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HomeMy WebLinkAboutWPO201700056 Review Comments WPO VSMP 2018-06-22 (2)1 John Anderson From:John Anderson Sent:Friday, June 22, 2018 5:21 PM To:'Dustin Greene' Subject:RE: RIP RAP Dustin, is concrete channel 2yr Velocity accurate? –just checking (Hydraflow, printed today) –please eliminate /replace anything relating to gabion baskets. Thanks, have a nice weekend 2 From: Dustin Greene <DGreene@roudabush.com> Sent: Friday, June 22, 2018 3:57 PM 3 To: John Anderson <janderson2@albemarle.org> Subject: RIP RAP Hey John, Here is the dimension for the rip rap and the rip rap slope stabilization detail. Please see the note as well. All items are clouded. Thanks, Dustin Greene, EIT Roudabush, Gale, & Associates 172 South Pantops Drive Charlottesville, VA 22911 P – (434) 979-8121 ext. 110 dgreene@roudabush.com If you can’t explain it simply, you don’t understand it well enough. -Albert Einstein 1 John Anderson From:Dustin Greene <DGreene@roudabush.com> Sent:Friday, June 22, 2018 3:04 PM To:John Anderson Subject:RE: Updated outfall for Springhill Hey John, I will update these two items and print out new FSP and VSMP sets for signature. Probably won’t be until Monday. Thanks for your help on this. Have a good weekend. Best Regards, Dustin Greene, EIT Roudabush, Gale, & Associates 172 South Pantops Drive Charlottesville, VA 22911 P – (434) 979-8121 ext. 110 dgreene@roudabush.com If you can’t explain it simply, you don’t understand it well enough. -Albert Einstein From: John Anderson <janderson2@albemarle.org> Sent: Friday, June 22, 2018 2:49 PM To: Dustin Greene <DGreene@roudabush.com>; Frank Pohl <fpohl@albemarle.org> Cc: Jim Taggart <JTaggart@roudabush.com>; David James <djames@albemarle.org>; Tim Padalino <tpadalino@albemarle.org> Subject: RE: Updated outfall for Springhill Dustin, Am I overlooking section leader lines in Detail 3, SW-9 (A-A, B-B)? If not, please provide. Am I overlooking riprap detail /riprap dimensions /underlayment between pond and edge of energy dissipator? If not, please provide. That’s it, just 2 comments –nice work, thanks Dustin From: Dustin Greene <DGreene@roudabush.com> Sent: Friday, June 22, 2018 1:15 PM To: John Anderson <janderson2@albemarle.org>; Frank Pohl <fpohl@albemarle.org> Cc: Jim Taggart <JTaggart@roudabush.com> Subject: Updated outfall for Springhill Hey guys, I have updated all pertinent sheets with the new flume and energy dissipator. Please review so I can get new copies to you as soon as possible. 2 Best Regards, Dustin Greene, EIT Roudabush, Gale, & Associates 172 South Pantops Drive Charlottesville, VA 22911 P – (434) 979-8121 ext. 110 dgreene@roudabush.com If you can’t explain it simply, you don’t understand it well enough. -Albert Einstein 1 John Anderson From:John Anderson Sent:Thursday, June 21, 2018 1:26 PM To:'Dustin Greene' Cc:David James; Frank Pohl; Jim Taggart Subject:RE: Springhill Suites - VSMP (WPO2017-00056) -Paved flume + VDOT Stds. Dustin, Proposed slope of paved flume is 38%. When the County spoke with RGA on 6/19, there was discussion of using a MH drop. Yesterday when we spoke, you explained restrictive easement prevents step down approach (MH drop), yet a portion of the 20.79’ L of 24” CMP must be installed within the same 15’ easement at some depth, using step down approach. Still, we are grateful for step down design between MH-1 and ES connection to concrete channel (SW-8, below). This response to latest design revision (received June 20, 2018 3:37 PM) relies on existing VDOT standards that appear well-suited to this situation, and site constraints. Albemarle requests design reflect current VDOT standards (EG- 1, 1A, 111.01 or EG-1, 1A PC -111.02; and PG-4, 109.02). Please see images below. Please ensure all flume, curtain wall, and anchor lug sections and dimensions, as well as energy dissipator details transfer to plan /profile sheets –there is no need to rely on gabion baskets. Note: we recommend design retain 6” concrete section for paved flume, as is currently proposed. Include each referenced VDOT Standard on the plans. With these revisions, Albemarle should be positioned to approve design. Note: Engineering rarely departs from VDOT standards that appear to satisfy design or site parameters. Thank you Feel free to submit .PDF preview prior to print re-submittal –thanks again SW-9 (6/20/18) 2 SW-8 (6/20/18) 3 Images of VDOT Standards: 4 5 6 Also, of interest (VDOT Drainage Manual, Rev. 5/17) 7 John Anderson, PE, Civil Engineer II ∙ (434) 296-5832 -x3069 Community Development Dept. │ Engineering Division County of Albemarle │401 McIntire Road Charlottesville, Virginia 22902-4596 From: Dustin Greene <DGreene@roudabush.com> Sent: Wednesday, June 20, 2018 3:37 PM To: John Anderson <janderson2@albemarle.org> Cc: David James <djames@albemarle.org>; Frank Pohl <fpohl@albemarle.org>; Jim Taggart <JTaggart@roudabush.com> Subject: RE: Springhill Suites - VSMP (WPO2017-00056) Hey John, Thanks you for your review. Please see the attached pdf that will hopefully clarify the remaining issues the county has with the outfall. I have addressed your comments in red below. I will forward the email I sent to David 8 James regarding the gabion weir analysis. The 0.4 void space weir analysis seems to be conservative due to the fact that a gabion basket weir would create more friction from the increased surface area than a standard open weir. The lining has bee called out as a PVC liner or equivalent that is more robust than something that would be used for a concrete washout. I have to the cross section channel detail to show that it will be keyed into the slope with 3’ helix earth screws. The step down approach for the storm sewer outfall was not pursued due to the 15’ of easement that would be required to work to install the storm sewer. I have also added installation notes for the basin on SW9. Best Regards, Dustin Greene, EIT Roudabush, Gale, & Associates 172 South Pantops Drive Charlottesville, VA 22911 P – (434) 979-8121 ext. 110 dgreene@roudabush.com If you can’t explain it simply, you don’t understand it well enough. -Albert Einstein From: John Anderson <janderson2@albemarle.org> Sent: Tuesday, June 19, 2018 3:08 PM To: Dustin Greene <DGreene@roudabush.com> Cc: David James <djames@albemarle.org>; Frank Pohl <fpohl@albemarle.org>; Jim Taggart <JTaggart@roudabush.com> Subject: RE: Springhill Suites - VSMP (WPO2017-00056) Dustin, thank you VDOT Drainage Manual may not set a limit for Max. velocity, but County review guidelines do (≤ 15fps). The outfall velocity has been updated to 14.90 using corrugated HDPE with twice the slope at the outfall pipe. Manufacturer recommends an n-value of 0.20 for corrugated HDPE. Also, please note max. pipe slope. The pipe stretch from 1 to 1B has been reduced to be less than 16%. What is exit velocity at outfall upslope of gabion baskets? –will likely not request revision, but velocity is an unaddressed comment (#19, 31). See above response. Please email .PDF of storm sewer profiles. The storm sewer profiles can be found on SW8 (see attached). 9 If design departs from drainage plans checklist, recommend revise design. Future designs must meet drainage plan checklist guidelines. Engineering refers to drainage plan review checklist (link: http://www.albemarle.org/upload/images/forms_center/departments/Community_Development/forms/Engineering_and_ WPO_Forms/Engineering_Review_Drainage_Plans_Checklist_1Dec2014.pdf ) Details 1 and 3 do not Match –please revise. Details have been updated. Detail 3: Provide six gabion basket width at flared outfall, else erosion at margins appears likely. Six gabion baskets have been provided. Note that the 10-yr wse only reaches a height of 0.25’. The width of the water in the channel at this elevation is 4.0’. The channel and basin have been overdesigned intentionally so that it will withstand higher storm events. SW9: Provide gabion basket Anchor (detailed) detail; specify stainless or galvanized non-corrosive material –show how, where, what, spacing, how many etc. Anchoring details have not been provided. A note has been added to the plans that the wire mesh gabion baskets will also be wired together. Thirty gabion baskets wired together create enough inertia (18.5 tons) to overcome the force of the 10yr flow at a height of 0.25’. SW9: Provide Note/s to guide gabion basket Anchor installation. See response above. 5/25/18 review comment /#31: “Include riprap channel and gabion basket in SWM maintenance narrative.” Channel and gabion basket have been included in the SWM maintenance narrative. 10 5/25/18 review comment /#19: “Include…max flowrate & velocity for sizing of riprap. Indicate size of riprap.” -please Address comments 31 and 19 fully, unless NA –feel free to call, tomorrow. Now is not good, however –thanks Dustin N/A Thanks Dustin From: Dustin Greene <DGreene@roudabush.com> Sent: Tuesday, June 19, 2018 11:53 AM To: John Anderson <janderson2@albemarle.org> Cc: David James <djames@albemarle.org>; Frank Pohl <fpohl@albemarle.org>; Jim Taggart <JTaggart@roudabush.com> Subject: RE: Springhill Suites - VSMP (WPO2017-00056) Hey John, Here are the updated pdf sheets. The meat of the changes are on sheet SW09. The other sheets showed the outfall channel in them so I included them. There is no maximum allowable velocity or shear stress for concrete in the VDOT drainage manual. I believe the 6” of concrete along with the mire mesh and 4” of VDOT 21A on compacted 11 subgrade will be a good anchor for the channel. The flows through the gabion basket weir have not changed. The velocities down the concrete channel will be dissipated by the gabion basket outfall. Please let me know your thoughts as this should be the last thing to take care of outside updating the registration statement. Best Regards, Dustin Greene, EIT Roudabush, Gale, & Associates 172 South Pantops Drive Charlottesville, VA 22911 P – (434) 979-8121 ext. 110 dgreene@roudabush.com If you can’t explain it simply, you don’t understand it well enough. -Albert Einstein From: John Anderson <janderson2@albemarle.org> Sent: Tuesday, June 19, 2018 11:30 AM To: Dustin Greene <DGreene@roudabush.com> Cc: David James <djames@albemarle.org>; Frank Pohl <fpohl@albemarle.org>; Dustin Greene <DGreene@roudabush.com> Subject: RE: Springhill Suites - VSMP (WPO2017-00056) Dustin, Please send .PDF of revised sheets to me prior to print re-submittal. I’ll check against David’s comments –he’ll be away. We will review as quickly as we can. Thanks for your help with this. John Anderson, PE, Civil Engineer II ∙ (434) 296-5832 -x3069 Community Development Dept. │ Engineering Division County of Albemarle │401 McIntire Road Charlottesville, Virginia 22902-4596 1 John Anderson From:John Anderson Sent:Tuesday, June 19, 2018 3:08 PM To:'Dustin Greene' Cc:David James; Frank Pohl; Jim Taggart Subject:RE: Springhill Suites - VSMP (WPO2017-00056) Dustin, thank you VDOT Drainage Manual may not set a limit for Max. velocity, but County review guidelines do (≤ 15fps). Also, please note max. pipe slope. What is exit velocity at outfall upslope of gabion baskets? –will likely not request revision, but velocity is an unaddressed comment (#19, 31). Please email .PDF of storm sewer profiles. If design departs from drainage plans checklist, recommend revise design. Future designs must meet drainage plan checklist guidelines. Engineering refers to drainage plan review checklist (link: http://www.albemarle.org/upload/images/forms_center/departments/Community_Development/forms/Engineering_and_ WPO_Forms/Engineering_Review_Drainage_Plans_Checklist_1Dec2014.pdf ) Details 1 and 3 do not Match –please revise. Detail 3: Provide six gabion basket width at flared outfall, else erosion at margins appears likely. SW9: Provide gabion basket Anchor (detailed) detail; specify stainless or galvanized non-corrosive material –show how, where, what, spacing, how many etc. SW9: Provide Note/s to guide gabion basket Anchor installation. 2 5/25/18 review comment /#31: “Include riprap channel and gabion basket in SWM maintenance narrative.” 5/25/18 review comment /#19: “Include…max flowrate & velocity for sizing of riprap. Indicate size of riprap.” -please Address comments 31 and 19 fully, unless NA –feel free to call, tomorrow. Now is not good, however –thanks Dustin Thanks Dustin From: Dustin Greene <DGreene@roudabush.com> Sent: Tuesday, June 19, 2018 11:53 AM To: John Anderson <janderson2@albemarle.org> Cc: David James <djames@albemarle.org>; Frank Pohl <fpohl@albemarle.org>; Jim Taggart <JTaggart@roudabush.com> Subject: RE: Springhill Suites - VSMP (WPO2017-00056) Hey John, Here are the updated pdf sheets. The meat of the changes are on sheet SW09. The other sheets showed the outfall channel in them so I included them. There is no maximum allowable velocity or shear stress for concrete in the VDOT drainage manual. I believe the 6” of concrete along with the mire mesh and 4” of VDOT 21A on compacted subgrade will be a good anchor for the channel. The flows through the gabion basket weir have not changed. The 3 velocities down the concrete channel will be dissipated by the gabion basket outfall. Please let me know your thoughts as this should be the last thing to take care of outside updating the registration statement. Best Regards, Dustin Greene, EIT Roudabush, Gale, & Associates 172 South Pantops Drive Charlottesville, VA 22911 P – (434) 979-8121 ext. 110 dgreene@roudabush.com If you can’t explain it simply, you don’t understand it well enough. -Albert Einstein From: John Anderson <janderson2@albemarle.org> Sent: Tuesday, June 19, 2018 11:30 AM To: Dustin Greene <DGreene@roudabush.com> Cc: David James <djames@albemarle.org>; Frank Pohl <fpohl@albemarle.org>; Dustin Greene <DGreene@roudabush.com> Subject: RE: Springhill Suites - VSMP (WPO2017-00056) Dustin, Please send .PDF of revised sheets to me prior to print re-submittal. I’ll check against David’s comments –he’ll be away. We will review as quickly as we can. Thanks for your help with this. John Anderson, PE, Civil Engineer II ∙ (434) 296-5832 -x3069 Community Development Dept. │ Engineering Division County of Albemarle │401 McIntire Road Charlottesville, Virginia 22902-4596 1 John Anderson From:Dustin Greene <DGreene@roudabush.com> Sent:Wednesday, June 20, 2018 3:37 PM To:John Anderson Cc:David James; Frank Pohl; Jim Taggart Subject:RE: Springhill Suites - VSMP (WPO2017-00056) Attachments:SW04.pdf; SW07.pdf; SW08.pdf; SW09.pdf; SW11.pdf; SW12.pdf Hey John, Thanks you for your review. Please see the attached pdf that will hopefully clarify the remaining issues the county has with the outfall. I have addressed your comments in red below. I will forward the email I sent to David James regarding the gabion weir analysis. The 0.4 void space weir analysis seems to be conservative due to the fact that a gabion basket weir would create more friction from the increased surface area than a standard open weir. The lining has bee called out as a PVC liner or equivalent that is more robust than something that would be used for a concrete washout. I have to the cross section channel detail to show that it will be keyed into the slope with 3’ helix earth screws. The step down approach for the storm sewer outfall was not pursued due to the 15’ of easement that would be required to work to install the storm sewer. I have also added installation notes for the basin on SW9. Best Regards, Dustin Greene, EIT Roudabush, Gale, & Associates 172 South Pantops Drive Charlottesville, VA 22911 P – (434) 979-8121 ext. 110 dgreene@roudabush.com If you can’t explain it simply, you don’t understand it well enough. -Albert Einstein From: John Anderson <janderson2@albemarle.org> Sent: Tuesday, June 19, 2018 3:08 PM To: Dustin Greene <DGreene@roudabush.com> Cc: David James <djames@albemarle.org>; Frank Pohl <fpohl@albemarle.org>; Jim Taggart <JTaggart@roudabush.com> Subject: RE: Springhill Suites - VSMP (WPO2017-00056) Dustin, thank you VDOT Drainage Manual may not set a limit for Max. velocity, but County review guidelines do (≤ 15fps). The outfall velocity has been updated to 14.90 using corrugated HDPE with twice the slope at the outfall pipe. Manufacturer recommends an n-value of 0.20 for corrugated HDPE. Also, please note max. pipe slope. 2 The pipe stretch from 1 to 1B has been reduced to be less than 16%. What is exit velocity at outfall upslope of gabion baskets? –will likely not request revision, but velocity is an unaddressed comment (#19, 31). See above response. Please email .PDF of storm sewer profiles. The storm sewer profiles can be found on SW8 (see attached). If design departs from drainage plans checklist, recommend revise design. Future designs must meet drainage plan checklist guidelines. Engineering refers to drainage plan review checklist (link: http://www.albemarle.org/upload/images/forms_center/departments/Community_Development/forms/Engineering_and_ WPO_Forms/Engineering_Review_Drainage_Plans_Checklist_1Dec2014.pdf ) Details 1 and 3 do not Match –please revise. Details have been updated. Detail 3: Provide six gabion basket width at flared outfall, else erosion at margins appears likely. Six gabion baskets have been provided. Note that the 10-yr wse only reaches a height of 0.25’. The width of the water in the channel at this elevation is 4.0’. The channel and basin have been overdesigned intentionally so that it will withstand higher storm events. SW9: Provide gabion basket Anchor (detailed) detail; specify stainless or galvanized non-corrosive material –show how, where, what, spacing, how many etc. 3 Anchoring details have not been provided. A note has been added to the plans that the wire mesh gabion baskets will also be wired together. Thirty gabion baskets wired together create enough inertia (18.5 tons) to overcome the force of the 10yr flow at a height of 0.25’. SW9: Provide Note/s to guide gabion basket Anchor installation. See response above. 5/25/18 review comment /#31: “Include riprap channel and gabion basket in SWM maintenance narrative.” Channel and gabion basket have been included in the SWM maintenance narrative. 5/25/18 review comment /#19: “Include…max flowrate & velocity for sizing of riprap. Indicate size of riprap.” -please Address comments 31 and 19 fully, unless NA –feel free to call, tomorrow. Now is not good, however –thanks Dustin N/A Thanks Dustin 4 From: Dustin Greene <DGreene@roudabush.com> Sent: Tuesday, June 19, 2018 11:53 AM To: John Anderson <janderson2@albemarle.org> Cc: David James <djames@albemarle.org>; Frank Pohl <fpohl@albemarle.org>; Jim Taggart <JTaggart@roudabush.com> Subject: RE: Springhill Suites - VSMP (WPO2017-00056) Hey John, Here are the updated pdf sheets. The meat of the changes are on sheet SW09. The other sheets showed the outfall channel in them so I included them. There is no maximum allowable velocity or shear stress for concrete in the VDOT drainage manual. I believe the 6” of concrete along with the mire mesh and 4” of VDOT 21A on compacted subgrade will be a good anchor for the channel. The flows through the gabion basket weir have not changed. The velocities down the concrete channel will be dissipated by the gabion basket outfall. Please let me know your thoughts as this should be the last thing to take care of outside updating the registration statement. Best Regards, Dustin Greene, EIT Roudabush, Gale, & Associates 172 South Pantops Drive Charlottesville, VA 22911 P – (434) 979-8121 ext. 110 dgreene@roudabush.com If you can’t explain it simply, you don’t understand it well enough. -Albert Einstein From: John Anderson <janderson2@albemarle.org> Sent: Tuesday, June 19, 2018 11:30 AM To: Dustin Greene <DGreene@roudabush.com> Cc: David James <djames@albemarle.org>; Frank Pohl <fpohl@albemarle.org>; Dustin Greene <DGreene@roudabush.com> Subject: RE: Springhill Suites - VSMP (WPO2017-00056) Dustin, Please send .PDF of revised sheets to me prior to print re-submittal. I’ll check against David’s comments –he’ll be away. We will review as quickly as we can. Thanks for your help with this. John Anderson, PE, Civil Engineer II ∙ (434) 296-5832 -x3069 Community Development Dept. │ Engineering Division County of Albemarle │401 McIntire Road Charlottesville, Virginia 22902-4596 �'i ROUDABUSH, GALE & ASSOCIATES, INC. A A PROFESSIONAL CORPORATION ee LAND SURVEYING Serving Virginia Since/956 ENGINEERING LAND PLANNING ENGINEERING DEPARTMENT SURVEY DEPARTMENT 172 SOUTH PANTOPS DRIVE,STE.A 914 MONTICELLO ROAD JIM L.TAGGARI.P.E. CHARLOTTESVILLE,VA 22911 CHARLOTTESVILLE.VA 22902 WILLIAM J.LEDBETTER,L.S. DON FRANCO,P.E. PHONE(434)979-8121 PHONE(434)977-0205 BRIAN D.JAMISON.L.S. DAVID M.ROBINSON,P) FAX(434)979-1681 FAX(434)296-5220 DAVID A.JORDAN,L.S. AMMY M.GEORGE,L.A. INFOQROUDABUSH.COM KRISTOPHER C.WINTERS,L.S. June 6th,2018 Community Development 401 McIntire Road Charlottesville,VA 22902 RE:Springhill/Townplace Suites Dear Mr.James, Please find attached two(2) sets of the revised Plans. The plans have been revised to address your comments dated on 5/25/2018 and a meeting on 5/31/2018 in accordance with the following: Storm water Management Plan 7. Our records indicate it(SWM facility easement plat and deed) hasn't been approved. Please submit the deed and plat for final review. Plans cannot be approved until they are recorded. RESPONSE: The SWM facility easement plat and deed of dedication are being submitted for final review concurrently. 15. The agreement has been sent to the county attorney's office for review. RESPONSE: Comment noted. 19. Outfall design: Not addressed. Show design in accordance with Flexible Lining Channel(see VESCH, pg.V- 102). RESPONSE: The Outfall channel has been designed according to the Flexible Lining Channel in the VESCH handbook. 31. Show design in accordance with Flexible Lining Channel(see VESCH, pg.V-102). Include riprap channel and gabion basket in SWM maintenance narrative. RESPONSE: The Outfall channel has been designed in accordance with Flexible Lining Channel and has been included in the SWM maintenance narrative along with the gabion baskets. Erosion&Sediment Control Plan 1. Label DD3 on sheet SW3. RESPONSE: DD3 has been labeled on sheet 3. I oft � s ROUDABUSH, GALE &ASSOCIATES, INC. e A PROFESSIONAL CORPORATION s p LAND SURVEYING Serving Virginia Since 1956 ENGINEERING LAND PLANNING ENGINEERING DEPARTMENT SURVEY DEPARTMENT 172 SOUTH PANTOPS DRIVE,SIE.A 914 MONTICELLO ROAD JIM L.TAGGARI.P.E. CHARLOTTESVILLE.VA 22911 CHARLOTTESVILLE,VA 22902 WILLIAM J.LEDBETTER.L.S. DON FRANCO.P.E. PHONE(434)979-8121 PHONE(434)977-0205 BRIAN D.JAMISON.L.S. DAVID M.ROBINSON.P.E. FAX(434)979-1681 FAX(434)296-5220 DAVID A.JORDAN.L.S. AMMY M.GEORGE.LA. INFO I ROUDABIISH.COM KRISTOPHER C.WINTERS,L.S. Final Site Plan 22. (Rev.2)Certify the wall design at each crossing where they meet or are located above storm pipes:Str.3 to 2,Str. 1B to 1,and Str. 10 to 10A.Show retaining wall in the profile where it crosses pipe Str. 10 to 10A. (Rev.3)Addressed.Attach wall design details to sheet in plan set. (Rev.4)Please show all wall design sheets from separate submittal(sheets 1 through 6)on the plans. RESPONSE: All retaining wall sheets have been provided on sheet 19. 23.(Rev.3)Sheet SP7—Remove the legend,as it doesn't reference anything new shown. Remove arrow&text indicating 2' wall(near outfall pipe).-Also showing on SP6 (Rev.4)Remove the callout to 2'wall on SP6 as well. RESPONSE: The reference to the 2'retaining wall has been removed from sheet 6. Meeinq 1. Label the different retaining walls on the plans. RESPONSE: The retaining walls have been labeled on sheet 4 of the VSMP and sheet 7 of the FSP. 2. Revise the location of the stomwater facility easement so that a 20' wide easement has the pipe on center and that the easement for the large pipes has 10' from the center. RESPONSE: The stormwater facility easement has been updated as requested. We thank you for taking the time to review these plans and trust the above adequately addresses your comments. However,please let me know if you have any questions or require additional information. Best Regards, Dustin Greene, EIT cc: Mark Dowdy,Jim Daly 2 of 2 5 .e' ofr' (14o'-,�. Dominion s /1 L Engineering 172 South Pantops Drive Charlottesville, VA 22911 y4 434.979.8121 (p) 0 .% f 434.979.1681 (f) 40* 'ie es DominionEng.com c.ts February 26, 2018 Mr. David James Department of Community Development 401 McIntire Road Charlottesville,VA 22902 RE:WPO201700056—Springhill/Towneplace Suites Dear Mr.James, Please find attached two copies of the revised Plans. The plans have been revised to address your comments received on 1/26/2018 in accordance with the following: A.Pollution Prevention Plan(PPP) 1. Update PPP with E&SC changes below. RESPONSE: The PPP has been updated with the changes to the E&SC plan. B.Storm water Management Plan(SWMP) 1. (Rev.2)Show channel protection requirement is meet to the limits of analysis,which is the location where this site area is less than 1%of the total watershed area or the site peak flow rate for the 1-yr storm event is less than or equal to 1.0%of the existing peak flow rate from the one-year 24-hour storm prior to the implementation of any stormwater quantity control measures) [9VAC25-870-66.8.4].Correct drawings and calculation package. RESPONSE:Channel protection requirements are being met by using the criteria of B-1(a)where we are conveying the postdeveloped peak flow rate from the 2yr 24-hour storm event below predeveloped levels to a manmade stormwater conveyance system without causing erosion. Flood protection requirements are being met by using the criteria of C-1 where we are conveying the postdeveloped peak flow rate from the 10yr 24- hour storm event below predeveloped levels to a manmade stormwater conveyance system. The discharge area,while not experience localized flooding,does release stormwater into a stormwater conveyance system that,following land-disturbing activity,confines the postdeveloped peak flow rate from the 10yr 24-hour storm event within the stormwater conveyance system. 2. (Rev.2)Submit stormwater maintenance agreement before plan approval [17-415]. RESPONSE: The stormwater maintenance agreement will be provided under separate cover. 3. (Rev.2)SWM easement deed/plat required before plan approval [Policy].Storm easement must continue through parking deck to outfall. RESPONSE:An easement plat will be provided under separate cover. 1 of 6 • 6 el s o` ops 0;.tel�. Dominion a.”, / k Engineering 172 South Pantops Drive Charlottesville, VA 22911 ^4, , ID) 434.979.8121 (p) n 434.979.1681 (f) 4I`eePs DominionEng.com c.ts 4. Sheet(Rev.2)Certify the wall design at each crossing where they meet or are located above storm pipes:Str.3 to 2,Str. 18 to 1,and Str. 10 to 10A.Show retaining wall in the profile where it crosses pipe Str. 10 to 10A. RESPONSE: The pipe penetration between Structure 2 and 3 and 18 to 1 is through the building wall. Refer to the structural plan by others for the pipe penetration design. For the pipe penetration between Structure 10 and 10A,a wall design has been provided with this submission and has been shown on the storm profile. See sheet SW13. 5. (Rev.2)2.11 lb/yr TP load reduction required for site.Contact Ana Kilmer prior to purchasing credits.Credits must be purchased prior to issuance of DEQ General Permit and County land disturbance permit. RESPONSE: Nutrient Credits will be purchased prior to issuance of the DEQ General Permit and VSMP approval. The nutrient credits have been updated to 2.16 lb/yr. 6. (Rev.2) Provide a soils map and soils type information. RESPONSE: The soils map has been provided on SW3 and soils type information has been included with the E+S narrative. 7. (Rev.2)Sheet SW11—Show"Trench"(drain?) (4A?).Verify drainage area. Provide design details.Add to'storm inlet computations'table. RESPONSE: The trench drain drainage area has been shown on SW11. Design details have been shown on SW13. The trench drain inlet ID is 4A and the inlet computations are on sheet SW8. 8. (Rev.2)Sheet SW9—Show profile and cross section for riprap ditch/channel over STR-1 to EW. Include slope& lining information, max flowrate&velocity for sizing of riprap. Indicate size of riprap. How will drainage flow over EW without causing erosion? RESPONSE:The storm outfall has been amended with this submittal as discussed with County Engineering. The design information has been updated and included on Sheet SW9. 9. (Rev.2)Sheet SW9—20-ft overflow weir detail—Will water pond 2.2-ft in the parking deck?If so, provide calculations showing that the 50-yr storm event can pass through the grate assuming the grate is 50%clogged to ensure vehicles are not flooded. RESPONSE: The overflow weir for the bottom level of the parking garage is designed for 100-yr overland relief in a worst case scenario that all inlets are 100%clogged. In the event this occurs,the maximum amount of ponding in the garage will be 0.8'. 2 of 6 s eops 4` .4-- ' Dominion 4?• h Engineering 172 South Pantops Drive O Charlottesville, VA 22911 y � ) 434.979.8121 (p) o� s ���• 434.979.1681 (f) 'tie ets DominionEng.com cts 10. (Rev.2)Sheet 511—Parking deck drainage is not clear. How is upper level drainage being handled?Verify drainage area is correct.Add insert of upper level,similar to what was provided on the site plan. Lower deck drains to STR-1B,which is then connected to STR1—drainage area is incorrectly routed to STR1. RESPONSE:The upper parking deck is draining to a Dl-7 in the eastern corner of the parking structure and has been indicated on the Site Plan. This structure is connected to a riser pipe in the garage wall that directs water to the pipe on the bottom garage level. 11. (Rev.2) Provide routing calcs for all storm piping,structures,and detention pipes for the 2-yr and 10-yr storm events.Confirm HGL is detained within structures and structures do not flood.Add 2-and 10-yr stage elevations for weirs. RESPONSE:The routing calculations have been provided. The HGL for the 10-year storm is contained within the structures such that no flooding will occur. All weirs have been labeled with 2 and 10 year WSE. See weir chart SW9. 12. Areas(Rev.2)Show the DA going to the existing drainage inlet located near Seminole Trail(refer to aerial below). RESPONSE: The DA to the existing drainage inlet has not been shown on SW10. This inlet is to be removed with this plan and the DA will be directed to inlet 12. 13. (Rev.2)SW9—Show section A-A line(with arrows)on 1/SW10 detail. RESPONSE: The A-A,B-B and C-C cross sections are shown on sheet SW9. 14. (Rev.2)Correct the sheet/detail callouts for any drawings on the details sheets. For instance,details on SW9 refer to SW10. RESPONSE: All callouts for details have been corrected. 15. (Rev.2)Calculations Packet: a. Hydraflow analysis shows stage-storage detention for a box chamber/orifice design. Provide for circular pipe/orifice design as shown on plans. RESPONSE: The modeling used is for a pipe/orifice design. The"UG"in front of the chamber on the pond reports denotes an underground chamber as storage. The rise and span are denoted as 5.0'x 5.0' and refer to the height and diameter of the storage structure. For example,the pipe full volume for Fl is 2,101 cuft which corresponds to the volume for a pipe with a radius of 2.5'and a length of 107'. n(2.5')2=19.63 ft2,19.63 ft2* 107'=2,101 cuft. See sheet 27 of the H&H calculation packet for the matching full storage volume of the 60" pipe Fl. 3 of 6 e• is i4.710y Dominion �►y I Engineering 172 South Pantops Drive Charlottesville, VA 22911 Aar � 434.979.8121 (p) of -.4mai sio, 434.979.1681 (f) e ens DominionEng.com c.ts b. Precipitation values of 3.68(2-yr)&5.55(10-yr)are a little off versus NOAA values of 3.66&5.53 respectively. Please correct. RESPONSE: The precipitation values have been updated as requested. c. It appears that the post-development DA#1 should have HSG D soils in addition to B soils. Please confirm and provide routing calcs(pg.8). RESPONSE: The D soils have been added to the postdevelolped DA#1. Due to existing imperviousness conditions for the D soils the CN value has not changed. d. Provide Tc calculation worksheet. RESPONSE: Tc calculation worksheets have been provided for all drainage areas larger than 5 min. 16. (Rev.2) Move access MHs to just upstream of the weirs for all detention facilities. RESPONSE: Access Manholes have been moved just upstream of the weirs for all detention facilities. 17. (Rev.2)Provide specific requirements for DI-1 structures as mentioned in the design detail notes(on sheet SW6)for each structure shown on the profile sheet(s). RESPONSE: There are no longer ant DI-1's proposed with this submittal. 18. (Rev.2) Provide DI-3A,3B,3C VDOT structure details&notes. Provide requirements for DI-3A,3B,3C structure,as mentioned in the design detail notes on profiles. RESPONSE: Specific design noted have been provided for each structure in the profiles to include Height, Inlet-Shaping,Steps,etc. 19. (Rev.2) Provide DI-7,7A,7B VDOT structure details&notes. Provide requirements for DI-7,7A,7B structure, as mentioned in the design detail notes on profiles. RESPONSE: Specific design noted have been provided for each structure in the profiles to include Height, Inlet-Shaping,Steps,etc. 20. (Rev.2)Add storm pipe from 1 to EW to the'Storm Drain Computations"table on SW*. Confirm velocity at outlet and provide outlet design (riprap sizing,dimensions, etc.). Provide detail for outfall EW at the pond. This should be a VDOT standard EW.Outlet velocity shall not exceed 10 fps. RESPONSE: All main line storm runs are accounted for in the stormwater pipe routing table on sheet SW8. 4 of 6 1 , el s c442:4�•; Dominion m y I Engineering 172 South Pantops Drive Charlottesville, VA 22911 .% , I of 434.979.8121 (p) n� ���� 434.979.1681 (f) •ie ers DominionEng.com ct's 21. (Rev.2)Provide Nyloplast Grate design details&notes. RESPONSE: Nyloplast grate design and detail are provided on SW13. 22. (Rev.2) Provide anchor blocks for pipe slopes greater than 16%(every other pipe joint at a minimum)and details. RESPONSE: There are no longer storm pipes that with slopes greater than 16%. See Final Site Plan for anchor block detail for sanitary sewer pipes greater than 16%. 23. (Rev.2)Add bedding details, notes,installation,and inspection requirements for detention pipes. RESPONSE: The Bedding details,notes,installation and inspection requirements for the detention pipes have been shown on SW9. 24. (Rev.2)Correct structure identifications in "Storm Drainage Computations"table on Sheet SW8. RESPONSE: The Storm Drainage Computations table has been updated on sheet SW8. 25. (Rev.2)Velocity in storm pipes shall not exceed 20 fps. RESPONSE: The velocity in the storm pipes has been updated to be less than 20 fps. 26. (Rev.2)Will future development require a way to drain site underground?If so,consider extending a stub-out to the site for future connection. Development of this area will required a VSMP amendment. RESPONSE: Connection for the future development to underground storm sewer may be required,but will be accounted for in future design plans. C. Erosion and Sediment Control Plan(ESCP) 1. (Rev.2)Show SF around stockpile and add a concrete washout area, including a concrete washout detail. Protect fuel/chemical storage areas. RESPONSE: The silt fence has been shown around the soil stockpile. 5 of 6 l5 ne no ��,���• Dominion $(I k Engineering 172 South Pantops Drive iliCharlottesville, VA 22911 A'o� ‘ ! �� 434.979.8121 (p) e 0 % I 434.979.1681 (f) 'tie ePs DominionEng.com cts 2. (Rev.2)Show IP for existing inlets(see Comment#23 above). RESPONSE: The phasing we are showing on the plans already has the impervious area and the storm inlet demoed. We have added a note to the Phase I E&SC plan stating that existing storm drains shall have inlet protection(see SW3). 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Phone(434)296-5832 COUNTY OF ALBEMARLE Department of Community Development 401 McIntire Road, Room 227 Charlottesville, Virginia 22902-4596 VSMP Permit plan review Project title: Springhill/Townplace Suites Project file number: WP0201700056 Plan preparer: Owner or rep.: Plan received date: Date of comments Reviewer: Dominion Engineering STCVILLE Hotel, Inc July 19, 2017 Dec 28, 2017 Aug 23, 2017 (Rev. 1) Jan 26, 2018 (Rev. 2) David James (ext. 3273) Fax(434)972-4126 [mmyers@dominion.com] [] County Code section 17-410 and Virginia Code §62.1-44.15:34 requires the VSMP authority to act on any VSMP permit by issuing a project approval or denial. This project is denied. The rationale is given in the comments below. The application may be resubmitted for approval if all of the items below are satisfactorily addressed. The VSMP application content requirements can be found in County Code section 17-401. A. Stormwater Pollution Prevention Plan (SWPPP) The SWPPP content requirements can be found in County Code section 17-405. A SWPPP must contain (1) a PPP, (2) an ESCP, (3) a SWMP, and (4) any TMDL measures necessary. 1. (Rev.1) Registration Statement — Please check a box for number 10 on the form (yes or no). (Rev.2) Addressed. 2. (Rev.1) Provide copy of DEQ coverage letter when obtained. (Rev.2) Acknowledged. 3. (Rev.1) Provide a reduced size copy (11x17) of the ESC and SWM plans. (Rev.2) Addressed. 4. (Rev.1) Provide PPP exhibit sheet (11 x 17) of the site that shows the location/sources of pollutant(s), and nollutant generating activities as outlined in Section 6. (Rev.2) Addressed. 5. (Rev.1) Proviuc two (2) copies of the SWPPP; signed & sealed. (Rev.2) Addressed. B. Pollution Prevention Plan (PPP) The PPP content requirements can be found in County Code section 17-404. 1. (Rev.1) Identify pollutant preventive and control measures to be used. Show controls on PPP and ESC plan (Ref. 9VAC25-880-70, PartII). (Rev.2) Update PPP with E&SC changes below. C. Stormwater Management Plan (SWMP) VSMP Regulation 9VAC25-870-108 requires the VSMP authority to approve or disapprove a SWMP. This plan is disapproved, and the reasons are provided in the comments below. The stormwater management plan content requirements can be found in County Code section 17-403. 1. (Rev. 1) Add the WPO number to the title sheet. (Rev.2) Addressed. 2. (Rev. 1) The Permanent Detention & Drainage Easement recorded in DB 1705 Pg 112 does not include the applicant as part of this agreement. Considering the County does not own this land, it cannot grant rights of access on this parcel. An easement must be secured by the applicant and recorded prior to approval of this application for any offsite activities not covered under an existing easement agreement. (Rev.2) Addressed. 3. Provide a SWM narrative. State how water quantity & quality requirements will be satisfied. (Rev.2) Show channel protection requirement is meet to the limits of analysis, which is the location where this site area is less than 1% of the total watershed area or the site peak flow rate for the 1 -yr storm event is less than or equal to 1.0% of the existing peak flow rate from the one-year 24-hour storm prior to the implementation of any stormwater quantity control measures) [9VAC25-870-66.B.4]. Correct drawings and calculation package. 4. (Rev.1) Sheet SW12/SW13 - Is the offsite DA 0.31 ac or 0.24 ac? Remove "Pre Developed..." label at the bottom. (Rev.2) Addressed. 5. On page 7 of the calcs, the "Generated Flow Inlet 43" should be #2 according to the plans. (Rev.2) N/A. 6. Submit a maintenance agreement for SWM detention facility. (Rev.2) Submit stormwater maintenance agreement before plan approval [17-415]. 7. Submit a deed of dedication and SWM easement plat for the SWM facility. The SWM facility cannot be within the parking deck. (Rev.2) SWM easement deed/plat required before plan approval [Policy]. Storm easement must continue through parking deck to outfall. 8. Show the lower parking deck, not the upper, and associated grading. The drive aisle into the lower deck shall not exceed 16%. (Rev.2) Refer to site plan comments - not a VSMP comment. 9. The retaining wall supporting entrance roadway and parking structure will need to have its design approved before the WPO plans can be approved. (Rev.2) Certify the wall design at each crossing where they meet or are located above storm pipes: Str. 3 to 2, Str. 1B to 1, and Str. 10 to 10A. Show retaining wall in the profile where it crosses pipe Str. 10 to 10A. 10. Provide m -f- a requirements and schedule for the underground SWM facility. (Rev.2) Addressed. 11. Provide construction details of underground detention facility (base, compaction, backfill requirements, etc.). (Rev.2) Addressed. 12. Areas of Forest/Open space to be protected as undisturbed space (outside limits of disturbance) & shall be protected as such in agreements, deed of dedication, and platted within an easement. (Rev.2) Addressed. 13. (Rev. 1) Show that upstream structure (ST 3) from underground vault will not overflow for 100 -yr storm. (Rev.2) N/A; Drainage design revised. 14. Provide the maximum impervious area of the future development. Or will this be a `stand- alone' project? Regardless, provide calculations showing stormwater system (pipes) will handle future development without flooding. (Rev.2) Addressed. 15. Please contact Ana Kilmer regarding nutrient credit agreement. (Rev.2) 2.11 lb/yr TP load reduction required for site. Contact Ana Kilmer prior to purchasing credits. Credits must be purchased prior to issuance of DEQ General Permit and County land disturbance permit. 11111 over sheet. (Rev.2) Addressed. 17. (Rev.2) Provide a soils map and soils type information. 18. (Rev.2) Sheet SWII — Show "Trench" (drain?) (4A?). Verify drainage area. Provide design details. Add to `storm inlet computations' table. 19. (Rev.2) Sheet SW9 — Show profile and cross section for riprap ditch/channel over STR-1 to EW. Include slope & lining information, max flowrate & velocity for sizing of riprap. Indicate size of riprap. How will drainage flow over EW without causing erosion? 20. (Rev.2) Sheet SW9 — 20 -ft overflow weir detail — Will water pond 2.2 -ft in the parking deck? If so, provide calculations showing that the 50 -yr storm event can pass through the grate assuming the grate is 50% clogged to ensure vehicles are not flooded. 21. (Rev.2) Sheet 511— Parking deck drainage is not clear. How is upper level drainage being handled? Verify drainage area is correct. Add insert of upper level, similar to what was provided on the site plan. Lower deck drains to STR-111, which is then connected to STRI — drainage area is incorrectly routed to STRI. 22. (Rev.2) Provide routing calcs for all storm piping, structures, and detention pipes for the 2 - and 10 -yr storm events. Confirm HGL is detained within structures and structures do not flood. Add 2- and 10 -yr stage elevations for weirs. 23. (Rev.2) Show the DA going to the existing drainage inlet located near Seminole Trail (refer to aerial below). 24. (Rev.2) SW9 — Show section A -A line (with arrows) on 1/SW10 detail. 25. (Rev.2) Correct the sheet/detail callouts for any drawings on the details sheets. For instance, details on SW9 refer to SW10. 26. (Rev.2) Calculations Packet: a. Hydraflow analysis shows stage -storage detention for a box chamber/orifice design. Provide for circular pipe/orifice design as shown on plans. b. Precipitation values of 3.68 (2 -yr) & 5.55 (10 -yr) are a little off versus NOAA values of 3.66 & 5.53 respectively. Please correct. c. It appears that the post -development DA#1 should have HSG D soils in addition to B soils. Please confirm and provide routing calcs (pg. 8). d. Provide Tc calculation worksheet. 27. (Rev.2) Move access MHs to just upstream of the weirs for all detention facilities. 28. (Rev.2) Provide specific requirements for DI -1 structures as mentioned in the design detail notes (on sheet SW6) for each structure shown on the profile sheet(s). 29. (Rev.2) Provide DI -3A, 3B, 3C VDOT structure details & notes. Provide requirements for DI -3A, 3B, 3C structure, as mentioned in the design detail notes on profiles. 30. (Rev.2) Provide DI -7, 7A, 7B VDOT structure details & notes. Provide requirements for DI - 7, 7A, 7B structure, as mentioned in the design detail notes on profiles. 31. (Rev.2) Add storm pipe from 1 to EW to the `Storm Drain Computations" table on SW*. Confirm velocity at outlet and provide outlet design (riprap sizing, dimensions, etc.). Provide detail for outfall EW at the pond. This should be a VDOT standard EW. Outlet velocity shall not exceed 10 fps. 32. (Rev.2) Provide Nyloplast Grate design details & notes. 33. (Rev.2) Provide anchor blocks for pipe slopes greater than 16% (every other pipe joint at a minimum) and details. 34. (Rev.2) Add bedding details, notes, installation, and inspection requirements for detention pipes. 35. (Rev.2) Correct structure identifications in "Storm Drainage Computations" table on Sheet SW8. 36. (Rev.2) Velocity in storm pipes shall not exceed 20 fps. 37. (Rev.2) Will future development require a way to drain site underground? If so, consider extending a stub -out to the site for future connection. Development of this area will required a VSMP amendment. D. Erosion and Sediment Control Plan (ESCP) Virginia Code §62.1-44.15:55 requires the VESCP authority to approve or disapprove an ESCP. This plan is disapproved, and the reasons are provided in the comments below. The erosion control plan content requirements can be found in County Code section 17-402. 1. (Rev.1) Show extent arrow for TS/DC and callouts with leader/arrows. Please use a uniform size/scale for text, lines, and symbols. (Rev.2) Addressed. 2. (Rev. 1) Sheet SW4 a. Adjust grading for DD path to allow for drainage. b. ST -2 where grading of ST to be 6' from property line 118-30.7.5(b)J. c. Provide at least 3 -ft of undisturbed area between the property line and ST -1. d. Remove SF from in front of the riprap outfall of ST -1 and extend riprap to the concrete channel. (Rev.2) Addressed. 3. (Rev. 1) Sheet SW5 a. Label/callout diversion dike. Grey -out the sediment trap and stone/riprap section so we can see the storm structure and labeling. b. Add SF along property line adjacent to proposed sidewalk (Route 29 & proposed road). Add TSPS to future development parcel. c. Add SF on north property line along entrance aisle. d. Add SF along ST -2; leave outlet open. e. Adjust DD to drain positively (it cannot `run uphill' and be expected to function properly). (Rev.2) Addressed. 4. (Rev.1) SW o — Aad SF along back of proposed sidewalk & property line. (Rev.2) Addressed. 5. (Rev.1) Fuel/Chemical storage to be 50' (min) from any downstream drain inlets. (Rev.2) Addressed. 6. (Rev.1) Include note in E&SC plan: Proposed slopes greater than 3:1 shall have low maintenance (not grass or mulch) ground cover. (Rev.2) Addressed. 7. (Rev.1) Provide impervious area for phase II area. (Rev.2) Addressed. 8. Provide at least 2 ft of undisturbed area between the property line and disturbed areas where the sediment tr-ap is loented. 9. (Rev. l) Show any staging, stockpile, and borrow areas (if there are any). These areas need ESC protection/controls, including any offsite locations. (Rev.2) Show SF around stockpile and add a concrete washout area, including a concrete washout detail. Protect fuel/chemical storage areas. 10. (Rev.2) Show IP for existing inlets (see Comment #23 above). The VSMP permit application and all plans may be resubmitted for approval when all comments have been satisfactorily addressed. For re -submittals please provide 2 copies of the complete permit package with a completed application form. Engineering plan review staff are available from 2-4 PM on Thursdays, should you require a meeting to discuss this review. Process; After approval, plans will need to be bonded. The bonding process is begun by submitting a bond estimate request form and fee to the Department of Community Development. One of the plan reviewers will prepare estimates and check parcel and easement information based on the approved plans. The County's Management Analyst will prepare bond agreement forms, which will need to be completed by the owner and submitted along with cash, certificates or sureties for the amounts specified. The agreements will need to be approved and signed by the County Attorney and County Engineer. This may take 2-4 weeks to obtain all the correct signatures and forms. Stormwater Management Facilities Maintenance agreements will also need to be completed and recorded The County's Management Analyst or other staff will prepare the forms and check for ownership and signature information. The completed forms will need to be submitted along with court recording fees. After bonding and agreements are complete, county staff will need to enter project information in a DEQ database for state application processing. DEQ will review the application information based on local VSMP authority approval. At this time, the DEQ portion of the application fees will need to be paid directly to the state. For fastest processing, this is done electronically with the emails provided on the application. DEQ should notify applicants with instructions on how to pay fees. When DEQ approves the application, they will issue a permit coverage letter. This should be copied to the county. After DEQ coverage is issued, via the coverage letter, the County can hold a pre -construction conference. Applicants will need to complete the request for a pre -construction conference form, and pay the remainder of the application fee. The form identifies the contractor and responsible land disturber, and the fee remaining to be paid. This will be checked by county staff, and upon approval, a pre -construction conference will be scheduled with the County inspector. At the pre -construction conference, should everything proceed satisfactorily, a joint VSMP and grading permit will be issued by the County so that work may begin. County forms can be found on the county website forms center under engineering; http://www.albemarle.org/deptforms.asp?departrnent--cdengWo Phone (434) 296-5832 OF Alga. VIRGSry�P COUNTY OF ALBEMARLE Department of Community Development 401 McIntire Road, Room 227 Charlottesville, Virginia 22902-4596 VSMP Permit plan review Project title: Springhill/Townplace Suites Project file number: WP0201700056 Plan preparer: Owner or rep.: Plan received date: Date of comments: Reviewer: Dominion Engineering STCVILLE Hotel, Inc July 19, 2017 (Rev. 1) August 23, 2017 (Rev. 1) David James (ext. 3273) Fax (434) 972-4126 [mmyers@dominion. com] [] County Code section 17-410 and Virginia Code §62.1-44.15:34 requires the VSMP authority to act on any VSMP permit by issuing a project approval or denial. This project is denied. The rationale is given in the comments below. The application may be resubmitted for approval if all of the items below are satisfactorily addressed. The VSMP application content requirements can be found in County Code section 17-401. A. Stormwater Pollution Prevention Plan (SWPPP) The SWPPP content requirements can be found in County Code section 17-405. A SWPPP must contain (1) a PPP, (2) an ESCP, (3) a SWMP, and (4) any TMDL measures necessary. 1. Registration Statement — Please check a box for number 10 on the form (yes or no). 2. Provide copy of DEQ coverage letter when obtained. 3. Provide a reduced size copy (11x17) of the ESC and SWM plans. 4. Provide PPP exhibit sheet (11 x 17) of the site that shows the location/sources of pollutant(s), and pollutant generating activities as outlined in Section 6. 5. Provide two (2) copies of the SWPPP; signed & sealed. B. Pollution Prevention Plan (PPP) The PPP content requirements can be found in County Code section 17-404. 1. Identify pollutant preventive and control measures to be used. Show controls on PPP and ESC plan (Ref. 9VAC25-880-70, PartII). C. Stormwater Management Plan (SWMP) VSMP Regulation 9VAC25-870-108 requires the VSMP authority to approve or disapprove a SWMP. This plan is disapproved, and the reasons are provided in the comments below. The stormwater management plan content requirements can be found in County Code section 17-403. 1. Add the WPO number to the title sheet. 2. The Permanent Detention & Drainage Easement recorded in DB 1705 Pg 112 does not include the applicant as part of this agreement. Considering the County does not own this land, it cannot grant rights of access on this parcel. An easement must be secured by the applicant and recorded prior to approval of this application for any offsite activities not covered under an existing easement agreement. 3. Provide a SWM narrative. State how water quantity & quality requirements will be satisfied. 4. Sheet SW12/SW13 — Is the offsite DA 0.31 ac or 0.24 ac? Remove "Pre Developed..." label at the bottom. 5. On page 7 of the calcs, the "Generated Flow Inlet #3" should be #2 according to the plans. 6. Submit a maintenance agreement for SWM detention facility. 7. Submit a deed of dedication and SWM easement plat for the SWM facility. The SWM facility cannot be within the parking deck. 8. Show the lower parking deck, not the upper, and associated grading. The drive aisle into the lower deck shall not exceed 16%. 9. The retaining wall supporting entrance roadway and parking structure will need to have its design approved before the WPO plans can be approved. 10. Provide maintenance requirements and schedule for the underground SWM facility. 11. Provide construction details of underground detention facility (base, compaction, backfill requirements, etc.). 12. Areas of Forest/Open space to be protected as undisturbed space (outside limits of disturbance) & shall be protected as such in agreements, deed of dedication, and platted within an easement. 13. Show that upstream structure (ST 3) from underground vault will not overflow for 100 -yr storm. 14. Provide the maximum impervious area of the future development. Or will this be a `stand- alone' project? Regardless, provide calculations showing stormwater system (pipes) will handle future development without flooding. 15. Please contact Ana Kilmer regarding nutrient credit agreement. D. Erosion and Sediment Control Plan (ESOP) Virginia Code §62.1-44.15:55 requires the VESCP authority to approve or disapprove an ESCP. This plan is disapproved, and the reasons are provided in the comments below. The erosion control plan content requirements can be found in County Code section 17-402. 1. Show extent arrow for TS/DC and callouts with leader/arrows. Please use a uniform size/scale for text, lines, and symbols. Sheet SW a. Adjust grading for DD path to allow for drainage. b. ST -2 where grading of ST to be 6' from property line [18-30.7.5(b)]. c. Provide at least 3 -ft of undisturbed area between the property line and ST -1. d. Remove SF from in front of the riprap outfall of ST -1 and extend riprap to the concrete channel. 3. Sheet SW5 a. Label/callout diversion dike. Grey -out the sediment trap and stone/riprap section so we can see the storm structure and labeling. b. Add SF along property line adjacent to proposed sidewalk (Route 29 & proposed road). Add TS/PS to future development parcel. c. Add SF on north property line along entrance aisle. d. Add SF along ST -2; leave outlet open. e. Adjust DD to drain positively (it cannot `run uphill' and be expected to function properly). 4. SW6 — Add SF along back of proposed sidewalk & property line. 5. Fuel/Chemical storage to be 50' (min) from any downstream drain inlets. 6. Include note in E&SC plan: Proposed slopes greater than 3:1 shall have low maintenance (not grass or mulch) ground cover. 7. Provide impervious area for phase II area. 8. Provide at least 2 -ft of undisturbed area between the property line and disturbed areas where the sediment trap is located. 9. Show any staging, stockpile, and borrow areas (if there are any). These areas need ESC protection/controls, including any offsite locations. The VSMP permit application and all plans may be resubmitted for approval when all comments have been satisfactorily addressed. For re -submittals please provide 2 copies of the complete permit package with a completed application form. Engineering plan review staff are available from 2-4 PM on Thursdays, should you require a meeting to discuss this review. Process; After approval, plans will need to be bonded. The bonding process is begun by submitting a bond estimate request form and fee to the Department of Community Development. One of the plan reviewers will prepare estimates and check parcel and easement information based on the approved plans. The County's Management Analyst will prepare bond agreement forms, which will need to be completed by the owner and submitted along with cash, certificates or sureties for the amounts specified. The agreements will need to be approved and signed by the County Attorney and County Engineer. This may take 2-4 weeks to obtain all the correct signatures and forms. Stormwater Management Facilities Maintenance agreements will also need to be completed and recorded. The County's Management Analyst or other staff will prepare the forms and check for ownership and signature information. The completed forms will need to be submitted along with court recording fees. After bonding and agreements are complete, county staff will need to enter project information in a DEQ database for state application processing. DEQ will review the application information based on local VSMP authority approval. At this time, the DEQ portion of the application fees will need to be paid directly to the state. For fastest processing, this is done electronically with the emails provided on the application. DEQ should notify applicants with instructions on how to pay fees. When DEQ approves the application, they will issue a permit coverage letter. This should be copied to the county. After DEQ coverage is issued, via the coverage letter, the County can hold a pre -construction conference. Applicants will need to complete the request for a pre -construction conference form, and pay the remainder of the application fee. The form identifies the contractor and responsible land disturber, and the fee remaining to be paid. This will be checked by county staff, and upon approval, a pre -construction conference will be scheduled with the County inspector. At the pre -construction conference, should everything proceed satisfactorily, a joint VSMP and grading permit will be issued by the County so that work may begin. County forms can be found on the county website forms center under engineering; htlp://www.albemarle.orWdeptforms.asp?department--cdenaMMo File: WPO201700038-Springhill—TownplaceSuites-VSMP-ReviewComments-8-2017.docx