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HomeMy WebLinkAboutWPO201600014 Plan - E&S 2016-03-02 E&SC AND STORM DRAINAGE DESIGN Runway 3-21 Rehabilitation Charlottesville-Albemarle Airport 41110 Charlottesville,Virginia Delta Project No.VA 13057 March 2, 2016 RF -e _ AilP NMI • ® Submitted To: Albemarle County Department of Community Development •W 401 McIntire Road Charlottesville,VA 22902 Prepared By: Delta Airport Consultants /-- .. 9711 Farrar Court, Suite 100 Richmond VA 23236 ♦ _� C H O (804) 275-8301 CHARLOTTESVILLE ALBEMARLE AIR P OR T 411111 E&SC AND STORM DRAINAGE DESIGN TABLE OF CONTENTS NARRATIVE Introduction 3 Project Scope 3 Erosion&Sediment Control 5 Channel and Storm Sewer Design 5 s.. Stormwater Management Design 6 r- ADDITIONAL INFORMATION AND CALCULATIONS Section#1 Application and Checklist Section#2 Erosion and Sediment Control Calculations Section#3 Channel and Stormsewer Calculations .. Section#4 SWM Calculations ism aor aro 2 NMI E&SC AND STORM DRAINAGE DESIGN Runway 3-21 Rehabilitation Charlottesville-Albemarle Airport Charlottesville,Virginia Delta Project No.VA 13057 February 18, 2016 mis Introduction Charlottesville-Albemarle Airport is located in Albemarle County, Virginia, approximately seven miles north of the City of Charlottesville.The Airport is bound on the south and east by Dickerson Road (State Route 606)and on the west and north by Earlysville Road (State Route 743)and residential areas. The Runway and most of the Taxiways at the airport are approaching or have exceeded their design life. Cracking and other observable distresses indicate the need to rehabilitate the pavement in order to meet current and future demands of the operators at the airport. The site of construction for this project remains on Airport property. There will be minor changes improvements to the area between the Runway and Parallel Taxiway. These improvements will enhance safety in the event an aircraft exits the runway by providing a graded (1.5-3%) area adjacent to the runway and taxiway edge. No changes will be made to existing Drainage outfalls. Project Scope The following items of work are proposed as a part of this project. • Runway and Taxiway Crack Repair • Overlay Runway 3-21 and Blast Pads • Overlay Taxiways A,C, E and G • Remove Taxiways D and F • Safety area improvements between Taxiways B and C A minimum of 3" inches of asphalt will be used to overlay the pavement. Minor topsoiling,seeding, and ... mulching along the edges of pavement will be necessary to raise the shoulder. This will be kept to as narrow a width as possible, no greater than ten feet. 3 E&SC AND STORM DRAINAGE DESIGN ... Taxiway D and F are to be removed. Minor grading will be required to restore the site. Safety improvements between the Runway and parallel taxiway from Taxiway B to C will correct the existing slopes to meet the FAA standards. An existing drainage channel and a couple of drainage inlets will be relocated. Improvements will be made to the channel so that it meets the requirements of the stormwater management BMP specs of a Dry Swale level 1. IMRE VW CO i r — RUNWAY OGJECT FREE AREA — 184JL --- TAXIWAY OBJECT FREE AREA 500 r.. TAXIWAY SAFETY AREA —...— RUNWAY SAFETY AREA . O.2(112 MAX _, + WINGSPAN of ADGI NM $O' PAvED t50r 201' PAgED SHOULDER - r UNWZ - sNOULOER ii n1 11R RSA WIDTH) NON SEE NOTE 1 -5-1 S-2 5-7 ---SEE NOTE 2 {I Al MN[ 'BB' I _A` 00I.06.—L. 4 SURFACE V fIY � J SEE NOTE 4 APPROACH CATEGORY A 8 9 C.0,AND E NOTES I� 51 113%1030% 1.0%1'015% 1 CONSTRUCT A 1 S IN(A cm(DROP BETWEEN PAVED ANO UNPAVED SURFACES S2(251 15%TO50% 1.5%TO 50% 2 MANY AN Al- 0 X GRACE FOR 10 FEET OF UNPAVED SURFACE ADJACENT TO THE PAYED SURFACE 5-3 15%105-0% 1.5%T035% 3 5.2 APPLIES WHEN wevt.SERS ARE PROV1UEL r NEW A 5-4 SHOULD BE 5%OR NEGATIVE ILPANBTELI TO THE EDGE OF THE RUNWAY ADG 1 f 11 ' EI N ' V N OFA IF PRACTICABLE ALLEAYABLE IN WIVE SLOPE RASED OW AIRPLANE 0 1 IS 1/2 OF C(RUNWAY SAFETY AREA WIOTHI RESIGN GROUP 0-1 SEE INTERACTIVE TABLE 3-5 S REFER TO FIGURE 4-33 FIN TAXIWAY TRANSVERSE GRADES 62 25 I 40 SA Be 157 131 SI IMAXINA A4( 5.1 10I It I ABY Figure 1—FAA transverse grade standards �3. No additional impervious cover is proposed as a part of this project. The demolition of Taxiway D and F pavements will result in a net decrease of the total impervious cover. ION 4 NAr Mw Mer E&SC AND STORM DRAINAGE DESIGN Erosion & Sediment Control Temporary erosion&sediment control measures are provided in accordance with the Virginia Erosion & Sediment Control Handbook(VESCH)and the Albemarle County Design Standards Manual. The measures include construction entrances, silt fence, diversion dikes, check dams, inlet protection, and sediment traps. Runoff from all disturbed ground will be routed through erosion trapping devices. The primary areas of disturbance for this project include the infield between Taxiways B and C, the site of Taxiway D and Taxiway F, the proposed staging areas for the contractor, as well as the proposed �" aggregate stockpile area. It is likely that the phasing of this project will require a temporary on-site batch plant for asphalt production. Space has been allocated for the temporary plant on an existing concrete pad that the airport uses for training operations. In the event that the Runway is overlaid over the course of several days, enough space will be required to store aggregate and materials necessary to produce approximately 30,000 tons of asphalt. Stockpile areas will be protected by silt fence. Additionally,just downstream there are a couple of sediment forebays to existing biofilters. These forebays will act as extra protective measures. Existing Stormwater Management Basin C is downstream from the site of Taxiway F. Its forebay will act as a protective measure to the work that takes place during the removal of Taxiway F. The biofilter downstream of the forebay will be mucked out and restored as part of this project. We request that acceptance of the biofilter in Basin C be a part of this project. All erosion and sediment control calculations are located in Section#2. Channel and Storm Sewer Design 41111. The capacity of all channels and storm sewers were verified using the 10 year design storm. Inlets were analyzed using a 50% clogging factor and the 10 year design discharge. All channel linings were designed based off of the velocity of the 2 year design storm. Improvements between the runway and parallel taxiway from Taxiways B to C will require a new .• channel and a reconfiguration of the existing stormsewer system. Calculations revealed that the pipe running from D101 to E4 is undersized to handle the incoming flow rate from the 10 year storm. Replacement of the pipe is not being proposed as the pipe runs beneath Taxiway A. There has been no issue of flooding. Level 1 Dry Swales are proposed for the contributing drainage area upstream of the pipe to help reduce the discharging runoff. The Dry Swales use a soil media that promote the infiltration of stormwater runoff. Additionally, additional storage volume surrounding D101 is being graded to contain the 10 year storm. 5 «r. IMO E&SC AND STORM DRAINAGE DESIGN Grading at the site of Taxiway F will require a new channel. Due to removal of impervious cover, runoff to two nearby inlets has been reduced. This is also the case at the site of the Taxiway D removal, although no new channel will be graded. Calculations for the channels,storm sewers and inlets on this project can be found in Section#3. Stormwater Management Design Stormwater management for this project, both water quantity and quality, have been designed in accordance with the Virginia Stormwater Management Handbook (VSMH) and the Albemarle County Standards. Stormwater regulations require that redevelopment projects account for a 20% reduction in total phosphorus pollutant load. The Virginia Runoff Reduction Method was used to size stormwater BMPs to ... meet pollutant removal rates and handle the necessary treatment volumes. Level 1 dry swales were chosen to replace traditional grass channels between the runway and parallel taxiway from Taxiways B to C. The dry swales exceed the water quality requirements for the entire project; as a result no BMPs ..� were required at the Taxiway D and Taxiway F sites. Due to restrictions on space available, Dry Swale C was not designed to handle the treatment volume of subbasin C. Dry Swale C reduces runoff to a level lower than existing conditions; any runoff in excess of its treatment volume will bypass the Dry Swale overtop of the check dams. An SCS analysis was completed for the project to determine compliance with stormwater management water quantity requirements. The criteria below was used to ensure compliance. SWM Design Criteria: 2 Year Post <_ 2 Year Pre 10 Year Post <_ 10 Year Pre The SCS analysis evaluated the runoff volume and peak discharge rates at five different points of outfall. The outfalls included existing SWM Basin 2, two drop inlets located on both sides of Taxiway D, as well as two drop inlets on both sides of Taxiway F. The Proposed analysis included adjusted curve numbers for areas that were treated by a dry swale. Results showed that post-developed flow rates and volumes were lower than the pre-developed flow rates and volumes at all outfalls. The Energy Balance method was used to determine the effects immediately downstream of the project site. The results verify that channel and flood protection were met per the requirements of MS-19. elf 6 i MO E&SC AND STORM DRAINAGE DESIGN OUTFALL#1-COMBINATION OF E10&E20 UPSTREAM OF BASIN 2 Peak Flow Rate Runoff Volume Total Product Design Pre Post Pre Post Pre Post Ratio Pass/ • Storm (CFS) (CFS) (AC-FT) (AC-FT) Fail 1 20.57 19.08 2.11 2.00 43.40 38.16 0.88 Pass 2 23.09 21.53 2.35 2.24 54.26 48.23 0.89 Pass 10 50.45 48.85 4.93 4.81 248.72 234.97 0.94 Pass OUTFALL#2-STRUCTURE E21 Peak Flow Rate Runoff Volume Total Product Design Pre Post Pre Post Pre Post Ratio Pass/ Storm (CFS) (CFS) (AC-FT) (AC-FT) Fail 1 11.00 10.29 1.03 0.97 11.33 9.98 0.88 Pass 2 12.33 11.55 1.14 1.08 14.06 12.47 0.89 Pass 10 25.75 24.65 2.32 2.23 59.74 54.97 0.92 Pass OUTFALL#3-STRUCTURE E22 Peak Flow Rate Runoff Volume Total Product Design Pre Post Pre Post Pre Post Ratio Pass/ iem Storm (CFS) (CFS) (AC-FT) (AC-FT) Fail 1 3.39 2.50 0.29 0.23 0.98 0.58 0.59 Pass 2 3.77 2.84 0.32 0.25 1.21 0.71 0.59 Pass �. 10 7.59 6.44 0.65 0.55 4.93 3.54 0.72 Pass OUTFALL#4-STRUCTURE E66 Peak Flow Rate Runoff Volume Total Product Design Pre Post Pre Post Pre Post Ratio Pass/ Storm (CFS) (CFS) (AC-FT) (AC-FT) Fail 1 6.83 4.01 0.63 0.47 4.30 1.88 0.44 Pass 4.6 2 7.54 4.51 0.69 0.52 5.20 2.35 0.45 Pass 10 14.70 9.90 1.33 1.09 19.55 10.79 0.55 Pass OUTFALL#5-STRUCTURE E201 Peak Flow Rate Runoff Volume Total Product Design Pre Post Pre Post Pre Post Ratio Pass/ Storm (CFS) (CFS) (AC-FT) (AC-FT) Fail 1 3.95 2.70 0.34 0.31 1.34 0.84 0.63 Pass 2 4.40 3.05 0.37 0.34 1.63 1.04 0.64 Pass 10 8.90 6.61 0.75 0.71 6.68 4.69 0.70 Pass All Stormwater Management Calculations can be found in Section#4. 7 MIMI illill NM MINI a. MINI MOB ail MI Section#1—Application and Checklist OM WWI MIN r NM MS MIN 1 ara as N. Virginia Stormwater Management Program (VSMP) ►"' . •.. Application for Albemarle County 10. 1 Project Name; gvw -2, 4661 l- tl4►� Ch�Xln es4tVe —Abe l e AIII�Jfl rt ,., (Thr name sltnutd he the sante as it appears on plans) Is this an amendment to an approved plan? Yes 0 Nov' Is this a revision or resubmission for review? Yes 0 No V/ SIM County File Number: (to be provided hl'the Countvfor new applications) The following are required elements of new applications[from code section I7-40I J. For revisions or amendments,please indicate which items are being amended. Signatures must he providedfar any submission. VA. Signature of the Property Owner for each parcel: (Required with every submission or revision. NOT TO BE SIGNED BY AN AGENT OR CONSULTANT) By signing this application as the owner,I hereby certify that all requirements of these plans and permits will be complied with,and I have the authority to authorize the land disturbing activities and development on the subject property. I hereby grant the County of Albemarle the right to enter upon the property as required to ensure compliance with the approved plans and permits. NMI D3200-00-00- DI DUO CAIN OEN " tivpor+Akiaa4 Tax Map& Parcel Print Name of Property Owner Signature of Owner Date Tax Map&Parcel Print Name of Property Owner Signature of Owner Date Tax Map&Parcel Print Name of Property Owner Signature of Owner Date lax Map& Parcel I'rint Name of Property Owner Signature ofOwner Date Contact Information fir the Owners)to receis c correspondence: Print Name `(ahn p p air,V - 114 a ■ Dire��Q Address ` 00 gowex% p StJlik20,0 cit, Gh-r49 esui ll-e State Vk Zip 22q l I Daytime Phone(.-434.61.7a712142- �1� -mail„ --hsi"a 14&h0.COIN 7/1/14,Res iscd: 7/10/14. 1/7114 Page I 01'2 All Fees [Code section 17-208] .. For new or modified plans;Total acres proposed to be disturbed 2.5.71 Acres to he total Fee Fee Due with this Fee with Transfix or disturbed Application modification of permit .... Less than I S290 $145 S20 I and less than 5 S2.700 $1,350 5200 5 and less than 10 53.400 51.700 $250 .. 10 and less than 50 S4,500 $2.250 $300 50 and less than 100 56.100 53.050 5450 IOU and more S9,600 54.800 5700 ... For(minor)amendments to an appro‘ed plan;$200 per re‘less Variances;5150(per request) Mitigation Plan:5150 n/C. Registration Statement on the official DEQ form. VD. Erosion and Sediment Control Plan satisfying the requirements of code section 17-402. E. Stormwater Management Plan satisfying the requirements of code section 17-403. CIF. Pollution Prevention Plan satisfying the requirements of code section 17-404. VG. Stormwater Pollution Prevention Plan satisfying the requirements of code section 17-405. 0 II. Mitigation Plan satisfying the requirements of code section 17-406 for any proposed disturbance of .... stream buffers. El I. Requested Variations or Exceptions as provided in code sections 17-407 and 408. Construction Record Drawings(as-builts) for any existing facilities in the proposal satisfying the requirements of code section 17-422. Provide 2 copies of all plans and any supporting documents. Professional seals must hare original , signatures. 4. Additional information if not provided on plans and documents: Name of a Contact Person lor correspondence(usually the plan preparer,consultant or agent) Print Name id i'IAA M . Eschex4-f,Icier - Defta Aipoiti CA141514645 Address AIR Farrar 01. 100 .. citYlAchinThad State VA Zip 2:52-6 6 Daytime Phone(1.041.:1 235 4301 E-mail Nthcinierigi dergclei fil a iirport.co/ *When applications and plans arc reviewed,but not approved,and a response to comments is not received within 6 months from the date of county comments,the application will be deemed withdrawn. Applications without valid owner's signatures will not be considered valid. im FOR OFFICE ISE ONLY WPON mm, Fit Amount S _ Date Paid Els 1001 _ _.., Roxint ft _, _COI , ,11) min 7/1/14.Revised:7/10/14. 1/7/14 Page 2 o12 3- 3 -4(0 &act Albemarle County Engineering Drainage Plan checklist for plan reviewers Updated 1 Dec 2014 •w A drainage plans is typically a component of a road plan,site plan,or stormwater management plan. It consists of the channel,ditch,culvert,and stormsewer design drawings,drainage maps,and computations for hydrology and hydraulics. MI" Reference key; [Square Brackets]are County Code references,{Curved Brackets}are policy references,and(regular parenthesis)are explanatory. Links to reference documents are provided where possible. ✓ A professional seal should be provided for any computation packages where are separate from sealed plans. Drainage:[18-32.6.2d, 14-305,311] ✓ drainage area maps(This is a basic element,and without this there is no review) drainage computations(usually in the form of tables from the VDOT Drainage Manual App.9B-1 LD-2014,App.7B-1 LD-268,App.,App.8B-1 LD-269,etc. -computations are a basic element,and without them there is no review) ✓ all proposed and existing storm sewer must be shown in plan view �.. N/A for residential development, principle access free of flooding during the 25yr storm[1 4- 410] 14- 410] / site runoff and entrances do not drain into streets(from VDOT Drainage Manual 9.4.5.2, 9.4.6.2) NSA concentrated runoff(1 cfs or greater)does not run across travelways/streets (as above following VDOT design) N/A drainage does not run across,through,or backwater in dumpster areas[18-4.12.19] 1/ overland relief is provided for any drainage structure or inlet in case of clogging. The failure of any system will not cause structures,streets or yards to flood. {Policy) V direction of flow change(or deflection angle)in each drainage structure is 90 degrees or •• greater(flow should not have to reverse direction)(from guide of VDOT Drainage Manual 9.4.9.3.2.3) V labels on all drainage structures provided(and should match the drainage computations and profiles) "/A, provisions and easements for drainage across 3 or more lots. Dense development where fencing,decking,sheds,patios,etc.are expected should provide yard inlets and pipes in easements, rather than ditches{Policy} Drainage profiles:(applicable to site plans,road and drainage plans) [14-311, 18-32] drainage profiles for each pipe,structure or channel must contain: V existing ground proposed ground ✓ any channel linings ,a J all utility crossings t/' a VDOT designation(MI-I-1, DI-3B,etc.) for each structure WA throat length for each drop inlet V grate type for each grate inlet V a label on each structure to correspond with the computations Albemarle County Engineering Drainage Plan Checklist Page 2 of 2 ,w, I. material and strength class or gage of each pipe manhole access every 300' for 15"-42"or 800' for 48"or greater ,/ pipe slopes at 0.5%min.to 16%max.(per VDOT stnds for anchors over 16%) %/ concrete inlet shaping(IS-1)specified on any structure with a 4' or greater drop .r ,/ safety slabs(SL-1)in any structure taller than 12'. ✓ top or rim elevation for each structure ✓ all invert elevations for each structure(with positive flow drop between inverts). A end sections(ES-1)or endwalls(EW-1)on all pipe outlets. Endwalls for culverts 48"or taller "41 scour outlet protection at all outlets,corresponding to computations(Green Brook,OP) Drainage computations: (applicable to any plan proposing pipes,channels,etc.) ✓ Pipe computations for all pipes �. ✓ All proposed systems are designed within open channel flow capacities.(HGL computations are not necessary,and should not be relied upon unless the entire system is to be watertight.) ✓ For systems within drainage easements,all proposed pipes are a minimum 15" in WM* diameter ✓ There are no excessive outlet velocities(> 15fps) N/A Curb inlet computations for any curb inlets on grade All spreads are less than 10' carryover is accounted for 100%capture at entrances so no flow runs out entrances into travel lanes 100%capture,or overland flow of capacity storm,to stormwater management facilities. Typically stormwater management is designed to the 10year storm,and inlets on grade often cannot capture this. Inlets in sumps should be used. 'YR Curb inlet computations for any curb inlets in sump conditions All flow depths are below 6"in the capacity table All spreads are less than 10' 100%capture to stormwater management facilities 410 ✓ Ditch computations for any ditches V ditch linings specified per plans meet velocity requirements Mk Culvert computations for any culverts headwaters< 1.5 x culvert height,and 18"below shoulder elevation of streets. NSA Outlet protection computations for all outlets dimensions and stone sizes for all outfalls ✓ Proposed pipe and inlet drainage area map ✓ limits of all areas and sub-areas draining to proposed structures,and existing structures or channels which will be impacted V acreage of each drainage area as used in computations V hydrologic coefficient for each drainage area as used in the computations time of concentration for each drainage area as used in the computations V. destination structure labeled for each drainage area(if not obvious) '— 3-3 -t(0 Mill Albemarle County Engineering . Erosion and Sediment Control Plan checklist for plan reviewers Updated 1 Dec 2014 am An erosion and sediment control plan is a document which illustrates the measures used to control erosion and sedimentation during construction. All measures follow the Virginia Erosions and Sediment Control Handbook. `"` Reference key; [Square Brackets] are County Code references,{Curved Brackets) are policy references,and(regular parenthesis)are explanatory. Links to reference documents are provided where possible. NMI Application information: ✓ Completed WPO application and fees,with owners signature[County Code 18-32.4.3.2, 18-32.3.9, 17 Article II] Erosion Control plans require a Water Protection Ordinance WIN JWPO)application and original owner's signature. No review is provided without application,owner signature and fees. This is true even for revisions. It is important that the owner be aware of comments and re-submittals,and this is the county assurance. NM NIR Copies of federal and state permits for any wetland or stream disturbance. (Army Corps, VDEQ,etc) [17-604, 18-32.1.2, 14-311] `. VSMP: V SWPPP, PPP, SWMP approvals obtained where necessary. In most cases,the erosion control plan will not be submitted independently,but will be part of a Stormwater 0.0Pollution Prevention Plan(SWPPP). Unless exempt, it will be approved with the SWPPP. Title information: W` / Project title. Titles should be appropriate. It should be an erosion control plan,not a stormwater plan,or site plan,etc. In some cases a WPO package will contain a stormwater plan and a mitigation plan,but they should be on separate sheets with keys MI ve and page titles. Professional seal,with original signature and date for professionally prepared plans. ./ Content:The erosion control plan must not contain information regarding permanent ,r„ improvements that do not also appear on other plans. Erosion control plans are temporary documents that are discarded after projects are complete. Existing conditions plan view information: W" ✓ accurate current existing topography at the time of submittal, including all existing site features,and any recent disturbances,all at a legible scale ✓ date and source of the topographic information:All topography should be at least visually NWfield verified by the designer within the last year. Adequate erosion control cannot be designed without accurate topography and drainage areas. ✓ WPO buffer limits; 100' from stream or wetland bank,200' from reservoirs, or INN floodplain limit if greater. ✓ No buffer disturbances without WPO Program Authority approval and a mitigation plan. ✓ floodplain limits, including 100yr flood limits for any channel with a drainage area of 50+acres. Albemarle County Engineering E&SC Plan Checklist Page 2 of 4 .am ✓ Floodplain undisturbed. Disturbances require a Special Use Permit or Floodplain Development Permit. Nt all existing easements(access,drainage,sight, sanitary easements, etc.)with deed book references,locations and dimensions 11111 ./ all critical slopes(typically shaded) f Zoning Ordinance buffers shown and protected undisturbed. Disturbances require Planning approval of a waiver. Proposed plan view information: Grading: V proposed topography at minimum 2' contour intervals—tied into existing contours,as well as all proposed site features in later phases.(Sites with less than 6' of grade change should consider using smaller contour intervals.) These should agree with other final ✓ plans. proposed slopes are all 2:1 (horizontal:vertical)or flatter(Design Manual,section 8) ✓ proposed slopes steeper than 3:1 have low maintenance(not grass)ground cover specified on the plan (Design Manual, Section 8) ✓ existing critical slopes are not disturbed,unless a waiver or exemption has been granted for the disturbance. [18-4.2, 14-304] tJi t Retaining Wall Plans approved.Any walls supporting roads or necessary infrastructure require engineered plans(not generic manufacturer's details)and computations. {Design Manual,section 8) This will also be required where walls are close to property lines and there is the danger of affecting neighboring property,either during construction,with later failures,or with pedestrian or vehicle safety. ✓ final contour shapes and slopes ensure no un-drained pockets or stagnant pools Narrative: V. narrative and project title(Narratives are now optional, and not reviewed by the County, other than noting whether they are not seriously in error, like a boilerplate with another County's name on it.) Nt project description e\ ,ting site conditions description ✓ adjacent areas description N/A off-site areas description including an) off-site areas for borrow. waste or other disturbance. NSA special use permit for cut greater than 50.000cy in RA zoning V soils descriptions / Count) erosion control notes stormwater runoff considerations: this can refer to the stormwater management plan WIN N/A sediment basin design computations summar) for each sediment basin ✓ sediment trap design computation summar) for each sediment trap Erosion and sediment control measures: limits of clearing and grading encompassing all disturbances,entrances,staging and parking areas,areas where sediment laden runoff will cross,or any construction related activities. This must match any landscaping and conservation plans submitted with site plans Albemarle County Engineering E&SC Plan Checklist Page 3 of 4 ,.. ✓ a construction entrance(CE)draining to a sediment trap or basin ✓ dust control symbols(DC) temporary and permanent seeding symbols(TS, PS) existing drainage divides N/A existing vegetation,with trees to be saved located by drip lines. This must match any landscaping and conservation plans. I protection provided for all stages/phases of construction, from initial land clearing to final grades and hardscapes. This is our most important item. Plans which show only inlet protection on proposed drainage systems,which are only possible to install upon completion of grading,may be denied without further review. .. ✓ no erosion control measures in the wav of construction access or grading. Diversion dikes or silt fence are not placed in the middle of the site,or through access or grading. Sediment traps are not under or on top of fill material or held up by retaining walls. Construction entrances are not on fill,etc.If the concept for site protection is not adequate in this regard,further review of the plan may not be possible. ✓, existing soil boundaries are shown with labels. Areas already disturbed are indicated, with constructed fill depth or cut noted. N/p. critical erosion areas are identified;areas of constructed slopes,areas near property lines N/A adjacent off-site disturbances are shown with erosion control facilities V a stockpile location. N/p► where cut or fill balances have a 10,000 cubic yard deficit or more,plans should not be approved without a waste area identified.This must be on-site,or on another approved and permitted site.(Don't make the inspectors chase trucks to find the dump site violation.) ✓ a staging and parking area,or other construction related areas diversion dikes are used to direct drainage to traps and basins ✓ silt fence is not used across contours in place of diversion dikes. ✓ silt fence is limited to areas of sheet flow with '/4 acre per 100ft of level on-grade silt fence. Plans showing only silt fence,without sediment trapping measures,should not be approved unless they meet this criteria and fill dirt is minimal. �• N/A, all swales and low points at the perimeter of the site have a sediment trap or basin. Silt fence in swales is typically not adequate. Check dams do not substitute for traps. Diversions which travel more than 100ft,or go in and out of swales,are usually not maintainable in the field. If the concept for site protection is not adequate in this regard, further review of the plan may not be possible. N/A, temporary slope drains(TSD)or diversions are provided to prevent discharge over ✓ disturbed or fill slopes inlet protection(IP)on all inlets NIA culvert inlet protection(CEP)on all culvert inlets Wis. outlet protection(OP)on all outlets N/A all watercourses are protected and encroachments minimized N/A stream crossing(USC,SC)and diversions are provided at all stream crossings. 6,3E9.64 >j ✓ adequate channels(MS-19)provided for each outfall(see Design Manual for minimum 2 At.RNf£ content) ✓ all traps and basins are shown with proposed contours. Simple boxes or symbols are not sufficient, in most cases,to determine layout or bond amounts. For each trap; i" ✓ drainage area is 3 acres or less Albemarle County Engineering E&SC Plan Checklist Page 4 of 4 ✓ sized for total drainage area, including those for in-line upstream facilities V wet storage is 67cy or more ✓ dry storage is 67cy or more ✓ wet storage is 4' deep or less V/ wet storage side slope is 1:1 or flatter I dry storage side slope is 2:1 or flatter stone weir is 6ft per acre of drainage area ,/ embankment and stone weir height is 5' maximum from outside toe ✓ embankment top width is adequate(see table 16 reference) t/ 2:1 length:width ratio for flow path ,., For each basin; (GB 3.14) sized for total drainage area, including those for in-line upstream facilities wet storage is 67cy or more dry storage is 67yr or more wet storage side slope is 1:1 or flatter dry storage side slope is 2:1 or flatter embankment 15' high or less from downstream toe principle and emergency spillways sized per handbook requirements embankment has 1' freeboard during 25yr storm with emergency spillway embankment has 2' freeboard during 25yr storm without emergency spillway •• 14 trash rack/anti-vortex device specified per handbook requirements riser anchor size specified per floatation computation dewatering device sized for 6+hr drawdown of dry storage: 3"dia.minimum safety fence and signs stating"danger,quick sand,do not enter"provided if near any residential properties,or public access structures and embankment match permanent design for facilities to be converted to permanent stormwater management facilities embankment top width is adequate(see Design Manual reference details) 2:1 length:width ratio for flow path. Baffles specified only on temporary structures (p.II1-79). Baffles are a big hassle in construction,and should not substitute for properly dimensioned design if at all possible. Details: I a paved construction entrance detail(see Design Manual reference details) for projects in 1111111the development areas over 10 acres N/ a typical section for each temporary channel or diversion,referenced from the plan sheets. Existing ground should be shown at the maximum cross-slope on the plan. N/ft n details and copies of Program Authority permissions for any variances. Mass or Early Grading: N/A mass grading Planning approval. (This is also called rough or early grading plans which contain only approximate finished grades and culverts necessary to grade) Mass grading can only be permitted within planned developments where a concept grading plan was approved with the rezoning. The agent(Director of Planning)needs to formally determine that the grading plan is in general conformity with the approved rezoning plan. Otherwise,an initial site plan needs to be approved prior to issuance of a grading permit. Issuance of a grading permit at the initial site plan stage,as apposed to after final plan approval,requires specific approval from the County Engineer. 011111 Section#2—Erosion and Sediment Control Calculations 2 Mal TEMPORARY SEDIMENT TRAP CALCULATIONS STAGE 1 SEDIMENT TRAP# 1 Charlottesville-Albemarle Airport ow Charlottesville, Virginia Delta Project No.VA 13057 Drainage Area (ac) = 2.85 Wet Storage Req'd (cy)= 191 Dry Storage Req'd (cy) = 191 �. Wet Storage Req'd Prov'd Bottom Elev= 622.50 Width (ft) = 26 30 Wet Storage Elev= 625.50 Height(ft) = 3 3 Dry Storage Elev= 627.60 Length (ft) = 78 73 Top Elev= 628.60 Volume(cy) = 191 207 Volume(cf) = 5156 5585 Wet Storage Req'd= 5156 cf Wet Storage Prov'd = 5585 cf Dry Storage Req'd Prov'd Width (ft) = 38.4 Dry Storage Req'd = 5156 cf Height(ft) = 2.1 Dry Storage Prov'd = 5582 cf Length (ft) = 81.4 Volume (cy)= 191 206.72 Volume (cf) = 5156 5582 Dimensions Prov'd 2:1 Ratio Width (ft) = 42.4 Length (ft) = 85.4 OK Height(ft) = 6.1 Outlet Length (ft) = 18 eau t.. mop TEMPORARY SEDIMENT TRAP CALCULATIONS STAGE 1 a. SEDIMENT TRAP#2 Charlottesville-Albemarle Airport Charlottesville, Virginia Delta Project No. VA 13057 Drainage Area (ac) = 3.00 Wet Storage Req'd (cy)= 201 Dry Storage Req'd (cy) = 201 Wet Storage Req'd Prov'd Bottom Elev= 617.50 Width (ft) = 26 30 Wet Storage Elev= 620.50 Height(ft) = 3 3 Dry Storage Elev= 622.60 Length (ft) = 82 73 Top Elev= 623.60 Volume (cy) = 201 207 Volume (CO= 5427 5585 Wet Storage Req'd = 5427 cf Wet Storage Prov'd = 5585 cf Dry Storage Req'd Prov'd Width (ft) = 38.4 Dry Storage Req'd = 5427 cf Height(ft) = 2.1 Dry Storage Prov'd = 5582 cf Length (ft) = 81.4 Volume(cy) = 201 206.72 Volume(cf) = 5427 5582 Dimensions Prov'd 2:1 Ratio Width (ft) = 42.4 Length (ft) = 85.4 OK Height(ft) = 6.1 Outlet Length (ft) = 18 TEMPORARY SEDIMENT TRAP CALCULATIONS STAGE 1 SEDIMENT TRAP#3 Charlottesville-Albemarle Airport Charlottesville, Virginia Delta Project No.VA 13057 Drainage Area (ac)= 2.93 Wet Storage Req'd (cy) = 196.3 Dry Storage Req'd (cy) = 196.3 Wet Storage Req'd Prov'd Bottom Elev= 615.50 Width (ft) = 26 30 Wet Storage Elev= 618.50 Height(ft) = 3 3 Dry Storage Elev= 620.60 Length (ft) = 80 73 Top Elev= 621.60 Volume(cy) = 196.3 207 Volume(cf) = 5301 5585 Wet Storage Req'd = 5301 cf Wet Storage Prov'd = 5585 cf Dry Storage Req'd Prov'd Width (ft) = 38.4 Dry Storage Req'd = 5301 cf Height(ft) = 2.1 Dry Storage Prov'd = 5582 cf Length (ft)= 81.4 Volume(cy) = 196.3 206.72 Volume(cf) = 5301 5582 Dimensions Prov'd 2:1 Ratio Width (ft)= 42.4 Length (ft) = 85.4 OK Height(ft) = 6.1 Outlet Length (ft) = 18 a arr TEMPORARY SEDIMENT TRAP CALCULATIONS STAGE 1 a• SEDIMENT TRAP#4 Charlottesville-Albemarle Airport Charlottesville,Virginia Delta Project No. VA 13057 Drainage Area (ac)= 2.98 Wet Storage Req'd (cy) = 199.7 Dry Storage Req'd (cy) = 199.7 aWet Storage Req'd Prov'd Bottom Elev= 616.00 Width (ft) = 26 30 Wet Storage Elev= 619.00 Height(ft) = 3 3 Dry Storage Elev= 621.10 Length (ft) = 82 73 Top Elev= 622.10 a Volume(cy) = 199.7 207 Volume(cf) = 5391 5585 Wet Storage Req'd = 5391 cf Wet Storage Prov'd = 5585 cf Dry Storage Req'd Prov'd Width (ft) = 38.4 Dry Storage Req'd = 5391 cf Height(ft) = 2.1 Dry Storage Prov'd = 5582 cf Length (ft) = 81.4 Volume (cy) = 199.7 206.72 Volume (cf)= 5391 5582 Dimensions Prov'd 2:1 Ratio Width (ft) = 42.4 Length (ft) = 85.4 OK Height(ft) = 6.1 Outlet Length (ft) = 18 a am a TEMPORARY SEDIMENT TRAP CALCULATIONS STAGE 1 air SEDIMENT TRAP#5 Charlottesville-Albemarle Airport Charlottesville,Virginia Delta Project No.VA 13057 Drainage Area(ac)= 2.41 .r. Wet Storage Req'd(cy)= 161.47 Dry Storage Req'd(cy)= 161.47 610 134 0.00 0 611 173 80 80 611.89 212 89 169 612 217 24 192 612.6 245 139 331 613.6--- Bottom Elev= 610.00 Wet Storage Elev= 611.89 Dry Storage Elev= 612.60 Top Elev= 613.60 Wet Storage Req'd= 161.5 CY Wet Storage Prov'd= 169 CY Dry Storage Req'd= 161.5 CY Dry Storage Prov'd= 162 CY Dimensions Prov'd Width(ft)= 34 2:1 Ratio Length(ft)= 82 Height(ft)= 3.6 OK Outlet Length(ft)= 15 a a TEMPORARY SEDIMENT TRAP CALCULATIONS STAGE 1 SEDIMENT TRAP#6 Charlottesville-Albemarle Airport Charlottesville,Virginia .r. Delta Project No.VA 13057 Drainage Area(ac)= 2.47 Wet Storage Req'd(cy)= 165.49 Dry Storage Req'd(cy)= 165.49 � ofta r i t y ` { 610 134 0.00 0 611 173 80 80 611.89 212 89 169 612 217 24 192 612.65 247 151 343 613.65--- Bottom Elev= 610.00 Wet Storage Elev= 611.89 Dry Storage Elev= 612.65 a.. Top Elev= 613.65 Wet Storage Req'd= 165.5 CY Wet Storage Prov'd= 169 CY Dry Storage Req'd= 165.5 CY Dry Storage Prov'd= 174 CY Dimensions Prov'd Width(ft)= 36 2:1 Ratio Length(ft)= 83 Height(ft)= 3.65 OK Outlet Length(ft)= 15 TEMPORARY SEDIMENT TRAP CALCULATIONS STAGE 1 SEDIMENT TRAP#7 Charlottesville-Albemarle Airport Charlottesville, Virginia Delta Project No. VA 13057 CSA Vault Drainage Area (ac) = 2.30 Wet Storage Req'd (cy) = 154.1 Dry Storage Req'd (cy) = 154.1 Wet Storage Req'd Prov'd Bottom Elev= 614.00 Width (ft) = 24 25 Wet Storage Elev= 617.00 Height(ft) = 3 3 Dry Storage Elev= 619.10 Length (ft) = 68 66 Top Elev= 620.10 Volume(cy) = 154.1 156 Volume(CO = 4161 4208 Wet Storage Req'd = 4161 cf Wet Storage Prov'd = 4208 cf Dry Storage Req'd Prov'd Width (ft) = 33.4 Dry Storage Req'd = 4161 cf Height(ft) = 2.1 Dry Storage Prov'd = 4342 cf Length (ft) = 74.4 Volume(cy) = 154.1 160.80 Volume(cf) = 4161 4342 Dimensions Prov'd 2:1 Ratio Width (ft) = 37.4 Length (ft) = 78.4 OK Height(ft) = 6.1 Outlet Length (ft) = 14 a.. TEMPORARY SEDIMENT TRAP CALCULATIONS STAGE 2 SEDIMENT TRAP#8 Charlottesville-Albemarle Airport Charlottesville,Virginia arr Delta Project No.VA 13057 Drainage Area(ac)= 1.10 Wet Storage Req'd(cy)= 73.7 Dry Storage Req'd(cy)= 73.7 c 624 54 0.00 0 625 80 36 36 �., 625.8 103 38 74 626 109 11 85 627 142 66 150 628_ 24 174 Bottom Elev= 624.00 Wet Storage Elev= 625.80 Dry Storage Elev= 627.00 Top Elev= 628.00 Wet Storage Req'd= 73.7 CY Wet Storage Prov'd= 74 CY Dry Storage Req'd= 73.7 CY Dry Storage Prov'd= 76 CY Dimensions Prov'd Width(ft)= 26 2:1 Ratio Length(ft)= 54.8 Height(ft)= 4 OK Outlet Length(ft)= 7 aw AVIEN ale r.. iws TEMPORARY SEDIMENT TRAP CALCULATIONS STAGE 2 SEDIMENT TRAP#9 Charlottesville-Albemarle Airport Charlottesville,Virginia Delta Project No.VA 13057 Drainage Area(ac)= 1.50 Wet Storage Req'd(cy)= 100.5 Dry Storage Req'd(cy)= 100.5 wog 617.1 69 0.00 0 618 95 39 39 619 127 58 97 619.1 131 6 104 620 163 69 172 620.4 178 35 207 621.4--- Bottom Elev= 617.10 Wet Storage Elev= 619.10 airDry Storage Elev= 620.40 Top Elev= 621.40 Wet Storage Req'd= 100.5 CY Wet Storage Prov'd= 104 CY Dry Storage Req'd= 100.5 CY Dry Storage Prov'd= 103 CY Dimensions Prov'd "r` Width(ft)= 29.5 2:1 Ratio Length(ft)= 61.2 Height(ft)= 3.3 OK Outlet Length(ft)= 9 TEMPORARY SEDIMENT TRAP CALCULATIONS STAGE 2 .�. SEDIMENT TRAP#10 Charlottesville-Albemarle Airport Charlottesville,Virginia a.r Delta Project No.VA 13057 Drainage Area(ac)= 0.89 rr Wet Storage Req'd(cy)= 59.63 Dry Storage Req'd(cy)= 59.63 MIN 613 57 0.00 0 614 83 37 37 614.5 96 23 60 615 116 27 87 615.5 135 32 120 616.5--- r Bottom Elev= 613.00 Wet Storage Elev= 614.50 Dry Storage Elev= 615.50 ow Top Elev= 616.50 Wet Storage Req'd= 59.6 CY Wet Storage Prov'd= 60 CY Dry Storage Req'd= 59.6 CY a.. Dry Storage Prov'd= 60 CY Dimensions Prov'd Width(ft)= 25.3 2:1 Ratio �.. Length(ft)= 55 Height(ft)= 3.5 OK Outlet Length(ft)= 6 wr Woo rr ref TEMPORARY SEDIMENT TRAP CALCULATIONS STAGE 2 +•� SEDIMENT TRAP#11 Charlottesville-Albemarle Airport Charlottesville,Virginia Delta Project No.VA 13057 Drainage Area(ac)= 1.50 Wet Storage Req'd(cy)= 100.5 Dry Storage Req'd(cy)= 100.5 612.5 67 0.00 0 613 82 19 19 614 113 51 71 614.5 130 31 102 615 149 36 137 615.8 179 68 205 air616.8--- Bottom Elev= 612.50 Wet Storage Elev= 614.50 aw Dry Storage Elev= 615.80 Top Elev= 616.80 Wet Storage Req'd= 100.5 CY Wet Storage Prov'd= 102 CY Dry Storage Req'd= 100.5 CY Dry Storage Prov'd= 103 CY Dimensions Prov'd `M" Width(ft)= 34 2:1 Ratio Length(ft)= 68 Height(ft)= 4.3 OK Outlet Length(ft)= 9 a.11, ANNO aaa ar ar a AIM Vie Oft 81111111 Section#3—Channel and Stormsewer Calculations .r WON a alb a 3 a S OM J J J J 0 0 0 0 O mg Q Q> Q> a o N N N 0 F-w 1-a I-a I-w >w R. - N co N `? r _{{L::!!! O O O O O CONM , CO N c0 CY 6 oO 7 N ID N Q r (D CD (D O (YY r. O l') C) C') m N vr N O O O or # f:, 1 (o 0.- C') N r t t f0') 'P. Oco O O OO CD m MI _g O P) N- C') 1') N (Si N N was N N (Si N (Si r o- (Si N r O O p O O 'igO O O O O O i jU 6; 0 0 0 0 0 < co c0 r) 07. a c0 c'i co c7 r . U) c0 r m o '� -� N N N (Si N lila PAi no 00pp N N N N f7 r — 0 N } N S i)LO M N co Ca N $ -' – Ci – PJ tii we a 0 ! .. O) O F v co r- 'b oo • o =4 a t0 C.3 .0 0) m Q K it �• c') r- C') (Si d 0 ryd O w (D0 r. w (') n t'' r O N PI 4r = F ) ` N m co N g a 2o cn o + + + ++ z — Q p Fs 8 13 a ace s o (Si oTs O r" 2 Z ,i F"' , ' maW 5(2 wo1111.10 - E U 0] n Z W W 2 Q – a JJ0 W 2 M o C.) H �, .. w w CV 7.7 Z ..7j0 0 a z z m JJ LLI re!W}' ' z z oar U rt II 0 ' U U CI) o1 Chapter 9—Storm Drains Appendix 9C-14 Performance Curve D1-7 in a Sump 10. r• ... �__ r,, i 5. 0 i t.e.. ' i i Q 1. 0 * '11111111 11111111 '7:50 O 80 irk OPEN AREA = 6.0 FT2 ..,, PERIMETER = 12.8 FT 0, 1 III I .. 1 5 101� cFs 50 100 �. QIo = Ur).2. GFS DISCHARGE (CFS) HEAQ ® o►oN = 0. 8o FT Source: VDOT �+ 1 of 1 VDOT Drainage Manual Chapter 9—Storm Drains Appendix 9C-14 Performance Curve DI-7 in a Sump 10. f& - ... 5. 0 - I MOB % Le_ j - 1. 0 0.5 ' L OPEN AREA = 6.0 FT2 PERIMETER = 12.8 FT 8. 1 �. 1 5 10 50 100 8.Scfs DISCHARGE (CFS) a is= 8.S CFS HEAD ® EfO = 0.65 FT Source: VDOT 1 of 1 VDOT Drainage Manual Chapter 9-Storm Drains IP 102. Appendix 9C-14 Performance Curve DI-7 in a Sump 10. 0,- - - . . - T- - - . . / 5. 0 f / r . u_ j 1. 0 0 055 5Pr ,rs• rt • OPEN AREA = 6.0 FT2 PERIMETER = 12.8 FT 0. 1 �. 1 5 10 50 100 S.% CS DISCHARGE (CFS ) �'!' �p = S•8 CFS tiEAp ® Dt02 = 0. SS FT QI00 = .8 CFS . Qu, = 22 ccFS -4 No cAmt4Dote a Source: VDOT 1 of 1 VDOT Drainage Manual NM 0] (D N — _, N O M N a) 0) .. 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G r Oro D �v -* I 0 3 x PO m m N m c - _„---��- \ ?- n y D D 71 N , OW MN 161111 MIN MINI WIN NM ONO dim Section#4—SWM Calculations INN NW 4111111 Mal AIM MIN 111111 4 MO WM WM UM Virginia Runoff Reduction Method ReDevelopment Worksheet-v2.8-June 2014 To be used w/DRAFT 2013 BMP Standards and Specifications Site Data a Project Name:13057-Rehabilitate Runway 3-21 i [ Date:August 2015 data input cells • calculation cells constant values MINI Post-ReDevelopment Project&Land Cover Information Total Disturbed Acreage :</r 1 Constants I Annual Rainfall(inches) i ow Target Rainfall Event(inches) :, Phosphorus EMC(mg/L) 0.26 Nitrogen EMC(mg/L) 1.86 Target Phosphorus Target Load(Ib/acre/yr) 0.41 Pi 0.90 r Pre-ReDevelopment Land Cover (acres) A soils B Soils C Soils D Soils Totals Forest/Open Space(acres)--undisturbed, : . , protected forest/open space or reforested land (i,h(il.a I 0 0.01 0.00 0.00 Managed Turf(acres)--disturbed,graded for 4os yards or other turf to be mowed/managed a(,( 15.52 0.041 _,IL. "`0.00 _ 15.52 Impervious Cover(acres) ()Un 10.25 0.00 0.00 10.25 -^ - Total 25.77 Post-ReDevelopment Land Cover (acres) i A soils B Soils C Soils 0 Soils _Totals Forest/Open Space(acres)--undisturbed, :., d' protected forest/open space or reforested land 0.0+ lik. n.00 0.00 0.00 t Managed Turf(acres)--disturbed,graded for 61 yards or other turf to be mowed/managed u r t 17.19 I r 4 0.00 17.19 Impervious Cover(acres) (i41(i- 8.58 ;: l r4; '1 = 0.00 8.58 _ Total 25.77 _ ' Area Check Okay Okay Okay Okay Rv Coefficients A soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 I Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 IPre-Redevelopment and Post-Redevelopment areas are accounted for on water quality drainage area maps. I I I I I I 1 Land Cover Summary Listed Adjusted' Land Cover Summary I Pre-ReDevelopment Post-ReDevelopment Forest/Open Space Forest/Open Space Cover(acres) 0.00 0.00 Cover(acres) 0.00 Composite Composite Rv(forest) 0.00 0.00 Rv(forest) 0.00 I %Forest 0% 0% %Forest 0% Managed Turf Managed Turf Cover(acres) 15.52 15.52 Cover(acres) 17.19 Composite Rv(turf) 0.20 0.20 Composite Rv(turf) 0.20 %Managed Turf 60% 60% %Managed I urf B7% ReDev.Impervious Impervious Cover(acres) 10.25 10.25 Cover(acres) 8.58 Rv(impervious) 0.95 0.95 Rv(impervious) 0.95 %Impervious 40% 40% %Impervious 33% Total ReDev.Site L Total Site Area(acres) 25.77 25.77 Area(acres) 25.77 Site Rv 0.50 0.50 ReDev.Site Rv 0.45 Post- ReDevelopment ii Treatment Volume Pre-Development Treatment Volume(acre-ft) 1.0701 1.0701 (acre-ft) 0.9658 Post- ReDevelopment Treatment Volume Pre Development Treatment Volume(cubic feet) 46,615 46,615 (cubic feet) 42,068 Post- ReDevelopment Pre-Development Load(TP)(Ib/yr) 29.29 29.29 Load(TP)(Ib/yr) 26.43 L 'Adjusted Land Cover Summary reflects the pre redevelopment Maximum%Reduction Required Below land cover minus the pervious land cover(forest/open space or Pre-ReDevelopment Load 20% managed turf)acreage proposed for new impervious cover. The adjusted total acreage is consistent with the Post Redevelopment TP Load Reduction Required for 1111 acreage(minus the acreage of new impervious cover). The load Redeveloped Area(Ib/yr) 3.00 reduction requriement for the new impervious cover to meet the new development load limit is computed in Column I. Total Load Reduction Required(Ib/yr) 3.00 II-le-Development Load(1 N)(Ib/yr) 1 Yt}9.tl11 I Post-Development Load(TN)(Ib/yr)[ 189.UFi I Drainage Area A Drains a Arse A Land Cover a A soils ... Q S*X. Totals Lana Cover 0v FonesOOpen Spuace(aces}-undrsturbea.proected forBVap space «reforested lard 0.00 0.00 Managed Turf(forest-disturbed graded for yards or other Nut to be moxa m anagea 1 1.97 0.20 Impervious Cover(acres) _ i 0.84 0.95 Total 2 81 Post. .. T*..hnrd Volum*foe _ Iri Apply Runoff Reduction Practices to Reduce Triatnmrt Volume&Pod-Davalopmant Load in Drainage Area A Phosphorus Untreated Volume from Remaining Load from Phosphorus PhuphomRemaining Credit Area Upstream RR Runoff Runoff Phoephorw 5 Upstream RR Lead to Removed By Phosphorus Crede One Deecd•tlon or Credit Credit acres booties a Reduction c Volume Elecbn X Practices lbs Practice lbs. Practice lbs. Load lbs. Downstream Treatment to be Ern.10 ed 1.2 Vegetated Roof.1(Spec.51 acres of gran roof 45%runoff vobmec reduction 0.45 00i 0 0 0 0 0.00 0.00 000 0.00 1b.Vegetated Roof.2(Spec 05) acres of gree0 roof 80%runoff volume reduction 0.50 (((res 1 0 0 0 0 0.00 0.00 000 0.00 2 RwD,Diucnawm:0n 50%runff vohme reduction NU 2.a.Simple Orsconnecnan to a]B Soils(Spec 1111 irmervmous acres disconnected ler treated area 050 0 0 0 a 000 0.00 000 000 25%Mwfl volume reduction 2.17 Simple Disconnection to CA Soils(Spec.1) mpemm®urs dxonnect. ler treated area 025 0 0 0 0 0 000 000 0.00 r I Sc.To Sao Amended Filter res disconnected ...Med Pend as pespecificationsspecifications(existingID ting C50%runoff volume reduction 00 0 soils)(Spec area 050 0 0.00 0.00 000 50%rm.volume reduction 2.d.To Dry Well or French prem al(AYcroinfilrew 110 tionatl(Spec impervious acea disconnected for Mated area 0 5 0 0 0 0 0.000 00 0 00 000 90%runoff vamme reduction 2 e To Dry Well or French Drain 112(Moro-Infibston*2)(Spec 110) impervwe acres tlaconm0ted ler treated area 0.00 005 0 0 0 25 0.00 000 000 0.00 21.To Ran Renton 111(Mbro-Biorete,Uon.I)(Spec asl Impervious acres d'rec0nected 40%of volume captured 0.40 0)0 o 0 0 25 0.00 0.00 000 0.00 z impervious R%mnortepkme reduction lr� arra 0 0 0 011 ono aaa .R.TO Rain Garden p2(Mcro-Bwraerution*2)(Bow p9) Bdiaconrected for Mated afea 0.00 0 000 000 0.00 based 0,tank sine and deafen 1.h To Rainwater Harvesting(Spec eel captured spreadsheet(sae Spec.. 0.00 0.00 40%runoff volume reduction 2.1 To Stommaler Planter(Urban Blorebntion)(Spec..APPendb A) impervious urea disconnected ler Veered area 0.40 0 0 0 25 _ 0.00 0,00 000 000 L ]cs�.sol a-so.Permeable Pavement pl Spec p] sores of permeable wuab a pave(upgment• O r 0 25 ( 1 m50810 of'external.0,5(85Jbm) mpg pavement 45%ruwfl volume reduction 045 0 0 0.00 000 000 000 3 b Permeable Pavement.2(Spec a]) Acres of permeable pavement 75%runoff volume reduction 0.75 , 0 0 0 25 0.00 0.00 0.00 0.00 I 4 impervious acres draining to Otr� 0 0 15 OW 0.00 000 .e.Gnu Channel Affil Soils(Sou p3) s channels 20%runoff volume reduction 0.20 0 0.00 turf acres draining to gran Mannas 20%net.volume reduction 020 O(ri 0 0 0 M 0.00 000 000 0.00 impervious acres draining m • 4D.Gres Channel CM Soils(Spec 931 grass channels 10%runoff volume reduction 010 nri,i 0 0 0 15 000 0.00 000 0.00 4 Nilacres shannels to grans f.0+ 0 0 0 16 000 000 000 000 10%voRwNereduction 0100.000000.000.00 impervious acres draining to .c.Gres Channel Compost Amended soils s per specs(sus Spec Are s channels 30%rueRvohvna reduction 010 p4) M acres draining m grass clmnels 30%runoff volume reduction 020 nli0 0 0 0 15 0.00 0.00 000 000 It s.a:a 5 1159 20 090 04] impervious ecu draining to dry a Dry swab pt(Sou p101 arab 40%runoff volume reduction 0.40 0 1]30 000 OAT turf acres draining to dry swab 40%runoff volume reduction 0.40 0 572 850 O. 0.43 impervious acres draining to airy 5.1r Dry swab kz(Spec aro) swaM b 00% nff volume reduction 000 01ri 0 0 O 40 0.00 000 000 000 1 %Nacres draining to airy swab 00%runoff reduction 000 ,' 0 0 0 411 - 0.00 0.00 000 0,00ea draining to acr 0.11.BbreleMion al or Urban Bioreromion(spec sal b'oretemion 40%runoff volume reduction 1140 0b.. 0 0 0 25 000 0.00 000 000 Nd acres dram.m wrnanwn 40%runoff volume redwlron 040 0 0 0 25 0.00 0.00 0.00 OOp BL_Bwretemwnpervoun acres draining to 0.00 t„ 0 0 0 50 _ 000_ 11.00 000 000 112(Spec 1191 boratantwn motif volume reduction 080 0 0.00 0.00 tud acres arenmg to bioretention 80%v 80%runoff volume reduction mpervimue acres draining to 7 e_ infiltration 50%runoff volume raductbn 00,W 0 0 0 25 000 000 O no LInfiltration at(Sow 1101 000 000 0. 00 turf acres draining to infiltration 50%runoff volume reduction 0.50 0.00 0.00 impervious acres draining m 7.b Infiltration p215pu aAl infiltration 00X rmoRvokmus reduction 000 ted acres draining m infimetion 00%MOR volume reduction 090 0 0 0 25 0.00 000 000 000 a.ExteiwM Detention PBaaED msrvww acres 000 0 0 0 15 000 000 000 0.00 EOM lspw NISI Bdraringto ED OX vwR Mom reduction turf acres drain.to ED 0%runoff volume reduction 0.00 • 0 0 0 15 O. 000 000 0.00 e b.ED/I2(Spec M5) impervious drainingacres draining to ED 15%runoff volume reduction 0.15 • 0 a 0 15 000 0.00 000 000 Ml acres draining to ED 15%runoff volume re0uction 0.15 0 a 0 t5 0.00 000 0.00 000 L ,,...flown FiderlOpen Spew impervbus acres alnlrgto 75%runoff volume reduction conserved Den space ler treated area 0.75 0 0 0 0 0.00 000 000 0.00 leaf ac served 75%runoff motion B.a.SM1eemow to Conurvetion Area.1/1.Soils ISpw 1121 acres �pedraining space ler treated amu U505 • 0 o 0 a 000 0.00 O00 0.00 ft 00 L 000 000 0 00 000 impervious 008,1,acres 2000 ainngm 50%ruo0,55,0 reduction 0.00 conserved e inn trained area o.w 0 oW acres drab.to conurved 50%mese.reduction volume eb.5heemowto Conservation gree wih ChD Soils(Sou N21 s for heated area 0 impervious draining to 50%Muff volume reductor con.rv.open space ler treated area 050 • 0 0 0 0 ".000 0.00 0.00 000 9c.ShaeaOwto Vegetated Fier Strip in A Sob w Compost Amended turf bras draining to conserved 50%rung reduction volume 11111 for treated rinse 0.50 B/CID Sob(Spec 1128 p41 a TOTAL IMPERVIOUS COVER TREATEDI 1 0 0 0 0 ' ::0W 000 000 84 TOTAL TURF AREA TREATS (:i 1.97 -. .. AREA CHECK O I TOTAL atosSnro S REMOVAL REQUIRED ON SITE OMyrl 23.00 _.. _ TOTAL RUNOFF REDUCTION I4 0 A A ice -,1,731 PHOSPHORUS RFXpVALFROM RUNOFF REDUCTION PRAUtCFS NDA A(Wrrl ' 141 Drainage Area B • Dnln•.Area B Lend Cover acres Aaolla BSoils C Sells DSalla Totals land Cover Rv 11.111.11111.11. epee(scree)- undisturbed, .•-,-. •. P 114010 .Ing 0.00 0.00 geaTurf(. rad yucla or other5.110 -- _ So o,owee0o000,00t F.i 353 020 r P0116011011.3 Cm.,(00rent 1 iiiiii 'IMIIIMMIIIITIM i Post Development Treatment Volume(di I 77361 _, Runoff Reduction Practices to Reduce Treatment Volume&P. a Load in Dtaina.a Areae Vo a fro Re osp ores ..,• Dam, ofPram0.0 on c 0I no Phm c •A Up roe as LoadP ee llb. Re o add peon ns. Downstream Treatment UPatreafr RR Runoff ua pe Load from RR Loadto em y e ape rus ng Mt Credit Reeuc' Volum nH tiff anon Pra a Ib P n Pn e e Ibe. Love Ib mTn to he Ern.lo ed .000601055,,roof 45%runoff volume re.ucton 0.45 (:t::: - 0 0 000 000 0.00 MIN NPPPPPIIIIIM .-. r,rmmroes %nmawReolame reduction o00 o I 0 0 0 000 000 0.00 1111.11 2..Simple Disconnection to A]B Soils(Spec 50%runoff volume reduction or im•rvrous acres disconnected Mated area 05 f 0 0 0 000 000 0W MI 2.5 Simple Disconnection to CO Soils( 25%runoff volume reduction or oim•,Mous acres disconnected treated area 0 0.0624 o a 0 0.00 000 000 I s c.To Soil Amended Filter Path as per 60%runoff volume reduction or 050IIII 0 0 0 0.00 0. ecificatione exist•C/D soils S•-H treated arae 000 Po MI 2 d To Dry Well or French Drain. 50%vwff volume reaucton ler Micranfikaton t S•ec 08 ed Metre area 050 t 0 0 0 00 000 0.00 M 2.e.To DryWell or Fre00h0,6nN3(kacro- Po%rworeatedvolume reauctlen or 0 0.00 Infiltntio a2 SG pe heated area O Po 0 0 000 0.00 esdisconnected �Xava mama•aced ' - m.ew,C1estl'x00540tetl 80%runoff vo;me retlucton or treated area Gus00250 00 0 00 080 • 1M 0 50 000 0.00 000 l 0Po 000 based on tank arse end design 2.11 To Rainwater Harve •S•ec 00 im•ervow acres ca Mare s•reaasheet See Mee 1111 brv.: 0 0 0 0 0.00 000 0.00 0.00 MMIIM ME40%runoff volume reduction for mil am i noons ea disconnected treated ars. 0 40 MI1111 0 0 0 0.00 000 000 0.00 acre of pavement• 3.6 Permeable Pavement 01(Spec N0) a 5 of aft pgredlent) 'm•- •vement re%runoff volume reduction 0.40 0 0 2 000 000 0.00 3 b Permeable Pavement p2(Spec 0]) _ ....mmiir 1 acres of•-ramble ]5,runoffvolume reduction 07 m 1 I 0 0 4.Gores Cna0nel -- 000 imperviom acres drahers 9toyaav OPo 4a.Gress Channe AIB So s(Spec 1131 crennele 20%vnoflvolume ratluction 020 0 0 0 I6 0 00 0.00 MI II 11 111 I Fl turf acres draining to grass crewels 20%runoff volume reduction 020 0 0 0 16 coo ow 0.00 0.00 mpervow draining o gram 10 0 10 0 0 0 0.00 0 00 0.00 0.00 46 Gram Channel ClD Sale(Spec ail channels 10%vwffvo volume reduction 6 0.00 000 turf acres draining to grass runoff reduction 0.10 ® 0.00 ervww draining 4 c.Gress Channel Compost Amended Soils channels bX runoff volume retluction 0.20 • 0 0 0 15 0.00 0 00 000 000 es Per specs lee spec N4) turf acres draining to grass Wenn. 30%runoff volume reduction • 0 0 0 15 000 000 000 0.00 L .111111111111111.11 S.Ory Swale impervious acres weld Yegrodry 40%runoff volume reduction 010 • 0 2000 p 000® 160 S.e.Dry Swale Nt(Spec Nt0) linilinl sxnle 1530 101 084 40%ninon volume reduction 0.10 • 0 1025 0 00 impervious acres draining to dry ISO.Dry Saab 02(Spec 010) male 60%runoff volumne reduction o.00 " 00 0 0 000 00 00 .00 0 DO 000 000 MMMIIIIIIIIIII - 0%mn0X01urne c0o 0vredmn 0 0 000 000. e.. •, inpenvow acres draining to fle.BioMendon 01 n Urban Borelen.r berretenbon 40%runoff volt.E n 040 0 0 0 k O.BO .:m:.: 0 0 0 0.00 0.00 n 040 0 rO b.B'Rreti01psca91 80%runoff voume rn 50 0.00 tut screed."•to.retention runoff yore.reduction 080 0 0 0 50 0.D0 000 0.00 000 11111.1111.111 ill re.Infiltration rel an _t 050 0 0 0 000 000 0DO 000 impervious draining to Infiltration.(Spec re) infiltration 50%newt/volume reduction 0 2 000 0.00 turf wrap d n o infiltration 63%rurwff volume.ration 26 I ]b Infiltration p2(Spec pe) imperviouso�ationnasq m 00 runoff volume reduction U Po JJ 0 0 0 5 000 0.00 000 000 1 L ....turf screed -- W runoff volume reduction '' 7 0 D 0 ® 000 000 0W 000 ... --- ea D.te Be.ED 91(Spec 815) m•rvww amrunoff en dreinine t0 E0 0'roffvolume reduction 0.00 0 0 0 00 0,00 0.00 0. 000 tremors Mare rto ED 0%murwff volume reduction 000 0 0 0 1.. 000 000 0.00 000 MIMI68 b.ED 02(Spec 015) 15%mnoRvoluma reduction 015 0 0 0 0 DO 000 0 Do 0.00 0 DO ODD 0.00 .1.11.111 IIMENIIIMMEt 0vokmer-- -® 9.SeeaHlow to Fitorl en Space impervious acres draining to 76%runoff volume reduction far nserved o•en 0 00 0 CO 9.a.5em con amen mace ce a0 0 0 0 0PoArm win A/B turved:1T hteareaOmperes tlrenb 50%rurwff volume reduc5on resetl50 00Area with C/D tuS•-02 -m heated arm 050 0 0 0 0000 000 0 00 repervious acres drarningto 60%ruoff volume reduction ler Mr Ito 5re.lNoeto Vegetated Filer Shp doAI ® treated area 0.50 0 0 0 0 000 0.00 0.00 • Mt Soils or 00096.1 Amend BIGD S0i)6pe0 �'�'Fl 50%sort eated ar volume. 0 00 0 00 p2 B p1 Mated area o 50 -_ .y "1-.;.::::;.:,..-:.4,641... ® -- - ---- INIMINEMMIm MIIIIIIIIIIIMBIEMIE --1.:n1 o:ol,,r:0,.fit oo cafe.0a:imn,eu..50 11.r•11.04.1.10F.w-r,--.f MIIIIIIIIIIIIIIIIIIMM I Drain .e Area _. D6.Ine.a Area L Land . . tens -- •_. A soils B Sods C Soils D Sods Totals Land Cover Rv _ Forest/Open Space(acres) undisturbed. - d loresNOpen space or rebrested NM 0.00 0.00 0,00 0.00 00 0.00 _. • Managed Turf(acres) disturbed,graded br d other Curl to be mowedlmenaged 0,00 0 0,00 0 99 0.20 impervious tover(acres) 0.00 -000 0.32 0 95 � - • _- MN .total 0.81 Post Deveb, Treatment Vo ume(c0 I 1459. S ••.1 Runoff Reduction Practices to Reduce Treatment Volume 8 Post-Develo.ment Load in Draina.e Area C P ri*orue Ong.ad I Volume ham 0.emelning Load Sam Phosphow Phmpharva Remaining - Lredlt Urecbcec" Reduction c Voumee :"res ry. up ctticem RR Practice Iba. Rrecbcetl I! Poedpbsry stream Treatment! •la CMM Unit Desert•Ilan et Credit P R t 1 Effcle La nae Iba P b L Ib s Downstream ape Em ed MININNIM._las Rn' acres of.een roof 45%runoff volume reduction 045 01rir I 0 0 0 0 000 000 000 000 IIIIIMINIMM acres of.een mol 80%runoff volume reduction 000 ((0i I!Ill 0 0 0 ODD 000 0.00 000 Son D Iw. 2..Simple Disconnection to NB Soils(spec 50%runoff volume reduction NI 1m•room acresdxonnectetl for treated area 0.50 ANN" 0 0 0 0 000 0.00 0.00 0.00 2.Simple Disconnection to GD Sot(Spec 25%Dna,'volume reduction NI disconnected or treated area 0.25 0 00 0 0 0 0 000 000 000 0.00 II 11111==.1111111.11 k 50% brheeitedareauction 0.50 O 0 0 35 E noff volume 0 000 000 000 2.1 To Ran Garden at(Mitre-Bioretemon NI) MINIFINI , S..N9 0.40 0 0 0 25 000 0.00 0.00 0.00 mtenaran 20 To Rein Garden 02(620ro-Bias.ec pe 52) iimailim 00%7.0,17.,,..4-_,-...., 00 o 000 000 s N9 ONO ( 0 11.00 0.00 I baled•reader».M 000.21152j-P 2n.To Rainwater Narveab. PIIIIM dewed sntankMN seeADD 0 0 0.00 0.06 2i.To Sbmreater Planter(Urban Boretention) 40%runoff volume reduction MI S.ec Ng.A••end.A 0 0 2s 000 000 000 0.00 E 3.e.PeS%rm , pores ofrreMNt(spec pT) aolP pavable ement lap nt) m rvwus•evemem 45%runoff volume reduction 04 0 0 0 25 0.00 000 0 D 000 Db.Permeable Pavement p2(Spec pi) acresof•.rmeable.avement 75%runoff volume reduction 015 ,a 0 0 0 25 000 0.00 0.00 0.00 Illi I4 4.ansae Ale S.a: impervious acres draining to 0.20 0 0 0 ® 0.00 0.00 0 W 0.00 a Gress Channel NB Soils(spec N01 a aMnreh 20%ru off volume reduction mere acresdraining zo%runoff volume reduction 0 2 • D o N Is 0 90 Doo dao 0.00 ' p es draining to -r T1T volume reductioacres draining gress prv-pesearas d .. �. 0 000 00ls ea channel m DO%runoff volume reduction •turf acres draining m grass channel JO%wort volume reduction 020 0 0 0 15 000 000 0.00 000 5.Dry Swale ill impervious acres draining to dry 040 0 442 20 000 Deg 0. S.a.Dry Swale NI(Spec p10) 40%runoff volume reduction 882 0 W JJ INNIIIMINI 48%wwff volume red.-lion SII 0 ® 022 12 intriP imp/Mous acres dreinbg t0 dry 5.Dry Sbp2(Spec 010) 80%runoff ovolume reduction 080 0 0 0 40 000 0.00 000 0.00 INNIMIThIMIIIMII 06 0 0 D O. 000 0.00 000 I 11111111111111111111111111111111111111111111.111111111•11111 ,,...,:„-,,, impervious 8er.drei.g m PIWIll 8•e.More*Nt or Urban Biorelention bioratenton 040 0 0 0 25 0.00 0.00 000 000 IIII (spec N91 turf acres draining to bwretemion 40%runoff volume reduction 0.40 0 0 0 25 000 0.00 0.001 0.00 cres ing imperviousturf acres draining m 0.80 o o 00o 0 0 D.m 0.eora....(SP.NO) e0%runoff volume reduction 0 50 0.00 0.00 000 o daini g m bo111111 n 80%runoff volume r1111. Ieduction 0 0 0 000 0.00 • • (S len d iArg to )e eba pt lSpx ae) fiW SOX wwfl volume reducton 0.50 0 0 0 25 000 DO 000 0 ....�• M d infiltration 50%runoff volume reduction 0.50 0 0 0 25 0.W 0 DO 000 0 00 arperysnag to i la Infiltration N2(Spec Nal Innimofiltretwn 90%rvron vo ume ratluction 0.00 0 0 0 25 0 n0 _0 00 0 W 000 0 0 0 M • U • .runoff volume reduction ,e Y.- r8.EneM*0.0.m:on Pond len Ire.dr.'.la ED 0%ruoff volume reduction 0.00 0 0 15 0.00 0.00 0 00 0.00 5 L 1111. 6.e ED Nt(spec at5l u M acres dnMi to ED 014 runoff volume reduction 000 0 0 o is 000 0 0 0 00 o DO 8 b.ED ND(4..15) 15%runoff volume reduction 0.15 0 0 0 15 000 000 0 00 I10. 11.......turf int.b ED 16%runoff volume reduction 0 1is 0.00 000 000 IMMMIII e....low to 100,000,sonee IIIIIIM impervious es draining to 75%runoff volume reduction 111. conserve a.en s.ace for treated area 015 0 0 0 0 0.00 0.00 000 000 9 a SM1wtlbw to Conservation Area Wn 010 turf acres draining to conserved i5%wort volume re0.00n ilk o. 9 SOA. N2 us acres for halted area 015 0 0 0 0 0� 000 000 0.00 0 00 0 00 knparvous acre)draining l0 50%vnfl volume reduction .� conserved®e brtreated area 050 0.00 0.00 b.SM1eeMow toils S.•atwn Nes vdtluCN 50%wwflraded area volume Sob s- p2 for treated area 050 000 0.00 impervious acres draining to 50%runoff volume re...on 9.c Sheetflowor Compost to ended.Filter Sbpn. brtreated area 050 0 0 0 D 0.00 0.00 000 0.00 • SOL.orC poatq.A.&CN Soils(Spec 50%ww"t a ertr vakma p26p0 --t_� 0 0 0 0 000 0.00 000 000 4.1. _ //\I eA0.FA CNELK I _. .. _- i -_ _-__ OK --- == TOTAL AM08PNGRGUS REM REG/11112E0 SITE pbryq � - ==== ' _ -..,L TOTAL RREDUCi ON ND.A.C(c1)0 I I Y W 2 0YYYY 40000 w x W 4 V II II Y O 111101111111111111W W ... Iii O O ; m Q Y Q F 0 „„-„„„ „„ 11111111111111 QMill Ig Qo ° 0 0 M❑Q O Y ih 0..4= '_._O m a w O m a j j w m 0❑ I- Z U❑ H N H a >W ¢ W O> Q Q W W W a ❑W a co Q N ¢= 0 ro ¢2 O a U LL W U W U N 2 W LL a 0 L,4 W O O ZZ r p ¢CC z O 0 0 ¢O a U a W 0 Z N 2 =❑¢ z C 4 W W O 0 O a 0 OJ z N 0. OJ O JO j a D 3 z W 0 O 0 C W 0 ❑ • ? O 0 0 E Z a 2 .- co0 0 i fn a _ W It . _ a 4 z C r 7 O a w a w ❑' t 0 n W C a F ❑ & a; 0 o I , a z I . I 1 -_1 1-year storm 12-year storm 10-year storm Target Rainfall Event(in I. __---,--_- [ 'i' 150` 3.Z0 5.6g 1 Drainage Area A --- - - _ - - - Drainage Area(acres) - - Runoff Reduction Volume(cf) -- _ - - -- _ - Drainaae Area B I - - - - -- _ - -- Drainage -- Area(acres) 5.03 Runoff Reduction Volume(cf) 3,094 Drainaae Area C - -- Drainage Area(acres) 0.81 - - - -- - Runoff Reduction Volume(cf) 584 Drainage Area D - - - -- lr, Drainage Area(acres) 0.00 Runoff Reduction Volume(cf) 0 _ -- - Drainage Area E 1 -- -- I Drainage Area(acres) 0.00 - _-- Runoff Reduction Volume(cf) Based on the use of Runoff Reduction practices in the selected drainage areas,the spreadsheet calculates an adjusted RVo,,,t,o,d and adjusted Curve Number. Drainage Area A A soils B Soils C Soils D Soils Forest/Open Space-undisturbed,protected forest/open Area acres 0.00 0.00 i 0.00 0.00 space or reforested land ` 30 55 _ 70 77 Managed Turf-disturbed,graded for yards or other turf to be -- - - 0.00 1.97 0.00 0.00 g. mowed/managed 39 61 74 80 I 0.00 0.84 0.00 0.00 Impervious Cover ` 98 98 98 98 IWei.hied CN S 72 • 2-ear storm 10-ear storm I RVp„„i,,,.(in)with no Runoff Reduction 1.12 1.25 2.67 RVp,,, ,tl(in)with Runoff Reduction 0.95 1.08 2.50 -Ad'uated CN 69 70 Drainage Area B A soils B Soils C Soils 0 Soils Forest/Open Space-undisturbed,protected forest/open Area acres 0.00 0.00 0.00 0.00 s...e or reforested land ` 30 55 70 77 Managed Turf--disturbed,graded for yards or other turf to bed7 T 0.00 3.53 0.00 0.00 mowed/mana•ed •` 39 61 74 80 Impervious Cover 1111===1 0.00 1.50 0.00 0.00 F IIIIMUMIMI 98 98 98 98 -- Weighle 72 S - 72 3.89 L 1.1M111 .1112 2-ear storm 10-ear storm •'D„N,,.a in wt no•uno' --.ucuon IIIIIMEAMIIIIII .6 -- ------ RVo.,,a,md(in)with Runoff Reduction IIMILIMINII 1.08 2. 0 Ad'usted CN Millillil 69 70 Drainage Area C A soils B Soils -C Soils Forest/Open Space-undisturbed,protected forest/open0.00 0.00 0.00 D Soils 0.00 s•-ce or reforested land �ille 30 55 70 77 _ Managed Turf-disturbed,graded for yards or other turf to be 0.00 0.49 0.00 0.00 mowed/managed MIMI39 61 74 80 0.00 0.32 0.00 0.00 I m•:rvious Coverii .umiIIIIII 98 98 98 98 iWeighted CN S . 3.16 1-ear storm-- 2-ear storm 10-ear storm ._Z6__-� RVo,,. .,(In)with no Runoff Reduction 1.37 1.51 3.04 I - RVo„y,,,,(in)with Runoff Reduction 1.17 1.31 2.84 �Ad)usted CN 73 73 74 I I I I dal Virginia Runoff Reduction Method Worksheet re Virginia Runoff Reduction Method ReDevelopment Worksheet-v2.8-June 2014 Site Data Summary Total Rainfall=43 inches OM Site Land Cover Summary A Soils B Soils C Soils D Soils Total %of Total ' Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Turf(acres) 0.00 17.19 0.00 0.00 17.19 66.71 'r Impervious(acres) 0.00 8.58 0.00 0.00 8.58 33.29 25.77 100.00 err Site Rv 0.45 Post Development Treatment Volume(ft') 42068 Post Development TP Load(Ib/yr) 26.43 Post Development TN Load(Ib/yr) 189.09 Total TP Load Reduction Required(Ib/yr) 3.00 Mal Total Runoff Volume Reduction(ft') 5409 Total TP Load Reduction Achieved(Ib/yr) 4 Total TN Load Reduction Achieved(Ib/yr) 33.39 sop Adjusted Post Development TP Load(Ib/yr) 22.02 Remaining Phosphorous Load Reduction(Lb/yr)Required 0.00 Drainage Area Summary Aso D.A.A D.A.B D.A.C D.A.D D.A.E Total Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Turf(acres) 1.97 3.53 0.49 0.00 0.00 5,99 Impervious(acres) 0.84 1.50 0.32 0.00 0.00 2.66 MP 8.65 Drainage Area Compliance Summary D.A.A D.A.B D.A.C D.A.D D.A.E Total aro TP Load Red.(Ib/yr) 1.41 2.52 0.48 0.00 0.00 4.41 TN Load Red.(Ib/yr) 10.68 19.10 3.60 0.00 0.00 33.39 AIM VIM M. AIM ION r. AM WM Summary Print Virginia Runoff Reduction Method Worksheet re. Drainage Area A Summary Land Cover Summary ded A Soils B Soils C Soils D Soils Total %of Total Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Turf(acres) 0.00 1.97 0.00 0.00 1.97 70.11 Impervious(acres) 0.00 0.84 0.00 0.00 0.84 29.89 2.81 VAIN BMP Selections Practice Credit Area(acres) Downstream Practice 5.a.Dry Swale 41(Spec 410) Impervious: 0.84 Turf(Pervious): 1.97 Total Impervious Cover Treated(acres) 0.84 Total Turf Area Treated(acres) 1.9/ Total TP Load Reduction Achieved in D.A.A(Ib/yr) 1.41 Total TN Load Reduction Achieved in D.A.A(Ib/yr) 10.68 dAre 11111110 NMI reed wn dere dde dw dare den Summary Print BMW Virginia Runoff Reduction Method Worksheet — Drainage Area B Summary Land Cover Summary A Soils B Soils C Soils D Soils Total %of Total Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Turf(acres) 0.00 3.53 0.00 0.00 3.53 70.18 Impervious(acres) 0.00 1.50 0.00 0.00 1.50 29.82 5.03 V BMP Selections Practice Credit Area(acres) Downstream Practice +r+ 5.a.Dry Swale#1(Spec#10) Impervious: 1.5 Turf(Pervious): 3.53 Total Impervious Cover Treated(acres) 1.50 Total Turf Area Treated(acres) 3.53 MIA Total TP Load Reduction Achieved in D.A.A(Ib/yr) 2.52 Total TN Load Reduction Achieved in D.A.A(Ib/yr) 19.10 MOM MIN VIM arr a a a a a a a Summary Print r�r Virginia Runoff Reduction Method Worksheet Drainage Area C Summary Land Cover Summary A Soils B Soils C Soils D Soils Total %of Total Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Turf(acres) 0.00 0.49 0.00 0.00 0.49 60.49 Impervious(acres) 0.00 0.32 0.00 0.00 0.32 39.51 0.81 +wr BMP Selections Practice Credit Area(acres) Downstream Practice Ars 5.a.Dry Swale#1(Spec#10) Impervious: 0.32 Turf(Pervious): 0.49 Total Impervious Cover Treated(acres) 0.32 Total Turf Area Treated(acres) 0.49 Total TP Load Reduction Achieved in D.A.A(Ib/yr) 0.48 Total TN Load Reduction Achieved in D.A.A(Ib/yr) 3.60 rr OEN Nall NMI rr .ir Summary Print rrr Virginia Runoff Reduction Method Worksheet Channel and Flood Protection Weighted CN 1-year 2-year storm 10-year storm Adjusted CN storm r. Adjusted Adjusted CN CN Target Rainfall Event(in) 3.50 3.70 5.60 D.A.A CN 72 69 69 70 D.A.B CN 72 69 69 70 sr� D.A.C CN 76 73 73 74 D.A.D CN 0 #N/A #N/A #N/A D.A.E CN 0 #N/A #N/A #N/A r JIM sri rr sir AIM rrr aYr ■r r wry a Summary Print ar Version 2.8-June 2014- DRAFT 2013 BMP Stnds&Specs 1 Fixed summary sheet-totals/percentage column fixed 2 Corrected nitrogen efficiency percentages 3 Corrected the Rv value in column J for managed turf 4 Checked and revised runoff reduction credit values assigned ION 4111111 Yr MIN .i UM CC © Cr) 77_ 6 �6 w@ ww Z < z R Lu 0 >Ia tii _ c •.- 2 •/ \ § _ $ /+ / /_ a �Q ) A % m as =CD / CO E E S k k / [ NM § t E 2 . 2 c E c 2 \ w _ \ IDELE -o II rE CD ± a) % / -0 a) a) _0 0 cc = 0 ® # \ / 2 § < § / a E o $ a o > _ 2 ® AM >- 2 � f $ \ \ k / > �0 cc \ J / / / crs c) W / 2 E AM / LL LL LL LL LL $ $ LL LL 2 / / D CCS \ Li \ — ® � � 22 � 2 � 999 / ƒ _ co \ \ ~ \ 7 \ as ƒ 0 / ) q _ \ E o I- E \ / -o 2 § \ rile 6 II i i , i i i i i i i i i = \ $ _ _ _ _ -0 -0 = mco Ecom % » § �£�£ ff fa \ aE2 a 3 q o ƒ 0000 77 k ƒ ƒ ƒ 3 ƒ o / 3 _ CO > CD CO ® � » »� » / 0 ® G % / / \ \ \ 6 / 6G6 _$ a m o E \ � � o 2E s5 � 000 / - N 0 5 m = o7 < < � £ a) -I--.-._ a a_ _ > o E ok e ■ P oma _ k 0 _E. � / k \ % ° bo 18 55 _ ® 0 0 Z $ 0 _E F— \ Z / f 0 / % Mill / ¢ � � \ � \ U 0 c u) m / E -a § 0 0 I " © ' § / k < 4 § /_ k CO Mill 2 8 \ 7 E 2 t / k o 2 7 co t ..(Ti N. _ e C CC 2 c k J M G a c ¢ / I = CO NMI 7 \ & r w@ ww z < _ Z a)LU wee § _ \ \ f 0 / g § = 7 % o < _ 4_E. = INN . _ / ) \ \ \ E - E S k •0. / E 2 & 7mii P § § E C CO . _ / \ / § / -a / \ _ 2 qL@ ± a m q = o \ o w � k � 7 a >, \ / kk < § / NM G / B E 0 >- $ k E a) >- / / \ \ _ 2 q $ �� iE 2/ / / _ LLI® ,- �� E RR@R U- 1.1- I— F— t CC § /3 I- 0 ± ± LL ± mm LL. 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I / / � m - up — q@; -a- -a• _ _ _ qoo c £ c Eci co % & \ 7 CsDi. \ 2 0 _ i / / _ E cC o % \ co -\ % _ a) co o / \ / ) cm 2 § \ I II II II II i i II II II II II II = < 0 _ _ _ _ _ _ = mn 7ne § > e % ���£ e ° ga ® � E5 $ s m t ƒ ocoi �\ k ƒ 2 ƒ 3 ƒ G / a AM $ > q » % \ cc ± E > >•- > § / / 0 ° � 2 & m CIS CZ .2O2 002 2 $ o w § ' tea ee t % e 2 \ % o \ — m2c \ < < c = m £ = E aoa . e _ _ > m a 0 o S c _o § o / 0 f 0 o 01 a � / ca a) - � � S 0 « z O E _ z l e o o e ■ x 3 m c _ � 9 7 a 2 3 \ / 0 c - air m « e 2 2 0 -0 a LU % I ® E ' § / k ■ o % $ 2 C 7 2 _ m « f 2 « ' 2 © k c \ ± _ 7 0 a 2 o t 2 i % 9 / k § 2 \ m / ' 2 ■ r o 3 2 O Cl) J = G a o � < 2 MS CC © 9 sin7 \ n iEd m T ƒ w e _ ZO \ cc -0 k _ \ \ \ 0 \ \ § = a 5 ° e ,_ 2 = •.0 g ® % U § = k ± S E E S ] k / E § 77 2 e MO o C ( / ° cCO / \ -0 § � E CO \ ANN $ � @ ± o ¢ / \ \ 0 / \ / % § < § / G / B E o > Z E \ _ >- / / \ % Z ~ $ » cc \ \� o f\ eLIJ 2 �� C ® < ± RRRG � ± R@2 t CC 2 ( g 0 LLLL mm ± 1I / / a / to � q � / $ ƒ = Lr.st / q \ \ f \ NMi \ % _ « \ I / % Q @ \ _ / / E \ / ) - 2 2 0 ® 6 i i i i i i i i , i i i i = \ 2 _ _ _ _ -0 'V = oma & nCD % » @ g .a O Q o_ o. @ ° g k m E a $ a I m e o o - _ A _ % \ _ >it) 15 cc \ / 2 \ a 8 \ > > - ?..n 0 % / 0 ° ca $ \ E \ / 999 = o = _o « CZ. ui E \ 2 � 0 22 tyY 5 \ % © / 5 3 2 2 3 « < = E s E - E o EL > eco \ \ / 2 ( 2 � a) o_ / \ z O E _ = 2 E % S 0 ■ x S it ® tri ® � Jkt o U p \ co m ± 2 $ E ® 1 7 Alli b % I . ® 6 ' c. / e e o y 3 2 U) 2 - m k © ° « e $ ƒ c k = b _ 2 2 o § 2 \ 0 / k 2 0 k k .5 ) k a k cc 2 0 U) 0 n G a o a CO Mill — MI MOO Ma AIM TABLE 3.1 Range of Porosity Values """ Soil Type Porosity,pi Unconsolidated deposits Gravel 0.25-0.40 Sand 1- Silt 035-030 Clay 0A0-0.70 Rocks Fractured basalt 0.05-0.50 — 'Karst limestone 0.05-0.50 Sandstone 0.05 -0.30 .,. Limestone,dolomite 0.00-0.20 Shale 0.00-0.10 Fractured c stalline rock 0.00-0.10 "" 'ense crystalline rock 0.00-0.05 Source:Freeze and Cherry(1979). .. 4( P s umtri /7 = 0.25 for stere, dept+ ;n Sona I a�c1 cif. cky s wcJtS a a ar- I r W I II I _ _ _fr — J IuJ J I O I M _N en z ''! co u_ O O ill Ia I N c J J nl ci Q I- 0 ID O za 0 Cl) w Z L O 0 0 ° LL k. z 0 i- 0 0 Q � z �. z - 0 Cl) w m .. w -° 0 1 1 L O J Z J O I L . D / co li. Cl) w Eir w J J IL H 0 tit _ w J lL h- 0 CJ w Cr) IS-- -42 Q IL N I- z 0 Q rr� In IL 0 LL w N w J 1 CI IMPD � o O �+ LU 0 z r 0 1SQ O LU 0 0 Q u_ z b O J p IL 1- 0 w D z � 0 0 0 0 O F- 0- MINI °- x m zN 0 0 4 u_ w 0 eel 1 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Project Description r� File Name 13057-SSA PRE.SPF Project Options Flow Units CFS arw Elevation Type Elevation Hydrology Method SCS TR-55 Time of Concentration(TOC)Method SCS TR-55 Link Routing Method Hydrodynamic Enable Overflow Ponding at Nodes YES Skip Steady State Analysis Time Periods NO Analysis Options Start Analysis On Feb 17,2016 00:00:00 End Analysis On Feb 20,2016 00:00:00 Start Reporting On Feb 17,2016 00:00:00 Antecedent Dry Days 0 days Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss Reporting Time Step 0 00:05:00 days hh:mm:ss Routing Time Step 30 seconds Number of Elements Qty arr Rain Gages 1 Subbasins 9 Nodes 8 Junctions 3 Outfalls 5 Flow Diversions 0 411111 Inlets 0 Storage Nodes 0 Links 3 Channels 2 Pipes 1 Pumps 0 Orifices 0 Weirs 0 Outlets 0 Pollutants 0 tion Land Uses 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall rr ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage-01 Time Series TS-01 Cumulative inches Virginia Albemarle 1 3.50 SCS Type II 24-hr +wr awr ww err rr ww Page 1 of 14 WOO 1 Year-Pre 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Subbasin Summary rw SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac-ft) (cfs) (days hh:mm:ss) 1 A 11.29 74.53 3.50 1.27 1.20 13.69 0 00:24:42 2 B 5.32 71.71 3.50 1.10 0.49 5.34 0 00:25:31 �r 3 C 0.21 72.00 3.50 1.12 0.02 0.28 0 00:14:59 4 D 1.86 72.54 3.50 1.15 0.18 3.30 0 00:05:00 5 E 2.83 68.84 3.50 0.95 0.22 3.96 0 00:05:00 6 F 9.44 75.03 3.50 1.30 1.03 11.00 0 00:27:32 7 G 2.54 76.30 3.50 1.39 0.29 3.46 0 00:23:58 SSW 8 H 4.80 78.96 3.50 1.56 0.63 6.84 0 00:27:48 9 I 2.89 76.62 3.50 1.41 0.34 4.06 0 00:23:16 AWN AWN WWI NON MIN NOW NNW rr AWN AWN MAI WON ar Page 2 of 14 air "04a 1 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Node Summary ma SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ftp) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 COMBO OF E10 AND E20 Junction 560.10 6.00 0.00 0.00 0.00 20.58 560.36 0.00 1.74 0 00:00 0.00 0.00 IMO 2 E10 Junction 571.11 6.00 0.00 0.00 0.00 19.52 572.21 0.00 0.90 0 00:00 0.00 0.00 3 E20 Junction 571.81 6.00 0.00 0.00 0.00 3.99 572.27 0.00 1.54 0 00:00 0.00 0.00 4 OUTFALL 1 Outfall 560.00 20.57 560.00 5 OUTFALL 2 Outfall 616.00 11.00 616.00 6 OUTFALL 3 Outfall 616.00 3.39 616.00 rot 7 OUTFALL 4 Outfall 611.89 6.83 611.89 8 OUTFALL 5 Outfall 611.00 3.95 611.00 ma airs ow ar NW NM NMI NMI NM ION WY r• .rr air Page 3 of 14 .r 1 Year-Pre 13057-Rehabilitate Runway 3-21 Engineer GAR two Link Summary 3/1/2016 SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio MIN (ft) (tt) (ft) (%) (in) (cfs) (cls) (ft/sec) (ft) (min) 2 E10 Channel E10 COMBO OF E10 AND E20 42000 57111 560.00 26500 0000 00300 3 E20 Channel E20 COMBO OF EIO AND E20 33500 57181 560.55 35300 91111 i1r WiY Y11Yt 111110 WIN NNW Page 4 of 14 1111111 WISP air • rr 1 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin Hydrology Subbasin :A Input Data Area(ac) 11.29 Weighted Curve Number 74.53 Rain Gage ID Rain Gage-01 Composite Curve Number r�r Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 4.13 B 98.00 >75%u grass cover,Good 7.16 B 61.00 Composite Area&Weighted CN 11.29 74.53 rr Time of Concentration TOC Method:SCS TR-55 Sheet Flow Equation: sios Tc=(0.007*((n*Lf)"0.8))/((P"0.5)*(Sf^0.4)) Where: Tc=Time of Concentration(hr) n =Manning's roughness Lf=Flow Length(ft) P =2 yr,24 hr Rainfall(inches) Sf=Slope(ft/ft) MIS Shallow Concentrated Flow Equation: V=16.1345*(Sf"0.5)(unpaved surface) V=20.3282*(Sf^0.5)(paved surface) err V=15.0*(Sf^0.5)(grassed waterway surface) V=10.0*(Sf"0.5)(nearly bare&untilled surface) V=9.0*(Sf^0.5)(cultivated straight rows surface) V=7.0*(Sf"0.5)(short grass pasture surface) V=5.0*(Sf"0.5)(woodland surface) V=2.5*(Sf^0.5)(forest w/heavy litter surface) Tc=(Lf/V)/(3600 sec/hr) Where: Tc=Time of Concentration(hr) Lf=Flow Length(ft) V=Velocity(ft/sec) Sf=Slope(ft/ft) Channel Flow Equation: V=(1.49*(R"(2/3))*(Sf^0.5))/n R =Aq/Wp Tc=(Lf/V)/(3600 sec/hr) Where: NMI Tc=Time of Concentration(hr) Lf=Flow Length(ft) R =Hydraulic Radius(ft) Aq=Flow Area(ft*) 41111111Wp=Wetted Perimeter(ft) V=Velocity(ft/sec) Sf=Slope(ft/ft) n =Manning's roughness VIM wry rr Page 5 of 14 rr 1 Year-Pre 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(ft/sec): 0.11 0.00 0.00 rrr Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length(ft): 100 0.00 0.00 MIDSlope(%): 3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.79 0.00 0.00 Computed Flow Time(min): 0.60 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 305 0.00 0.00 Channel Slope(%): 1.2 0.00 0.00 Cross Section Area(ftp: 4 0.00 0.00 WIN Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.36 0.00 0.00 Computed Flow Time(min): 1.51 0.00 0.00 Total TOC(min) 24.70 MIN Subbasin Runoff Results Total Rainfall(in) 3.50 Total Runoff(in) 1.27 rr� Peak Runoff(cfs) 13.69 Weighted Curve Number 74.53 Time of Concentration(days hh:mm:ss) 0 00:24:42 imp MIN rrr ar am IMO Page 6 of 14 ago ow 1 Year-Pre 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin :B „m Input Data Area(ac) 5.32 Weighted Curve Number 71.71 Rain Gage ID Rain Gage-01 ow Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 1.54 B 98.00 >75%grass cover,Good 3.78 B 61.00 '® Composite Area&Weighted CN 5.32 71.71 Time of Concentration Subarea Subarea Subarea "I6 Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3.3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 ■r Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 21.74 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C NurManning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 760 0.00 0.00 Channel Slope(%): 1.2 0.00 0.00 Cross Section Area(fF): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.36 0.00 0.00 WO Computed Flow Time(min): 3.77 0.00 0.00 Total TOC(min) 25.52 NW Subbasin Runoff Results Total Rainfall(in) 3.50 Total Runoff(in) 1.10 Peak Runoff(cfs) 5.34 Iwo Weighted Curve Number 71.71 Time of Concentration(days hh:mm:ss) 0 00:25:31 air me gm ION srr Mill rare MO Page 7 of 14 sr ✓ " 1 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :C Input Data Area(ac) 0.21 Weighted Curve Number 72.00 Rain Gage ID Rain Gage-01 .r Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number 0.21 - 72.00 arr Composite Area&Weighted CN 0.21 72.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C ns Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 110 0.00 0.00 Slope(%): 4.5 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(ft/sec): 0.12 0.00 0.00 Computed Flow Time(min): 14.99 0.00 0.00 Total TOC(min) 14.99 Subbasin Runoff Results Total Rainfall(in) 3.50 Total Runoff(in) 1.12 Peak Runoff(cfs) 0.28 Weighted Curve Number 72.00 +ire Time of Concentration(days hh:mm:ss) 0 00:14:59 MIN rr NMI aril rtr Map NMI Page 8 of 14 rr Wr 1 Year-Pre 13057-Rehabilitate Runway 3-21 Engineer GAR 3/1/2016 Subbasin : D NOM Input Data Area(ac) 1.86 Weighted Curve Number 72.54 Rain Gage ID Rain Gage-01 NMI Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.58 B 98.00 >75%grass cover,Good 1.28 B 61.00 'IM Composite Area&Weighted CN 1.86 72.54 Time of Concentration User-Defined TOC override(minutes):5 Subbasin Runoff Results oair Total Rainfall(in) 3.50 Total Runoff(in) 1.15 Peak Runoff(cfs) 3.30 Weighted Curve Number 72.54 Time of Concentration(days hh:mm:ss) 0 00:05:00 err rr 41.11 sr rw WWI �.r ear w arr Page 9 of 14 rr arr 1 Year-Pre 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin : E Input Data Area(ac) 2.83 Weighted Curve Number 68.84 Rain Gage ID Rain Gage-01 rr Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.60 B 98.00 >75%grass cover,Good 2.23 B 61.00 aar Composite Area&Weighted CN P 9 2.83 68.84 Time of Concentration arr User-Defined TOC override(minutes):5 Subbasin Runoff Results Total Rainfall(in) 3.50 Total Runoff(in) 0.95 Peak Runoff(cfs) 3.96 Weighted Curve Number 68.84 Time of Concentration(days hh:mm:ss) 0 00:05:00 WWI WO maar aar OW aar aar aar aaa a Page 10 of 14 xaa NNW 1 Year-Pre 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Subbasin :F .,. Input Data Area(ac) 9.44 Weighted Curve Number 75.03 Rain Gage ID Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 3.58 B 98.00 >75%grass cover,Good 5.86 B 61.00 Composite Area&Weighted CN 9.44 75.03 Time of Concentration Subarea Subarea Subarea are Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 2.7 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 ✓r Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 23.56 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length(ft): 105 0.00 0.00 Slope(%): 3.3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.93 0.00 0.00 Computed Flow Time(min): 0.60 0.00 0.00 ✓rlr Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 590 0.00 0.00 Channel Slope(%): 0.9 0.00 0.00 ,re, Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 2.91 0.00 0.00 Computed Flow Time(min): 3.38 0.00 0.00 Total TOC(min) 27.54 rr Subbasin Runoff Results Total Rainfall(in) 3.50 w Total Runoff(in) 1.30 Peak Runoff(cfs) 11.00 Weighted Curve Number 75.03 Time of Concentration(days hh:mm:ss) 0 00:27:32 rr NOR rr Nor ar Page 11 of 14 a 'a 1 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :G ,I„ Input Data Area(ac) 2,54 Weighted Curve Number 76.30 Rain Gage ID Rain Gage-01 .r Composite Curve Number Area Soil Curve SoiVSurface Description (acres) Group Number Paved parking&roofs 1.05 B 98.00 >75%grass cover,Good 1.49 B 61.00 r Composite Area&Weighted CN 2.54 76.30 Time of Concentration Subarea Subarea Subarea sim Sheet Flow Computations A B C Mannings Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 rr Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C owFlow Length(ft): 100 0.00 0.00 Slope(%): 1.5 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 1.98 0.00 0.00 Computed Flow Time(min): 0.84 0.00 0.00 M" Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 100 0.00 0.00 Channel Slope(%): 1 0.00 0.00 +rr Cross Section Area(W): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.07 0.00 0.00 Computed Flow Time(min): 0.54 0.00 0.00 Total TOC(min) 23.97 r• Subbasin Runoff Results Total Rainfall(in) 3.50 "r Total Runoff(in) 1.39 Peak Runoff(cfs) 3.46 Weighted Curve Number 76.30 Time of Concentration(days hh:mm:ss) 0 00:23:58 WO rrr Of rr rr r rM Page 12 of 14 ar rnr 1 Year-Pre 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin :H - Input Data Area(ac) 4.80 Weighted Curve Number 78.96 Rain Gage ID Rain Gage-01 am Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 2.33 B 98.00 >75%grass cover,Good 2.47 B 61.00 WO Composite Area&Weighted CN 4.80 78.96 Time of Concentration Subarea Subarea Subarea OM Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 2 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 OM Velocity(ft/sec): 0.09 0.00 0.00 Computed Flow Time(min): 26.57 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C WOManning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 260 0.00 0.00 Channel Slope(%): 1.3 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.49 0.00 0.00 elm Computed Flow Time(min): 1.24 0.00 0.00 Total TOC(min) 27.81 rr Subbasin Runoff Results Total Rainfall(in) 3.50 Total Runoff(in) 1.56 Peak Runoff(cfs) 6.84 era Weighted Curve Number 78.96 Time of Concentration(days hh:mm:ss) 0 00:27:49 NM OM ara MIN Aft Ora MIN +r.r Page 13 of 14 ere sr 1 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :I dm Input Data Area(ac) 2.89 Weighted Curve Number 76.62 Rain Gage ID Rain Gage-01 WO Composite Curve Number Area Soil Curve SoiVSurface Description (acres) Group Number Paved parking&roofs 1.22 B 98.00 >75%grass cover,Good 1.67 B 61.00 sip Composite Area&Weighted CN 2.89 76.62 Time of Concentration NM Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 tillW Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C aro Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Channel Slope(%): 1.4 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.63 0.00 0.00 ser Computed Flow Time(min): 0.69 0.00 0.00 Total TOC(min) 23.28 ee■ Subbasin Runoff Results Total Rainfall(in) 3.50 Total Runoff(in) 1.41 Peak Runoff(cfs) 4.06 soWeighted Curve Number 76.62 Time of Concentration(days hh:mm:ss) 0 00:23:17 OW NW sre Wer ser MN WW WM Page 14 of 14 S 'pc 1 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Project Description File Name 13057-SSA POST 1.SPF Project Options Flow Units CFS MIN Elevation Type Elevation Hydrology Method SCS TR-55 Time of Concentration(TOC)Method SCS TR-55 Link Routing Method Hydrodynamic Enable Overflow Ponding at Nodes YES aroSkip Steady State Analysis Time Periods NO Analysis Options Start Analysis On Feb 17,2016 00:00:00 End Analysis On Feb 20,2016 00:00:00 Start Reporting On Feb 17,2016 00:00:00 Antecedent Dry Days 0 days Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss MINReporting Time Step 0 00:05:00 days hh:mm:ss Routing Time Step 30 seconds Number of Elements Qty Rain Gages 1 Subbasins 9 Nodes 8 Junctions 3 Outfalls 5 Flow Diversions 0 Inlets 0 Storage Nodes 0 Links 3 Channels 2 Pipes 1 Pumps 0 Orifices 0 Weirs 0 Outlets 0 Pollutants 0 gift Land Uses 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Retum Rainfall Rainfall ur ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage-01 Time Series TS-01 Cumulative inches Virginia Albemarle 1 3.50 SCS Type II 24-hr sur YIN INN gait .rr Page 1 of 14 mr. 1 Year-Post 13057-Rehabilitate Runway 3-21 Engineer GAR 3/1/2016 Subbasin Summary ar SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac-ft) (cfs) (days hh:mm:ss) 1 A 8.95 72.90 3.50 1.17 0.88 9.71 0 00:25:21 w 2 B 5.03 69.00 3.50 0.95 0.40 4.24 0 00:25:15 3 C 2.85 75.84 3.50 1.36 0.32 3.90 0 00:22:42 4 D 1.86 72.54 3.50 1.15 0.18 3.30 0 00:05:00 5 E 2.83 68.84 3.50 0.95 0.22 3.96 0 00:05:00 6 F 9.37 73.99 3.50 1.24 0.97 10.33 0 00:27:32 7 G 2.61 70.50 3.50 1.04 0.23 2.52 0 00:23:58 t1w' 8 H and I 4.70 73.28 3.50 1.20 0.47 4.05 0 00:37:36 9 J 3.02 73.62 3.50 1.22 0.31 2.71 0 00:36:25 +w air Wailrrr rrr NO rrr srr Mal ®r tw Page 2 of 14 NMI 1 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Node Summary a.r SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) w 1 COMB.E10 AND E20 Junction 560.10 6.00 0.00 0.00 0.00 19.09 560.35 0.00 1.75 0 00:00 0.00 0.00 2 E10 Junction 571.11 6.00 0.00 0.00 0.00 14.54 572.09 0.00 1.02 0 00:00 0.00 0.00 3 E20 Junction 571.81 6.00 0.00 0.00 0.00 6.52 572.37 0.00 1.44 0 00:00 0.00 0.00 4 OUTFALL 1 Outfall 560.00 19.08 560.00 5 OUTFALL 2 Outfall 616.00 1029 616.00 6 OUTFALL 3 Outfall 616.00 2.50 616.00 W* 7 OUTFALL 4 Outfall 611.89 4.01 611.89 8 OUTFALL 5 Outfall 611.00 2.70 611.00 WI Ma VIM Rae WO NM MIST WIN Mall WWI lea KIM OW MO Page 3 of 14 ma. 4111111 MINI rr 1 Year-Post 13057-Rehabilitate Runway 3-21 Engineer GAR MINLink Summary 3/1/2016 SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio OM (ft) (ft) (ft) (%) (in) (cfs) (cfs) (flsec) (ft) (min) 1 TO OUTFALL 1 Pipe COMB.Et AND E20 OUTFALL 1 1000 56010 56000 10000 0000 0 0320 19 08 000 002 000 039 020 000 Calculated 2 E10 Channel E10 COMB E10 AND E20 42000 57111 56010 26200 24000 0 0300 14 45 15831 009 769 061 031 000 3 E20 Channel E20 COMB Etc AND 520 33500 57181 560.10 35000 24000 00300 647 27620 002 550 039 020 000 MN OW NM MO VOW Wag IOW OW Page 4 of 14 Ws MN *NW ally Me woe 1 Year-Post 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin Hydrology MIII Subbasin :A Input Data NON Area(ac) 8.95 Weighted Curve Number 72.90 Rain Gage ID Rain Gage-01 Composite Curve Number ea Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 2.27 B 98.00 >75%grass cover,Good 3.87 B 61.00 Dry Swale,Adjusted CN 2.81 B 69.00 Composite Area&Weighted CN 8.95 72.90 Time of Concentration TOC Method:SCS TR-55 rr Sheet Flow Equation: Tc=(0.007*((n•0^0.8))/((PA0.5)•(Sf^0.4)) Where: ore Tc=Time of Concentration(hr) n =Manning's roughness Lf=Flow Length(ft) P =2 yr,24 hr Rainfall(inches) for Sf =Slope(Mt) Shallow Concentrated Flow Equation: V=16.1345•(Sf^0.5)(unpaved surface) V=20.3282•(Sf^0.5)(paved surface) war V=15.0• Sf^0.5 ( )(grassed waterway surface) V=10.0*(Sf*0.5)(nearly bare&untitled surface) V=9.0•(Sf^0.5)(cultivated straight rows surface) V=7.0•(Sf^0.5)(short grass pasture surface) V=5.0*(SfA0.5)(woodland surface) V =2.5•(Sf*0.5)(forest w/heavy litter surface) Tc=(Lf/V)/(3600 sec/hr) Where: MINTc=Time of Concentration(hr) Lf=Flow Length(ft) V=Velocity(ft/sec) Sf=Slope(ft/ft) Channel Flow Equation: V=(1.49•(R^(2/3))•(Sf*0.5))/n R =Aq/Wp Tc=(Lf/V)/(3600 sec/hr) +O' Where: Tc=Time of Concentration(hr) Lf=Flow Length(ft) R =Hydraulic Radius(ft) rir Aq=Flow Area(ft*) Wp=Wetted Perimeter(ft) V=Velocity(ft/sec) Sf=Slope(ft/ft) n =Manning's roughness MIN IMO rr~ Page 5 of 14 NIS imi 1 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subarea Subarea Subarea Sheet Flow Computations A B C roe Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(ft/sec): 0.11 0.00 0.00 air Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length(ft): 100 0.00 0.00 arr Slope(%): 3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.79 0.00 0.00 Computed Flow Time(min): 0.60 0.00 0.00 Subarea Subarea Subarea i17° Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 435 0.00 0.00 Channel Slope(%): 1.2 0.00 0.00 Cross Section Area(fP): 4 0.00 0.00 am Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(fUsec): 3.36 0.00 0.00 Computed Flow Time(min): 2.16 0.00 0.00 Total TOC(min) 25.35 wor Subbasin Runoff Results Total Rainfall(in) 3.50 Total Runoff(in) 1.17 ""° Peak Runoff(cfs) 9.71 Weighted Curve Number 72.90 Time of Concentration(days hh:mm:ss) 0 00:25:21 ale MO MU AIM 41111, rw ONO wr NW OW Page 6 of 14 rr rrr 1 Year-Post 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin : B err Input Data Area(ac) 5.03 Weighted Curve Number 69.00 Rain Gage ID Rain Gage-01 rr+ Composite Curve Number Area Soil Curve SoiVSurface Description (acres) Group Number Dry Swale,Adjusted CN 5.03 B 69.00 rrr Composite Area&Weighted CN 5.03 69.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C rrr Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(f/sec): 0.11 0.00 0.00 goo Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length(ft): 60 0.00 0.00 mosSlope(%): 8.3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(f/sec): 4.65 0.00 0.00 Computed Flow Time(min): 0.22 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 515 0.00 0.00 Channel Slope(%): 1.3 0.00 0.00 Cross Section Area(fP): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(fUsec): 3.49 0.00 0.00 Computed Flow Time(min): 2.46 0.00 0.00 Total TOC(min) 25.26 err Subbasin Runoff Results Total Rainfall(in) 3.50 Total Runoff(in) 0.95 err Peak Runoff(cfs) 4.24 Weighted Curve Number 69.00 Time of Concentration(days hh:mm:ss) 0 00:25:16 +rr arras ,rr *IN rr IOW Page 7 of 14 mos or 1 Year-Post 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin :C OW Input Data Area(ac) 2.85 Weighted Curve Number 75.84 Rain Gage ID Rain Gage-01 SIN Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.88 B 98.00 >75%grass cover,Good 1.16 B 61.00 VIM Dry Swale,Adjusted CN 0.81 B 73.00 Composite Area&Weighted CN 2.85 75.84 Time of Concentration mer Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3.3 0.00 0.00 arr 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 21.74 0.00 0.00 Subarea Subarea Subarea ® Shallow Concentrated Flow Computations A B C Flow Length(ft): 70 0.00 0.00 Slope(%): 3.6 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 3.06 0.00 0.00 Computed Flow Time(min): 0.38 0.00 0.00 op Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 150 0.00 0.00 AM Channel Slope(%): 2 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 4.33 0.00 0.00 Computed Flow Time(min): 0.58 0.00 0.00 srrr Total TOC(min) 22.70 Subbasin Runoff Results i°IM Total Rainfall(in) 3.50 Total Runoff(in) 1.36 Peak Runoff(cfs) 3.90 Weighted Curve Number 75.84 Time of Concentration(days hh:mm:ss) 0 00:22:42 NM YIN IOW MU rar ar ark Page 8 of 14 ow WWI 1 Year-Post 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin :D Ala Input Data Area(ac) 1.86 Weighted Curve Number 72.54 Rain Gage ID Rain Gage-01 Composite Curve Number Area Soil Curve SoiVSurface Description (acres) Group Number Paved parking&roofs 0.58 B 98.00 >75%grass cover,Good 1.28 B 61.00 'IN Composite Area&Weighted CN 1.86 72.54 Time of Concentration User-Defined TOC override(minutes):5.00 ear Subbasin Runoff Results rnr Total Rainfall(in) 3.50 Total Runoff(in) 1.15 Peak Runoff(cfs) 3.30 Weighted Curve Number 72.54 Time of Concentration(days hh:mm:ss) 0 00:05:00 wn rr rr arr Wrr Wi ion �.r MIN WIN ANS Page 9 of 14 Wr rr► 1 Year-Post 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Subbasin :E .., Input Data Area(ac) P.83 Weighted Curve Number 68.84 Rain Gage ID Rain Gage-01 ..r Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.60 B 98.00 >75%grass cover,Good 2.23 B 61.00 t" Composite Area&Weighted CN 2.83 68.84 Time of Concentration rr User-Defined TOC override(minutes):5 Subbasin Runoff Results 'r Total Rainfall(in) 3.50 Total Runoff(in) 0.95 Peak Runoff(cfs) 3.96 Weighted Curve Number 68.84 Time of Concentration(days hh:mm:ss) 0 00:05:00 MIN arr air �+r awil w arar rs r Page 10 of 14 w 1 Year-Post 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin :F aim Input Data Area(ac) 9.37 Weighted Curve Number 73.99 Rain Gage ID Rain Gage-01 saw Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 3.29 B 98.00 >75%grass cover,Good 6.08 B 61.00 mei Composite Area&Weighted CN P 9 9.37 73.99 Time of Concentration Subarea Subarea Subarea mon Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 2.7 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 sr Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 23.56 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C rio Flow Length(ft): 105 0.00 0.00 Slope(%): 3.3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(fUsec): 2.93 0.00 0.00 Computed Flow Time(min): 0.60 0.00 0.00 fis` Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 590 0.00 0.00 Channel Slope(%): 0.9 0.00 0.00 ar Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 2.91 0.00 0.00 Computed Flow Time(min): 3.38 0.00 0.00 Total TOC(min) 27.54 arr Subbasin Runoff Results Total Rainfall(in) 3.50 'en Total Runoff(in) 1.P4 Peak Runoff(cfs) 10.33 Weighted Curve Number 73.99 Time of Concentration(days hh:mm:ss) 0 00:27:32 awe rf MOW erw rr rtr Page 11 of 14 MIK 1 Year-Post 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin :G .1111Input Data Area(ac) 2.61 Weighted Curve Number 70.50 Rain Gage ID Rain Gage-01 Milk Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.67 B 98.00 >75%grass cover,Good 1.94 B 61.00 MO Composite Area&Weighted CN 2.61 70.50 Time of Concentration Subarea Subarea Subarea M® Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 do Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C ammo Flow Length(ft): 100 0.00 0.00 Slope(%): 1.5 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 1.98 0.00 0.00 Computed Flow Time(min): 0.84 0.00 0.00 UM Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 100 0.00 0.00 Channel Slope(%): 1 0.00 0.00 INK Cross Section Area(ft.): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.07 0.00 0.00 Computed Flow Time(min): 0.54 0.00 0.00 Total TOC(min) 23.97 r Subbasin Runoff Results Total Rainfall(in) 3.50 NMI Total Runoff(in) 1.04 Peak Runoff(cfs) 2.52 Weighted Curve Number 70.50 Time of Concentration(days hh:mm:ss) 0 00:23:58 MO NMI AWN Milk Mtb Mil Page 12 of 14 sur 1 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :H and I MEN Input Data Area(ac) 4.70 Weighted Curve Number 73.28 Rain Gage ID Rain Gage-01 raa Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 1.56 B 98.00 >75%grass cover,Good 3.14 B 61.00 Composite Area&Weighted CN P 9 4.70 73.28 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 1 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 WWI Velocity(ft/sec): 0.07 0.00 0.00 Computed Flow Time(min): 35.05 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C rra Flow Length(ft): 175 0.00 0.00 Slope(%): 1.6 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.04 0.00 0.00 Computed Flow Time(min): 1.43 0.00 0.00 sod Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 205 0.00 0.00 Channel Slope(%): 1 0.00 0.00 soar Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.07 0.00 0.00 Computed Flow Time(min): 1.11 0.00 0.00 Total TOC(min) 37.60 rar Subbasin Runoff Results Total Rainfall(in) 3.50 Total Runoff(in) 1.20 Peak Runoff(cfs) 4.05 Weighted Curve Number 73.28 Time of Concentration(days hh:mm:ss) 0 00:37:36 dos wee r arae, arr arra it Page 13 of 14 rar MIL 1 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :J AWN Input Data Area(ac) 3.02 Weighted Curve Number 73.62 Rain Gage ID Rain Gage-01 telo Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 1.03 B 98.00 >75%grass cover,Good 1.99 B 61.00 rr Composite Area&Weighted CN P 9 3.02 73.62 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 1 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 rr Velocity(fUsec): 0.07 0.00 0.00 Computed Flow Time(min): 35.05 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C 81.4Flow Length(ft): 100 0.00 0.00 Slope(%): 3.5 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 3.02 0.00 0.00 Computed Flow Time(min): 0.55 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Channel Slope(%): 1 0.00 0.00 +rr Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.07 0.00 0.00 Computed Flow Time(min): 0.82 0.00 0.00 Total TOC(min) 36.42 air Subbasin Runoff Results Total Rainfall(in) 3.50 tow Total Runoff(in) 1.22 Peak Runoff(cfs) 2.71 Weighted Curve Number 73.62 Time of Concentration(days hh:mm:ss) 0 00:36:25 MPS yrs iPa rr Page 14 of 14 arr 2 Year-Pre 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Project Description _, File Name 13057-SSA PRE.SPF Project Options Flow Units CFS rs Elevation Type Elevation Hydrology Method SCS TR-55 Time of Concentration(TOC)Method SCS TR-55 Link Routing Method Hydrodynamic Enable Overflow Ponding at Nodes YES Skip Steady State Analysis Time Periods NO Analysis Options Start Analysis On Feb 17,2016 00:00:00 AIM End Analysis On Feb 20,2016 00:00:00 Start Reporting On Feb 17,2016 00:00:00 Antecedent Dry Days 0 days Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss Reporting Time Step 0 00:05:00 days hh:mm:ss Routing Time Step 30 seconds Number of Elements Qty Rain Gages 1 Subbasins 9 Nodes 8 Junctions 3 Outfalls ..._. 5 Flow Diversions. 0 Inlets 0 Storage Nodes 0 Links 3 Channels .. 2 Pipes 1 Pumps 0 Orifices 0 Weirs ......... 0 Outlets 0 Pollutants 0 Land Uses 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Retum Rainfall Rainfall IF* ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage-01 Time Series TS-02 Cumulative inches Virginia Albemarle 2 3.70 SCS Type 1124-hr rr NMI mia Page 1 of 14 2 Year-Pre 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Subbasin Summary AIM SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac-ft) (cfs) (days hh:mm:ss) 1 A 11.29 74.53 3.70 1.41 1.33 15.34 0 00:24:42 2 B 5.32 71.71 3.70 1.24 0.55 6.04 0 00:25:31 map 3 C 0.21 72.00 3.70 1.25 0.02 0.32 0 00:14:59 4 D 1.86 72.54 3.70 1.29 0.20 3.71 0 00:05:00 5 E 2.83 68.84 3.70 1.07 0.25 4.53 0 00:05:00 6 F 9.44 75.03 3.70 1.45 1.14 12.36 0 00:27:32 7 G 2.54 76.30 3.70 1.53 0.32 3.84 0 00:23:58 AWN 8 H 4.80 78.96 3.70 1.72 0.69 7.55 0 00:27:48 9 I 2.89 76.62 3.70 1.55 0.37 4.52 0 00:23:16 ar aai aw aYa aw anal MOP aw attar aia aae ■a a ANN Page 2 of 14 aas OM 2 Year-Pre 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Node Summary NMISN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (fl) On (cis) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 COMB.E10 AND E20 Junction 560.10 6.00 0.00 0.00 0.00 23.10 560.38 0.00 1.72 0 00:00 0.00 0.00 ow 2 E10 Junction 571.11 6.00 0.00 0.00 0.00 21.91 572.26 0.00 0.85 0 00:00 0.00 0.00 3 E20 Junction 571.81 6.00 0.00 0.00 0.00 4.59 572.29 0.00 1.52 0 00:00 0.00 0.00 4 OUTFALL 1 Outfall 560.00 23.09 560.00 5 OUTFALL 2 Outfall 616.00 12.33 616.00 6 OUTFALL 3 Outfall 616.00 3.77 616.00 VIM 7 OUTFALL 4 Outfall 611.89 7.54 611.89 8 OUTFALL 5 Outfall 611.00 4.40 611.00 i MIN MI WIN sYprt rr NW Ile UM APR 4111111 lila WO aM Page 3 of 14 w NM WM NW Elie 2 Year-Pre 13057-Rehabilitate Runway 3-21 Engineer GAR NM Link Summary 3/1/2016 SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capauty Desgn Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio allilli 1 TO OUTFALL 1 Pipe COMB E10 AND E20 OUTFALL t 100ft0) 560(0 560(00 10000 0000 00300 23.09 000 002 0000 037 018 (000 Calculated 2 E10 Channel E10 COMB EtO AND E20 42000 57111 56000 26500 24.000 00300 2181 15831 014 8.54 071 036 0.00 3 E20 Channel E20 COMB.E10 AND E20 335 00 571 81 560 00 3 5300 24 000 0 0300 4 59 276 20 0.02 486 0 37 018 003 i NMI MIS OM ION IOW MIN arm Page 4 of 14 i NM aar i aar VO" 2 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin Hydrology Subbasin :A Input Data Area(ac) 11.29 Weighted Curve Number 74.53 Rain Gage ID Rain Gage-01 Composite Curve Number Mal Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 4.13 B 98.00 >75%grass cover,Good 7.16 B 61.00 Composite Area&Weighted CN 11.29 74.53 sok Time of Concentration TOC Method:SCS TR-55 Sheet Flow Equation: Tc=(0.007`((n`Lf)^0.8))/((P^0.5)*(Sf^0.4)) Where: Tc=Time of Concentration(hr) n =Manning's roughness Lf=Flow Length(ft) P =2 yr,24 hr Rainfall(inches) Sf=Slope(ft/ft) Shallow Concentrated Flow Equation: V=16.1345`(Sf^0.5)(unpaved surface) V=20.3282`(Sf^0.5)(paved surface) V=15.0*(Sf^0.5)(grassed waterway surface) V =10.0*(Sf^0.5)(nearly bare&unfilled surface) V=9.0`(Sf"0.5)(cultivated straight rows surface) V=7.0`(Sf^0.5)(short grass pasture surface) V=5.0`(Sf^0.5)(woodland surface) V=2.5*(Sf^0.5)(forest w/heavy litter surface) ria Tc=(Lf/V)/(3600 sec/hr) Where: Tc=Time of Concentration(hr) Lf=Flow Length(ft) V=Velocity(ft/sec) Sf=Slope(ft/ft) Channel Flow Equation: mos V=(1.49*(R^(2/3))*(Sf^0.5))/n R =Aq/Wp Tc=(Lf/V)/(3600 sec./hr) Where: +.rr Tc=Time of Concentration(hr) Lf=Flow Length(ft) R =Hydraulic Radius(ft) Aq=Flow Area(ft') awl Wp=Wetted Perimeter(ft) V=Velocity(ft/sec) Sf=Slope(ft/ft) n =Manning's roughness rr+ tile MIN rM Page 5 of 14 or 2 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subarea Subarea Subarea Sheet Flow Computations A B C 'r Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(ft/sec): 0.11 0.00 0.00 rr Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length(ft): 100 0.00 0.00 ass Slope(%): 3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.79 0.00 0.00 Computed Flow Time(min): 0.60 0.00 0.00 Subarea Subarea Subarea WO Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 305 0.00 0.00 Channel Slope(%): 1.2 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 ma Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.36 0.00 0.00 Computed Flow Time(min): 1.51 0.00 0.00 Total TOC(min) 24.70 or Subbasin Runoff Results Total Rainfall(in) 3.70 Total Runoff(in) 1.41 moi Peak Runoff(cfs) 15.34 Weighted Curve Number 74.53 Time of Concentration(days hh:mm:ss) 0 00:24:42 sow IMO AWN INN aura am WM MN MO a Page 6 of 14 win ANN 2 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin:B i.r Input Data Area(ac) 5.32 Weighted Curve Number 71.71 Rain Gage ID Rain Gage-01 r Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 1.54 B 98.00 >75%grass cover,Good 3.78 B 61.00 rr Composite Area&Weighted CN P 9 5.32 71.71 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3.3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 ®er Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 21.74 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Yrr Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 760 0.00 0.00 Channel Slope(%): 1.2 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.36 0.00 0.00 rr Computed Flow Time(min): 3.77 0.00 0.00 Total TOC(min) 25.52 �. Subbasin Runoff Results Total Rainfall(in) 3.70 Total Runoff(in) 1.24 Peak Runoff(cfs) 6.04 rr Weighted Curve Number 71.71 Time of Concentration(days hh:mm:ss) 0 00:25:31 rr SOO rr •er ever ION rr err Page 7 of 14 51111111 2 Year-Pre 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin :C Input Data Area(ac) 0.21 Weighted Curve Number 72.00 Rain Gage ID Rain Gage-01 rrr Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number 0.21 - 72.00 rrr Composite Area&Weighted CN 0.21 72.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 110 0.00 0.00 Slope(%): 4.5 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(ft/sec): 0.12 0.00 0.00 lift Computed Flow Time(min): 14.99 0.00 0.00 Total TOC(min) 14.99 NIB Subbasin Runoff Results Total Rainfall(in) 3.70 Total Runoff(in) 1.25 Peak Runoff(cfs) 0.32 srr Weighted Curve Number 72.00 Time of Concentration(days hh:mm:ss) 0 00:14:59 rrr lir lir wit Aft ear rrr rrr Page 8 of 14 err 2 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin : D Input Data Area(ac) 1.86 Weighted Curve Number 72.54 Rain Gage ID Rain Gage-01 Ifr Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.58 B 98.00 >75%grass cover,Good 1.28 B 61.00 Composite Area&Weighted CN Po 9 1.86 72.54 Time of Concentration ,rr User-Defined TOC override(minutes):5 Subbasin Runoff Results Total Rainfall(in) 3.70 Total Runoff(in) 1.29 Peak Runoff(cfs) 3.71 Weighted Curve Number 72.54 Time of Concentration(days hh:mm:ss) 0 00:05:00 NMI rir MYR ar rw omit S S Page 9 of 14 S 2 Year-Pre 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin :E s.. Input Data Area(ac) 2.83 Weighted Curve Number 68.84 Rain Gage ID Rain Gage-01 rot Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.60 B 98.00 >75%grass cover,Good 2.23 B 61.00 /ma Composite Area&Weighted CN P 9 2.83 68.84 Time of Concentration User-Defined TOC override(minutes):5 Subbasin Runoff Results Total Rainfall(in) 3.70 Total Runoff(in) 1.07 Peak Runoff(cfs) 4.53 Weighted Curve Number 68.84 Time of Concentration(days hh:mm:ss) 0 00:05:00 suoi rr rrrr�r nttr snn ar Page 10 of 14 2 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :F r. Input Data Area(ac) 9.44 Weighted Curve Number 75.03 Rain Gage ID Rain Gage-01 rr Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 3.58 B 98.00 >75%grass cover,Good 5.86 B 61.00 tom Composite Area&Weighted CN 9.44 75.03 Time of Concentration Subarea Subarea Subarea Mill Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 2.7 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 rri Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 23.56 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C rr Flow Length(ft): 105 0.00 0.00 Slope(%): 3.3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.93 0.00 0.00 Computed Flow Time(min): 0.60 0.00 0.00 irr Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 590 0.00 0.00 Channel Slope(%): 0.9 0.00 0.00 NNW Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 2.91 0.00 0.00 Computed Flow Time(min): 3.38 0.00 0.00 Total TOC(min) 27.54 rr Subbasin Runoff Results Total Rainfall(in) 3.70 ' Total Runoff(in) 1.45 Peak Runoff(cfs) 12.36 Weighted Curve Number 75.03 Time of Concentration(days hh:mm:ss) 0 00:27:32 ar rs wr *NM 111011 rr a Page 11 of 14 mr 2 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :G Input Data Area(ac) 2.54 Weighted Curve Number 76.30 Rain Gage ID Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 1.05 B 98.00 >75%grass cover,Good 1.49 B 61.00 rrr Composite Area&Weighted CN 2.54 76.30 Time of Concentration Subarea Subarea Subarea srr Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 - Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C arkFlow Length(ft): 100 0.00 0.00 Slope(%): 1.5 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 1.98 0.00 0.00 Computed Flow Time(min): 0.84 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 100 0.00 0.00 Channel Slope(%): 1 0.00 0.00 ■r Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.07 0.00 0.00 Computed Flow Time(min): 0.54 0.00 0.00 Total TOC(min) 23.97 esrr Subbasin Runoff Results INNTotal Rainfall(in) 3.70 Total Runoff(in) 1.53 Peak Runoff(cfs) 3.84 Weighted Curve Number 76.30 Time of Concentration(days hh:mm:ss) 0 00:23:58 rr MIN rw NMI rr AIM +r Page 12 of 14 wr INN 2 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin:H lamInput Data Area(ac) 4.80 Weighted Curve Number 78.96 Rain Gage ID Rain Gage-01 ar. Composite Curve Number Area Soil Curve SoiUSurface Description (acres) Group Number Paved parking&roofs 2.33 B 98.00 >75%grass cover,Good 2.47 B 61.00 'M Composite Area&Weighted CN 4.80 78.96 Time of Concentration Subarea Subarea Subarea 1Or Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 2 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 rims Velocity(fUsec): 0.09 0.00 0.00 Computed Flow Time(min): 26.57 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 ewe Flow Length(ft): 260 0.00 0.00 Channel Slope(%): 1.3 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(fUsec): 3.49 0.00 0.00 we Computed Flow Time(min): 1.24 0.00 0.00 Total TOC(min) 27.81 aw Subbasin Runoff Results Total Rainfall(in) 3.70 Total Runoff(in) 1.72 Peak Runoff(cfs) 7.55 ara Weighted Curve Number 78.96 Time of Concentration(days hh:mm:ss) 0 00:27:49 rim MO rnrr NM WO AM an are Page 13 of 14 r a"" 2 Year-Pre 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin:1 WWI Input Data Area(ac) 2.89 Weighted Curve Number 76.62 Rain Gage ID Rain Gage-01 m" Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 1.22 B 98.00 >75%grass cover,Good 1.67 B 61.00 410 Composite Area&Weighted CN 2.89 76.62 Time of Concentration Subarea Subarea Subarea ®r Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 mos Velocity(ftlsec): 0.11 0.00 0.00 Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 'O Flow Length ft 9 ( ): 150 0.00 0.00 Channel Slope(%): 1.4 0.00 0.00 Cross Section Area(ftl: 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.63 0.00 0.00 ow Computed Flow Time(min): 0.69 0.00 0.00 Total TOC(min) 23.28 OW Subbasin Runoff Results Total Rainfall(in) 3.70 Total Runoff(in) 1.55 Peak Runoff(cfs) 4.52 imil Weighted Curve Number 76.62 Time of Concentration(days hh:mm:ss) 0 00:23:17 au war wr MN aw HOW WY Wr Page 14 of 14 6110' 2 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Project Description wr File Name 13057-SSA POST 2.SPF Project Options Flow Units CFS w Elevation Type Elevation Hydrology Method SCS TR-55 Time of Concentration(TOC)Method SCS TR-55 Link Routing Method Hydrodynamic Enable Overflow Ponding at Nodes YES aaur Skip Steady State Analysis Time Periods NO Analysis Options Start Analysis On Feb 17,2016 00:00:00 rr End Analysis On Feb 20,2016 00:00:00 Start Reporting On Feb 17,2016 00:00:00 Antecedent Dry Days 0 days Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss aau� Reporting Time Step 0 00:05:00 days hh:mm:ss Routing Time Step 30 seconds Number of Elements Qty 61111111 Rain Gages 1 Subbasins 9 Nodes g Junctions ., 3 Outfalls 5 Flow Diversions 0 EMI Inlets 0 Storage Nodes 0 Links 3 Channels. 2 Pipes .. 1 rru Pumps 0 Orifices. 0 Weirs 0 Outlets. 0 Pollutants 0 Land UsesMIN 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall aa. ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage-01 Time Series TS-02 Cumulative inches Virginia Albemarle 2 3.70 SCS Type II 24-hr aur S aarr S S Page 1 of 14 2 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac-ft) (cfs) (days hh:mm:ss) 1 A 8.95 72.90 3.70 1.31 0.98 10.95 0 00:25:21 2 B 5.03 69.00 3.70 1.08 0.45 4.86 0 00:25:15 3 C 2.85 75.84 3.70 1.50 0.36 4.33 0 00:22:42 4 D 1.86 72.54 3.70 1.29 0.20 3.71 0 00:05:00 5 E 2.83 68.84 3.70 1.07 0.25 4.53 0 00:05:00 6 F 9.37 73.99 3.70 1.38 1.08 11.57 0 00:27:32 7 G 2.61 70.50 3.70 1.16 0.25 2.86 0 00:23:58 ses 8 H and I 4.70 73.28 3.70 1.33 0.52 4.55 0 00:37:36 9 J 3.02 73.62 3.70 1.36 0.34 3.05 0 00:36:25 111111 ar Ole MIN rr rr rr -S rr AIM Page 2 of 14 ..r YIP 2 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Node Summary mi, SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ftp) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 COMB.E10 AND E20 Junction 560.10 6.00 0.00 0.00 0.00 21.53 560.36 0.00 1.74 0 00:00 0.00 0.00 WWI 2 E10 Junction 571.11 6.00 0.00 0.00 0.00 16.45 572.13 0.00 0.98 0 00:00 0.00 0.00 3 E20 Junction 571.81 6.00 0.00 0.00 0.00 7.36 572.39 0.00 1.42 0 00:00 0.00 0.00 4 OUTFALL 1 Outfall 560.00 21.53 560.00 5 OUTFALL 2 Outfall 616.00 11.55 616.00 6 OUTFALL 3 Outfall 616.00 2.84 616.00 MI 7 OUTFALL 4 Outfall 611.89 4.51 611.89 8 OUTFALL 5 Outfall 611.00 3.05 611.00 rri WIN MN NW rti NMI NM MIS W. sr. ISO MS WY ®r. Page 3 of 14 rr rifin ass 2 Year-Post 13057-Rehab'Kate Runway 3-21 Engineer GAR 3/1/2016 MIN Link Summary SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow! Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft) (tt) (ft) (%) On) lois) (cis) (ft/sec) (ft) (mm) 1 TO OUTFALL 1 Pipe COMB.E10 AND E20 OUTFALL 1 1000 560.10 56000 10000 0000 0 0320 21 53 0.00 003 000 042 021 000 Calculated 2 E10 Channel E10 COMB E10 AND E20 42000 57111 560.10 2.6200 24000 0.0300 1635 15831 010 789 064 032 000 3 E20 Channel E20 COMB.E10 AND E20 33500 57181 56010 35000 24000 00300 730 27620 003 562 042 021 000 iYY rlilf 9Y11 11r Gall Page 4 of 14 ger +41i ase ere maw '~` 2 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin Hydrology Subbasin :A Input Data Area(ac) 8.95 Weighted Curve Number 72.90 Rain Gage ID Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 2.27 B 98.00 >75%grass cover,Good 3.87 B 61.00 Dry Swale,Adjusted CN 2.81 B 69.00 enr Composite Area&Weighted CN 8.95 72.90 Time of Concentration TOC Method:SCS TR-55 Sheet Flow Equation: Tc=(0.007*((n*Lf)^0.8))/((P"0.5)*(Sf^0.4)) Where: rr Tc=Time of Concentration(hr) n =Manning's roughness Lf=Flow Length(ft) P =2 yr,24 hr Rainfall(inches) Sf=Slope(ft/ft) Shallow Concentrated Flow Equation: V=16.1345*(Sf^0.5)(unpaved surface) V=20.3282*(Sf"0.5)(paved surface) rrr V=15.0* Sf^0.5 ( )(grassed waterway surface) V =10.0*(Sf"0.5)(nearly bare&untilled surface) V=9.0*(Sf"0.5)(cultivated straight rows surface) V=7.0*(Sf^0.5)(short grass pasture surface) V =5.0*(Sf^0.5)(woodland surface) Mal V=2.5*(Sf^0.5)(forest w/heavy litter surface) Tc=(Lf/V)/(3600 sec/br) Where: Tc=Time of Concentration(hr) Lf=Flow Length(ft) V=Velocity(ft/sec) Sf=Slope(ft/ft) Channel Flow Equation: V=(1.49*(R"(2/3))*(Sf"0.5))/n R =Aq/Wp Tc=(Lf/V)/(3600 sec/hr) AIM Where: Tc=Time of Concentration(hr) Lf=Flow Length(ft) R =Hydraulic Radius(ft) Aq=Flow Area(ft') Wp=Wetted Perimeter(ft) V=Velocity(ft/sec) Sf=Slope(ft/ft) n =Manning's roughness w Aft MIS Page 5 of 14 2 Year-Post 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(ft/sec): 0.11 0.00 0.00 rrr Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length(ft): 100 0.00 0.00 erf Slope(%): 3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.79 0.00 0.00 Computed Flow Time(min): 0.60 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 435 0.00 0.00 Channel Slope(%): 1.2 0.00 0.00 Cross Section Area(ftp): 4 0.00 0.00 .r Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.36 0.00 0.00 Computed Flow Time(min): 2.16 0.00 0.00 Total TOC(min) 25.35 r�r Subbasin Runoff Results Total Rainfall(in) 3.70 Total Runoff(in) 1.31 smo Peak Runoff(cfs) 10.95 Weighted Curve Number 72.90 Time of Concentration(days hh:mm:ss) 0 00:25:21 rr MOW rra rr arr NMI ew evs ar Page 6 of 14 yr UM 2 Year-Post 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin : B WO Input Data Area(ac) 5.03 Weighted Curve Number 69.00 Rain Gage ID Rain Gage-01 MIM` Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Dry Swale,Adjusted CN 5.03 8 69.00 Composite Area&Weighted CN 5.03 69.00 MO Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C NM Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(ft/sec): 0.11 0.00 0.00 rrc Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length(ft): 60 0.00 0.00 MeSlope(%): 8.3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 4.65 0.00 0.00 Computed Flow Time(min): 0.22 0.00 0.00 Subarea Subarea Subarea - Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 515 0.00 0.00 Channel Slope(%): 1.3 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 row Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.49 0.00 0.00 Computed Flow Time(min): 2.46 0.00 0.00 Total TOC(min) 25.26 solo Subbasin Runoff Results Total Rainfall(in) 3.70 Total Runoff(in) 1.08 111111111 Peak Runoff(cfs) 4.86 Weighted Curve Number 69.00 Time of Concentration(days hh:mm:ss) 0 00:25:16 am arm erne NM Ali INS sill Page 7 of 14 aar ow 2 Year-Post 13057-Rehabilitate Runway3-21 Engineer GAR 3/1/2016 Subbasin :C .. Input Data Area(ac) P.85 Weighted Curve Number 75.84 Rain Gage ID Rain Gage-01 mini Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.88 B 98.00 >75%grass cover,Good 1.16 B 61.00 um Dry Swale,Adjusted CN 0.81 B 73.00 Composite Area&Weighted CN 2.85 75.84 Time of Concentration Milt Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3.3 0.00 0.00 MO 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(fUsec): 0.11 0.00 0.00 Computed Flow Time(min): 21.74 0.00 0.00 Subarea Subarea Subarea forShallow Concentrated Flow Computations A B C Flow Length(ft): 70 0.00 0.00 Slope(%): 3.6 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 3.06 0.00 0.00 Computed Flow Time(min): 0.38 0.00 0.00 w Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 150 0.00 0.00 API Channel Slope(%): 2 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 4.33 0.00 0.00 Computed Flow Time(min): 0.58 0.00 0.00 Total TOC(min) 22.70 MIN Subbasin Runoff Results WI Total Rainfall(in) 3.70 Total Runoff(in) 1.50 Peak Runoff(cfs) 4.33 Weighted Curve Number 75.84 Time of Concentration(days hh:mm:ss) 0 00:22:42 MI OM Isom .r` r. 4 mioo w. Page 8 of 14 Ism "r` 2 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :D Input Data Area(ac) 1.86 Weighted Curve Number 72.54 Rain Gage ID Rain Gage-01 101010 Composite Curve Number Area Soil Curve SoilSurface Description (acres) Group Number Paved parking&roofs 0.58 B 98.00 >75%grass cover,Good 1.28 B 61.00 101010 Composite Area&Weighted CN 1.86 72.54 Time of Concentration User-Defined TOC override(minutes):5.00 aro Subbasin Runoff Results 101010 Total Rainfall(in) 3.70 Total Runoff(in) 1.Y9 Peak Runoff(cfs) 3.71 Weighted Curve Number 72.54 Time of Concentration(days hh:mm:ss) 0 00:05:00 4110 41rx rtrr MIN ..r ors 4110 +11141 Page 9 of 14 ..r MOS 2 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :E INN Input Data Area(ac) 2,83 Weighted Curve Number 68.84 Rain Gage ID Rain Gage-01 rr Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.60 B 98.00 >75%grass cover,Good 2.23 B 61.00 rw Composite Area&Weighted CN 2.83 68.84 Time of Concentration User-Defined TOC override(minutes):5 NMI Subbasin Runoff Results arm Total Rainfall(in) 3.70 Total Runoff(in) 1.07 Peak Runoff(cfs) 4.53 Weighted Curve Number 68.84 Time of Concentration(days hh:mm:ss) 0 00:05:00 rre rr wt ,ter r.� rr Mw sr Mit bw Page 10 of 14 ,rr 2 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :F Input Data Area(ac) 9.37 Weighted Curve Number 73.99 Rain Gage ID Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 3.29 B 98.00 >75%grass cover,Good 6.08 B 61.00 Composite Area&Weighted CN 9.37 73.99 Time of Concentration Subarea Subarea Subarea 1°r Sheet Flow Computations A B C Mannings Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 2.7 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 rr Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 23.56 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C iwr Flow Length(ft): 105 0.00 0.00 Slope(%): 3.3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.93 0.00 0.00 Computed Flow Time(min): 0.60 0.00 0.00 °ess Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 590 0.00 0.00 Channel Slope(%): 0.9 0.00 0.00 arrr Cross Section Area(W): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(fUsec): 2.91 0.00 0.00 Computed Flow Time(min): 3.38 0.00 0.00 Total TOC(min) 27.54 Subbasin Runoff Results Total Rainfall(in) 3.70 rrr Total Runoff(in) 1.38 Peak Runoff(cfs) 11.57 Weighted Curve Number 73.99 Time of Concentration(days hh:mm:ss) 0 00:27:32 wr MEM arr VIM MOP Page 11 of 14 a 2 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :G Input Data Area(ac) 2.61 Weighted Curve Number 70.50 Rain Gage ID Rain Gage-01 ur Composite Curve Number Area Soil Curve SoiUSurface Description (acres) Group Number Paved parking&roofs 0.67 B 98.00 >75%grass cover,Good 1.94 B 61.00 Composite Area&Weighted CN 2.61 70.50 Time of Concentration Subarea Subarea Subarea ar. Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 agar Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C arm Flow Length(ft): 100 0.00 0.00 Slope(%): 1.5 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 1.98 0.00 0.00 Computed Flow Time(min): 0.84 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 100 0.00 0.00 Channel Slope(%): 1 0.00 0.00 aw Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.07 0.00 0.00 Computed Flow Time(min): 0.54 0.00 0.00 Total TOC(min) 23.97 ar Subbasin Runoff Results Total Rainfall(in) 3.70 tille Total Runoff(in) 1.16 Peak Runoff(cfs) 2.86 Weighted Curve Number 70.50 Time of Concentration(days hh:mm:ss) 0 00:23:58 ars +aw aaa aan aaar a Page 12 of 14 ar 2 Year-Post 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Subbasin :H and I ,,. Input Data Area(ac) 4.70 Weighted Curve Number 73.28 Rain Gage ID Rain Gage-01 +rr Composite Curve Number Area Soil Curve SoiVSurface Description (acres) Group Number Paved parking&roofs 1.56 B 98.00 >75%grass cover,Good 3.14 B 61.00 °iss Composite Area&Weighted CN 4.70 73.28 Time of Concentration Subarea Subarea Subarea are Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 1 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 rrr Velocity(ft/sec): 0.07 0.00 0.00 Computed Flow Time(min): 35.05 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C dire Flow Length(ft): 175 0.00 0.00 Slope(%): 1.6 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.04 0.00 0.00 Computed Flow Time(min): 1.43 0.00 0.00 MAW Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 205 0.00 0.00 Channel Slope(%): 1 0.00 0.00 Cross Section Area(ftp: 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(f/sec): 3.07 0.00 0.00 Computed Flow Time(min): 1.11 0.00 0.00 Total TOC(min) 37.60 err Subbasin Runoff Results Total Rainfall(in) 3.70 Total Runoff(in) 1.33 Peak Runoff(cfs) 4.55 Weighted Curve Number 73.28 Time of Concentration(days hh:mm:ss) 0 00:37:36 QIN NMI err MIN rrr Page 13 of 14 MOO 2 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :J MIA Input Data Area(ac) 3.02 Weighted Curve Number 73.62 Rain Gage ID Rain Gage-01 ar Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 1.03 B 98.00 >75%grass cover,Good 1.99 B 61.00 MO Composite Area&Weighted CN 3.02 73.62 Time of Concentration Subarea Subarea Subarea MIS Sheet Flow Computations A B C Mannings Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 1 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 MIN Velocity(ft/sec): 0.07 0.00 0.00 Computed Flow Time(min): 35.05 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C +rr Flow Length(ft): 100 0.00 0.00 Slope(%): 3.5 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 3.02 0.00 0.00 Computed Flow Time(min): 0.55 0.00 0.00 Igo Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Channel Slope(%): 1 0.00 0.00 arr Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(fUsec): 3.07 0.00 0.00 Computed Flow Time(min): 0.82 0.00 0.00 Total TOC(min) 36A2 ar Subbasin Runoff Results Total Rainfall(in) 3.70 Total Runoff(in) 1.36 Peak Runoff(cfs) 3.05 Weighted Curve Number 73.62 Time of Concentration(days hh:mm:ss) 0 00:36:25 aw NON a�a ai saa as Page 14 of 14 saa i1IM 10 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Project Description ..� File Name 13057-SSA PRE.SPF Project Options Flow Units CFS +rwi Elevation Type Elevation Hydrology Method SCS TR-55 Time of Concentration(TOC)Method SCS TR-55 Link Routing Method Hydrodynamic Enable Overflow Ponding at Nodes YES Skip Steady State Analysis Time Periods NO Analysis Options Start Analysis On Feb 17,2016 00:00:00 End Analysis On Feb 20,2016 00:00:00 Start Reporting On Feb 17,2016 00:00:00 Antecedent Dry Days 0 days Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss WWI Reporting Time Step 0 00:05:00 days hh:mm:ss Routing Time Step 30 seconds Number of Elements Qty Rain Gages 1 Subbasins 9 Nodes 8 Junctions....... 3 Outfalls 5 Flow Diversions a Inlets 0 Storage Nodes 0 Links 3 Channels 2 Pipes .. 1 Pumps 0 Orifices 0 Weirs 0 Outlets ... 0 Pollutants 0 Land Uses 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Retum Rainfall Rainfall a. ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage-01 Time Series TS-03 Cumulative inches Virginia Albemarle 10 5.60 SCS Type II 24-hr ww ®sir ems rr OWN SOW Page 1 of 14 10 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac-ft) (cfs) (days hh:mm:ss) 1 A 11.29 74.53 5.60 2.90 2.73 32.23 0 00:24:42 2 B 5.32 71.71 5.60 2.64 1.17 13.55 0 00:25:31 3 C 0.21 72.00 5.60 2.67 0.05 0.70 0 00:14:59 4 D 1.86 72.54 5.60 2.72 0.42 8.05 0 00:05:00 5 E 2.83 68.84 5.60 2.39 0.56 10.69 0 00:05:00 6 F 9.44 75.03 5.60 2.95 2.32 25.82 0 00:27:32 7 G 2.54 76.30 5.60 3.07 0.65 7.83 0 00:23:58 rr 8 H 4.80 78.96 5.60 3.32 1.33 14.74 0 00:27:48 9 I 2.89 76.62 5.60 3.10 0.75 9.15 0 00:23:16 use rq was air SNP SIN rrr rer Mel rr WNW Page 2 of 14 rr ++r+ 10 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Node Summary NNW SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) OWN 1 COMB.E10 AND E20 Junction 560.10 6.00 0.00 0.00 0.00 50.50 560.50 0.00 1.60 0 00:00 0.00 0.00 2 E10 Junction 571.11 6.00 0.00 0.00 0.00 46.50 572.64 0.00 0.47 0 00:00 0.00 0.00 3 E20 Junction 571.81 6.00 0.00 0.00 0.00 11.03 572.47 0.00 1.34 0 00:00 0.00 0.00 4 OUTFALL 1 Outfall 560.00 50.45 560.00 5 OUTFALL 2 Outfall 616.00 25.75 616.00 6 OUTFALL 3 Outfall 616.00 7.59 616.00 o' 7 OUTFALL 4 Outfall 611.89 14.70 611.89 8 OUTFALL 5 Outfall 611.00 8.90 611.00 ari ow NW DM WM NNW WAS i rrr S S MN MO WNW Page 3 of 14 S rr 10 Year-Pre 13057-Rehabilitate Runway 3-21 Engineer GAR 3/1/2016 +e+ Link Summary SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft) (ft) (ft) (%) (in) (do) (cis) (ft/sec) (ft) (min) 1 TO OUTFALL 1 Pipe COMB E10 AND E20 OUTFALL 1 10 00 560.10 560 00 1 0000 0.000 0.0300 50 45 000 004 000 050 0 25 000 Calculated 2 E10 Channel E10 COMB E10 AND E20 42000 57111 56000 2.6500 24 000 00300 4646 15831 029 1009 0.96 048 000 3 E20 Channel E20 COMB E10 AND E20 33500 57181 56000 35300 24000 00300 1084 27620 0.04 585 000 025 000 iIW tam fli Yli IM est Page 4 of 14 Dr ONO it • 10 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin Hydrology Subbasin :A Input Data MIIt Area(ac) 11.29 Weighted Curve Number 74.53 Rain Gage ID Rain Gage-01 Composite Curve Number '111.11 Area Soil Curve SoiVSurface Description (acres) Group Number Paved parking&roofs 4.13 B 98.00 >75%grass cover,Good 7.16 B 61.00 Composite Area&Weighted CN 11.29 74.53 rr Time of Concentration TOC Method:SCS TR-55 rr Sheet Flow Equation: Tc=(0.007•((n•Lf)^0.8))/((P^0.5)•(Sf"0.4)) Where: r Tc=Time of Concentration(hr) n =Mannings roughness Lf=Flow Length(ft) P =2 yr,24 hr Rainfall(inches) Sf=Slope(ft/ft) ON Shallow Concentrated Flow Equation: V=16.1345•(Sf"0.5)(unpaved surface) V=20.3282•(Sf^0.5)(paved surface) V=15.0•(Sf^0.5)(grassed waterway surface) MIS V=10.0•(Sf"0.5)(nearly bare&untilled surface) V=9.0•(Sf"0.5)(cultivated straight rows surface) V=7.0•(Sf^0.5)(short grass pasture surface) V=5.0•(Sf^0.5)(woodland surface) V=2.5•(Sf"0.5)(forest w/heavy litter surface) vim Tc=(Lf/V)/(3600 sec/hr) Where: Tc=Time of Concentration(hr) moin Lf=Flow Length(ft) V=Velocity(ft/sec) Sf=Slope(ft/ft) Channel Flow Equation: wrr V=(1.49*(R"(2/3))•(Sf^0.5))/n R =Aq/Wp Tc=(Lf/V)/(3600 secJhr) Where: Tc=Time of Concentration(hr) Lf=Flow Length(ft) R =Hydraulic Radius(ft) Aq=Flow Area(ft*) Wp=Wetted Perimeter(ft) V=Velocity(ft/sec) Sf=Slope(ft/ft) n =Manning's roughness rr MOM Page 5 of 14 ®ar "f'r 10 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subarea Subarea Subarea Sheet Flow Computations A B C O'" Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(ft/sec): 0.11 0.00 0.00 r. Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length(ft): 100 0.00 0.00 MilSlope(%): 3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.79 0.00 0.00 Computed Flow Time(min): 0.60 0.00 0.00 Subarea Subarea Subarea km Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 305 0.00 0.00 Channel Slope(%): 1.2 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 moi Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.36 0.00 0.00 Computed Flow Time(min): 1.51 0.00 0.00 Total TOC(min) 24.70 MN Subbasin Runoff Results Total Rainfall(in) 5.60 Total Runoff(in) 2.90 ION Peak Runoff(cfs) 32.23 Weighted Curve Number 74.53 Time of Concentration(days hh:mm:ss) 0 00:24:42 IOW +rr MN Mal MKS WOO ara Ala NW me Page 6 of 14 .r 'r 10 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :B ®. Input Data Area(ac) 5.32 Weighted Curve Number 71.71 Rain Gage ID Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 1.54 B 98.00 >75%grass cover,Good 3.78 B 61.00 irr Composite Area&Weighted CN 5.32 71.71 Time of Concentration Subarea Subarea Subarea 'r Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3.3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 arr Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 21.74 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C MIN Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 760 0.00 0.00 Channel Slope(%): 1.2 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.36 0.00 0.00 Computed Flow Time(min): 3.77 0.00 0.00 Total TOC(min) 25.52 Subbasin Runoff Results Total Rainfall(in) 5.60 Total Runoff(in) 2.64 Peak Runoff(cfs) 13.55 yr Weighted Curve Number 71.71 Time of Concentration(days hh:mm:ss) 0 00:25:31 aw INS MINrr ■ra Page 7 of 14 10 Year-Pre 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Subbasin :C ,.. Input Data Area(ac) 0.21 Weighted Curve Number 72.00 Rain Gage ID Rain Gage-01 Composite Curve Number Area Soil Curve SoiVSurface Description (acres) Group Number 0.21 - 72.00 rw Composite Area&Weighted CN 0.21 72.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 110 0.00 0.00 Slope(%): 4.5 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(ft/sec): 0.12 0.00 0.00 Computed Flow Time(min): 14.99 0.00 0.00 Total TOC(min) 14.99 ,.` Subbasin Runoff Results Total Rainfall(in) 5.60 Total Runoff(in) 2.67 Peak Runoff(cfs) 0.70 Weighted Curve Number 72.00 Time of Concentration(days hh:mm:ss) 0 00:14:59 OMNI MINN nwu IOW IONrr erw w ww Page 8 of 14 +.r 10 Year-Pre 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Subbasin : D .,. Input Data Area(ac) 1.86 Weighted Curve Number 72.54 Rain Gage ID Rain Gage-01 +rr Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.58 B 98.00 >75%grass cover,Good 1.28 B 61.00 ems Composite Area&Weighted CN P 9 1.86 72.54 Time of Concentration User-Defined TOC override(minutes):5 ors Subbasin Runoff Results Total Rainfall(in) 5.60 Total Runoff(in) 2.72 Peak Runoff(cfs) 8.05 Weighted Curve Number 72.54 Time of Concentration(days hh:mm:ss) 0 00:05:00 rr err ION ar WO OW 601 rr wr arr Page 9 of 14 err •'" 10 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin : E ,�. Input Data Area(ac) 2.83 Weighted Curve Number 68.84 Rain Gage ID Rain Gage-01 far Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.60 B 98.00 >75%grass cover,Good 2.23 B 61.00 uar Composite Area&Weighted CN 2.83 68.84 Time of Concentration oar User-Defined TOC override(minutes):5 Subbasin Runoff Results ar Total Rainfall(in) 5.60 Total Runoff(in) 2.39 Peak Runoff(cfs) 10.69 Weighted Curve Number 68.84 Time of Concentration(days hh:mm:ss) 0 00:05:00 MIS ar :r arr MOO MIN air ar WIN MIN Page 10 of 14 10 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin:F a.. Input Data Area(ac) 9.44 Weighted Curve Number 75.03 Rain Gage ID Rain Gage-01 MIN Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 3.58 B 98.00 >75%grass cover,Good 5.86 B 61.00 am Composite Area&Weighted CN 9.44 75.03 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 2.7 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 WIN Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 23.56 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C NMI Flow Length(ft): 105 0.00 0.00 Slope(%): 3.3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.93 0.00 0.00 Computed Flow Time(min): 0.60 0.00 0.00 err Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 590 0.00 0.00 Channel Slope(%): 0.9 0.00 0.00 rr Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 2.91 0.00 0.00 Computed Flow Time(min): 3.38 0.00 0.00 Total TOC(min) 27.54 a+r Subbasin Runoff Results Total Rainfall(in) 5.60 WWI Total Runoff(in) 2.95 Peak Runoff(cfs) 25.82 Weighted Curve Number 75.03 Time of Concentration(days hh:mm:ss) 0 00:27:32 MUM a + a IOW Page 11 of 14 ,rr 10 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :G ,., Input Data Area(ac) 2.54 Weighted Curve Number 76.30 Rain Gage ID Rain Gage-01 Willi Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 1.05 B 98.00 >75%grass cover,Good 1.49 B 61.00 rrr Composite Area&Weighted CN 2.54 76.30 Time of Concentration Subarea Subarea Subarea rr Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 MIN Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length(ft): 100 0.00 0.00 Slope(%): 1.5 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 1.98 0.00 0.00 Computed Flow Time(min): 0.84 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 100 0.00 0.00 Channel Slope(%): 1 0.00 0.00 rr Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.07 0.00 0.00 Computed Flow Time(min): 0.54 0.00 0.00 Total TOC(min) 23.97 Subbasin Runoff Results Total Rainfall(in) 5.60 Total Runoff(in) 3.07 Peak Runoff(cfs) 7.83 Weighted Curve Number 76.30 Time of Concentration(days hh:mm:ss) 0 00:23:58 rr NMI .Illy ale wr dal Page 12 of 14 HMI 10 Year-Pre 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin : H N MI Input Data Area(ac) 4.80 Weighted Curve Number 78.96 Rain Gage ID Rain Gage-01 MN Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 2.33 B 98.00 >75%grass cover,Good 2.47 B 61.00 rite Composite Area&Weighted CN P 9 4.80 78.96 Time of Concentration Subarea Subarea Subarea err Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 2 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 ANN Velocity(ft/sec): 0.09 0.00 0.00 Computed Flow Time(min): 26.57 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C sere Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 260 0.00 0.00 Channel Slope(%): 1.3 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.49 0.00 0.00 e® Computed Flow Time(min): 1.24 0.00 0.00 Total TOC(min) 27.81 mese Subbasin Runoff Results Total Rainfall(in) 5.60 Total Runoff(in) 3.32 Peak Runoff(cfs) 14.74 Kier Weighted Curve Number 78.96 Time of Concentration(days hh:mm:ss) 0 00:27:49 ,rr NM WM iter Mal r. err .lig Page 13 of 14 "r 10 Year-Pre 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Subbasin :I ar Input Data Area(ac) 2.89 Weighted Curve Number 76.62 Rain Gage ID Rain Gage-01 arr Composite Curve Number Area Soil Curve SoiUSurface Description (acres) Group Number Paved parking&roofs 1.22 B 98.00 >75%grass cover,Good 1.67 B 61.00 moo Composite Area&Weighted CN 2.89 76.62 Time of Concentration Subarea Subarea Subarea rrr Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 for Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C MIS Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Channel Slope(%): 1.4 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(fUsec): 3.63 0.00 0.00 Computed Flow Time(min): 0.69 0.00 0.00 Total TOC(min) 23.28 irm Subbasin Runoff Results Total Rainfall(in) 5.60 Total Runoff(in) 3.10 Peak Runoff(cfs) 9.15 atm Weighted Curve Number 76.62 Time of Concentration(days hh:mm:ss) 0 00:23:17 YEN/ AEI rr air SIM dem raa Page 14 of 14 10 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Project Description File Name 13057-SSA POST 10.SPF Project Options Flow Units CFS arr Elevation Type Elevation Hydrology Method SCS TR-55 Time of Concentration(TOC)Method SCS TR-55 Link Routing Method Hydrodynamic Enable Overflow Ponding at Nodes YES aar Skip Steady State Analysis Time Periods NO Analysis Options Start Analysis On Feb 17,2016 00:00:00 awry End Analysis On Feb 20,2016 00:00:00 Start Reporting On Feb 17,2016 00:00:00 Antecedent Dry Days 0 days Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss Reporting Time Step 0 00:05:00 days hh:mm:ss Routing Time Step 30 seconds Number of Elements Qty onsRain Gages 1 Subbasins 9 Nodes 8 Junctions 3 Outfalls 5 Flow Diversions 0 Inlets. 0 Storage Nodes 0 Links 3 Channels 2 Pipes 1 wrr Pumps 0 Orifices 0 Weirs 0 Outlets 0 Pollutants 0 a. Land Uses 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall m ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage-01 Time Series TS-03 Cumulative inches Virginia Albemarle 10 5.60 SCS Type II 24-hr arr rar arr ar Page 1 of 14 "g 10 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin Summary arr SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac-ft) (cfs) (days hh:mm:ss) 1 A 8.95 73.21 5.60 2.78 2.07 24.12 0 00:25:21 2 B 5.03 70.00 5.60 2.49 1.04 12.10 0 00:25:15 3 C 2.85 76.12 5.60 3.05 0.72 8.97 0 00:22:42 4 D 1.86 72.54 5.60 2.72 0.42 8.05 0 00:05:00 5 E 2.83 68.84 5.60 2.39 0.56 10.69 0 00:05:00 6 F 9.37 73.99 5.60 2.85 2.23 24.74 0 00:27:32 7 G 2.61 70.50 5.60 2.54 0.55 6.60 0 00:23:58 woo 8 H and I 4.70 73.28 5.60 2.79 1.09 9.96 0 00:37:36 9 J 3.02 73.62 5.60 2.82 0.71 6.62 0 00:36:25 Mai MIIII rw IMO air aw MOO .w MPSwr ar a Page 2 of 14 goo 10 Year-Post 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Node Summary . SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) On (cis) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 COMB.E10 AND E20 Junction 560.10 6.00 0.00 0.00 0.00 48.85 560.49 0.00 1.61 0 00:00 0.00 0.00 w 2 E10 Junction 571.11 6.00 0.00 0.00 0.00 37.23 572.50 0.00 0.61 0 00:00 0.00 0.00 3 E20 Junction 571.81 6.00 0.00 0.00 0.00 16.19 572.58 0.00 1.23 0 00:00 0.00 0.00 4 OUTFALL 1 Outfall 560.00 48.85 560.00 5 OUTFALL 2 Outfall 616.00 24.65 616.00 6 OUTFALL 3 Outfall 616.00 6.44 616.00 w 7 OUTFALL 4 Outfall 611.89 9.90 611.89 8 OUTFALL 5 Outfall 611.00 6.61 611.00 MN Mil rr UM OM OM NW ar111 NM MN AM MO w Om Page 3 of 14 w 10 Year-Post 13057-Rehablrtate Runway 3-21 Engineer GAR 3/1/2016 �+ Link Summary SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft) (ft) (ft) (%) (in) (cfs) (cts) (f/sec) (ft) (min) 1 TO OUTFALL 1 Pipe COMB E10 AND E20 OUTFALL 1 10 00 560.10 560 00 1 0000 0 000 0.0320 48 85 000 006 000 058 029 000 Calculated 2 E10 Channel E10 COMB E10 AND E20 420 00 571 11 56010 2 6200 24 000 0 0300 3713 158 31 0 23 9 45 0.89' 044 0.00 3 E20 Channel 620 COMB.E10 AND E20 335 00 571 81 56010 3.5055 24 000 0 0300 16.15 276 20 006 670 058 029 000 9tlllf aYiak Wt MOP rak Page 4 of 14 Irak a Niffoa it able 10 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin Hydrology MEI Subbasin :A Input Data +r Area(ac) 8.95 Weighted Curve Number 73.21 Rain Gage ID Rain Gage-01 Composite Curve Number ®"' Area Soil Curve SoiUSurface Description (acres) Group Number Paved parking&roofs 2.27 B 98.00 >75%grass cover,Good 3.87 B 61.00 Dry Swale,Adjusted CN 2.81 B 70.00 .lr Composite Area&Weighted CN 8.95 73.21 Time of Concentration TOC Method:SCS TR-55 rr Sheet Flow Equation: Tc=(0.007*((n"Lf)"0.8))/((P"0.5)"(Sf"0.4)) Where: rou Tc=Time of Concentration(hr) n =Manning's roughness Lf =Flow Length(ft) P =2 yr,24 hr Rainfall(inches) „�. Sf=Slope(ft/ft) Shallow Concentrated Flow Equation: V =16.1345"(Sf"0.5)(unpaved surface) V=20.3282"(Sf"0.5)(paved surface) '"or V=15.0"(Sf"0.5)(grassed waterway surface) V=10.0"(Sf"0.5)(nearly bare&untitled surface) V=9.0"(Sf"0.5)(cultivated straight rows surface) V=7.0"(Sf"0.5)(short grass pasture surface) V=5.0"(Sf"0.5)(woodland surface) V =2.5"(Sf"0.5)(forest w/heavy litter surface) Tc=(Lf/V)/(3600 sec hr) Where: Tc=Time of Concentration(hr) Lf=Flow Length(ft) V=Velocity(ft/sec) Sf=Slope(ft/ft) uri Channel Flow Equation: V=(1.49"(R"(2/3))*(Sf"0.5))/n R =Aq/Wp Tc=(Lf/V)/(3600 sec/hr) Where: Tc=Time of Concentration(hr) Lf=Flow Length(ft) R =Hydraulic Radius(ft) Aft Aq=Flow Area(ft') Wp=Wetted Perimeter(ft) V=Velocity(ft/sec) Sf=Slope(ft/ft) n =Manning's roughness rr .r AIM Page 5 of 14 10 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(ft/sec): 0.11 0.00 0.00 rr Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length(ft): 100 0.00 0.00 +rr Slope(%): 3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.79 0.00 0.00 Computed Flow Time(min): 0.60 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 435 0.00 0.00 Channel Slope(%): 1.2 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 ar Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.36 0.00 0.00 Computed Flow Time(min): 2.16 0.00 0.00 Total TOC(min) 25.35 ar Subbasin Runoff Results Total Rainfall(in) 5.60 Total Runoff(in) 2.78 omo Peak Runoff(cfs) 24.12 Weighted Curve Number 73.21 Time of Concentration(days hh:mm:ss) 0 00:25:21 rw rrr nr rr r xrr Page 6 of 14 10 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :B .,. Input Data Area(ac) 5.03 Weighted Curve Number 70.00 Rain Gage ID Rain Gage-01 +ter Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Dry Swale,Adjusted CN 5.03 B 70.00 r�r Composite Area&Weighted CN 5.03 70.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C aWO Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(fUsec): 0.11 0.00 0.00 ANN Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length(ft): 60 0.00 0.00 *as Slope(%): 8.3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 4.65 0.00 0.00 Computed Flow Time(min): 0.22 0.00 0.00 Subarea Subarea Subarea w"' Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 515 0.00 0.00 Channel Slope(%): 1.3 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 wr Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.49 0.00 0.00 Computed Flow Time(min): 2.46 0.00 0.00 Total TOC(min) 25.26 ari Subbasin Runoff Results Total Rainfall(in) 5.60 Total Runoff(in) 2.49 WWI Peak Runoff(cfs) 12.10 Weighted Curve Number 70.00 Time of Concentration(days hh:mm:ss) 0 00:25:16 aw aor NOW r Ala Page 7 of 14 w.. ®" 10 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :C Input Data Area(ac) 2.85 Weighted Curve Number 76.12 Rain Gage ID Rain Gage-01 rr Composite Curve Number Area Soil Curve SoiVSurface Description (acres) Group Number Paved parking&roofs 0.88 B 98.00 >75%grass cover,Good 1.16 B 61.00 aar Dry Swale,Adjusted CN 0.81 B 74.00 Composite Area&Weighted CN 2.85 76.12 Time of Concentration MIA Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3.3 0.00 0.00 OMB 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 21.74 0.00 0.00 Subarea Subarea Subarea WSWShallow Concentrated Flow Computations A B C Flow Length(ft): 70 0.00 0.00 Slope(%): 3.6 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 3.06 0.00 0.00 Computed Flow Time(min): 0.38 0.00 0.00 aosa Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 150 0.00 0.00 was Channel Slope(%): 2 0.00 0.00 Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 4.33 0.00 0.00 Computed Flow Time(min): 0.58 0.00 0.00 air Total TOC(min) 22.70 Subbasin Runoff Results Total Rainfall(in) 5.60 Total Runoff(in) 3.05 Peak Runoff(cfs) 8.97 Weighted Curve Number 76.12 Time of Concentration(days hh:mm:ss) 0 00:22:42 rr NMI morearr aar AIM Page 8 of 14 %vs 10 Year-Post 13057-Rehabilitate Runway 3-21 Engineer: GAR 3/1/2016 Subbasin :D ,,, Input Data Area(ac) 1.86 Weighted Curve Number 72.54 Rain Gage ID Rain Gage-01 a"` Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.58 B 98.00 >75%grass cover,Good 1.28 B 61.00 er Composite Area&Weighted CN 1.86 72.54 Time of Concentration User-Defined TOC override(minutes):5.00 rrr Subbasin Runoff Results +r Total Rainfall(in) 5.60 Total Runoff(in) 2.72 Peak Runoff(cfs) 8.05 Weighted Curve Number 72.54 Time of Concentration(days hh:mm:ss) 0 00:05:00 .rr rr VIM err +errs NMI MIS AIN rrr vat! rr Page 9 of 14 °f~ 10 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin : E .,, Input Data Area(ac) 2.83 Weighted Curve Number 68,84 Rain Gage ID Rain Gage-01 err Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.60 B 98.00 >75%grass cover,Good 2.23 B 61.00 err Composite Area&Weighted CN 2.83 68.84 Time of Concentration rr User-Defined TOC override(minutes):5 Subbasin Runoff Results NIES Total Rainfall(in) 5.60 Total Runoff(in) 2.39 Peak Runoff(cfs) 10.69 Weighted Curve Number 68.84 Time of Concentration(days hh:mm:ss) 0 00:05:00 WW er WO a'r WIN OP ,err rr rr rr rr Page 10 of 14 SOME "rr" 10 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :F er„ Input Data Area(ac) 9.37 Weighted Curve Number 73.99 Rain Gage ID Rain Gage-01 err Composite Curve Number Area Soil Curve SoiVSurface Description (acres) Group Number Paved parking&roofs 3.29 B 98.00 >75%grass cover,Good 6.08 B 61.00 Ail Composite Area&Weighted CN 9.37 73.99 Time of Concentration Subarea Subarea Subarea "'r' Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 2.7 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 WOW Velocity(ft/sec): 0.11 0.00 0.00 Computed Flow Time(min): 23.56 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C alaiFlow Length(ft): 105 0.00 0.00 Slope(%): 3.3 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.93 0.00 0.00 Computed Flow Time(min): 0.60 0.00 0.00 ow Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 590 0.00 0.00 Channel Slope(%): 0.9 0.00 0.00 rr Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 2.91 0.00 0.00 Computed Flow Time(min): 3.38 0.00 0.00 Total TOC(min) 27.54 Milt Subbasin Runoff Results Total Rainfall(in) 5.60 'O Total Runoff(in) 2.85 Peak Runoff(cfs) 24.74 Weighted Curve Number 73.99 Time of Concentration(days hh:mm:ss) 0 00:27:32 USN OS air WO r der IMO Page 11 of 14 NW 10 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :G 611111 Input Data Area(ac) 2.61 Weighted Curve Number 70.50 Rain Gage ID Rain Gage-01 AM Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 0.67 B 98.00 >75%grass cover,Good 1.94 B 61.00 644 Composite Area&Weighted CN 2.61 70.50 Time of Concentration Subarea Subarea Subarea °r Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 3 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 411 Velocity(f/sec): 0.11 0.00 0.00 Computed Flow Time(min): 22.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C r4r Flow Length(ft): 100 0.00 0.00 Slope(%): 1.5 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 1.98 0.00 0.00 Computed Flow Time(min): 0.84 0.00 0.00 MI Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 100 0.00 0.00 Channel Slope(%): 1 0.00 0.00 0r Cross Section Area(ftp): 4 0.00 0.00 Wetted Perimeter(ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.07 0.00 0.00 Computed Flow Time(min): 0.54 0.00 0.00 Total TOC(min) 23.97 NM Subbasin Runoff Results Total Rainfall(in) 5.60 On Total Runoff(in) 2.54 Peak Runoff(cfs) 6.60 Weighted Curve Number 70.50 Time of Concentration(days hh:mm:ss) 0 00:23:58 6•r 0411 OW NO NM ONO ow Page 12 of 14 row 10 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :H and I NM Input Data Area(ac) 4.70 Weighted Curve Number 73.28 Rain Gage ID Rain Gage-01 am Composite Curve Number Area Soil Curve SoiVSurface Description (acres) Group Number Paved parking&roofs 1.56 B 98.00 >75%grass cover,Good 3.14 B 61.00 'O Composite Area&Weighted CN p 9 4.70 73.28 Time of Concentration Subarea Subarea Subarea MIS Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 1 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 w Velocity(ft/sec): 0.07 0.00 0.00 Computed Flow Time(min): 35.05 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C OltFlow Length(ft): 175 0.00 0.00 Slope(%): 1.6 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 2.04 0.00 0.00 Computed Flow Time(min): 1.43 0.00 0.00 am Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 205 0.00 0.00 Channel Slope(%): 1 0.00 0.00 AM Cross Section Area(ft): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.07 0.00 0.00 Computed Flow Time(min): 1.11 0.00 0.00 Total TOC(min) 37.60 me Subbasin Runoff Results Total Rainfall(in) 5.60 wok Total Runoff(in) 2.79 Peak Runoff(cfs) 9.98 Weighted Curve Number 73.28 Time of Concentration(days hh:mm:ss) 0 00:37:36 ar ar a .re ma r 0.0 Page 13 of 14 et. OW 10 Year-Post 13057-Rehabilitate Runway3-21 Engineer: GAR 3/1/2016 Subbasin :J AM Input Data Area(ac) 3.02 Weighted Curve Number 73.62 Rain Gage ID Rain Gage-01 am Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking&roofs 1.03 B 98.00 >75%grass cover,Good 1.99 B 61.00 AIM Composite Area&Weighted CN P 9 3.02 73.62 Time of Concentration Subarea Subarea Subarea 'a' Sheet Flow Computations A B C Manning's Roughness: 0.4 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Slope(%): 1 0.00 0.00 2 yr,24 hr Rainfall(in): 4.00 0.00 0.00 as Velocity(ft/sec): 0.07 0.00 0.00 Computed Flow Time(min): 35.05 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Am Flow Length(ft): 100 0.00 0.00 Slope(%): 3.5 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity(ft/sec): 3.02 0.00 0.00 Computed Flow Time(min): 0.55 0.00 0.00 SW Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 0.03 0.00 0.00 Flow Length(ft): 150 0.00 0.00 Channel Slope(%): 1 0.00 0.00 ar Cross Section Area(ft'): 4 0.00 0.00 Wetted Perimeter (ft): 8.25 0.00 0.00 Velocity(ft/sec): 3.07 0.00 0.00 Computed Flow Time(min): 0.82 0.00 0.00 Total TOC(min) 36.42 sor Subbasin Runoff Results Total Rainfall(in) 5.60 °r Total Runoff(in) 2.82 Peak Runoff(cfs) 6.62 Weighted Curve Number 73.62 Time of Concentration(days hh:mm:ss) 0 00:36:25 MIL Malt av NM as AMR asa Page 14 of 14 w. aim CE (0 _ a T ... 0 N 1- w CC LL co O O in co in W v7 co v)0 in co LL co cn cn CO 0 VI LL CO cn cn Li cn r W a •- in- as as co in N al as cin as as ccj N (13 s a Z i RS a a a a a a a a a a a us as d C'3 CO a; a n. a n. a Z W Q W Li_ as t W yU H ..., < c 0 z 0 000M I. 0000N 9M0) N O - IC) � O V Occ0 f� 0o000 tf) LON. � '4' LO i.+ CO CO �O U)) pc000 cc000 cCOoo cc000 cc000 0 `:4o 0 ou. 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