232 73,545 434.00 19,411 75,477 434.10 19,596 77,427 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type I124-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 3S: Ultimate Post Development Runoff = 73.68 cfs @ 12.05 hrs, Volume= 4.618 af, Depth= 6.28" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-120.00 hrs,dt=0.05 hrs Type II 24-hr 100-Year Rainfall=8.95" Area(ac) CN Description * 4.000 98 Anticipated Impervious Area(B-Soils) * 4.830 61 Anticipated open space pervious area(B-Soils) 8.830 78 Weighted Average 4.830 54.70%Pervious Area 4.000 45.30%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 50 0.0330 0.09 Sheet Flow,Sheet Flow Woods: Light underbrush n=0.400 P2=3.62" 2.7 550 0.0500 3.35 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1 460 0.0200 6.79 325.70 Channel Flow, Area=48.0 sf Perim=23.4' r=2.05' n=0.050 Mountain streams w/large boulders 13.3 1,060 Total Subcatchment 3S: Ultimate Post Development Hydrograph 73.68 cfs ® Runoff` 7(0s , Type II 24-hr 100-Year Rainfall=8.95" 60= Runoff Area=8.830 ac 50: Runoff Volume=4.618 of Runoff Depth=6.28" 0 40 Flow Length=1,060' 30Tc=13.3 min 20 CN=78 10 0 10 20 30 40 50 60 70 80 90 100 110 120 Time (hours) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 20 Hydrograph for Subcatchment 3S: Ultimate Post Development Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 5.00 0.56 0.00 0.00 7.50 0.98 0.05 0.36 10.00 1.62 0.29 1.32 12.50 6.58 4.09 10.29 15.00 7.64 5.06 2.30 17.50 8.16 5.54 1.46 20.00 8.52 5.87 1.00 22.50 8.80 6.13 0.88 25.00 8.95 6.28 0.00 27.50 8.95 6.28 0.00 30.00 8.95 6.28 0.00 32.50 8.95 6.28 0.00 35.00 8.95 6.28 0.00 37.50 8.95 6.28 0.00 40.00 8.95 6.28 0.00 42.50 8.95 6.28 0.00 45.00 8.95 6.28 0.00 47.50 8.95 6.28 0.00 50.00 8.95 6.28 0.00 52.50 8.95 6.28 0.00 55.00 8.95 6.28 0.00 57.50 8.95 6.28 0.00 60.00 8.95 6.28 0.00 62.50 8.95 6.28 0.00 65.00 8.95 6.28 0.00 67.50 8.95 6.28 0.00 70.00 8.95 6.28 0.00 72.50 8.95 6.28 0.00 75.00 8.95 6.28 0.00 77.50 8.95 6.28 0.00 80.00 8.95 6.28 0.00 82.50 8.95 6.28 0.00 85.00 8.95 6.28 0.00 87.50 8.95 6.28 0.00 90.00 8.95 6.28 0.00 92.50 8.95 6.28 0.00 95.00 8.95 6.28 0.00 97.50 8.95 6.28 0.00 100.00 8.95 6.28 0.00 102.50 8.95 6.28 0.00 105.00 8.95 6.28 0.00 107.50 8.95 6.28 0.00 110.00 8.95 6.28 0.00 112.50 8.95 6.28 0.00 115.00 8.95 6.28 0.00 117.50 8.95 6.28 0.00 120.00 8.95 6.28 0.00 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type Il 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 21 Summary for Pond 1P: BMP 2 & 2A Inflow Area= 8.830 ac, 45.30%Impervious, Inflow Depth= 6.28" for 100-Year event Inflow = 73.68 cfs @ 12.05 hrs, Volume= 4.618 af Outflow = 52.80 cfs @ 12.15 hrs, Volume= 4.835 af, Atten=28%, Lag=6.3 min Primary = 40.84 cfs @ 12.15 hrs, Volume= 4.638 af Secondary= 11.96 cfs @ 12.15 hrs, Volume= 0.198 of Routing by Stor-Ind method,Time Span=5.00-120.00 hrs,dt=0.05 hrs Starting Elev=434.00' Surf.Area= 19,411 sf Storage=75,477 cf Peak Elev=436.97'@ 12.15 hrs SurfArea=25,066 sf Storage= 141,364 cf (65,887 cf above start) Plug-Flow detention time=590.3 min calculated for 3.101 af(67%of inflow) Center-of-Mass det.time=278.4 min( 1,085.2-806.9) Volume Invert Avail.Storage Storage Description #1 429.00' 168,310 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-fl) (cubic-feet) (cubic-feet) 429.00 11,005 0 0 430.00 12,569 11,787 11,787 431.00 14,201 13,385 25,172 432.00 15,881 15,041 40,213 433.00 17,618 16,750 56,963 434.00 19,411 18,515 75,477 435.00 21,261 20,336 95,813 436.00 23,167 22,214 118,027 437.00 25,129 24,148 142,175 438.00 27,140 26,135 168,310 Device Routing Invert Outlet Devices #1 Primary 429.00' 30.0" Round Culvert L=82.3' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=429.00'/427.00' S=0.0243'/' Cc=0.900 n=0.013, Flow Area=4.91 sf #2 Device 1 433.50' 6.0"Vert.Orifice C=0.600 #3 Device 1 436.00' 48.0"Horiz.Riser C=0.600 Limited to weir flow at low heads #4 Secondary 436.50' Emergency Spillway,Cv=2.68(C=3.35) Head(feet) 0.00 1.50 Width(feet) 10.00 19.00 rimary OutFlow Max=40.66 cfs @ 12.15 hrs HW=436.97' (Free Discharge) Culvert (Passes 40.66 cfs of 61.25 cfs potential flow) 2=Orifice (Orifice Controls 1.70 cfs @ 8.63 fps) 3=Riser (Weir Controls 38.96 cfs @ 3.21 fps) econdary OutFlow Max=11.82 cfs @ 12.15 hrs HW=436.97' (Free Discharge) =Emergency Spillway(Weir Controls 11.82 cfs @ 2.23 fps) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Pate 22 Pond 1P: BMP 2 & 2A Hydrograph 73.68 cfs •J ■ Inflow 80 Inflow Area=8.830 ac Ci Outflow Peak EIev=436.97' • Primary 70 52.80 cfs Storage=141,364 cf _ Secondary 60 I LI 40.84 cfs 40 L 30 11 .96 cfs I 4- 10 20 30 40 50 60 70 80 90 100 110 120 Time (hours) Pond 1P: BMP 2 & 2A Stage-Discharge ,�r.I' - _ El Total 438 --- II Primary 437 Emergency Spillway fi Secondary 436 a 435 434 Orifice 0 433 432 431 430 Culvert 429 0 50 100 Discharge (cfs) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 23 Pond 1P: BMP 2 & 2A Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) Sur-face 0 5,000 10,000 15,000 20,000 25,000 • Storage 438 _ 437 436 435 Starting ►evation c 434 433 E- 432--: 432= , 431 F. 430_ Custom Stage Data 429= 0 50,000 100,000 150,000 Storage (cubic-feet) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 24 Hydrograph for Pond 1P: BMP 2 & 2A Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 75,477 434.00 0.47 0.47 0.00 7.50 0.36 73,370 433.89 0.35 0.35 0.00 10.00 1.32 76,475 434.05 0.52 0.52 0.00 12.50 10.29 129,696 436.49 15.81 15.81 0.00 15.00 2.30 119,958 436.08 2.53 2.53 0.00 17.50 1.46 118,488 436.02 1.54 1.54 0.00 20.00 1.00 116,598 435.94 1.40 1.40 0.00 22.50 0.88 112,624 435.76 1.34 1.34 0.00 25.00 0.00 106,116 435.47 1.24 1.24 0.00 27.50 0.00 95,771 435.00 1.06 1.06 0.00 30.00 0.00 87,129 434.58 0.86 0.86 0.00 32.50 0.00 80,254 434.24 0.66 0.66 0.00 35.00 0.00 75,202 433.99 0.46 0.46 0.00 37.50 0.00 72,021 433.82 0.26 0.26 0.00 40.00 0.00 70,276 433.73 0.15 0.15 0.00 42.50 0.00 69,256 433.67 0.09 0.09 0.00 45.00 0.00 68,591 433.64 0.06 0.06 0.00 47.50 0.00 68,128 433.61 0.04 0.04 0.00 50.00 0.00 67,804 433.60 0.03 0.03 0.00 52.50 0.00 67,573 433.58 0.02 0.02 0.00 55.00 0.00 67,378 433.57 0.02 0.02 0.00 57.50 0.00 67,207 433.57 0.02 0.02 0.00 60.00 0.00 67,057 433.56 0.02 0.02 0.00 62.50 0.00 66,926 433.55 0.01 0.01 0.00 65.00 0.00 66,811 433.54 0.01 0.01 0.00 67.50 0.00 66,710 433.54 0.01 0.01 0.00 70.00 0.00 66,622 433.53 0.01 0.01 0.00 72.50 0.00 66,544 433.53 0.01 0.01 0.00 75.00 0.00 66,476 433.53 0.01 0.01 0.00 77.50 0.00 66,417 433.52 0.01 0.01 0.00 80.00 0.00 66,365 433.52 0.01 0.01 0.00 82.50 0.00 66,319 433.52 0.00 0.00 0.00 85.00 0.00 66,279 433.52 0.00 0.00 0.00 87.50 0.00 66,244 433.51 0.00 0.00 0.00 90.00 0.00 66,213 433.51 0.00 0.00 0.00 92.50 0.00 66,186 433.51 0.00 0.00 0.00 95.00 0.00 66,163 433.51 0.00 0.00 0.00 97.50 0.00 66,142 433.51 0.00 0.00 0.00 100.00 0.00 66,124 433.51 0.00 0.00 0.00 102.50 0.00 66,108 433.51 0.00 0.00 0.00 105.00 0.00 66,094 433.51 0.00 0.00 0.00 107.50 0.00 66,082 433.50 0.00 0.00 0.00 110.00 0.00 66,071 433.50 0.00 0.00 0.00 112.50 0.00 66,062 433.50 0.00 0.00 0.00 115.00 0.00 66,054 433.50 0.00 0.00 0.00 117.50 0.00 66,047 433.50 0.00 0.00 0.00 120.00 0.00 66,040 433.50 0.00 0.00 0.00 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 25 Stage-Discharge for Pond 1P: BMP 2 & 2A Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs) 429.00 0.00 0.00 0.00 434.20 0.63 0.63 0.00 429.10 0.00 0.00 0.00 434.30 0.70 0.70 0.00 429.20 0.00 0.00 0.00 434.40 0.76 0.76 0.00 429.30 0.00 0.00 0.00 434.50 0.82 0.82 0.00 429.40 0.00 0.00 0.00 434.60 0.87 0.87 0.00 429.50 0.00 0.00 0.00 434.70 0.92 0.92 0.00 429.60 0.00 0.00 0.00 434.80 0.97 0.97 0.00 429.70 0.00 0.00 0.00 434.90 1.01 1.01 0.00 429.80 0.00 0.00 0.00 435.00 1.06 1.06 0.00 429.90 0.00 0.00 0.00 435.10 1.10 1.10 0.00 430.00 0.00 0.00 0.00 435.20 1.14 1.14 0.00 430.10 0.00 0.00 0.00 435.30 1.18 1.18 0.00 430.20 0.00 0.00 0.00 435.40 1.21 1.21 0.00 430.30 0.00 0.00 0.00 435.50 1.25 1.25 0.00 430.40 0.00 0.00 0.00 435.60 1.29 1.29 0.00 430.50 0.00 0.00 0.00 435.70 1.32 1.32 0.00 430.60 0.00 0.00 0.00 435.80 1.35 1.35 0.00 430.70 0.00 0.00 0.00 435.90 1.39 1.39 0.00 430.80 0.00 0.00 0.00 436.00 1.42 1.42 0.00 430.90 0.00 0.00 0.00 436.10 2.75 2.75 0.00 431.00 0.00 0.00 0.00 436.20 5.16 5.16 0.00 431.10 0.00 0.00 0.00 436.30 8.26 8.26 0.00 431.20 0.00 0.00 0.00 436.40 11.93 11.93 0.00 431.30 0.00 0.00 0.00 436.50 16.10 16.10 0.00 431.40 0.00 0.00 0.00 436.60 21.78 20.69 1.08 431.50 0.00 0.00 0.00 436.70 28.83 25.69 3.14 431.60 0.00 0.00 0.00 436.80 36.96 31.05 5.90 431.70 0.00 0.00 0.00 436.90 46.05 36.76 9.29 431.80 0.00 0.00 0.00 437.00 56.06 42.80 13.27 431.90 0.00 0.00 0.00 437.10 66.95 49.14 17.81 432.00 0.00 0.00 0.00 437.20 78.69 55.77 22.92 432.10 0.00 0.00 0.00 437.30 91.26 62.69 28.57 432.20 0.00 0.00 0.00 437.40 97.98 63.20 34.78 432.30 0.00 0.00 0.00 437.50 105.18 63.64 41.54 432.40 0.00 0.00 0.00 437.60 112.93 64.08 48.85 432.50 0.00 0.00 0.00 437.70 121.23 64.51 56.72 432.60 0.00 0.00 0.00 437.80 130.09 64.94 65.15 432.70 0.00 0.00 0.00 437.90 139.51 65.37 74.14 432.80 0.00 0.00 0.00 438.00 149.50 65.80 83.70 432.90 0.00 0.00 0.00 433.00 0.00 0.00 0.00 433.10 0.00 0.00 0.00 433.20 0.00 0.00 0.00 433.30 0.00 0.00 0.00 433.40 0.00 0.00 0.00 433.50 0.00 0.00 0.00 433.60 0.03 0.03 0.00 433.70 0.11 0.11 0.00 433.80 0.23 0.23 0.00 433.90 0.36 0.36 0.00 434.00 0.47 0.47 0.00 434.10 0.56 0.56 0.00 J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\2nd submittal\ BMP 2 & 2A-2nd submittal Type 1124-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 9/16/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Pane 26 Stage-Area-Storage for Pond 1P: BMP 2 & 2A Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 429.00 11,005 0 434.20 19,781 79,396 429.10 11,161 1,108 434.30 19,966 81,384 429.20 11,318 2,232 434.40 20,151 83,389 429.30 11,474 3,372 434.50 20,336 85,414 429.40 11,631 4,527 434.60 20,521 87,457 429.50 11,787 5,698 434.70 20,706 89,518 429.60 11,943 6,885 434.80 20,891 91,598 429.70 12,100 8,087 434.90 21,076 93,696 429.80 12,256 9,304 435.00 21,261 95,813 429.90 12,413 10,538 435.10 21,452 97,949 430.00 12,569 11,787 435.20 21,642 100,103 430.10 12,732 13,052 435.30 21,833 102,277 430.20 12,895 14,333 435.40 22,023 104,470 430.30 13,059 15,631 435.50 22,214 106,682 430.40 13,222 16,945 435.60 22,405 108,913 430.50 13,385 18,276 435.70 22,595 111,163 430.60 13,548 19,622 435.80 22,786 113,432 430.70 13,711 20,985 435.90 22,976 115,720 430.80 13,875 22,364 436.00 23,167 118,027 430.90 14,038 23,760 436.10 23,363 120,354 431.00 14,201 25,172 436.20 23,559 122,700 431.10 14,369 26,601 436.30 23,756 125,065 431.20 14,537 28,046 436.40 23,952 127,451 431.30 14,705 29,508 436.50 24,148 129,856 431.40 14,873 30,987 436.60 24,344 132,280 431.50 15,041 32,483 436.70 24,540 134,725 431.60 15,209 33,995 436.80 24,737 137,188 431.70 15,377 35,524 436.90 24,933 139,672 431.80 15,545 37,070 437.00 25,129 142,175 431.90 15,713 38,633 437.10 25,330 144,698 432.00 15,881 40,213 437.20 25,531 147,241 432.10 16,055 41,810 437.30 25,732 149,804 432.20 16,228 43,424 437.40 25,933 152,387 432.30 16,402 45,055 437.50 26,135 154,991 432.40 16,576 46,704 437.60 26,336 157,614 432.50 16,750 48,371 437.70 26,537 160,258 432.60 16,923 50,054 437.80 26,738 162,922 432.70 17,097 51,755 437.90 26,939 165,606 432.80 17,271 53,474 438.00 27,140 168,310 432.90 17,444 55,209 433.00 17,618 56,963 433.10 17,797 58,733 433.20 17,977 60,522 433.30 18,156 62,329 433.40 18,335 64,153 433.50 18,515 65,996 433.60 18,694 67,856 433.70 18,873 69,734 433.80 19,052 71,631 433.90 19,232 73,545 434.00 19,411 75,477 434.10 19,596 77,427 DRAINAGE STRUCTURE SUMMARY Str# Type LENGTH DIA MATERIAL TOP ELEV INV IN INV OUT SLOPE% NOSE STR HEIGHT COMMENTS STEPS 1 ES-1 2 PIPE 66.99 15 RCP CLASS III 472.00 469.45 3.81 3 DI-3B 8.00 473.65 469.45 469.35 TYPE A 4.30 ST-1 4 PIPE 200.41 15 RCP CLASS III 469.35 464.80 2.27 5 DI-3B 6.00 469.00 464.80 464.70 TYPE A 4.30 ST-1 6 PIPE 137.70 15 RCP CLASS III 464.70 460.80 2.83 7 DI-3B 6.00 465.00 460.80 460.70 TYPE A 4.30 ST-1 8 PIPE 77.30 15 RCP CLASS III 460.70 453.50 9.31 9 DI-3B 8.00 460.50 453.50 453.40 TYPE B 7.10 ST-1 10 PIPE 136.59 15 RCP CLASS III 453.40 449.32 2.99 11 DI-3BB 12.00 455.30 449.32 448.57 TYPE B 6.73 ST-1 11A PIPE 65.30 24 RCP CLASS III 448.57 447.26 2.00 12 DI-3BB 6.00 456.35 447.26 447.16 TYPE B 9.19 ST-1 12A PIPE 38.55 24 RCP CLASS III 447.16 446.01 3.00 12B DI-3B 6.00 455.35 446.01 445.91 TYPE B 9.44 ST-1 12C PIPE 54.37 24 RCP CLASS III 445.91 442.10 7.00 13 MH-1 451.00 442.10 442.00 9.00 ST-1 13A DI-3B 6.00 452.25 445.25 TYPE B 7.00 ST-1 138 PIPE 31.88 15 RCP CLASS III 445.25 442.75 7.84 14 PIPE 137.57 24 RCP CLASS III 442.00 433.00 6.54 15 EW-2 16 DI-3B 6 461.00 454.35 6.65 ST-1 17 PIPE 85.35 15 RCP CLASS III 454.35 453.50 1.00 18 DI-3B 6.00 460.85 452.00 8.85 ST-1 19 PIPE 88.07 18 RCP CLASS III 452.00 448.82 3.61 20 MH-1 462.60 438.69 23.91 ST-1 SL-1 21 PIPE 62.75 36"x36" RCP CLASS V 438.69 436.74 3.11 22 MH-1 462.25 436.74 436.64 25.61 ST-1 SL-1 23 PIPE 118.18 42 RCP CLASS V 436.64 436.05 0.50 24 MH-1 457.78 436.05 435.95 21.83 ST-1 SL-1 25 PIPE 136.40 42 RCP CLASS V 435.95 435.27 0.50 26 MH-1 435.00 435.27 420.00 15.00 ST-1 SL-1 27 PIPE 45.30 42 RCP CLASS III 420.00 419.00 2.21 28 EW-2 29 DI-3B 8.00 467.35 463.35 4.00 ST-1 30 PIPE 79.98 18 RCP CLASS III 463.35 461.10 2.81 31 JB 4.00 465.00 461.10 461.00 4.00 W/MODIFIED DI-4A TOP ST-1 32 DI-3B 8.00 457.00 453.00 4.00 ST-1 33 PIPE - 15 RCP CLASS III 453.00 448.85 1.70 34 MH-TOP 451.75 448.75 437.51 RAISE EX.STR.AND REPLACE TOP WITH A MANHOLE TOP 35 DI-3B 10.00 444.75 440.75 4.00 ST-1 36 PIPE - 18 RCP CLASS III 440.75 440.63 1.00 37 DI-3B 10.00 444.75 440.63 440.53 4.22 ST-1 38 PIPE 79.67 18 RCP CLASS III 440.53 438.00 3.18 39 ES-1 40 MH-1 491.25 475.00 16.25 TIE EX.PIPE INTO PROP.MH ST-1 SL-1 i.- 41 PIPE 48.04 - 48 RCP CLASS III _ 475.00 469.00 12.49 I 42 EW-2 43 DI-3B 8.00 503.25 499.25 4.00 I ST-1 44 PIPE 191.61 15 RCP CLASS III 499.25 492.60 3.47 45 DI-3B 8.00 496.50 492.60 492.50 4.00 ST-1 46 PIPE 141.70 15 RCP CLASS III 492.50 489.10 2.40 47 DI-3B 8.00 493.00 489.10 489.00 4.00 ST-1 48 PIPE 89.73 15 RCP CLASS III 489.00 488.10 1.00 49 DI-3B 6.00 _ 490.35 488.10 483.35 7.00 ST-1 50 PIPE 84.00 15 RCP CLASS III 483.35 482.51 1.00 51 DI-3B 6.00 490.35 482.51 483.35 7.00 ST-1 52 PIPE 53.34 15 RCP CLASS III 482.41 480.00 4.52 53 EW-1 54 MH-1 491.00 485.32 5.68 ST-1 55 PIPE 282.74 15 RCP CLASS III 485.32 479.67 2.00 56 DI-3B 6.00 488.50 479.67 479.57 8.93 ST-1 57 PIPE 93.79 18 RCP CLASS III 479.57 477.69 2.00 58 DI-3C 8.00 488.00 477.69 477.59 10.41 ST-1 SL-1 59 PIPE 152.71 18 RCP CLASS III 477.59 473.00 3.01 EX.DI. 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