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Home My WebLink AboutSUB201600021 Application Road Plan and Comps. 2016-06-08 Pagel COUNTY OF ALBEMARLE APPLICATION FOR ROAD PLAN APPROVAL Is this an amendment to an approved plan? Yes 0 No Is this a revision or resubmission for review?Yes Ir No County File Number: A.S t2• Z I (to be provided by County for new applications) 8 Copies of the Plan to be submitted and distributed by the County as follows: 2 Copies to County Engineering I Copy to Albemarle Fire and Rescue 1 Copy to Planning for Street Trees and other landscaping review 2 Copies to Albemarle County Service Authority 2 Copies to Virginia Department of Transportation Have you submitted plans separately to any agencies listed above?Yes geNo L List Agencies: v mi., Wf Sb t Project Name Old Trail Village, Blocks 10, 16, 17& 18 Tax map and parcels A portion of TMP 055E0-01-00-000A1 Zonin! Neighborhood District Model ZMA 04-024 Physical Street Address (if assigned): Applicant March Mountain Properties LLC Street Address 1005 Heathercroft Circle, Suite 100 City Crozet State Virginia Zip Code 22932 Phone Number 702-985-9088 Email dave@oldtrailvillage.com Owner of Record March Mountain Properties, LLC Street Address 1005 Heathercroft Circle, Suite 100 City Crozet State Virginia Zip Code 22932 Phone Number 702-985-9088 Email dave@oldtrailvillage.com Contact (who should we contact about this project): Chris Mulligan Street Address 914 Monticello Road City Charlottesville State Virginia Zip Code 22902 Phone Number 434-977-0205 Email cmulligan@roudabush.com County Albemarle Departmentnt Community Comm munity Development 401 McIntire Road Charlottesville,VA 22902 Voice: (434)296-5832 Fax: (434)972-4126 Page2 COUNTY OF ALBEMARLE APPLICATION FOR ROAD PLAN APPROVAL Owner/Applicant Must Read and Sign The foregoing information is complete and correct to the best of my knowledge. I have read and understand the provisions of Chapter 14 Subdivision of Land of the Albemarle County Code,and the Design Manual,and am consenting to all correspondence from Albemarle County be in any of the following forms in writing;by first class mail,by personal delivery,by fax or,by email. (AN Signa re of Ow ,Contract Purchaser,Agent Date Artfrel 4F—a26r 177" OW5- Print Name Daytime phone number of Signatory FOR OFFICE� USE ONLY SUB# AMC) Fee Amount$ LI3D .Do Date Paid (D— !)—2DiU By who?1`1p(�ff n Olo Mltl'n Receipt# I O\165 Cld! 'Lig O�I-C.9 By: OA- Y"N' QA QS LLC Pages COUNTY OF ALBEMARLE APPLICATION FOR ROAD PLAN APPROVAL FEES ROAD PLANS FOR PROPOSED SUBDIVISION *If public and private streets are proposed,pay the higher of the two fees(private street) 8 copies of the road plan are required for all submittals Public Street Fees Private Street Fees 0 For each review of a submitted plan,including re- 0 Authorization of one or more private streets within views of revisions after plan approval=$269 a subdivision filed separately from a subdivision appli- cation=$720 io L9 For each review of a submitted plan,including re- views of revisions after plan approval =$430 VARIATIONS OR EXCEPTIONS BEFORE APPROVAL OF A PRELIMINARY PLAT ❑ Variation to or exception from street interconnection requirements=$581 ❑ Variation to or exception from one or more street standards=$581 ❑ Variation to or exception front curb and/or gutter requirements=$581 • AFTER PRELIMINARY PLAT APPROVAL AND BEFORE FINAL SUBDIVISION PLAT APPROVAL ❑ Variation to or exception from any requirement of Chapter 14 for which a variation to or exception from is au- thorized after approval of a preliminary plat and before approval of a final plat=$892.00. Attach written justifica- tion AFTER FINAL PLAT APPROVAL ❑ Variation to or exception from any requirement of Chapter 14 for which a variation to or exception from is au- thorized after approval of a final plat=$892.00. Attach written justification SURETYBONDING If required to construct a street,the subdivider shall pay to the county a fee equal to the cost of the inspection of the con- struction of any such street.These fees shall be paid prior to completion of all necessary inspections and shall be deemed a part of the cost of construction of the street for purposes of section 14-435(B). The bond process and forms can be found at the document center under bonds.After a plan is approved,a bond estimate request form must be submitted to the Community Development office with the required fee. The owner signatures will be verified for each parcel affected,and estimates will be prepared by the engineering reviewer. A bond amount will be pro- vided to the owner. Bond agreements will be prepared by the county,and when properly completed by the owner,will be reviewed and signed by the County Attorney and County Engineer. Please allow a few weeks for this process. \111‘ J Page COUNTY OF ALBEMARLE ROAD PLAN CHECKLIST A road or street plan is an engineered construction plan for a public or private road or alley. It also contains necessary infrastructure for the road, like drainage inlets,pipes, ditches, culverts, residential and commercial entrances, slopes, retaining walls, signs,pavement markings and any other items necessary for the road. A road plan must be a stand-alone document,and titled as a road plan. A road plan is not a site plan, or a stormwater plan, or an erosion control plan. Please do not attach any other plans to the road plan. The exception is when the Albemarle County Service Authority has insisted in some cases that utility plans (water and sewer) be part of the road plans, and this has been permitted. A road plan must contain a title sheet specifically for the road plan, a plan view of the road, a profile of the road, and specific and typical details for the road sections. Please also reference the Design Manual in addition to this checklist. Application information: • Completed application and fees.No review is provided without applications and fees. Plans containing both public and private roads should pay the higher fee for private roads. ❑ Copies of federal and state permits for any wetland or stream disturbance. (Army Corps, VDEQ, etc) [18-32.1.2, 14-311] Title information: • Project title. Titles should be appropriate. It should be a road or street plan, not a site plan, subdivision plan, or erosion control plan, etc. CJ Professional seal,with original signature and date. [18-32.6.1] • Content: The road plan must contain,for each road/street/alley, at a minimum 1. a plan view, customarily at 1"=50' or better. 2. a profile view 3. a typical cross-section Plan View: [18-32.6.2, 14-304, Subdivision Ordinance Article IV Division 2,VDOT SSAR] GG Accurate current existing topography at the time of submittal, including all existing site features, and any recent disturbances, all at a legible scale. Z Date and source of the topographic information: All topography should be at least visually field verified by the designer within the last year {Aerial topography is often noticeably inaccurate. Disturbances sometimes take place subsequent to the flown date. This can be a particularly recurring problem where early or mass grading plans have occurred previously. In these cases, the topography needs to be updated_) • WPO buffer limits; 100' from stream or wetland bank, 200' from reservoirs, or floodplain limit if greater [17-600] • Floodplain limits, including IOOyr flood limits for any channel with a drainage area of 50+ acres [18 -32.6.2d, 18-30.3] Z All existing easements (access, drainage, sight, sanitary easements, etc.)with deed book references, locations and dimensions. \1111 I Pages COUNTY OF ALBEMARLE ROAD PLAN CHECKLIST O All proposed streets included,with right-of-way and street names 10 Stationing at 50' minimum on all proposed streets, on plan and profile O Street horizontal curve start point, end points and radii labeled, meeting standards ❑ Cul-de-sacs provided on all dead-end streets or alleys(see the Design Manual reference details) O Street edge of pavement or curb radii labeled at all intersections and turnarounds (see the Design Manual reference details) ❑ Roundabouts designed per VDOT and ASHTO guidelines O Guardrail over any slope steeper than 3:1,wall, or drop-off greater than 4',with start and end sections labeled, and VDOT designations (GR-2, GR-2a, etc.) (see the VDOT Road Design Manual. Guardrail placement is complicated and subject to a lot of judgement and variation. This is a quick rule -of-thumb summary.) ❑ Pavement markings dimensioned and labeled O Signs for traffic control shown and labeled: speed limit on all streets, stop signsat all intersections O Street name signs at every intersection, typically placed opposite stop signs [should reference County Road Naming and Property Numbering Ordinance and Manual] Z Street tree locations, species and height or caliper(typically to be reviewed by Planning) Grading: Z Proposed topography at minimum 2' contour intervals—tied into existing contours, as well as all proposed site features. (Sites with less than 6' of grade change should consider using smaller contour intervals.) O Proposed slopes are all 2:1 (horizontal:vertical) or flatter {Design Manual, section 8} Z Proposed slopes steeper than 3:1 have low maintenance (not grass) ground cover specified on the plan {Design Manual, Section 8} O Show existing critical (steep) slopes on plans (See County GIS, Steep Slope Overlay). Existing critical slopes are not disturbed, unless a waiver or exemption has been granted for the disturbance. ❑ Retaining walls should be accurately shown on plans, reflecting material thickness and batter where such measurements may affect layout. Retaining Wall Plans checklist. ❑ 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. These concerns can be alleviate with layout spacing also. In any case, retaining walls will require building permits at construction. Required Easements: [Zoning Ordinance 18-32.7.4, Subdivision Ordinance,Article IV, Div. 4] O All proposed permanent easements, dimensioned and labeled Examples of easements are: • sidewalk easements for sidewalks to be maintained with streets outside right-of-way. It is preferable that sidewalk be inside street right-of-way. • drainage easements for any drainage passing through the site from off-site, or for drainage crossing proposed property lines. • stormwater management easements over all facilities and associated structures and access \by • interparcel access easements • intersection or entrance sight easements Page COUNTY OF ALBEMARLE ROAD PLAN CHECKLIST Z All drainage easements are a minimum 20' wide. Required width: 10'+(pipe dia. or channel width) +2'+2(depth-5'). The pipe, channel or structure must be within the center third of the easement. {Design Manual, section 6} • No structures or trees within drainage easements {Design Manual, section 6} Z Label drainage easements beyond public rights-of-way as `Private'. A deed of easement for the maintenance of these will be required for approval. Entrances and right-of-way improvements: [per VDOT Secondary Street Acceptance Requirements (SSAR), and VDOT Road and Bridge Standards] WI Only approved entrances are shown. Placing entrances on road plans should not be a way of circumventing site plan review of entrance placement or number, or adequate review of traffic, spacing, turn lanes, etc. Z All entrances have a VDOT designation [PE-1, CG-9a, etc). In the case of dense residential development, concrete entrance aprons are important to continue drainage on the street side, and to control fine grading of asphalt and sidewalks. ❑ Commercial entrances do not exceed 4%grade for a distance of 40' from the intersected street, measured anywhere in the entrance [18-4.12.17] Ca Unobstructed sight distance lines at entrances, more than 10' x speed limit,plus next 5mph increment. For example: sight distance for 25mph design speed limit= 10' x 25 +30=280'. See VDOT Road Design Manual,App B 1, Sec. 3E Z 25' minimum radii on entrances (or per VDOT requirements,typically 25'-35') [per VDOT Access Management Regulations and Standards] ❑ Turn and taper lanes where applicable with lengths and widths labeled (taper at 12:1 with 12' lane widths) Profile View: (applicable only to road or street plans) • Stationing at 50' minimum on all proposed streets,to match the plan view sheets CZ Proposed centerline • Existing ground centerline (Historically,the existing centerline was field surveyed, but this is happening much less with current aerial topography. This may be requested if inaccuracies are noted.) Z Labeled existing and proposed grade at each 50ft station point IZ Vertical curves provided at all grade transitions fZ Vertical curve start, vertex and end points labeled • Vertical curve length and K(or stopping sight distance) labeled at each vertex, meeting required design values lZ Percent grades labeled for all road segments, meeting design values (VDOT Road Design Manual, App. B) J Rural street intersections continue the -2% intersected cross grade for a minimum of 20' from the edge of pavement of the intersected street. A low point is provided off the intersected street for drainage. {policy, following VDOT practice} fZ Street grade is less than 4%for a minimum of 40' from the edge of pavement of the intersected street. (This grade can be within the first road curve which transitions from the 2% intersected cross grade) {policy, follows ord. for travelways 18-4.12} RI Pipe and utility crossings shown and labeled (ACSA has minimum clearances) Pagel COUNTY OF ALBEMARLE ROAD PLAN CHECKLIST • Cross drain locations shown and labeled with VDOT designations (CD-1,2) at every major cut and fill transition or sag curve O The station of intersections are shown and labeled with the street names ❑ Grades are a maximum of 6% in tumarounds El Grades are a maximum of 4%through roundabouts Details and Sections: (reference VDOT Road Design Manual, or Sub. Ord.) • Typical sections for each street, street segment, or alley 2 Typical sections for sidewalks and trails O Albemarle County general construction notes for streets (reference) • Traffic generation and distribution summary(ADT's)with road networks O Pavement designs per VDOT guides [2009 VDOT Pavement Design Guide for Subdivision and Secondary Roads in Virginia] • Pavement widths meeting design standards O Pavement crown at 1/4":1' slope 2 Pavement surface, base, and sub-base thicknesses and materials O Curb and gutter where applicable with VDOT designation (CG-6), and stone base of 6" 21-A or better(CG-2 also acceptable if a gutter is not needed for drainage) ❑ Shoulder at 1":1' slope or flatter and 4' or greater width for rural sections 2 Maximum slopes of 2:1 or flatter with guardrail shown where applicable. O Proposed slopes steeper than 3:1 have low maintenance (not grass) ground cover specified on the plan O Guardrail over all fill slopes and culverts,with 3' additional shoulder, using VDOT designations (GR-2, GR-2A, etc.) O Right-of-way/easement width, centered on street, meeting design standards O Sidewalk location and widths, minimum 5' width, 4"concrete surface,4" 21-A stone base with wire/ rebar reinforcement, with underdrains (UD-4, etc)per VDOT standards where applicable O Sidewalks shall not be less than 4 inches thick, except when used in conjunction with roll top curb, in which case the thickness shall be 7 inches. See Section B(1)-4.G Curb and Gutter Designs, Figure 6- Detail Back of Curbs in VDOT Road Design Manual 0 Planting strip if applicable, 6' minimum width [14-422] ❑ Ditches dimensioned at 3:1 slope from shoulder, 1' depth min., and 4' min. width from shoulder to ditch centerline, for rural sections O Alleys have 12' pavement width, with 14' wide stone base [14-410] ❑ Transitioning detail (20' minimum) for roll-top curbing in front of any inlets ❑ Typical sections for proposed channels with locations referenced from the plan view sheets O Sidewalk detail or specification to be a minimum 4"stone base and 4" concrete of 3000psi at 28 days, or stronger. [VDOT Amp. B, Subdivision Street Design Guide, and 14-422] ❑ Retaining wall details referenced from plan, if detailed plans and comps were not required. This is only really applicable to standard VDOT gravity walls. Walls not affecting the road should not appear on road plans. ❑ Rural section ditches may not be deep enough for 15" diameter culverts within the ditchline if the ditches are only 1' deep. This usually involves moving the ditchline away from the road at driveway locations, which may not be possible in denser development. Ditch and driveway culvert plans will need to accommodate these situations. Page 8 COUNTY OF ALBEMARLE ROAD PLAN CHECKLIST Read and Sign In represe ting the above referenced firm submitting this road plan for approval, I hereby state that,to the best of my know edge,the attac :. oad plan contains all information required by this checklist. . , � / (e70(a)14 Signa re o ers n co r eting checklist Date ri r-,', ..,f-ivil `4-1 /� b J ,. Community Development Departrr ; / lbern lrl 401 Mclntire Road Charlottesville,VA 229024! ie: - Voice:(434)296-5832 Fax:(434)972-4- ,• , •- [Planning Application PARCEL / OWNER INFORMATION TMP '. 055E0-O1=00=000A1 Owner(s): MARCH MOUNTAIN PROPERTIES LLC ` ' ° i,- ' Application # SUB2O1600021 PROPERTY INFORMATION Legal Description QLD TRAIL PARENTTRACT . . Magisterial Dist (White Hall Land Use Primarjl Commercial > • , Current AFD Not in A/F':District- !3 Current Zoning Primary Rural Areas ` [APPLICATION INFORMATION Street Address 5496 GOLF DR CROZET, 22932 Entered Application Type ]udyMartm° Subdivision Plat - Project Old Trail Village, Mks.:„10,16,17&18-Road.Plans '4 :;. Received Date 01/27/16 Received Date Final Submittal Date 02/08/16' ', Total Fees 4 Closing File Date s , • Submittal Date Final Total Paid 4 Revision Number Comments x . Legal Ad SUB APPLICATION(s) Type SubApplicatiori:, Comm ent..• , . APPLICANT/ CONTACT INFORMATION GontactT,pe`1, ,"Name' - Address CityState. - -Zip, Phone'' , PhcneCt o,arrterOApp[fee nt MARCH MOUNTAIN PROPERTIES.L'LC1005, HEA:THERCROFT CIR SUI CROZETVA , 229.72 . '' a Primary Contact CHRIS MULLIGAN 914 MONTICELLO ROAD CHARLOTTESVILL 22902 4349770205 imIlimi I Signature of Contractor or Authorized Agent Date Page COUNTY OF ALBEMARLE APPLICATION FOR ROAD PLAN APPROVAL Is this an amendment to an approved plan? Yes❑No I4 Is this a revision or resubmission for review?Yes❑ No WI County File Number: (to be provided by County for new applications) 8 Copies of the Plan to be submitted and distributed by the County as follows: 2 Copies to County Engineering 1 Copy to Albemarle Fire and Rescue 1 Copy to Planning for Street Trees and other landscaping review 2 Copies to Albemarle County Service Authority 2 Copies to Virginia Department of Transportation Have you submitted plans separately to any agencies listed above?Yes ❑ No L List Agencies: Project Name Old Trail Village, Blocks 10, 16, 17& 18 Tax map and parcels A portion of TMP 055E0-01-00-000A1 Zoning Neighborhood District Model ZMA 04-024 Physical Street Address(if assigned): Applicant March Mountain Properties LLC Street Address 1005 Heathercroft Circle, Suite 100 City Crozet State Virginia Zip Code 22932 Phone Number 702-985-9088 Email dave@oldtrailvillage.com Owner of Record March Mountain Properties, LLC Street Address 1005 Heathercroft Circle, Suite 100 City Crozet State Virginia Zip Code 22932 Phone Number 702-985-9088 Email dave@oldtrailvillage.com Contact (who should we contact about this project): Chris Mulligan Street Address 914 Monticello Road City Charlottesville State Virginia Zip Code 22902 Phone Number 434-977-0205 Email cmulligan@roudabush.com County of Albemarle Department of Community Development 401 McIntire Road Charlottesville,VA 22902 Voice: (434)296-5832 Fax: (434)972-4126 Page COUNTY OF ALBEMARLE APPLICATION FOR ROAD PLAN APPROVAL Owner/Applicant Must Read and Sign The foregoing information is complete and correct to the best of my knowledge. I have read and understand the provisions of Chapter 14 Subdivision of Land of the Albemarle County Code, and the Design Manual, and am consenting to all correspondence from Albemarle County be in any of the following forms in writing; by first class mail,by personal delivery,by fax or,by email. January 14, 2016 Signature of Owner, Contract Purchaser,Agent Date Christopher C. Mulligan 434-977-0205 Print Name Daytime phone number of Signatory FOR OFFICE USE ONLY SUB# Fee Amount$ �Q,GDate Paid ,1 L 4/ / _ By who? Y) 1 u' i Receipt# /®79(jj 1 Ck# c-) By: ii CJ%C� Page COUNTY OF ALBEMARLE APPLICATION FOR ROAD PLAN APPROVAL FEES ROAD PLANS FOR PROPOSED SUBDIVISION *If public and private streets are proposed,pay the higher of the two fees(private street) 8 copies of the road plan are required for all submittals Public Street Fees Private Street Fees U For each review of a submitted plan,including re- ❑ Authorization of one or more private streets within views of revisions after plan approval=$269 a subdivision filed separately from a subdivision appli- cation=$720 For each review of a submitted plan,including re- views of revisions after plan approval =$430 VARIATIONS OR EXCEPTIONS BEFORE APPROVAL OF A PRELIMINARY PLAT U Variation to or exception from street interconnection requirements=$581 U Variation to or exception from one or more street standards=$581 ❑ Variation to or exception from curb and/or gutter requirements=$581 AFTER PRELIMINARY PLAT APPROVAL AND BEFORE FINAL SUBDIVISION PLAT APPROVAL ❑ Variation to or exception from any requirement of Chapter 14 for which a variation to or exception from is au- thorized after approval of a preliminary plat and before approval of a final plat=$892.00. Attach written justifica- tion AFTER FINAL PLAT APPROVAL U Variation to or exception from any requirement of Chapter 14 for which a variation to or exception from is au- thorized after approval of a final plat=$892.00. Attach written justification SURETYBONDING If required to construct a street,the subdivider shall pay to the county a fee equal to the cost of the inspection of the con- struction of any such street. These fees shall be paid prior to completion of all necessary inspections and shall be deemed a part of the cost of construction of the street for purposes of section 14-435(B). The bond process and forms can be found at the document center under bonds.After a plan is approved,a bond estimate request form must be submitted to the Community Development office with the required fee. The owner signatures will be verified for each parcel affected,and estimates will be prepared by the engineering reviewer. A bond amount will be pro- vided to the owner. Bond agreements will be prepared by the county,,and when properly completed by the owner,will be reviewed and signed by the County Attorney and County Engineer. Please allow a few weeks for this process. Page COUNTY OF ALBEMARLE ROAD PLAN CHECKLIST A road or street plan is an engineered construction plan for a public or private road or alley. It also contains necessary infrastructure for the road, like drainage inlets,pipes, ditches, culverts,residential and commercial entrances, slopes,retaining walls, signs,pavement markings and any other items necessary for the road. A road plan must be a stand-alone document, and titled as a road plan.A road plan is not a site plan, or a stormwater plan, or an erosion control plan. Please do not attach any other plans to the road plan. The exception is when the Albemarle County Service Authority has insisted in some cases that utility plans (water and sewer)be part of the road plans, and this has been permitted. A road plan must contain a title sheet specifically for the road plan, a plan view of the road, a profile of the road, and specific and typical details for the road sections. Please also reference the Design Manual in addition to this checklist. Application information: ▪ Completed application and fees. No review is provided without applications and fees. Plans containing both public and private roads should pay the higher fee for private roads. ❑ Copies of federal and state permits for any wetland or stream disturbance. (Army Corps, VDEQ, etc) [18-32.1.2, 14-311] Title information: 'i Project title. Titles should be appropriate. It should be a road or street plan, not a site plan, subdivision plan, or erosion control plan, etc. Wl Professional seal, with original signature and date. [18-32.6.1] WI Content: The road plan must contain, for each road/street/alley, at a minimum 1. a plan view, customarily at 1"=50' or better. 2. a profile view 3. a typical cross-section Plan View: [18-32.6.2, 14-304, Subdivision Ordinance Article IV Division 2, VDOT SSAR] ▪ Accurate current existing topography at the time of submittal, including all existing site features, and any recent disturbances, all at a legible scale. IZ Date and source of the topographic information: All topography should be at least visually field verified by the designer within the last year {Aerial topography is often noticeably inaccurate. Disturbances sometimes take place subsequent to the flown date. This can be a particularly recurring problem where early or mass grading plans have occurred previously. In these cases, the topography needs to be updated.) • WPO buffer limits; 100' from stream or wetland bank, 200' from reservoirs, or floodplain limit if greater [17-600] • Floodplain limits, including 100yr flood limits for any channel with a drainage area of 50+ acres [18 -32.6.2d, 18-30.3] Wi All existing easements (access, drainage, sight, sanitary easements, etc.)with deed book references, locations and dimensions. Pages COUNTY OF ALBEMARLE ROAD PLAN CHECKLIST ✓ All proposed streets included, with right-of-way and street names • Stationing at 50' minimum on all proposed streets, on plan and profile ✓ Street horizontal curve start point, end points and radii labeled,meeting standards ❑ Cul-de-sacs provided on all dead-end streets or alleys (see the Design Manual reference details) ✓ Street edge of pavement or curb radii labeled at all intersections and turnarounds (see the Design Manual reference details) ❑ Roundabouts designed per VDOT and ASHTO guidelines Di Guardrail over any slope steeper than 3:1,wall, or drop-off greater than 4',with start and end sections labeled, and VDOT designations (GR-2, GR-2a, etc.) (see the VDOT Road Design Manual. Guardrail placement is complicated and subject to a lot of judgement and variation. This is a quick rule -of-thumb summary.) ❑ Pavement markings dimensioned and labeled ✓ Signs for traffic control shown and labeled: speed limit on all streets, stop signs at all intersections ® Street name signs at every intersection, typically placed opposite stop signs [should reference County Road Naming and Property Numbering Ordinance and Manual] ✓ Street tree locations, species and height or caliper(typically to be reviewed by Planning) Grading: WI Proposed topography at minimum 2' contour intervals—tied into existing contours, as well as all proposed site features. (Sites with less than 6' of grade change should consider using smaller contour intervals.) ✓ 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} ▪ Show existing critical (steep) slopes on plans (See County GIS, Steep Slope Overlay). Existing critical slopes are not disturbed, unless a waiver or exemption has been granted for the disturbance. ❑ Retaining walls should be accurately shown on plans, reflecting material thickness and batter where such measurements may affect layout. Retaining Wall Plans checklist. ❑ 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. These concerns can be alleviate with layout spacing also. In any case,retaining walls will require building permits at construction. Required Easements: [Zoning Ordinance 18-32.7.4, Subdivision Ordinance,Article IV, Div. 4] ✓ All proposed permanent easements, dimensioned and labeled Examples of easements are: • sidewalk easements for sidewalks to be maintained with streets outside right-of-way. It is preferable that sidewalk be inside street right-of-way. • drainage easements for any drainage passing through the site from off-site, or for drainage crossing proposed property lines. • stormwater management easements over all facilities and associated structures and access • interparcel access easements • intersection or entrance sight easements Page6 COUNTY OF ALBEMARLE ROAD PLAN CHECKLIST • All drainage easements are a minimum 20' wide. Required width: 10'+(pipe dia. or channel width) +2'+2(depth-5'). The pipe, channel or structure must be within the center third of the easement. {Design Manual, section 6} WI No structures or trees within drainage easements {Design Manual, section 6} O Label drainage easements beyond public rights-of-way as `Private'. A deed of easement for the maintenance of these will be required for approval. Entrances and right-of-way improvements: [per VDOT Secondary Street Acceptance Requirements (SSAR), and VDOT Road and Bridge Standards] WI Only approved entrances are shown. Placing entrances on road plans should not be a way of circumventing site plan review of entrance placement or number, or adequate review of traffic, spacing, turn lanes, etc. IZ All entrances have a VDOT designation [PE-1, CG-9a, etc). In the case of dense residential development, concrete entrance aprons are important to continue drainage on the street side, and to control fine grading of asphalt and sidewalks. ❑ Commercial entrances do not exceed 4% grade for a distance of 40' from the intersected street, measured anywhere in the entrance [18-4.12.17] Unobstructed sight distance lines at entrances, more than 10' x speed limit,plus next 5mph increment. For example: sight distance for 25mph design speed limit= 10' x 25 + 30 =280'. See VDOT Road Design Manual,App B1, Sec. 3E ▪ 25' minimum radii on entrances (or per VDOT requirements, typically 25'-35') [per VDOT Access Management Regulations and Standards] ❑ Turn and taper lanes where applicable with lengths and widths labeled (taper at 12:1 with 12' lane widths) Profile View: (applicable only to road or street plans) ▪ Stationing at 50' minimum on all proposed streets, to match the plan view sheets Proposed centerline ▪ Existing ground centerline (Historically, the existing centerline was field surveyed, but this is happening much less with current aerial topography. This may be requested if inaccuracies are noted.) WI Labeled existing and proposed grade at each 50ft station point ▪ Vertical curves provided at all grade transitions ® Vertical curve start,vertex and end points labeled ® Vertical curve length and K(or stopping sight distance) labeled at each vertex, meeting required design values WI Percent grades labeled for all road segments, meeting design values (VDOT Road.Design Manual, App. B) WI Rural street intersections continue the -2% intersected cross grade for a minimum of 20' from the edge of pavement of the intersected street. A low point is provided off the intersected street for drainage. {policy, following VDOT practice} • Street grade is less than 4%for a minimum of 40' from the edge of pavement of the intersected street. (This grade can be within the first road curve which transitions from the 2% intersected cross grade) {policy, follows ord. for travelways 18-4.12} 0 Pipe and utility crossings shown and labeled (ACSA has minimum clearances) Pagel COUNTY OF ALBEMARLE ROAD PLAN CHECKLIST IZ Cross drain locations shown and labeled with VDOT designations (CD-1,2) at every major cut and fill transition or sag curve PZ The station of intersections are shown and labeled with the street names ❑ Grades are a maximum of 6% in turnarounds ❑ Grades are a maximum of 4%through roundabouts Details and Sections: (reference VDOT Road Design Manual, or Sub. Ord.) W1 Typical sections for each street, street segment, or alley W1 Typical sections for sidewalks and trails ▪ Albemarle County general construction notes for streets (reference) ▪ Traffic generation and distribution summary(ADT's)with road networks • Pavement designs per VDOT guides [2009 VDOT Pavement Design Guide for Subdivision and Secondary Roads in Virginia] • Pavement widths meeting design standards WI Pavement crown at 1/4":1' slope IZ Pavement surface, base, and sub-base thicknesses and materials G6 Curb and gutter where applicable with VDOT designation(CG-6), and stone base of 6"21-A or better(CG-2 also acceptable if a gutter is not needed for drainage) ❑ Shoulder at 1":1' slope or flatter and 4' or greater width for rural sections W1 Maximum slopes of 2:1 or flatter with guardrail shown where applicable. IZ Proposed slopes steeper than 3:1 have low maintenance (not grass) ground cover specified on the plan P� Guardrail over all fill slopes and culverts,with 3' additional shoulder, using VDOT designations (GR-2, GR-2A, etc.) • Right-of-way/easement width, centered on street, meeting design standards IZ Sidewalk location and widths, minimum 5' width, 4" concrete surface, 4"21-A stone base with wire/ rebar reinforcement, with underdrains (UD-4, etc)per VDOT standards where applicable • Sidewalks shall not be less than 4 inches thick, except when used in conjunction with roll top curb, in which case the thickness shall be 7 inches. See Section B(1)-4.G Curb and Gutter Designs,Figure 6- Detail Back of Curbs in VDOT Road Design Manual G4 Planting strip if applicable, 6' minimum width [14-422] ❑ Ditches dimensioned at 3:1 slope from shoulder, 1' depth min., and 4' min. width from shoulder to ditch centerline, for rural sections IZ Alleys have 12' pavement width, with 14' wide stone base [14-410] ❑ Transitioning detail (20' minimum) for roll-top curbing in front of any inlets ❑ Typical sections for proposed channels with locations referenced from the plan view sheets WI Sidewalk detail or specification to be a minimum 4" stone base and 4" concrete of 3000psi at 28 days, or stronger. [VDOT App. B, Subdivision Street Design Guide, and 14-422] ❑ Retaining wall details referenced from plan, if detailed plans and comps were not required. This is only really applicable to standard VDOT gravity walls. Walls not affecting the road should not appear on road plans. ❑ Rural section ditches may not be deep enough for 15" diameter culverts within the ditchline if the ditches are only 1' deep. This usually involves moving the ditchline away from the road at driveway locations,which may not be possible in denser development. Ditch and driveway culvert plans will need to accommodate these situations. Page COUNTY OF ALBEMARLE ROAD PLAN CHECKLIST Read and Sign In representing the above referenced firm submitting this road plan for approval,I hereby state that,to the best of my knowledge,the attached road plan contains all information required by this checklist. Signature of person completing checklist Date • ".P PHONE(434)977-0205 olkFAX(434)296-5220 ‘11INFO@ROUDABUSH.COM ROUDABUSH, GALE &ASSOCIATES, INC. LAND SURVEYINGA PROFESSIONAL CORPORATION ENGINEERING Serving Virginia Since 1956 LAND PLANNING 914 MONTICELLO ROAD CHARLOTTESVILLE,VIRGINIA 22902 WILLIAM J.LEDBETTER,L.S. J.CLINT HARMON,L.S. CHRISTOPHER C.MULLIGAN,P.E. DAVID A.JORDAN,L.S. AMMY M.GEORGE,L.A. BRIAN D.JAMISON,L.S. May 3,2016 Ms.John Anderson, Civil Engineer II County of Albemarle Department of Community Development 401 McIntire Road, Charlottesville,VA 22902 Regarding: SUB-20160-0021 Road Plans Old Trail Village Blocks 10, 16, 17 &18 Dear Mr.Anderson, The proposed grade at the intersection of Upland Drive and Rowcross Street has been raised by approximately 4'.This was done in order to allow for a landing at the Upland Drive and Fielding Run Drive as well as decrease the slope of Upland Drive between the intersections of Fielding Run Drive and Rowcross Street.As a result,the centerline design, the grading and the utility infrastructure for Rowcross Street has been substantially changed between Sta. 24+00 to Sta. 31+00.The same is true for Highgate Row between Sta. 10+00 to Sta. 12+50;Aldersgate Row between Sta. 10+00 to Sta. 13+00; and Byward Street between Sta. 10+00 to Sta. 14+56. The horizontal layout of Petyward Lane has also been revised based upon County of Albemarle Engineering comments.The previous roadway has been separated into two segments at the intersection of Petyward Lane,a Private Street and Priory Terrace,a Private Alley. The lot layout for Block 16 has been revised;there are now 31 lots.The utilities to serve these lots have been updated on the plan and profiles. Block 30 Lots 1-14 have been added to the project and plan set.The utilities to serve these lots have been added to the plan sheets and profiles. The sanitary sewer run along Highgate Row has been eliminated.These lots are now served by the sanitary sewer run within the pocket park for Block 16.Additionally,a sanitary sewer connection has been extended along Rowcross Street to serve future Block 31. SUB201600021 5/3/2016 1 The attached plans reflect the changes listed above as well as revisions requested from the various reviewing agencies. I have reviewed your comments from February 26, 2015.You can find the individual responses to those comments below. 1. Sheet 1 -Revise index sheet 24 description to include ACSA Details. The sheet index has been revised to reflect the content of Sheet 24.Sheet 24 contains sanitary profiles,while Sheet 27 contains the ACSA Sanitary Sewer 2. Sheets 6, 7, 8-. • a.. tion and add CG-12/curb ramps to face streets at perpendicular ang e.This is a recurrent VDOT comment(other projects). Please respond to VDOT comments on this ROAD Plan. 7 I. Previous comment:"Diagonal curb ramps force pedestrians descending the ramp to proceed into the intersection before turning to the left or right. Therefore, they are not recommended for new construction. "Curb Ramp Application Details"for new construction can be found in Appendix A of the Road Design Manual". I.e.The ramps located at the intersection of Watervale Drive and Crozet Ave.should also be adjusted accordingly. The diagonal CG-12/curb ramps have been replaced with the perpendicular CG- 12 Type A. 3. All sheets-Please reference SDP201600006 and WPO201600009 preview comments. Revise ROAD Plan as needed. Acknowledged. 4. Sheet 7-Add stop sign label,Bayward St./Rowcross St. A stop sign has been added to the intersection of Bayward and Rowcross Streets. ipSheet 12 -Revise design; replace three (3) existing storm pipes.Run-off(CFS) exceeds pipe capacity: a. Ex.9-14 to 9-12 b. Ex.9-12 to 2-18 Lc. Ex. 2-18 to 2-16 cJc2 We are preparing a comprehensive analysis of the existing storm sewer system that drains to this area.There appears to be a difference between what was planned and what was built.This analysis will follow under a separate cover. ( j. Sheets 12, 13, 14-Label pipe structures,plan view(Assign IDs) The pipes have been labeled on both the plan and profiles. SUB201600021 5/3/2016 2 C,s VJ J7. Sheet 14-Revise pipe DIA between inlet 123 and 121; run-off CFS exceeds pipe capacity. -_ This pipe run has been reconfigured due to the revisions to Petyward Lane and the addition of Priory Terrace.The pipe diameter has been sized to carry the intercepted runoff. 8. Sheet 16-Provide landing/Sta. 10+11.75 - 10+51.75,Aldersgate Rd-40-ft.at 2.08 4% or less (can be within first road/vertical curve).Street grade is less than 4%for a minimum of 40'from the edge of pavement of the intersected street. (This grade can be within the first road curve which transitions from the 2% intersected cross grade){policy, follows ord.for travelways 18-4.12) (ROAD Plan review checklist) L/The profile for Aldersgate Row has been adjusted with the revisions to Upland Drive and Rowcross Street.The intersection of Aldersgate at Upland Drive now has a grade of less than 4%for at least 40'from the edge of pavement of the intersecting street. 9. Sheet 16-Provide VC transition: -2.08%to-1.54%,Beechen Lane. 1/4../A<.0'vertical curve has been added to provide a transition between the two different slopes on Beechen Lane. 10.Sheets 16-19/CD-1 \ra. Shift CD-1 to proposed/existing grade point of intersection.At one location,50' ,,,..t , , away. \� J 1 b. Provide CD-1 at every vertical sag curve. ,/"� I �``/7 c. Provide CD-1 at every proposed/existing grade intersection. \ The CD-1's have been shifted and added if necessary to the points requested c ' % above. 0 11.Sheets 16-19/inlets-Revise inlets shown above/below proposed grade. V The proposed grade shown on the storm sewer profiles have been revised to reflect the proposed grading.For the inlets shown on the road profiles,the top elevation is shown at the face of curb elevation,which may or may not match the centerline grade.The top elevations were calculated using the elevation differences described in the typical street sections. 2.Sheet 17/Petyward Lane-Provide stationing along horizontal axis (profile). The stationing has been shown along the horizontal axis for Petyward Lane. SUB201600021 5/3/2016 3 • 13/Sheet 18-Provide tangent or vertical curve data @ begin construction, Rowcross St. The tangent and vertical curve data has been added Rowcross Street profile for Sta. 15+25-18+75 near the beginning of construction for this section of Rowcross. 17 14.Sheet 19 -Recommend revise 0.50 and 0.51%slope storm drains-ref.storm sewer ckschedule. f( We have opted to maintain the minimum design slope of 0.5%.The Albemarle �_,_.(-0 Design Standards Manual Section 6.A does not explicitly state the minimum slope for a storm pipe.However,VDOT Drainage Manual Section 9.4.8.6 states that the minimum pipe slope should be 0.2%for constructability purposes.Both governing standards rely on the minimum velocity of 3 fps.I have reviewed the Storm Sewer Design Computations (VDOT Worksheet LD-229) to ensure that all segments of the storm sewer system meet the minimum velocity requirements. A5.Sheets 20, 21 -Revise inlets shown above/below proposed grade. The proposed grade shown on the storm sewer profiles have been revised to reflect the proposed grading. /16.Sheet 20 -Storm Sewer Profile#53-#59: Show existing grade. ✓ The existing grade has been shown on the profile for Storm Str. 53-59.Z.Sheet 21 -Revise storm sewer notes which seem to blend step,safety slab,and inlet shaping notes. The storm sewer notes have been revised to clarify the distinction between the instances where the steps,safety slap and/or inlet shaping is to occur. If you have any questions or comments,please feel free to contact me. Sincerely, Ammy George SUB201600021 5/3/2016 4 ROUDABUSH,GALE 8 ASSOCIATES,INC. ENGINEERS,SURVEYORS AND LAND PLANNERS 914 MONTICELLO ROAD-CHARLOTESVILLE,VIRGINIA 22902 Phone:(434)977.0205-Fax:(434)2965220-EMAIL INFO@ROUDABUSH.COM NAME: OTV Blks 10,16-18,30 Job#: 8053 DGN: AG Date: 5132016 Revised: AREA DRAIN COMPUTATIONS • INLET COMPUTATION-4 INCHES PER HOUR INLET COMPUTATION-6.5 INCHES PER HOUR INLET INLET STATION DA C CA NTENSIT Qincr Depth Remarks INLET INLET STATION DA C CA NTENSIT Qincr depth/h Remarks TYPE (inlhr) CFS (Inches) TYPE (inlhr) CFS (Inches) 80.8 DI-1 0.09 6.33 0.57 4.0 2.30 • 2.32 Weir Condition 80.8 DI-1 0.09 6.33 0.57 6.5 3.74 6.42 Weir Condition 7.38 50%Clogged 10.19 50%Clogged • 75.4 DI-1 0.13 3.94 0.51 4.0 2.03 2.14 .Weir Condition 75.4 DI-1 0.13 3.94 0.51 6.5 3.29 5.90 Weir Condition 6.78 50%Clogged 9.37 50%Clogged HYDRAULIC GRADELINE ROUDABUSH, GALE&ASSOCIATES,INC. 10 YEAR FREQUENCY ENGINEERS,SURVEYORS AND LAND PLANNERS 914 MONTICELLO ROAD-CHARLOTESVILLE, VIRGINIA 22902 Phone:(434)977-0205-Fax:(434)296-5220-EMAIL INFO@ROUDABUSH.COM NAME: ON Blks 10,16-18,30 Job#: 8053 DGN: AG Date: 5/3/2016 Revised: INLET FINAL STREA STATION H2OTLET E EV I PIPE DIA. DISCHARGE OUTLET LENGTHPIPE FRICTION FRICTIONLOSS OUTLET PIPE VEL CONTRACTLOSSINLET PIPE DISCHARGE I (NLET PIPE VELOCITY I 'LN. INLET SKEW OSSEXP.LOSS FACTOR 'LOSS TOTAL OLOSS HD. I INCL 0,% I DEC.50%O HEAD UPELEV. M RIM ELEV. REMARKS 1 656.70 656.70 663.20 3 663.50 30 18.59 34.7 0.0021 0.07 14.5 0.81 17.18 6.57 112.86 0.23 0.56 0.38 1.42 -0.71 0.78 664.28 665.98 5 664.28 30 17.18 33.8 0.0018 0.06 6.6 0.17 14.05 6.02 84.62 0.20 0.56 0.32 0.68 -0.34 0.40 664.68 665.98 7 664.68 24 14.05 34.8 0.0039 0.13 6.0 0.14 14.12 5.84 82.38 0.19 0.50 0.26 0.59 -0.30 0.43 665.11 665.88 9 665.11 24 14.12 37.9 0.0039 0.15 . 5.8 0.13 12.71 5.59 71.06 0.17 0.35 0.17 0.47 -0.24 0.38 665.50 665.51 11 665.50 24 12.71 79.7 0.0032 0.25 5.6 0.12 10.87 6.07 65.94 0.20 0.55 0.31 0.64 -0.32 0.57 666.07 666.68 13 666.07 21 10.87 28.8 0.0047 0.14 6.1 0.14 9.60 10.74 103.09 0.63 0.30 0.54 1.31 -0.65 0.79 666.85 667.28 15 666.85 15 9.60 63.7 0.0221 1.41 10.7 0.45 7.41 8.85 65.51 0.43 0.55 0.67 1.54 -0.77 2.18 669.03 669.79 16 669.03 15 7.38 17.0 0.0131 0.22 4.0 0.06 7.38 4.04 29.78 0.09 0.50 0.13 0.28 - -0.14 0.36 669.39 670.46 17 669.39 15 7.41 37.1 0.0131 0.49 8.8 0.30 - 5.43 6.03 32.76 0.20 0.70 0.40 0.90 -0.45 0.94 670.33 670.92 19 670.33 15 5.43 36.9 0.0071 0.26 6.0 0.14 3.04 5.13 15.56 0.14 0.70 0.29 0.57 -0.28 0.55 670.87 670.92 21 670.87 15 3.04 43.8 0.0022 0.10 5.1 0.10 1.48 5.61 8.30 0.17 0.00 0.00 0.27 -0.14 0.23 671.11 671.31 23 671.11 15 1.48 96.0 0.0005 0.05 5.6 0.12 0.12 -0.06 0.11 671.22 673.78 25 666.85 15 0.90 34.0 0.0002 0.01 3.1 0.04 0.04 -0.02 0.02 666.88 667.28 27 669.03 15 2.20 34.0 0.0012 0.04 5.1 0.10 0.10 -0.05 0.09 669.12 669.79 29 663.70 21 7.50 110.6 0.0022 0.25 0.0 0.00 10.13 7.29 73.89 0.29 0.70 0.58 0.87 -0.43 0.68 664.38 667.03 31 664.28 21 7.87 35.2 0.0025 0.09 9.9 0.38 8.37 9.84 82.36 0.53 0.66 0.99 1.90 -0.95 1.04 665.32 667.03 35 664.68 18 8.37 79.6 0.0064 0.51 7.3 0.21 7.87 6.04 47.51 0.20 0.70 0.40 0.80 -0.40 0.91 665.59 669.25 37 665.59 18 7.87 35.3 0.0056 0.20 9.8 0.38 7.50 11.80 88.45 0.76 0.70 1.51 2.65 -1.32 1.52 667.11 669.25 39 667.11 18 7.50 28.7 0.0051 0.15 6.0 0.14 7.56 6.59 49.85 0.24 0.10 0.07 0.45 -0.22 0.37 667.48 670.10 41 667.48 18 7.56 36.3 0.0052 0.19 11.8 0.54 5.55 6.39 35.48 0.22 0.66 0.42 1.18 -0.59 0.78 668.26 672.01 43 668.26 15 5.55 0.0 0.0074 0.00 6.6 0.17 4.01 8.09 32.47 0.36 0.22 0.22 0.75 -0.37 0.37 668.63 672.27 45 668.63 15 4.01 50.5 0.0039 0.20 6.4 0.16 1.19 3.12 3.72 0.05 0.61 0.09 0.30 -0.15 0.35 668.98 671.26 47 668.98 15 1.19 50.5 0.0003 0.02 8.1 0.25 0.25 -0.13 0.14 669.12 671.94 33 665.32 15 1.48 51.2 0.0005 0.03 3.9 0.06 0.06 -0.03 0.06 665.37 665.51 49 668.98 15 1.17 178.4 0.0003 0.06 4.8 0.09 0.09 -0.05 0.10 669.08 674.02 INLET OUTLET T OUTLET OUTLET INLET PIPE NLET PIPE EXPA . INLET SKEW INFOW N FINAL STATION H2O ELEV PIPE DEA. DISCHARGE I OUTLET LENGTH PE FRICTION EN I FRICTIONLOSS PIPE VEL CONTRACT DISCHARGE (VELOCITY ' N LOSSEXP.LOSS FACTOR I > LOSS TOTAL OLOSS HD. I INCL 30% I DEC.50%G I HEAD UPSTREAMELEVV. RIM ELEV. I REMARKS Ex.2-16 665.00 665.00 Ex.2-18 665.00 36 77.64 100 0.0135 1.35 10.35 0.42 16.93 6.72 113/4 0.25 0.70 0.49 1.15 -0.58 1.93 666.93 673.58 Ex.9-12 666.93 24 16.93 127 0.0056 0.71 6.72 0.18 14.40 4.45 64.16 0.11 0.70 0.22 0.50 -0.25 0.96 667.89 676.57 Ex.9-14 667.89 24 14.40 29 0.0041 0.12 4.45 0.08 9.22 4.82 44.48 0.13 0.70 0.25 0.46 -0.23 0.34 668.23 676.44 Ex.9-16 668.23 24 9.22 49 0.0017 0.08 4.82 0.09 8.36 8.42 70.37 0.39 0.70 0.77 1.25 -0.62 0.70 668.94 676.32 Ex.9-18 668.94 18 8.36 22 0.0063 0.14 8.42 0.28 7.97 7.29 58.15 0.29 0.70 0.58 1.14 -0.57 0.71 669.65 676.13 Ex.9-20 669.65 18 7.97 120 0.0058 0.69 7.29 0.21 6.90 11.65 80.32 0.74 0.70 1.47 2.42 -1.21 1.90 671.55 678.12 Ex.9-22 671.55 15 6.90 76 0.0114 0.87 11.65 0.53 6.82 8.02 54.68 0.35 0.70 0.70 1.58 -0.79 1.66 673.21 679.28 Ex.9-24 673.21 15 6.82 34 0.0111 0.38 8.02 0.25 6.52 6.29 41.03 0.22 0.70 0.43 0.89 -0.45 0.82 674.03 679.52 Ex.9-26 674.03 15 6.52 23 0.0102 0.24 6.29 0.15 3.81 6.69 25.51 0.24 0.70 0.49 0.88 -0.44 0.68 674.71 679.57 Ex.9-28 674.71 15 3.81 34 0.0035 0.12 6.69 0.17 3.46 4.57 15.83 0.11 0.70 0.23 0.51 -0.26 0.38 675.09 680.23 Ex.9-30 675.09 15 3.46 82 0.0029 0.24 4.57 0.08 0.06 1.51 0.09 0.01 0.70 0.02 0.12 -0.06 0.30 675.38 681.08 Ex.9-30B 675.48 15 0.06 31 0.0000 0.00 1.51 0.01 0.01 0.00 0.00 675.48 680.96 51 667.89 15 2.05 14 0.0010 0.01 5.35 0.11 2.07 5.36 11.10 0.16 0.70 0.31 0.58 -0.29 0.30 668.19 676.10 53 668.19 15 2.07 77 0.0010 0.08 5.36 0.11 0.73 3.57 2.60 0.07 0.70 0.14 0.32 -0.16 0.24 668.43 675.38 55 668.43 30 17.12 38 0.0017 0.07 3.57 0.05 0.28 3.76 1.07 0.08 0.70 0.15 0.28 -0.14 0.21 668.64 677.16 57 668.64 30 17.95 48 0.0019 0.09 3.76 0.05 0.05 -0.03 0.12 668.76 677.75 59 668.43 15 0.91 38 0.0002 0.01 4.99 0.10 0.10 -0.05 0.06 668.49 675.38 Ex.9-16B 667.11 15 0.64 34 0.0001 0.00 4.15 0.07 0.07 -0.03 0.04 667.15 676.33 Ex.9-20B 669.36 15 0.91 38 0.0002 0.01 4.99 0.10 0.10 -0.05 0.06 669.42 677.99 60 660.00 660.00 62 660.00 30 24.86 53 0.0037 0.19 6.92 0.19 14.51 6.03 87.50 0.20 0.70 0.40 0.78 -0.39 0.58 660.58 667.96 64 660.58 24 14.51 35 0.0041 0.15 6.03 0.14 11.89 6.73 80.09 0.25 0.70 0.49 0.88 -0.44 0.59 661.17 667.96 64B 663.30 24 11.89 24 0.0028 0.07 6.73 0.18 11.97 5.99 71.68 0.19 0.70 0.39 0.76 -0.38 0.45 663.75 668.09 66 663.75 24 11.97 49 0.0028 0.14 5.99 0.14 10.25 6.01 61.61 0.20 0.70 0.39 0.73 -0.36 0.50 664.25 667.35 68 664.25 21 10.25 29 0.0042 0.12 6.01 0.14 9.00 5.23 47.13 0.15 0.70 0.30 0.59 -0.29 0.41 664.66 667.35 70 664.66 21 9.00 113 0.0032 0.37 5.23 0.11 6.27 9.53 59.74 0.49 0.70 0.99 1.59 -0.79 1.16 665.82 669.38 72 665.82 18 6.27 78 0.0036 0.28 9.53 0.35 5.13 4.69 24.07 0.12 0.70 0.24 0.71 -0.36 0.63 666.45 672.95 74 666.80 18 5.13 89 0.0024 0.21 4.69 0.09 3.68 6.96 25.59 0.26 0.70 0.53 0.88 -0.44 0.65 667.45 673.39 76 667.45 15 3.68 38 0.0032 0.12 6.96 0.19 1.36 4.92 6.68 0.13 0.70 0.26 0.58 -0.29 0.41 667.86 673.39 78 668.00 15 1.36 68 0.0004 0.03 4.92 0.09 0.09 -0.05 0.08 668.08 673.85 80 662.40 15 1.35 126 0.0004 0.06 4.19 0.07 0.07 -0.03 0.09 662.49 668.69 82 665.82 15 2.27 32 0.0012 0.04 4.13 0.07 1.87 3.68 6.89 0.07 0.70 0.15 029 -0.14 0.18 666.00 669.38 84 666.00 15 1.87 37 0.0008 0.03 3.68 0.05 1.20 4.66 5.59 0.12 0.70 0.24 0.41 -0.20 0.23 666.24 668.63 86 666.24 15 1.20 84 0.0003 0.03 4.66 0.08 0.08 -0.04 0.07 666.31 670.48 88 661.20 21 9.31 147 0.0035 0.51 6.27 0.15 3.68 5.33 19.59 0.15 0.70 0.31 0.62 -0.31 0.82 662.02 668.88 90 662.50 21 8.54 35 0.0029 0.10 5.33 0.11 8.42 5.18 43.67 0.15 0.70 0.29 0.55 -0.27 0.38 662.88 668.88 92 662.88 21 8.42 37 0.0028 0.11 5.18 0.10 5.73 5.29 30.27 0.15 0.70 0.30 0.56 -0.28 0.39 66326 668.92 94 663.26 18 5.73 28 0.0030 0.08 5.29 0.11 1.40 4.90 6.85 0.13 0.70 0.26 0.50 -0.25 0.33 663.59 668.92 96 663.59 15 1.40 148 0.0005 0.07 4.90 0.09 0.09 -0.05 0.12 663.71 671.79 98 663.59 15 3.31 42 0.0026 0.11 7.62 0.23 2.67 3.94 10.52 0.08 0.70 0.17 0.48 -0.24 0.35 663.94 669.63 98B 663.71 15 2.67 75 0.0017 0.13 3.94 0.06 2.17 6.33 13.71 0.22 0.70 0.44 0.71 -0.36 0.49 664.20 670.10 98D 663.00 15 2.17 81 0.0011 0.09 6.33 0.16 672.50 y . °of% - INLET INLET PIPE NLET PIPE FINAL STATION H2OTLET ELEV I OUTLET OUTLET PIPE DIA. DISCHARGE I OU TLET LENGTH SLOPE I FRICTIONSLOPEFRICOLOSS N PIPE VEL OUTLET CONTRACT DISCHARGEI (VELOCITY I > N. INLET SKEW LOSS EXP.LOSS FACTOR 'LOSS TOTAL OLOSS D INC.30% I DEC.50%G HEAD UPSTREAMELEVV. RIM ELEV. REMARKS 101 368.00 0.00 368.00 103 653.30 30 17.95 48 0.0019 0.09 6.77 0.18 17.12 6.29 107.64 0.21 0.70 0.43 0.82 -0.41 0.50 653.80 662.55 105 653.80 30 17.12 38 0.0017 0.07 6.29 0.15 5.82 4.64 26.99 0.12 0.70 0.23 0.50 -0.25 0.32 654.12 662.55 107 654.12 18 5.82 59 0.0031 0.18 4.64 0.08 5.52 5.05 27.87 0.14 0.70 0.28 0.50 -0.25 0.43 654.55 660.53 109 654.55 18 5.52 62 0.0028 0.17 5.05 0.10 3.30 4.75 15.68 0.12 0.70 0.25 0.47 -0.23 0.40 654.95 659.82 111 655.30 18 3.30 55 0.0010 0.05 4.75 0.09 2.70 4.67 12.63 0.12 0.70 0.24 0.44 -0.22 0.28 655.58 660.35 113 655.60 15 2.70 91 0.0018 0.16 4.67 0.08 1.37 4.02 5.51 0.09 0.70 0.18 0.35 -0.17 0.33 655.93 662.33 115 656.40 15 1.37 33 0.0004 0.01 4.02 0.06 0.06 -0.03 0.05 656.45 662.63 117 654.95 15 1.25 34 0.0004 0.01 3.37 0.04 0.04 -0.02 0.03 654.99 659.82 119 658.40 21 11.05 44 0.0049 0.22 6.03 0.14 9.87 5.73 56.62 0.18 0.70 0.36 0.68 -0.34 0.55 658.95 664.51 121 660.90 21 9.87 79 0.0039 0.31 5.73 0.13 9.93 6.49 64.44 0.23 0.70 0.46 0.81 -0.41 0.71 661.61 668.30 123 661.61 21 9.93 46 0.0039 0.18 6.49 0.16 9.01 7.23 65.15 0.28 0.70 0.57 1.02 -0.51 0.69 662.30 669.80 125 662.30 18 9.01 24 0.0074 0.18 7.23 0.20 2.76 7.78 21.47 0.33 0.70 0.66 1.19 -0.59 0.77 663.07 669.80 127 663.07 15 2.76 120 0.0018 0.22 7.78 0.23 2.66 646 17.18 0.23 0.70 0.45 0.91 -0.46 0.68 663.75 672.05 129 663.75 15 2.66 20 0.0017 0.03 6.46 0.16 1.54 4.76 7.33 0.12 0.70 0.25 0.53 -0.27 0.30 664.05 672.05 131 664.05 15 1.54 98 0.0006 0.06 4.76 0.09 0.00 0.06 664.11 673.80 133 662.20 18 4.44 52 0.0018 0.09 4.62 0.08 2.27 4.55 10.35 0.11 0.70 0.23 0.42 -0.21 0.30 662.50 669.35 135 662.40 15 2.27 24 0.0012 0.03 4.55 0.08 0.89 3.54 3.14 0.07 0.70 0.14 0.28 -0.14 0.17 662.57 669.35 137 663.07 15 0.89 22 0.0002 0.00 3.54 0.05 0.05 -0.02 0.03 663.10 669.41 .....„.". ),„........>.......7j INLET COMPUTATION-4 INCHES PER HOUR , . ROUDABUSH,GALE&ASSOCIATES,INC. ENGINEERS,SURVEYORS AND LAND PLANNERS \ 914 MONTICELLO ROAD-CHARLOTESVILLE VIRGINIA 22902 ` Phone:(434)977-0205-Far:(434)296-5220-EMAIL INFO@ROUDABUSH.COM NAME:ON Blks 10,16-18,30 Job#: 8053 DON:AG Date: 5/3/2016 A=0.Sx4ype A-nose Revised: LOCAL DEPRESSION 2 INCHES h.0.48.-type 8-nose • INLET INLET L STATION DA C CA Tc INTENSITY Dint Oco Ot GUTTER S GUTTER Sx CROSS GUTR W WIT so SWISx On a SW= SelMli)• U On5IIR1 LI Lt GUTS FLOW E(#161 h 0,(cap) CS depth h Ob PNMT SPREAD SPREAD Dapd. TYPE (mint (Mel CFS CFS FLOW SLOPE SLOPE SPREAD IFT7 FT/FT al[12'W) Sx+Sw'-Eo POI LENGTH DEPTH IT: 5AG GRADE FT CARRYOVER AT SAG 01) REMARKS FT 1 MH-1 Manhole 33+74.62 3 DI-2C 6.0 33+57.20 0.28 0.85 024 4.0 0.95 0.10 1.05 0.0010 0.0208 2.7 2 0.728 0-0833 4.0 0.96 3.5 0.146 0.161 2.8 2.2 0.18 0.46 3.95 0.40 6.31 / 0.13 DI-2C 6.0 33+57.20 0.68 0.75 0.51 4.0 2.04 0.00 2.04 0.0010 0.0208 3.5 2 0.568 0.0833 4.0 087 3.5 0.146 0.148 4.0 1.5 0.20 0.46 4.12 0.43 9.82/ 020 7 MH-1 Manhole 25+05.07 9 DI-2C 6.0 24+67.62 0.35 0.70 0.25 4.0 0.98 0.98 0.0010 0.0208 2.7 2 0.747 0.0833 4.0 0.96 3.5 0.146 0.161 2.8 2.2 0.18 0.46 3.93 0.39 6.03 0.13 11 DI-3C 8.0 15+47.78 0.42 0.70 0.29 4.0 1.18 0.01 1.18 0.0062 0.0208 3.5 2 0.566 0.0833 4.0 0.87 3.5 0.146 0.148 5.5 1.5 0.20 0.46 4.12 0.43 6.03 0.13 13 DI-38 4.0 23+6878 0.10 0.70 0.07 4.0 0.28 0.00 0.28 0.0348 0.0208 1.8 2 1.103 0.0833 4.0 1.00 3.5 0.146 0.167 4.7 0.9 0.15 0.97 0.46 0.27 0.33 0.01 0.06 15 D1-3A 2.5 23+02.06 0.02 0.90 0.02 4.0 0.07 0.07 0.0401 0.0208 1.1 2 1.893 0.0833 4.0 1.00 3.5 0.146 0.167 2.8 0.9 0.09 0.99 0.46 0.07 0.19 0.00 0.03 16 MH-1 Manhole 17 DI-3C 2.5 14+73.13 0.44 0.70 0.31 4.0 1.23 123 0.0010 0.0208 2.9 2 0.686 0.0833 4.0 0.96 3.5 0.146 0.161 3.1 0.8 0.19 0.46 3.98 0.40 9.50 0.20 19 D1-2C 6.0 14+73.13 0.57 0.65 0.37 4.0 1.48 0.31 1.79 0.0010 0.0208 3.4 2 0.597 0.0833 4.0 0.90 3.5 0.146 0.152 3.4 1.8 0.19 0.46 4.08 0.42 9.00 0.19 21 01-28 4.0 14+27.73 0.40 0.60 0.24 4.0 0.96 0.46 1.42 0.0184 0.0208 3.7 2 0.544 0.0833 4.0 0.87 3.5 0.146 0.148 7.0 0.6 0.20 0.79 0.46 1.12 0.44 0.31 0.19 23 DI-24 22 13+31.73 0.37 0.60 0.22 4.0 0.89 0.89 0.0272 0.0208 2.9 2 0.684 0.0833 4.0 0.96 3.5 0.146 0.161 7.2 0.3 0.19 0.48 0.48 0.43 0.40 0.46 0.16 25 DI-34 2.5 23+65.79 0.18 0.75 0.14 4.0 0.54 0.49 1.03 0.0401 0.0208 2.9 2 0.698 0.0833 4.0 0.96 3.5 0.146 0.161 6.6 0.4 0.18 0.58 0.46 0.60 0.40 0.44 0.18 27 01-38 4.0 23+02.06 0.44 0.75 0.33 4.0 1.32 1.32 0.0348 0.0208 3.2 2 0.618 0.0833 4.0 0.90 3.5 0.146 0.152 9.5 0.4 0.19 0.63 0.46 0.83 0.42 0.49 0.18 29 01-24 22 34+65.34 0.07 0.85 0.06 4.0 0.24 0.27 0.50 0.0193 0.0208 2.5 2 0.806 0.0833 4.0 0.99 3.5 0.146 0.165 3.7 0.6 0.18 0.81 0.46 0.41 0.38 0.10 0.11 31 DI-2A 22 34+85.34 0.08 0.85 0.07 4.0 0.27 0.56 0.83 0.0193 0.0208 3.0 2 0.668 00833 4.0 0.99 3.5 0.146 0.165 3.9 0.6 0.19 1.00 0.46 0.83 0.41 0.00 0.16 35 DI-2A 2.2 35+50.00 0.10 0.85 0.09 4.0 0.34 1.20 1.54 0.0300 0.0208 3.5 2 0.567 0.0833 4.0 0.90 3.5 0.146 0.152 5.1 0.4 0.20 D.64 0.46 0.98 0.43 0.56 37 131-24 2.2 35+50.02 0.07 0.85 0.06 4.0 024 0.75 0.98 0.0300 0.0208 3.0 2 0.670 0.0833 4.0 0.96 3.5 0.146 0.161 4.3 0.5 0.19 0.73 0.46 0.72 0.41 0.27 024 39 MH-1 Manhole 35+76.78 0.18 41 Df-2A 2.2 36+41.95 0.52 0.60 0.31 4.0 1.25 1.25 0.0300 0.0208 3.3 2 0.613 OMAR 4.0 0.90 3.5 0.146 0.152 8.8 0.2 0.19 0.40 0.46 0.50 0.42 0.75 43 Df-286 2.2 36+50.77 0.28 0.85 0.24 4.0 0.95 0.95 0.0300 0.0208 2.9 2 0.678 0.0833 4.0 C.96 3.5 0.146 0.161 7.6 0.3 0.19 0.46 0.46 0.44 0.41 0.52 0.21 45 01-34 2.5 13+49.26 0.32 0.80 0.26 4.0 1.02 0.00 1.02 0.0154 0.0208 3.3 2 0.605 0.0833 4.0 0.90 3.5 0.146 0.152 6.7 0.4 0.19 0.57 0.46 0.58 0.42 0.440.17 47 DI-3A2.5 13+04.88 0.21 0.85 0.18 4.0 0.71 0.71 0.0154 0.0208 2.9 2 0.693 0.0833 4.0 0.95 3.5 0.146 0.159 5.6 0.4 0.19 0.66 0.46 0.47 0.40 0.24 n _/ 0.17 } 0.14 33 DI-2C 6.0 24+67.62 0.36 0.60 0.22 4.0 0.86 0.44 1.30 0.0010 0.0208 3.0 2 0.672 0.0833 4.0 0.95 3.5 0.146 0.159 2.7 2.3 0.19 0.46 4.00 0.41 727 uj ( 0.15 49 D1-3B 2.5 11+70.61 0.22 0.80 0.18 4.0 0.70 0.70 0.0154 0.0208 2.9 2 0.696 0.0833 4.0 0.96 3.5 0.146 0.161 5.5 0.5 0.18 1.00 0.46 0.70 0.40 0.00 r',. % 0.14 51 MH-1Manhole / 53 131-24131-24A2.2 41+18.73 0.09 0.85 0.08 4.0 0.31 0.06 0.37 0.0010 0.0208 1.9 2 1.079 0.0833 4.0 1.00 3.5 0.146 0.167 1.7 1.3 0.15 0.46 3.63 0.34 4.38 � A 0.09 55 01.24 2-2 40+29.36 0.08 0.85 0.07 4.0 027 027 0.0200 0.0208 2.0 2 1.020 0.0833 4.0 1.00 3.5 0.146 0.167 3.9 0.6 0.16 0.77 0.46 021 0.36 0-06 J}�'J�VJ 1„ 0.07 57 DI-3A 2.5 39+98.73 0.05 0.85 0.04 4.0 0.17 0.17 0.0197 0.0208 1.6 2 1.214 0.0833 4.0 4.00 3.5 0.145833 0.167 32 0.8 0.14 0.94 0.46 0.16 0.30 0.01 / 0.05 59 DI-3C 6.0 41+48.73 0.21 0.65 0.14 4.0 0.55 0.01 0.56 0.0010 0.0208 2.2 2 0.924 0.0833 4.0 0.99 3.5 0.146 0.165 2.1 2.8 0.17 0.46 3.81 0.37 4.13 C yp' ..- 0.09 62 01-2CC 6.0 28+33.70 0.26 0.85 0.22 4.0 0.88 0.13 1.02 0.0010 0.0208 2.7 2 0.737 0.0833 4.0 0.96 3.5 0.146 0.161 2.7 22 0.18 0.46 3.94 0.39 .18 0.13 64 Dl-2C 6.0 28+33.70 0.31 0.70 0.22 4.0 0.87 0.32 1.19 0.0010 0.0208 2.9 2 0.695 0.0833 4.0 0.96 3.5 0.146 0.161 2.6 2.3 0.18 0.46 3.98 0.40 .85 / 0.14 /64B MN-1 Manhole 28+10.07 /0._.86 DI-2C 60 22+46-60 0.40 0.70 0.28 4.0 1.12 0.03 1.15 0.0010 0.0208 2.8 2 0.703 0.0833 4.0 0.96 3.5 0.146 0.161 2.9 2.0 0.18 0.46 3.97 0.40 6.72 , 0.14 168 01-24 2.2 23+46.60 0.34 0.65 0.22 4.0 0.88 0.28 1.17 0.0010 0.0208 2.9 2 0.700 0.0833 4.0 2.96 3.5 0.146 0.161 2.7 0.8 0.18 0.46 3.97 0.40 �,[ ' 9.46 -� g 0.20 70 01.24 2.2 22+33.25 0.13 0.65 0.08 4.0 0.34 0.42 0.76 0.0358 0.0208 2.6 2 0.764 0.0833 4.0 0.97 3.5 0.146 0.162 52 0.4 0.18 0.63 0.46 0.48 0.39 0.28 \` ,/ / 0.15 72 Dl-2A 2.2 21+55.69 0.29 0.65 0.19 4.0 0.75 0.75 0.0502 0.0208 2.4 2 0.829 0.0833 4.0 0.98 3.5 0.146 0.164 8.0 0.3 0.18 0.44 0.46 0.33 0.38 0.42 "=°..`__- ---70.15 c--------,74-., DI-3C 6.0 10+71.62 0.32 0.70 0.22 4.0 0.90 0.90 0.0010 0.0208 2.6 2 0.773 0.0833 4.0 0.96 3.5 0.146 0.161 2.7 2.2 0.18 0.46 3.91 0.39 5.68 0.12 - 11{-�', - - DI-2C 6.0 10+71.62 0.59 0.60 0.35 4.0 1.42 0.34 1.76 0.0010 0.0208 3.3 2 0.601 0.0833 4.0 0.90 3.5 0.146 0.152 3.4 1.B 0.19 0.46 4.16 0.44 8.90 0.19 j! 78 D1-24 22 11+39.73 0.34 0.60 0.20 4.0 0.82 0.82 0.0136 0.0208 3.1 2 0.653 0.0833 4.0 0.93 3.5 0.146 0.156 5.7 0.4 0.19 0.58 0.46 0.47 0.41 034 0.16 80 131-24 22 29+59.93 0.27 0.75 020 4.0 0.81 0.81 0.0116 0.0208 3.1 2 0.650 0.0833 4.0 0.93 3.5 0.146 0.156 5.5 0.4 0.19 0.61 0.46 0.49 0.41 0.32 0.15 82 01-34 2.5 22+33.25 0.09 0.70 0.06 4.0 025 0.25 0.0358 0.0208 1.7 2 1.155 0.0833 4.0 1.00 3.5 0.146 0.167 4.5 0.6 0.14 1.00 0.46 0.25 0.31 0.00 0.07 84 DI-3B 4.0 10+47.16 0.14 0.75 0.11 4.0 0.42 028 0.70 0.0219 0.0208 2.8 2 0.723 0.0833 4.0 0.96 3.5 0.146 0.161 4.9 0.8 0.18 0.95 0.46 0.67 0.40 0.03 0.12 86 DI-3A 25 11+31.65 0.24 0.75 0.18 4.0 0.72 0.72 0.0219 0.0208 2.8 2 0.717 0.0833 4.0 0.96 3.5 0.148 0.161 62 0.4 0.18 0.61 0.46 0.44 0.40 0.28 0.14 88 01-24 2.2 26+88.59 0.15 0.85 0.13 4.0 0.51 0.51 0.0100 0.0208 2.6 2 0.770 0.0833 4.0 0.97 3.5 0.146 0.162 4.2 0.5 0.18 0.74 0.46 0.38 0.39 0.13 0.11 i` 90 DI-286 2.2 28+86.58 0.03 0.85 0.03 4.0 0.10 0.00 0.10 0.0100 0.0208 1.4 2 1.407 0.0833 4.0 1.00 3.5 0.146 0.167 2.1 1.0 0.12 1.00 0.46 0.10 0.26 0.00 \ 0.04 ,y�`, 92 DI-3C 12.0 14+07.27 0.60 0.70 0.42 4.0 1.68 1.68 0.0010 0.0208 3.3 2 0.611 0.0833 4.0 0.90 3.5 0.146 0.752 3.6 3.3 0.19 0.46 4.06 0.42 624 0.13 yJ I�` PS; 94 DI-3C 6.0 14+07.27 025 0.70 0.18 4.0 0.70 0.39 1.09 0.0010 0.0208 2.8 2 0.718 0.0833 4.0 0.96 3.5 0.146 0.161 2.4 2.5 0.18 0.46 3.95 0.40 6.47 0.13 '� 96 DI-3A 2.5 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CAPACITY VELOCITY FLOW TIME REMARKS POINT POINT (ACRES) INCR. ACCUM. MINUTES IN/HR CFS _ UPPER LOWER FEET % INCHES CFS F.P.S. MIN. 49 45 0.22 0.80 0.18 0.18 5.00 6.67 1.17 669.85 666.75 178.4 1.74% 15 8.51 4.82 0.62 33 31 0.36 0.60 0.22 0.22 5.00 6.67 1.44 660.30 659.90 51.2 0.78% 15 5.71 3.88 0.22 47 45 0.21 0.85 0.18 0.18 5.00 6.67 1.19 667.00 666.75 50.5 0.50% 15 4.54 3.12 0.27 45 43 0.32 0.80 0.26 0.61 5.27 6.58 4.01 666.65 665.40 47.3 2.64% 15 10.50 8.09 0.10 43 41 0.28 0.85 0.24 0.85 5.37 6.55 5.55 665.30 664.85 36.3 1.24% 15 7.19 6.39 0.09 41 39 0.52 0.60 0.31 1.16 5.46 6.51 7.56 664.75 664.00 69.3 1.08% 18 10.93 6.59 0.18 39 37 0.00 0.00 0.00 1.16 5.64 6.46 7.50 663.90 662.50 28.7 4.88% 18 23.20 11.80 0.04 37 35 0.07 0.85 0.06 1.22 5.68 6.45 7.87 662.40 662.10 35.3 0.85% 18 9.69 6.04 0.10 35 31 0.10 0.85 0.09 1.31 5.77 6.42 8.37 662.00 659.90 79.6 2.64% 18 17.06 9.84 0.13 31 29 0.08 0.85 0.07 1.59 5.91 6.38 10.13 659.80 659.40 35.2 1.14% 21 16.88 7.29 0.08 29 1 0.07 0.85 0.06 1.65 5.99 6.35 10.47 659.30 656.70 110.6 2.35% 21 24.28 9.89 0.19 27 15 0.44 0.75 0.33 0.33 5.00 6.67 2.20 662.90 662.50 34.0 1.18% 15 7.00 5.08 0.11 25 13 0.18 0.75 0.14 0.14 5.00 6.67 0.90 660.40 660.20 34.0 0.59% 15 4.95 3.05 0.19 23 21 0.37 0.60 0.22 0.22 5.00 6.67 1.48 666.80 664.70 96.0 2.19% 15 9.55 5.61 0.29 21 19 0.40 0.60 0.24 0.46 5.29 6.57 3.04 664.60 664.20 43.8 0.91% 15 6.17 5.13 0.14 19 17 0.57 0.65 0.37 0.83 5.43 6.53 5.43 664.10 663.70 36.9 1.08% 15 6.72 6.03 0.10 17 16 0.44 0.70 0.31 1.14 5.53 6.49 7. 663.60 662.70 37.1 2.43% 15 10.06 8.85 0.07 16 15 0.00 0.00 0.00 1.14 5.60 6.47 ~\.n) 662.60 662.50 17.0 0.59% 15 ,--4'.§-52...) 4.04 0.07 15 13 0.02 0.90 0.02 1.49 5.67 6.45 9.60 662.40 660.20 63.7 3.45% 15 12.00 10.74 0.10 13 11 0.10 0.70 0.07 1.69 5.77 6.42 10.87 660.10 659.90 28.8 0.69% 21 13.20 6.07 0.08 11 9 0.42 0.70 0.29 1.99 5.85 6.39 12.71 659.80 659.40 79.7 0.50% 24 16.02 5.59 0.24 9 7 0.35 0.70 0.25 2.23 6.09 6.32 14.12 659.30 659.10 37.9 0.53% 24 16.43 5.84 0.11 7 5 0.00 0.00 0.00 2.23 6.19 6.29 14.05 659.00 658.80 34.8 0.57% 24 17.14 6.02 0.10 5 3 0.68 0.75 0.51 2.74 6.29 6.26 17.18 658.70 658.50 33.8 0.59% 30 31.54 6.57 0.09 3 1 0.28 0.85 0.24 2.98 6.38 6.24 18.59 658.40 656.70 34.7 4.90% 30 90.74 14.49 0.04 , • \‘, ( C4 \ ) 7 / , \. b r 1 \': l FROM TO DA C CA Tc RAINFALL RUN-OFF INVERT INVERT LENGTH SLOPE DIAM. CAPACITY VELOCITY FLOW TIME REMARKS POINT POINT (ACRES) INCR. ACCUM. MINUTES IN/HR CFS UPPER LOWER FEET % INCHES CFS F.P.S. MIN. Ex. 9-20B Ex. 9-20 0.15 0.60 0.09 0.09 6.00 6.35 0.57 669.17 668.36 30.6 2.64% 15 10.50 4.50 0.11 Ex. 9-16B Ex. 9-16 0.16 0.60 0.10 0.10 5.00 6.67 0.64 666.76 666.11 34.2 1.90% 15 8.91 4.15 0.14 59 53 0.21 0.65 0.14 0.14 5.00 6.67 0.91 668.00 667.10 37.7 2.39% 15 9.98 4.99 0.13 o �' 57 55 0.05 0.85 0.04 0.04 5.00 6.67 0.28 670.00 668.60 48.4 2.89% 15 10.98 3.76 0.21 ? 55 53 0.08 0.85 0.07 0.11 5.21 6.59 0.73 668.50 667.10 126.6 1.11% 15 6.79 3.57 0.59 (/ (, 53 51 0.09 0.85 0.08 0.32 5.81 6.41 2.07 667.00 665.90 76.6 1.44% 15 7.74 5.36 0.24 --., 51 Ex. 9-12 0.00 0.00 0.00 0.32 6.04 6.34 2.05 665.80 665.60 13.9 1.44% 15 7.76 5.35 0.04 Ex. 9-30B Ex. 9-30 0.01 0.90 0.01 0.01 5.00 6.67 0.06 674.73 674.48 30.9 0.81% 15 5.81 1.51 0.34 Ex. 9-30 Ex. 9-28 0.00 0.00 0.00 0.62 9.14 5.55 3.46 674.38 673.82 82.4 0.68% 15 5.32 4.57 0.30 Ex. 9-28 Ex. 9-26 0.10 0.71 0.07 0.70 9.44 5.48 23.81 673.72 673.17 34.2 1.61% 15 8.19 6.69 0.09 Ex. 9-26 Ex. 9-24 0.26 0.72 0.19 1.19 9.53 5.47 .52) 673.07 672.82 23.1 1.08% 15 ,'6`72' 6.29 0.06 Ex. 9-24 Ex. 9-22 0.07 0.81 0.06 1.25 9.59 5.45 6.82 672.72 672.05 33.9 1.98% 15 9.08 8.02 0.07 Ex. 9-22 Ex. 9-20 0.02 0.90 0.02 1.27 9.66 5.44 6.90 671.95 668.36 76.2 4.71% 15 14.02 11.65 0.11 Ex. 9-20 Ex. 9-18 0.17 0.67 0.11 1.47 9.77 5.42 7.97 668.26 666.63 120.3 1.36% 18 12.22 7.29 0.27 Ex. 9-18 Ex. 9-16 0.13 0.67 0.09 1.56 10.04 5.36 8.36 666.53 666.11 22.3 1.88% 18 14.40 8.42 0.04 Ex. 9-16 Ex. 9-14 0.10 0.68 0.07 1.72 10.09 5.35 7922 666.01 665.81 49.2 0.41% 24 14.42 4.82 0.17 Ex. 9-14 Ex. 9-12 0.39 0.78 0.30 2.71 10.25 5.32 14.46 665.71 665.60 28.7 0.38% 24 ."1-1519 4.45 0.11 Ex. 9-12 Ex. 2-18 0.19 0.86 0.16 3.20 10.36 5.30 16.93 664.15 663.28 127.4 0.68% 24 18.69 6.72 0.32 Ex. 2-18 Ex. 2-16 0.00 14.83 10.68 5.24 .(7-7%`-4--) 663.23 662.03 99.7 1.20% 36 x737 10.35 0.16 98D 98B 0.65 0.50 0.33 0.33 5.00 6.67 2.17 665.50 663.70 80.8 2.23% 15 9.64 6.33 0.21 98B 98 0.15 0.50 0.08 0.40 5.00 6.67 2.67 663.60 663.20 75.4 0.53% 15 4.70 3.94 0.32 98 94 0.16 0.60 0.10 0.50 5.00 6.67 3.31 663.10 662.00 41.7 2.64% 15 10.49 7.62 0.09 96 94 0.30 0.70 0.21 0.21 5.00 6.67 1.40 664.30 662.00 147.7 1.56% 15 8.06 4.90 0.50 94 92 0.25 0.70 0.18 0.88 5.50 6.50 5.73 661.90 661.70 28.0 0.71% 18 8.87 5.29 0.09 92 90 0.60 0.70 0.42 1.30 5.59 6.47 8.42 661.60 661.40 37.4 0.53% 21 11.58 5.18 0.12 90 88 0.03 0.85 0.03 1.33 5.71 6.44 8.54 661.30 661.10 35.2 0.57% 21 11.94 5.33 0.11 88 62 0.15 0.85 0.13 1.45 5.82 6.40 9.31 661.00 659.80 147.1 0.82% 21 14.30 6.27 0.39 86 84 0.24 0.75 0.18 0.18 5.00 6.67 1.20 665.00 663.70 84.5 1.54% 15 8.01 4.66 0.30 84 82 0.14 0.75 0.11 0.29 5.30 6.57 1.87 663.60 663.40 37.2 0.54% 15 4.73 3.68 0.17 82 70 0.09 0.70 0.06 0.35 5.47 6.51 2.27 663.30 663.10 31.6 0.63% 15 5.14 4.13 0.13 80 64 0.27 0.75 0.20 0.20 5.00 6.67 1.35 662.70 661.40 126.2 1.03% 15 6.55 4.19 0.50 78 76 0.34 0.60 0.20 0.20 5.00 6.67 1.36 668.10 667.00 68.1 1.62% 15 8.21 4.92 0.23 76 74 0.59 0.60 0.35 0.56 5.23 6.59 3.68 666.90 666.20 37.7 1.86% 15 8.80 6.96 0.09 74 72 0.32 0.70 0.22 0.78 5.32 6.56 5.13 666.10 665.60 89.2 0.56% 18 7.86 4.69 0.32 72 70 0.29 0.65 0.19 0.97 5.64 6.46 6.27 665.50 663.10 77.6 3.09% 18 18.46 9.53 0.14 70 68 0.13 0.65 0.08 1.40 5.77 6.42 9.00 663.00 662.40 113.4 0.53% 21 11.52 5.23 0.36 68 66 0.34 0.65 0.22 1.62 6.13 6.31 10.25 662.30 662.10 28.5 0.70% 21 13.27 6.01 0.08 66 64B 0.40 0.70 0.28 1.90 6.21 6.29 11.97 662.00 661.70 48.8 0.61% 24 17.73 5.99 0.14 64B 64 0.00 0.00 0.00 1.90 6.35 6.25 11.89 661.60 661.40 24.4 0.82% 24 20.47 6.73 0.06 64 62 0.31 0.70 0.22 2.32 6.35 6.25 14.51 660.00 659.80 35.4 0.56% 24 17.00 6.03 0.10 62 60 0.26 0.85 0.22 4.00 6.45 6.22 24.86 656.30 656.00 52.8 0.57% 30 30.90 6.92 0.13 N . cn Iv Y @ K O a n W s 0: m 1 C W 2 ~ 2 0 0 O OOrNr ` MONorCOCO r N 00 6 O O O O O O O 6 O O O O O O 60 J U. 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