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HomeMy WebLinkAboutSW8120101_HISTORICAL FILE_20201029STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW8 lQ010) DOC TYPE ❑ CURRENT PERMIT ❑ APPROVED PLANS ® HISTORICAL FILE ❑ COMPLIANCE EVALUATION INSPECTION DOC DATE YYYYMMDD Burd, Tina J From: Burd, Tina J Sent: Friday, October 30, 2020 10:08 AM To: Prendergast CIV Talia M; avolisengineering@embarqmail.com Subject: SW8 Camp Johnson BEQ btwn Wilson & Hoover P1319; UPO PEB (N40085-19-B-0074) Attachments: SW8 120101 - Camp Johnson BEQ btwn Wilson & Hoover P1319 UPO PEB (N40085.... pdf The Wilmington Regional Office of the Division of Energy, Mineral and Land Resources (Stormwater Section) completed their review of the Express Stormwater Permit Application for the subject project. Attached is the cover letter and permit issued on October 29, 2020 that will be mailed separately, along with any other supporting documents. Please direct any questions to your reviewer. D NOT RESPOND TO TTI EMAIL Best Regards, Tina Burd Administrative Associate II Wilmington Regional Office Division of Environmental Assistance & Customer Service Phone 910-796-7215 NCDEQ Wilmington Regional Office 127 Cardinal Drive Ext. Wilmington, NC 28405 Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. AVOLIS ENGINEERING, PA P.O. Box 15564 New Bern, North Carolina 28561 252.633.0068 License No, C-0706 October 12, 2020 Sw� �2o�oe Ms. Kellie E. Norris RECEIVED Engineer II NCDENR - Wilmington Regional Office OCT 16 2020 127 Cardinal Drive Extension Wilmington, NC 28405 NCDEp WILMINGTON RO RE: P-003 Camp Johnson NCO Academy Building, Supply Warehouse and BEQ (P-1319); Construct UPO PEB Camp Johnson (N40085-19-B-0074) MCB Camp Lejeune, North Carolina AE Project No. 19021 Dear Kellie: Enclosed, please find the following incorporating comments received in your Request for Additional Information dated October 7, 2020: Stormwater Permit: • Modified Supplement - Form SW401- Wet Detention Basin (One Copy) • Operation and Maintenance Agreement - Form STORM-EZ (One Copy) • Operation and Maintenance Agreement - Form SW401- Wet Detention Basin O&M (One Copy) • Modified Stormwater Calculations (One Copy) As requested, digital copies of the above items will also be emailed to you at kellie.norris@ncdenr.gov. Should you have any questions or need any additional information or assistance, please do not hesitate to call. Sincerely, Y STORMWATER CALCULATIONS Construct UPO PEB Camp Johnson MCB Camp Lejeune, North Carolina Construction No. N40085-19-B-0074 Prepared by: Avolis Engineering, PA PO Box 15564 New Bern, NC 28561 (252)633-0068 License No. C-0706 April 21, 2020 Modified October 12, 2020 - NCDEQ Comments . '.i? �. .. i�; t �� '. . �.. . ,r�,; ��. . •.ir. ilk 19ozl Coo�5T L.'C.T Upa (,KVv�a� JDfANSo� Ikk c, (�-, (fok ,p 1.e3 KJ 40005--I`t- 6 Z4&& 6,7~ P6y2rw, r. �IejS: 1s5v�Q ce.r� ;2oo9 Sow 7->at)eee-r i loaAlmlv6r 1?A e r -T-0 AiD 2TH�}T57 e✓L�§� s�+z ar�oa ( ATVvL CLA-S mac., nlsw ��[�sx 19-&-fv.r) - �dZ.�,.,,.,,��� �JAs�•.s �2� _ (oSS fo5'l S� IS. os A•z Penn 4 , u A o Z-41 028 sP /43� 072 sF art„? i��5 ,v circiz.,v. = J. S �rcems ECE8V V� trn a 6�Tat : 3, s Fe&-r OCT 16 2020 Pam„ A,�"T Povcl,c�.a'rto✓ — PCYLAA %i�vaL. hn6rA s 2 S S/3 S r-6P&kV,jrrft) %0 Z62 CZ fwMAWUIX �oDL 776uF�>/2,4% aoD r--) I r712, *-, n,r4j 6— A6 CC J r i 6AS. 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OyQ09 cr s8 dpseF1., 0`% Is" ofi.,` P1 C9 IS }o V- ® A rau-;oQo-wj -ba%Ae 1 S 616. # OCT 16 2020 Mal tc nnnn' " I � to�Yz it--i /- e-, 2q-96U& , R4) QFAV" = 3. 0 ) k I�Z AI 2q- NOk✓L �j�82rh E��i�.vGiLt:= (o.�{l(p M Sv l L i chne44& (P>a b' 9nmeA.A. 68m�� s�a lkvvlo Cs+) Iknc�rotoe, IG G/1ou/j !L U O 0 S qQ 0- CaC F'sG0.J "e A zgA, a IQ �-�6L OIL ewvp,,4%arve�.98 e4:�5 (dw , OCi 16 2020 -•L -z�k wit , Y) rz �� _ a s. �t2 ef5 �vtt: air, 02,es)5 Viz. (� xvt�, 5 — ) q, 43 A-ee ) c Ii— 39 -Te = S nn ) v\ 14A ie S Qi-yam, -a�f N✓z �osr _ /CO, �Z. e�5 �j k cos ram- y} %q tf x, Pas+ _ ®, 39 e4�c �jD po-"✓p OCT 16 2020 j Zv u140 -s-D&M (,152 ?tit -chi Fi�e� v�� � � �'!.v✓G�" ELayA-n o,J r4 ne4 (s F) q. I 3Co .1&Z S F /0,0 wv, 39a sto //, v O ✓L t <GlG�' s � �� w'tG9 E(t l CdLs-r c" ® 1q, C eL `�ivy�,2�r�ua, �05 �j',��G�S C�,->z#� 7�o•--n� wA� �l Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow Interval peak period hyd(s) elevation storage description (origin) lots) (min) (min) (cuff) (yrs) (ft) (cufl) 1 SCS Runoff 25.42 1 726 92,6B2 10 ---- --- ------ 10-YR,24HR PRE DEV 2 SCS Runoff 1.98 1 740 16,961 1 — ---- --- 1-YR,24HR PRE DEVE 3 SCS Runoff 50.39 1 725 157,888 10 — -- 10-YR,24HR POST DE 4 SCS Runoff 10.32 1 726 40,178 1 -- 1-YR,24HR POST DEV 5 Reservoir 9.97 1 753 116,265 10 3 10.73 66,794 10-YR 24 HR POST B 6 Reservoir 0.20 1 1439 7,578 1 4 9.95 32,611 1-YR 24 HR POST BM ECA7=©V0= OCT 16 2020 BY: Proj. file: 19021 PEB CAMP JO NADF file: NEW BERNADF Run date: 04-21-2020 Hydrograph Report Page 1 English Hyd. No. 1 10-YR,24HR PRE DEVELOPMENT Hydrograph type = SCS Runoff Peak discharge = 25.42 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 15.65 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.2 min Total precip. = 6.86 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume = 92,682 cuff Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.57 0.29 14.77 2.13 17.97 0.93 21.17 0.66 11.67 0.86 14.87 2.08 18.07 0.91 21.27 0.65 11.77 2.12 14.97 2.03 18.17 0.89 21.37 0.65 11.87 4.29 15.07 1.98 18.27 0.89 21.47 0.64 11.97 8.61 15.17 1.93 18.37 0.88 21.57 0.63 12.07 22.87 15.27 1.87 18.47 0.87 21.67 0.62 12.17 21.85 15.37 1.82 18.57 0.86 21.77 0.61 12.27 15.04 15.47 1.76 18.67 0.86 21.87 0.60 12.37 12.52 15.57 1.71 18.77 0.85 21.97 0.60 12.47 9.50 15.67 1.65 18.87 0.84 22.07 0.93 12.57 6.30 15.77 1.60 18.97 0.83 22.17 0.78 12.67 4.93 15.87 1.54 19.07 0.83 22.27 0.62 12.77 4.58 15.97 1.48 19.17 0.82 22.37 0.61 12.87 4.23 16.07 1.42 19.27 0.81 22.47 0.61 12.97 3.86 16.17 1.39 19.37 0.80 22.57 0.60 13.07 3.51 16.27 1.37 19.47 0.80 22.67 0.60 13.17 3.33 16.37 1.34 19.57 0.79 22.77 0.59 13.27 3.24 16.47 1.32 19.67 0.78 22.87 0.58 13.37 3.16 16.57 1.29 19.77 0.77 22.97 0.58 13.47 3.07 16.67 1.27 19.87 0.77 23.07 0.57 13.57 2.98 16.77 1.24 19.97 0.76 23.17 0.56 13.67 2.88 16.87 1.22 20.07 0.75 23.27 0.56 13.77 2.79 16.97 1.19 20.17 0.74 23.37 0.55 13.87 2.69 17.07 1.17 20.27 0.73 23.47 0.55 13.97 2.58 17.17 1.14 20.37 0.73 23.57 0.54 14.07 2.48 17.27 1.12 20.47 0.72 23.67 0.53 14.17 2.42 17.37 1.09 20.57 0.71 23.77 0.53 14.27 2.37 17.47 1.06 20.67 0.70 23.87 0.52 14.37 2.33 17.57 1.04 20.77 0.69 23.97 0.51 14.47 2.28 17.67 1.01 20.87 0.69 14.57 2.23 17.77 0.99 20.97 0.68 14.67 2.18 17.87 0.96 21.07 0.67 ...End iv TR55 Tc Worksheet Hyd. No. 1 10-YR,24HR PRE DEVELOPMENT Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.011 Flow length = 300.0 ft Two-year 24-hr precip. = 4.44 in Land slope = 0.5 % Travel Time ........................................ = 4.3 min Shallow Concentrated Flow Flow length = 200 ft Watercourse slope = 0.5 % Surface description = Unpaved Average velocity = 1.14 ft/s Travel Time ........................................ = 2.9 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft TravelTime ........................................ = min Total Travel Time, Tc ........................ = 7.2 min Page 1 Hydrograph Report Page 1 English Hyd. No. 2 1-YR,24HR PRE DEVELOPMENT Hydrograph type = SCS Runoff Peak discharge = 1.98 cfs Storm frequency = 1 yrs Time interval = 1 min Drainage area = 15.65 ac Curve number = 51 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.2 min Total precip. = 3.80 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume = 16,961 cuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 12.03 0.05 15.23 0.48 18.43 0.24 21.63 0.18 12.13 1.18 15.33 0.47 18.53 0.24 21.73 0.18 12.23 1.86 15.43 0.46 18.63 0.24 21.83 0.18 12.33 1.98 << 15.53 0.45 18.73 0.24 21.93 0.17 12.43 1.78 15.63 0.43 18.83 0.24 22,03 0.22 12.53 1.32 15.73 0.42 18.93 0.23 22.13 0.25 12.63 0.98 15.83 0.41 19.03 0.23 22.23 0.18 12.73 0.92 15.93 0.39 19.13 0.23 22.33 0.18 12.83 0.88 16.03 0.38 19.23 0.23 22.43 0.18 12.93 0.82 16.13 0.37 19.33 0.23 22.53 0.18 13.03 0.76 16.23 0.36 19.43 0.23 22.63 0.17 13.13 0.72 16.33 0.36 19.53 0.22 22.73 0.17 13.23 0.71 16.43 0.35 19.63 0.22 22.83 0.17 13.33 0.70 16.53 0.35 19.73 0.22 22.93 0.17 13.43 0.69 16.63 0.34 19.83 0.22 23.03 0.17 13.53 0.68 16.73 0.34 19.93 0.22 23.13 0.17 13.63 0.67 16.83 0.33 20.03 0.21 23.23 0.16 13.73 0.65 16.93 0.32 20.13 0.21 23.33 0.16 13.83 0.63 17.03 0.32 20.23 0.21 23.43 0.16 13.93 0.62 17.13 0.31 20.33 0.21 23.53 0.16 14.03 0.60 17.23 0.31 20.43 0.21 23.63 0.16 14.13 0.58 17.33 0.30 20.53 0.20 23.73 0.16 14.23 0.58 17.43 0.29 20.63 0.20 23.83 0.15 14.33 0.57 17.53 0.29 20.73 0.20 23.93 0.15 14.43 0.56 17.63 0.28 20.83 0.20 14.53 0.55 17.73 0.27 20.93 0.20 14.63 0.54 17.83 0.27 21.03 0.19 ...End 14.73 0.54 17.93 0.26 21.13 0.19 14.83 0.53 18.03 0.25 21.23 0.19 14.93 0.52 18.13 0.25 21.33 0.19 15.03 0.51 18.23 0.25 21.43 0.18 15.13 0.49 18.33 0.24 21.53 0.18 TR55 Tc Worksheet Hyd. No. 2 1-YR,24HR PRE DEVELOPMENT Storm frequency = 1 yrs Sheet Flow Manning's n-value = 0.011 Flow length = 300.0 ft Two-year 24-hr precip. = 4.44 in Land slope = 0.5 % Travel Time ........................................ = 4.3 min Shallow Concentrated Flow Flow length = 200 ft Watercourse slope = 0.5 % Surface description = Unpaved Average velocity = 1.14 ft/s Travel Time ........................................ = 2.9 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 7.2 min Page t 15 . Hydrograph Report Hyd. No. 3 10-YR,24HR POST DEVELOPMENT Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 15.65 ac = 0.0 % = USER = 6.86 in = 24 hrs Page 1 I English Peak discharge = 50.39 cfs Time interval = 1 min Curve number = 62 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type III Shape factor = 484 Total Volume = 157,888 cuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 10.55 0.52 13.75 4.12 16.95 1.68 20.15 1.03 10.65 0.62 13.85 3.96 17.05 1.64 20.25 1.02 10.75 0.74 13.95 3.80 17.15 1.61 20.35 1.01 10.85 0.86 14.05 3.64 17.25 1.57 20.45 0.99 10.95 0.99 14.15 3.54 17.35 1.53 20.55 0.98 11.05 1.13 14.25 3.47 17.45 1.49 20.65 0.97 11.15 1.36 14.35 3.39 17.55 1.46 20.75 0.96 11.25 1.66 14.45 3.32 17.65 1.42 20.85 0.95 11.35 2.01 14.55 3.24 17.75 1.38 20.95 0.94 11.45 2.40 14.65 3.16 17.85 1.34 21.05 0.93 11.55 2.94 14.75 3.09 17.95 1.31 21.15 0.91 11.65 4.99 14.85 3.01 18.05 1.27 21.25 0.90 11.75 8.36 14.95 2.93 18.15 1.25 21.35 0.89 11.85 12.74 15.05 2.85 18.25 1.24 21.45 0.88 11.95 19.81 15.15 2.77 18.35 1.23 21.55 0.87 12.05 46.69 15.25 2.69 18.45 1.22 21.65 0.86 12.15 38.74 15.35 2.61 18.55 1.21 21.75 0.84 12.25 24.87 15.45 2.52 18.65 1.20 21.85 0.83 12.35 20.24 15.55 2.44 18.75 1.18 21.95 0.82 12.45 15.05 15.65 2.36 18.85 1.17 22.05 1.32 12.55 9.72 15.75 2.27 18.95 1.16 22.15 1.05 12.65 7.61 15.85 2.19 19.05 1.15 22.25 0.85 12.75 7.04 15.95 2.10 19.15 1.14 22.35 0.84 12.85 6.47 16.05 2.02 19.25 1.13 22.45 0.83 12.95 5.87 16.15 1.97 19.35 1.12 22.55 0.83 13.05 5.30 16.25 1.94 19.45 1.11 22.65 0.82 13.15 5.01 16.35 1.90 19.55 1.10 22.75 0.81 13.25 4.87 16.45 1.86 19.65 1.08 22.85 0.80 13.35 4.73 16.55 1.83 19.75 1.07 22.95 0.79 13.45 4.58 16.65 1.79 19.85 1.06 23.05 0.78 13.55 4.43 16.75 1.75 19.95 1.05 23.15 0.77 13.65 4.27 16.85 1.72 20.05 1.04 23.25 0.76 Continues on next page... 16YR,24HR POST DEVELOPMENT Hydrograph Discharge Table Time -- Outflow (hrs cfs) 23.35 0.76 23.45 0.75 23.55 0.74 23.65 0.73 23.75 0.72 23.85 0.71 23.95 0.70 ... End Page 2 1q Hydrograph Report Hyd. No. 4 1-YR,24HR POST DEVELOPMENT Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 1 yrs 15.65 ac = 0.0 % = USER = 3.65 in _ 24 hrs Hydrograph Discharge Table Page 1 English Peak discharge = 10.32 cfs Time interval = 1 min Curve number = 62 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type III Shape factor = 484 Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) Total Volume = 40,178 cuff Time -- Outflow (hrs cfs) 11.77 0.12 14.97 0.95 18.17 0.43 21.37 0.31 11.87 0.93 15.07 0.93 18.27 0.42 21.47 0.31 11.97 2.92 15.17 0.90 18.37 0.42 21.57 0.30 12.07 9.59 15.27 0.88 18.47 0.42 21.67 0.30 12.17 8.21 15.37 0.86 18.57 0.41 21.77 0.30 12.27 6.25 15.47 0.83 18.67 0.41 21.87 0.29 12.37 5.29 15.57 0.80 18.77 0.41 21.97 0.29 12.47 3.98 15.67 0.78 18.87 0.40 22.07 0.53 12.57 2.61 15.77 0.75 18.97 0.40 22.17 0.34 12.67 2.19 15.87 0.72 19.07 0.40 22.27 0.30 12.77 2.04 15.97 0.70 19.17 0.39 22.37 0.30 12.87 1.89 16.07 0.67 19.27 0.39 22.47 0.29 12.97 1.73 16.17 0.66 19.37 0.39 22.57 0.29 13.07 1.58 16.27 0.65 19.47 0.38 22.67 0.29 13.17 1.52 16.37 0.64 19.57 0.38 22.77 0.29 13.27 1.48 16.47 0.62 19.67 0.38 22.87 0.28 13.37 1.45 16.57 0.61 19.77 0.37 22.97 0.28 13.47 1.41 16.67 0.60 19.87 0.37 23.07 0.28 13.57 1.37 16.77 0.59 19.97 0.36 23.17 0.27 13.67 1.33 16.87 0.58 20.07 0.36 23.27 0.27 13.77 1.28 16.97 0.57 20.17 0.36 23.37 0.27 13.87 1.24 17.07 0.56 20.27 0.35 23.47 0.26 13.97 1.19 17.17 0.54 20.37 0.35 23.57 0.26 14.07 1.15 17.27 0.53 20.47 0.35 23.67 0.26 14.17 1.12 17.37 0.52 20.57 0.34 23.77 0.26 14.27 1.11 17.47 0.51 20.67 0.34 23.87 0.25 14.37 1.08 17.57 0.49 20.77 0.33 23.97 0.25 14.47 1.06 17.67 0.48 20.87 0.33 14.57 1.04 17.77 0.47 20.97 0.33 14.67 1.02 17.87 0.46 21.07 0.32 ...End 14.77 1.00 17.97 0.44 21.17 0.32 14.87 0.98 18.07 0.43 21.27 0.32 Hydrograph Report Page, Hyd. No. 5 10-YR 24 HR POST BMP Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time interval Inflow hyd. No. = 3 Reservoir name Max. Elevation = 10.73 ft Max. Storage English = 9.97 cfs = 1 min = POND A MODIFIED = 66,794 cuft stomps mdicaaon method used. Total Volume = 116,265 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.90 15.36 9.50 0.87 0.12 ----- ----- ----- ----- ----- ----- 0.12 12.00 31.38 9.70 1.71 0.16 ----- ----- ----- ----- ----- ----- 0.16 12.10 49.27 10.09 3.58 0.22 ---- ----- 0.25 ----- ----- ----- 0.47 12.20 29.10 10.40 4.67 0.26 ----- ----- 2.76 ----- ----- ----- 3.02 12.30 22.62 10.57 4.85 0.27 ----- ----- 4.86 0.77 ----- 5.59 12.40 17.71 10.67 5.39 0.28 ----- ----- 6.35 2.69 ----- ----- 8.37 12.50 12.28 10.72 5.72 0.29 ----- ----- 7.05 3.81 ----- ----- 9.82 12.60 8.21 10.72 5.72 0.29 ----- ----- 7.05 3.81 ----- ----- 9.82 12.70 7.32 10.71 5.62 0.29 ----- ----- 6.81 3.39 ----- ----- 9.30 12.80 6.76 10.69 5.51 0.29 ----- ----- 6.57 3.01 ----- ----- 8.81 12.90 6.17 10.67 5.38 0.28 ----- ----- 6.33 2.66 ----- ----- 8.32 13.00 5.57 10.66 5.24 0.28 ----- ----- 6.07 2.29 ----- ----- 7.81 13.10 5.11 10.64 5.11 0.28 ----- ----- 5.81 1.91 ----- ----- 7.30 13.20 4.94 10.62 4.98 0.28 ----- ----- 5.58 1.56 ----- ----- 6.83 13.30 4.80 10.61 4.88 0.28 ----- ----- 5.37 1.27 ----- ----- 6.42 13.40 4.65 10.59 4.84 0.28 ----- ----- 5.20 1.07 ----- ----- 6.12 13.50 4.50 10.58 4.84 0.28 ----- ----- 5.05 0.93 ----- ----- 5.89 13.60 4.35 10.57 4.85 0.27 ---- ---- 4.91 0.81 ---- -- 5.67 13.70 4.19 10.56 4.86 0.27 ----- ----- 4.77 0.69 ----- ----- 5.46 13.80 4.04 10.55 4.86 0.27 ----- ----- 4.64 0.57 ----- ----- 5.26 13.90 3.88 10.54 4.87 0.27 ----- ----- 4.51 0.46 ----- 5.06 14.00 3.72 10.53 4.87 0.27 ----- ----- 4.39 0.36 ----- ----- 4.87 14.10 3.58 10.52 4.88 0.27 ----- ----- 4.27 0.25 ----- 4.69 14.20 3.50 10.51 4.88 0.27 ----- ----- 4.15 0.15 ----- ----- 4.51 14.30 3.43 10.51 4.89 0.27 ----- ----- 4.05 0.06 ----- 4.36 14.40 3.35 10.50 4.89 0.27 ----- ----- 3.96 0.00 ----- ----- 4.22 14.50 3.28 10.49 4.87 0.27 ----- ----- 3.88 0.00 ----- ----- 4.14 14.60 3.20 10.48 4.86 0.27 ----- ----- 3.79 0.00 ----- ----- 4.06 14.70 3.13 10.48 4.84 0.26 ----- ----- 3.71 0.00 ----- 3.98 14.80 3.05 10.47 4.83 0.26 ----- ----- 3.63 0.00 ----- ----- 3.89 14.90 2.97 10.46 4.81 0.26 - - 3.55 0.00 -- - 3.81 15.00 2.89 10.46 4.80 0.26 ----- ----- 3.47 0.00 ----- ----- 3.73 15.10 2.81 10.45 4.78 0.26 ----- ----- 3.39 0.00 ----- 3.65 15.20 2.73 10.44 4.77 0.26 ----- ----- 3.31 0.00 ----- 3.57 15.30 2.65 10.44 4.75 0.26 ----- ----- 3.23 0.00 ----- ----- 3.49 15.40 2.56 10.43 4.74 0.26 ----- ----- 3.15 0.00 ----- ----- 3.41 Continues on next page 10-YR 24 HR POST BMP Page 2 Hydrograph Discharge Table " Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.50 2.48 10.42 4.72 0.26 ----- ----- 3.07 0.00 ----- ----- 3.32 15.60 2.40 10.42 4.71 0.26 ----- ----- 2.98 0.00 ----- ----- 3.24 15.70 2.32 10.41 4.69 0.26 ----- ----- 2.90 0.00 ----- ----- 3.16 15.80 2.23 10.40 4.68 0.26 ----- ----- 2.82 0.00 ----- ----- 3.08 15.90 2.15 10.40 4.66 0.26 ----- ----- 2.75 ----- ----- ----- 3.00 16.00 2.06 10.39 4.64 0.25 ----- ----- 2.68 ----- ----- ----- 2.93 16.10 1.99 10.38 4.62 0.25 ----- ----- 2.60 ----- ----- ----- 2.86 16.20 1.95 10.37 4.61 0.25 ----- ----- 2.53 ----- ----- ----- 2.79 16.30 1.92 10.37 4.59 0.25 ----- ----- 2.46 ----- ----- ----- 2.72 16.40 1.88 10.36 4.57 0.25 ----- ----- 2.40 ----- ----- ----- 2.65 16.50 1.85 10.35 4.55 0.25 ----- ----- 2.33 ----- ----- - 2.59 16.60 1.81 10.35 4.54 0.25 ----- ----- 2.27 ----- ----- ----- 2.52 16.70 1.77 10.34 4.52 0.25 ----- ----- 2.21 ----- ----- ----- 2.46 16.80 1.74 10.34 4.51 0.25 ----- ---- 2.16 ----- ----- ----- 2.41 16.90 1.70 10.33 4.49 0.25 ----- ----- 2.10 ----- ----- ----- 2.35 17.00 1.66 10.33 4.48 0.25 ----- ----- 2.05 ----- ----- ----- 2.30 17.10 1.63 10.32 4.47 0.25 ----- ----- 2.00 ----- ----- ----- 2.24 17.20 1.59 10.32 4.45 0.25 ----- ----- 1.94 ----- ----- ----- 2.19 17.30 1.55 10.31 4.44 0.25 ----- ----- 1.89 ----- ----- ----- 2.14 17.40 1.51 10.31 4.43 0.25 ----- ----- 1.85 ----- ----- ----- 2.09 17.50 1.48 10.30 4.42 0.25 ----- ----- 1.80 ----- ----- ----- 2.04 17.60 1.44 10.30 4.40 0.24 ----- ----- 1.75 ----- ----- ----- 2.00 17.70 1.40 10.29 4.39 0.24 ----- ----- 1.71 ----- ----- ----- 1.96 17.80 1.36 10.29 4.37 0.24 ----- ----- 1.68 ----- ----- ----- 1.92 17.90 1.32 10.28 4.35 0.24 ----- ----- 1.64 ----- ----- ----- 1.88 18.00 1.29 10.28 4.34 0.24 ----- ----- 1.60 ----- ----- ----- 1.84 18.10 1.26 10.28 4.32 0.24 ----- ----- 1.56 ----- ----- 1.80 18.20 1.24 10.27 4.31 0.24 ----- ----- 1.52 ----- ----- ----- 1.76 18.30 1.23 10.27 4.29 0.24 ----- ----- 1.49 ----- ----- ----- 1.73 18.40 1.22 10.26 4.28 0.24 ----- ----- 1.45 ----- ----- ----- 1.69 18.50 1.21 10.26 4.26 0.24 ----- ----- 1.42 ----- ----- ----- 1.66 18.60 1.20 10.26 4.25 0.24 ----- ----- 1.39 ----- ----- ----- 1.63 18.70 1.19 10.25 4.24 0.24 ----- ----- 1.36 ----- ----- 1.60 18.80 1.18 10.25 4.23 0.24 ----- ----- 1.33 ----- ----- ----- 1.57 18.90 1.17 10.25 4.21 0.24 ----- ----- 1.31 ----- ----- 1.54 19.00 1.16 10.24 4.20 0.24 ----- ----- 1.28 ----- ----- ----- 1.52 19.10 1.15 10.24 4.19 0.24 ----- ----- 1.26 ----- ----- ----- 1.49 19.20 1.13 10.24 4.18 0.24 ----- ----- 1.23 ----- ----- 1.47 19.30 1.12 10.23 4.17 0.24 ----- ----- 1.21 ----- ----- ----- 1.45 19.40 1.11 10.23 4.16 0.24 • ----- ----- 1.19 ----- ----- ----- 1.42 19.50 1.10 10.23 4.16 0.24 ' ----- ----- 1.16 ----- ----- ----- 1.40 19.60 1.09 10.23 4.15 0.24 ----- ----- 1.14 ----- ----- ----- 1.38 19.70 1.08 10.23 4.14 0.24 ----- ----- 1.12 ----- ----- ----- 1.36 19.80 1.07 10.22 4.13 0.24 ----- ----- 1.10 ----- ----- ----- 1.34 19.90 1.06 10.22 4.12 0.24 ----- ----- 1.09 ----- ----- ----- 1.32 20.00 1.05 10.22 4.11 0.24 ----- ----- 1.07 ----- ----- ----- 1.30 20.10 1.03 10.22 4.11 0.24 ----- ----- 1.05 ----- ----- ----- 1.29 20.20 1.02 10.21 4.10 0.24 ----- ----- 1.03 ----- ----- 1.27 20.30 1.01 10.21 4.09 0.23 ----- ----- 1.02 ----- ----- ----- 1.25 Continues on next page... 10-YR 24 HR POST BMP Page 3 Hydrograph Discharge Table -q Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cis cfs cis cis cfs cfs cfs cis 20.40 1.00 10.21 4.09 0.23 ----- ----- 1.00 ----- ----- ----- 1.23 20.50 0.99 10.21 4.08 0.23 ----- ----- 0.98 ----- ----- ----- 1.22 20.60 0.98 10.21 4.07 0.23 ----- ----- 0.97 ----- ----- ----- 1.20 20.70 0.97 10.20 4.07 0.23 ----- ----- 0.95 ----- ----- ----- 1.19 20.80 0.95 10.20 4.06 0.23 ----- ----- 0.94 ----- ----- -- 1.17 20.90 0.94 10.20 4.05 0.23 ----- ----- 0.92 ----- ----- ----- 1.15 21.00 0.93 10.20 4.05 0.23 ----- ----- 0.91 ----- ----- ----- 1.14 21.10 0.92 10.20 4.04 0.23 ----- ----- 0.90 ----- ----- ----- 1.13 21.20 0.91 10.20 4.03 0.23 ----- ----- 0.89 ----- ----- ----- 1.12 21.30 0.90 10.19 4.02 0.23 ----- ----- 0.87 ----- ----- ----- 1.11 21.40 0.88 10.19 4.02 0.23 ---- ----- 0.86 ----- ----- ----- 1.10 21.50 0.87 10.19 4.01 0.23 ----- ----- 0.85 ----- ----- ----- 1.08 21.60 0.86 10.19 4.00 0.23 ----- ----- 0.84 ----- ----- ----- 1.07 21.70 0.85 10.19 3.99 0.23 ----- ---- 0.83 ---- ----- - 1.08 21.80 0.84 10.19 3.99 0.23 ----- ----- 0.82 ----- ----- ----- 1.05 21.90 0.83 10.18 3.98 0.23 ----- ----- 0.81 ----- ----- ----- 1.04 22.00 0.81 10.18 3.97 0.23 ----- ----- 0.80 ----- ----- ----- 1.03 22.10 1.32 10.18 3.98 0.23 ----- ----- 0.81 ----- ----- ----- 1.04 22.20 0.86 10.18 3.98 0.23 ----- ----- 0.81 ----- ----- --- 1.04 22.30 0.85 10.18 3.97 0.23 ----- ----- 0.80 ----- ----- ----- 1.03 22.40 0.84 10.18 3.97 0.23 ----- ----- 0.79 ----- ----- ----- 1.02 22.50 0.83 10.18 3.96 0.23 ----- ----- 0.78 ----- ----- ----- 1.01 22.60 0.82 10.18 3.95 0.23 ----- ----- 0.77 ----- ----- ----- 1.00 22.70 0.81 10.18 3.95 0.23 ----- ----- 0.76 ----- ----- ----- 0.99 22.80 0.80 10.18 3.94 0.23 ----- ----- 0.75 ----- ----- ----- 0.98 22.90 0.80 10.17 3.93 0.23 ----- ----- 0.74 ----- ----- ----- 0.97 23.00 0.79 10.17 3.93 0.23 ----- ----- 0.73 ----- ----- ----- 0.96 23.10 0.78 10.17 3.92 0.23 ----- ----- 0.72 ----- ----- ----- 0.95 23.20 0.77 10.17 3.91 0.23 ----- ----- 0.71 ----- ----- ----- 0.94 23.30 0.76 10.17 3.91 0.23 ----- ----- 0.71 ----- ----- ----- 0.93 23.40 0.75 10.17 3.90 0.23 ----- ----- 0.70 ----- ----- ----- 0.93 23.50 0.74 10.17 3.89 0.23 ----- ----- 0.69 ----- ----- ----- 0.92 23.60 0.73 10.16 3.89 0.23 ----- ----- 0.68 ----- ----- ----- 0.91 23.70 0.72 10.16 3.88 0.23 ----- ----- 0.67 ----- ----- ----- 0.90 23.80 0.72 10.16 3.88 0.23 ----- ----- 0.66 ----- ----- ----- 0.89 23.90 0.71 10.16 3.87 0.23 ----- ----- 0.65 ----- ----- ----- 0.88 24.00 0.00 10.16 3.86 0.23 ----- ----- 0.64 ----- ----- ----- 0.87 Hydrograph Report Hyd. No. 6 1-YR 24 HR POST BMP Hydrograph type = Reservoir Storm frequency = 1 yrs Inflow hyd. No. = 4 Max. Elevation = 9.95 ft Page 1 English Peak discharge = 0.20 cfs Time interval = 1 min Reservoir name = POND A MODIFIED Max. Storage = 32,611 cuft Stomp Indiwdon memos used. Total Volume = 7,575 tuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.10 10.32 << 9.21 0.08 0.00 ----- ----- ----- ----- ----- ----- 0.00 12.20 7.16 9.29 0.23 0.01 ----- ----- ----- ----- ----- ----- 0.01 12.30 5.98 9.35 0.37 0.04 ----- ----- ----- ----- ----- --- 0.04 12.40 4.89 9.40 0.53 0.07 ----- ----- ----- ----- ----- ---- 0.07 12.50 3.48 9.44 0.66 0.09 - - ----- ----- 0.09 12.60 2.37 9.47 0.75 0.11 ----- ----- ----- ----- ----- ----- 0.11 12.70 2.14 9.49 0.83 0.11 ----- ----- ----- ----- ----- --- 0.11 12.80 2.00 9.50 0.89 0.12 ----- ----- ----- ----- ----- 0.12 12.90 1.84 9.52 0.95 0.13 ----- ----- ----- ----- ---- ----- 0.13 13.00 1.67 9.54 1.01 0.13 ----- ----- ----- ----- ----- ----- 0.13 13.10 1.55 9.55 1.06 0.13 ----- ----- ----- ----- ----- ----- 0.13 13.20 1.51 9.56 1.12 0.14 ----- ----- ----- ----- ----- 0.14 13.30 1.47 9.58 1.17 0.14 ----- ----- ----- ----- ---- 0.14 13.40 1.43 9.59 1.23 0.14 ----- ----- ----- ----- ----- ----- 0.14 13.50 1.39 9.60 1.28 0.14 ----- ----- ----- ----- ----- 0.14 13.60 1.35 9.61 1.33 0.15 ----- ----- ----- ----- ----- ----- 0.15 13.70 1.31 9.62 1.38 0.15 ----- ----- ----- ----- ----- ----- 0.15 13.80 1.27 9.63 1.43 0.15 - - - - - -- 0.15 13.90 1.22 9.64 1.47 0.15 ----- ----- ----- ----- ----- --- 0.15 14.00 1.18 9.65 1.52 0.15 ----- ----- ----- ----- ----- ----- 0.15 14.10 1.14 9.66 1.56 0.16 ----- ----- ----- ----- ----- 0.16 14.20 1.12, 9.67 1.60 0.16 ----- ----- ----- ----- ----- ----- 0.16 14.30 1.10 9.68 1.64 0.16 ----- ----- ----- ----- ----- 0.16 14.40 1.08 9.69 1.68 0.16 ----- ----- ----- ----- ----- ----- 0.16 14.50 1.06 9.70 1.72 0.16 ----- ----- ----- ----- ----- 0.16 14.60 1.04 9.71 1.76 0.16 ----- ----- ----- ----- ----- ----- 0.16 14.70 1.01 9.71 1.80 0.17 ----- ----- ----- ----- -- - ----- 0.17 14.80 0.99 9.72 1.84 0.17 ----- ----- ----- ----- ----- ----- 0.17 14.90 0.97 9.73 1.87 0.17 ----- ----- ----- ----- ----- ----- 0.17 15.00 0.94 9.74 1.90 0.17 ----- ----- ----- ----- ----- ----- 0.17 15.10 0.92 9.74 1.94 0.17 --- - -- - ----- 0.17 15.20 0.90 9.75 1.97 0.17 ----- ----- ----- ----- ----- ----- 0.17 15.30 0.87 9.76 2.00 0.17 ----- ----- ----- ----- ----- - 0.17 15.40 0.85 9.76 2.03 0.17 ----- ----- ----- ----- ----- - 0.17 15.50 0.82 9.77 2.05 0.17 ----- ----- ----- ----- ----- - 0.17 15.60 0.80 9.78 2.08 0.18 ----- ----- ----- ----- ----- ----- 0.18 Continues on next page... .. 1-YR 24 HR POST BMP Hydrograph Discharge Table Page 2 9> Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.70 0.77 9.78 2.11 0.18 ----- ----- ----- ----- ----- ----- 0.18 15.80 0.74 9.79 2.13 0.18 ----- ----- ----- ----- ----- ----- 0.18 15.90 0.72 9.79 2.15 0.18 ----- ----- ----- ----- ----- ----- 0.18 16.00 0.69 9.80 2.18 0.18 ----- ----- ----- ----- ----- ----- 0.18 16.10 0.67 9.80 2.20 0.18 ---- ----- ----- ----- ----- ----- 0.18 16.20 0.65 9.81 2.22 0.18 ----- ----- ----- ----- ----- ----- 0.18 16.30 0.64 9.81 2.24 0.18 ----- ----- ----- ----- ----- ----- 0.18 16.40 0.63 9.82 2.26 0.18 ----- ----- ----- ----- ----- ----- 0.18 16.50 0.62 9.82 2.27 0.18 ----- ----- ----- ----- ----- ----- 0.18 16.60 0.61 9.82 2.30 0.18 ----- ----- ----- ----- ----- ----- 0.18 16.70 0.60 9.83 2.32 0.18 ----- ----- ----- ----- ----- ----- 0.18 16.80 0.59 9.83 2.35 0.18 ----- ----- ----- ----- ----- ----- 0.18 16.90 0.58 9.83 2.37 0.18 ----- ----- ----- ----- ----- ----- 0.18 17.00 0.56 9.84 2.39 0.18 ----- ---- ----- ----- ----- ---- 0.18 17.10 0.55 9.84 2.41 0.19 ----- ----- ----- ----- ----- ----- 0.19 17.20 0.54 9.85 2.43 0.19 ----- ----- ----- ----- ----- 0.19 17.30 0.53 9.85 2.45 0.19 ----- ----- ----- ----- ----- ----- 0.19 17.40 0.52 9.85 2.47 0.19 ----- ----- ----- ----- ----- ----- 0.19 17.50 0.50 9.85 2.49 0.19 ----- ----- ----- ----- ----- - 0.19 17.60 0.49 9.86 2.51 0.19 ----- ----- ----- ----- ----- - 0.19 17.70 0.48 9.86 2.52 0.19 ----- ----- ----- ----- ----- ----- 0.19 17.80 0.47 9.86 2.54 0.19 ----- ----- ----- ----- ----- 0.19 17.90 0.45 9.87 2.56 0.19 ----- ----- ----- ----- ----- --••• 0.19 18.00 0.44 9.87 2.57 0.19 ----- ----- ----- ----- ----- ----- 0.19 18.10 0.43 9.87 2.58 0.19 ----- ----- ----- ----- ----- 0.19 18.20 0.43 9.87 2.60 0.19 ----- ----- ----- ----- ----- ----- 0.19 18.30 0.42 9.87 2.61 0.19 ----- ----- ----- ----- ----- ----- 0.19 18.40 0.42 9.88 2.62 0.19 ----- ----- ----- ----- ----- ----- 0.19 18.50 0.42 9.88 2.64 0.19 ----- ----- ----- ----- ----- ----- 0.19 18.60 0.41 9.88 2.65 0.19 ----- ----- ----- ----- ----- ----- 0.19 18.70 0.41 9.88 2.66 0.19 ----- ----- ----- ----- ----- ----- 0.19 18.80 0.41 9.88 2.67 0.19 ----- ----- ----- ----- ----- ----- 0.19 18.90 0.40 9.89 2.69 0.19 ----- ----- ----- -•••• ----- 0.19 19.00 0.40 9.89 2.70 0.19 ----- ----- ----- ----- ----- ----- 0.19 19.10 0.40 9.89 2.71 0.19 ----- ----- ----- ----- ----- 0.19 19.20 0.39 9.89 2.72 0.19 ----- ----- ----- ----- ----- ----- 0.19 19.30 0.39 9.89 2.73 0.19 ----- ----- ----- ----- ----- 0.19 19.40 0.39 9.90 2.74 0.19 ----- ----- ----- ----- ----- ----- 0.19 19.50 0.38 9.90 2.76 0.19 ----- ----- ----- ----- ----- 0.19 19.60 0.38 9.90 2.77 0.19 ----- ----- ----- ----- ----- ----- 0.19 19.70 0.37 9.90 2.78 0.19 ----- ----- ----- ----- ----- ----- 0.19 19.80 0.37 9.90 2.79 0.19 ----- ----- ----- ----- ----- ----- 0.19 19.90 0.37 9.90 2.80 0.19 ----- ----- ----- ----- ----- ----- 0.19 20.00 0.36 9.91 2.81 0.20 ----- ----- ----- ----- ----- ----- 0.20 20.10 0.36 9.91 2.82 0.20 ----- ----- ----- ----- ----- ----- 0.20 20.20 0.36 9.91 2.82 0.20 ----- ----- ----- ----- ----- 0.20 20.30 0.35 9.91 2.83 0.20 ----- ----- ----- ----- ----- 0.20 20.40 0.35 9.91 2.84 0.20 ----- ----- ----- ----- ----- ----- 0.20 20.50 0.34 9.91 2.84 0.20 ----- ----- ----- ----- ----- ----- 0.20 Continues on next page... .. 1-YR 24 HR POST BMP Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 20.60 0.34 9.92 2.85 0.20 ----- ----- ----- ----- ----- ----- 0.20 20.70 0.34 9.92 2.86 0.20 ----- ----- ----- ----- ----- ----- 0.20 20.80 0.33 9.92 2.86 0.20 ----- ----- ----- ----- ----- ----- 0.20 20.90 0.33 9.92 2.87 0.20 ----- ----- ----- ----- ----- ----- 0.20 21.00 0.33 9.92 2.87 0.20 ----- ----- ----- ----- ----- ----- 0.20 21.10 0.32 9.92 2.88 0.20 ----- ----- ----- ----- ----- ----- 0.20 21.20 0.32 9.92 2.88 0.20 ----- ----- ----- ----- ----- ----- 0.20 21.30 0.31 9.92 2.89 0.20 ----- ----- ----- ----- ----- ----- 0.20 21.40 0.31 9.92 2.89 0.20 ----- ----- ----- ----- ----- ----- 0.20 21.50 0.31 9.93 2.90 0.20 ----- ----- ----- ----- ----- ----- 0.20 21.60 0.30 9.93 2.90 0.20 ----- ----- ----- ----- ----- 0.20 21.70 0.30 9.93 2.91 0.20 ----- ----- ----- ----- ----- ----- 0.20 21.80 0.29 9.93 2.91 0.20 ----- ----- ----- ----- ----- ----- 0.20 21.90 0.29 9.93 2.92 0.20 ----- ----- ----- ----- ----- ----- 0.20 22.00 0.29 9.93 2.92 0.20 ----- ----- ----- ----- ----- ----- 0.20 22.10 0.46 9.93 2.93 0.20 ----- ----- ----- ----- ----- ----- 0.20 22.20 0.30 9.93 2.94 0.20 ----- ----- ----- ----- ----- ----- 0.20 22.30 0.30 9.94 2.94 0.20 ----- ----- ----- ----- ----- ----- 0.20 22.40 0.30 9.94 2.94 0.20 ----- ----- ---- ----- ----- ----- 0.20 22.50 0.29 9.94 2.95 0.20 ----- ----- ----- ----- ----- - 0.20 22.60 0.29 9.94 2.95 0.20 ----- ----- ----- ----- ----- - 0.20 22.70 0.29 9.94 2.96 0.20 ----- ----- ----- ----- ----- ----- 0.20 22.80 0.28 9.94 2.96 0.20 ----- ----- ----- ----- ----- ----- 0.20 22.90 0.28 9.94 2.96 0.20 ----- ----- ----- ----- ----- ----- 0.20 23.00 0.28 9.94 2.97 0.20 ----- ----- ----- ----- ----- ----- 0.20 23.10 0.28 9.94 2.97 0.20 ----- ----- ----- ----- ----- ----- 0.20 23.20 0.27 9.94 2.97 0.20 ----- ----- ----- ----- ----- ----- 0.20 23.30 0.27 9.94 2.98 0.20 ----- ----- ----- ----- ----- ----- 0.20 23.40 0.27 9.94 2.98 0.20 ----- ----- ----- ----- ----- ----- 0.20 23.50 0.26 9.94 2.98 0.20 ----- ----- ----- ----- ----- ----- 0.20 23.60 0.26 9.94 2.98 0.20 ----- ----- ----- ----- ----- - 0.20 23.70 0.26 9.95 2.99 0.20 ----- ----- ----- ----- ----- 0.20 23.80 0.25 9.95 2.99 020 ----- ----- ----- ----- ----- 0.20 23.90 0.25 9.95 2.99 0.20 ----- ----- ----- ----- ----- ----- 0.20 24.00 0.00 9.95 2.99 0.20 ----- ----- ----- ----- ----- ----- 0.20 End 'Reservoir Report Reservoir No. 1 - POND A MODIFIED OUTLET Pond Data Pond storage is based on known contour areas Stage / Storage Table Stage Elevation Contour area Incr. Storage Total storage ft ft . sgft cuft cuft 0.00 9.10 36,262 0 0 0.90 10.00 40,752 34,656 34,656 1.90 11.00 47,767 44,260 78,916 Culvert / Orifice Structures [A] [B] [C] [D] Rise in = 18.0 3.0 0.0 0.0 Span in = 18.0 3.0 0.0 0.0 No. Barrels = 1 1 0 0 Invert El. ft = 9.10 9.10 0.00 0.00 Length ft = 60.0 0.1 0.0 0.0 Slope % = 0.50 1.00 0.00 0.00 N-Value = .013 .013 .013 .000 Orif. Coeff. = 0.60 0.60 0.60 0.00 Multistage = ----- No No No Stage / Storage / Discharge Table Weir Structures Page 1 English J Y4 1 r Do Flu [A][B] [C] [D] Crest Len ft = 4.0 12.0 0.0 0.0 Crest El. ft = 10.02 10.50 0.00 0.00 Weir Coeff. = 3.00 3.00 0.00 0.00 Eqn. Exp. = 1.50 1.50 0.00 0.00 Multi -Stage = Yes No No No Tailwater Elevation = 0.00 ft Now All outllo have been analyzed under inlet and outlet control. Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 9.10 0.00 0.00 --- --- 0.00 0.00 --- --- 0.00 0.09 3,466 9.19 0.05 0.00 --- --- 0.00 0.00 --- 0.00 0.18 6,931 9.28 0.20 0.01 --- --- 0.00 0.00 --- --- 0.01 0.27 10,397 9.37 0.41 0.05 --- --- 0.00 0.00 --- --- 0.05 0.36 13,863 9.46 0.73 0.11 --- --- 0.00 0.00 --- 0.11 0.45 17,328 9.55 1.06 0.13 --- --- 0.00 0.00 --- -- 0.13 0.54 20,794 9.64 1.46 0.15 --- --- 0.00 0.00 --- --- 0.15 0.63 24,259 9.73 1.87 0.17 --- --- 0.00 0.00 --- --- 0.17 0.72 27,725 9.82 2.28 0.18 --- --- 0.00 0.00 --- 0.18 0.81 31,191 9.91 2.83 0.20 --- -- 0.00 0.00 --- --- 0.20 0.90 34,656 10.00 3.23 0.21 --- --- 0.00 0.00 --- --- 0.21 Continues on next page... • • POND A MODIFIED OUTLET Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.00 39,082 10.10 3.60 0.22 --- --- 0.27 0.00 --- --- 0.49 1.10 43,508 10.20 4.05 0.23 --- --- 0.91 0.00 --- --- 1.14 1.20 47,934 10.30 4.41 0.25 --- --- 1.77 0.00 --- --- 2.01 1.30 52,360 10.40 4.67 0.26 --- --- 2.80 0.00 --- --- 3.06 1.40 56,786 10.50 4.89 0.27 --- --- 3.98 0.00 --- --- 4.25 1.50 61,212 10.60 4.83 0.28 --- --- 5.29 1.14 --- --- 6.25 1.60 65,638 10.70 5.58 0.29 --- --- 6.71 3.22 --- --- 9.09 1.70 70,064 10.80 6.24 0.30 --- --- 8.25 5.92 --- --- 12.45 1.80 74,490 10.90 6.83 0.31 --- --- 9.89 9.11 --- --- 16.25 1.90 78,916 11.00 7.38 0.31 --- --- 11.62 12.73 --- --- 20.42 ...End n tr SWALE #1 Worksheet for Triangular Channel Project Description Worksheet SWALE #1 (SOUTH Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings CoeKc 0.030 Slope 002000 ftM Left Side Slope 5.00 H : V Right Side Slope 5.00 H : V Discharge 3.61 cfs Results Depth 0,78 ft Flow Area 3.1 ft2 Wetted Perim( 8.00 it Top Width 7.85 ft Critical Depth 0.50 ft Critical Slope 0.021318 ftfft Velocity 1.17 ft(s Velocity Head 0.02 ft Speck EnerE 0.81 it Froude Numb, 0.33 Flow Type Subcritical w�-pis . fir. acpdol�0�1 �r-v-�ev�-tom Project Engineer: Joseph C. Avolis c:thaestadUmwt19021 peb camp johnson.fm2 avolis engineering, pa FlowMaster v6.0 [614e] 0421/20 12:35:18 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 USA (203) 755-1666 Page 1 of i N eva-P e- /a-p 2.tv 1pco,-J /47- �'- OU LvayLl-- ,7U 'ecf e ' ►1n 1 v , YL1 l c w� , La�yL 2(4 Z' OCT 16 2020 4 (ZAV BY• �-�`- Page 1 of 2 Avolis Engineering, P.A. From: "Hall, Christine" <Christine.Hall@ncdenr.gov> Date: Wednesday, March 25, 2020 5:10 PM To: "Avolis Engineering, P.A." <avolisengineering@embargmail.com> Cc: "Talia Barraco" <talia.barraco@usmc.mil> Subject: RE: [External] SW8 120101 - Camp Johnson NCO Academy, Camp Lejeune (UPO PEB Camp Johnson) Kevin, Great question. As long as the SCM size is not increasing, the original design standards from 2009-2016 may still be used. However, since there is an increase in DA, that additional area would be subject to 2017 rules. This isn't a big change on this project since its design storm is already at 1.5". You'll just need to provide updated calculations reflecting this change. We'd be looking for calcs to document the change such as: the new min required volume based on the new site condition, the new SA/DA ratio (based on the SA/DA tables in place when it was approved), and the resulting min required surface area. This change will also need to be documented on an updated supplement (the archived supplements should be available under the design manual website) and hopefully an updated DA table for this SCM. Let me know if you have any more questions! Christine Christine Hall Environmental Engineer Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality 910 796 7215 office 910 796 7335 direct christine.hallCa ncdenr.00v 127 Cardinal Drive Ext. Wilmington, NC 28405 Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. From: Avolis Engineering, P.A. [mailto:avolisengineering@embarqmail.com] Sent: Wednesday, March 25, 2020 11:56 AM To: Hall, Christine <Christine.Hall@ncdenr.gov> Cc: Talia Barraco <talia.barraco@usmc.mil> Subject: [External] SW8 120101 - Camp Johnson NCO Academy, Camp Lejeune (UPO FEB Camp Johnson) CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to report. spa m@nc.Rov Christine: Hope all is well with you. I am working on a modification to the referenced permit. The permit includes an allocation for future BUA for sub drainage Basin "A" of 43,072 SF. Basin "A" is treated by Pond "A". I am proposing to expand the drainage basin to incorporate the new project and utilize the future allocation to offset the new BUA (approximately 12,188 SF). lnL tnn�n Page 2 of 2 'My question —the original Pond "A" was designed utilizing the 2009 — 2016 Design Manual. In re-evaluating the basin with the expanded drainage area, can I use the 2009 — 2016 Design Manual methods and tables since I am utilizing part of the "future" BUA allocation contained in the original design? Thanks for your input! Kevin Avolis, PE Avolis Engineering, PA 252.633.0068 zi10mmn Alt-, t la1.1 ...Al 1I. �WSj,IS h%eeA-j yl P-4. �zsa) 6,3 3 o I PAW I O g F®2, Sw t'1,g,, 6-qu+ T/i.. 9 eWf s (1 Safes. PA,5,,�e- rgIL6-6-. 3-4i sI2 s F <D, e 6 A') C= 0,Q) -t(0,Vc0, go r=CfL0 47 rw- 5 l 3 a: T✓I..&� R�, ,?�� OCT 16 2020 Z w �i G�= 'T 2 ��t��6�nuw. trti�✓iL� / NL6>9 : �6�gC�Sk y- a� — 707 5r / c�S 3 CEEVI 1740-u, y"�tT Q /40v -s OCT 16 2020 BY: x 41 to ° Lo S'U✓LF�' fl v'L�q _ ��'� (00�� �(005� � 9L9� S� p,� z 14 FT3 > I g4 f5 FT" f T� / ;v PG1GAs4r 4es 'Po ECEBVE OCT 16 2020 BY.. STORMWATER NARRATIVE CAMP JOHNSON NCO ACADEMY, SUPPLY WAREHOUSE AND BEQ CONSTRUCT UPO PEB, CAMP JOHNSON (CONTRACT #N40085-19-B-0074) Stormwater permit SW8 120101 was issued associated with the construction of the Camp Johson NCO Academy, Supply Warehouse and BEQ in January 2012. The permit was prepared, reviewed and issued under the 2009-2016 Rules. The permit has multiple modifications with the last modification being issued on June 23, 2015. Marine Corps Base Camp Lejeune is proposing to construct a new pre- engineered building on the north side of Vigilant Way in the general area of the permit boundary of SW8 120101. The proposed project will create in excess of 10,000 SF of impermeable area; therefore, the stormwater runoff from the project must be captured and treated to satisfy the Coastal Stormwater Regulations. To satisfy the Rules, it proposed that the runoff from the project be captured and routed to Stormwater Pond "A" constructed under permit SW8 120101. In the current permit, Pond "A" has a future BUA allocation of 43,072 SF. It is proposed that a portion of this future allocation be utilized for this project. The existing Drainage Area "A" will be expanded as a part of the permit modification to incorporate the limits of the new construction. Specifically, this project will establish 12,188 SF of new impermeable area. The existing Drainage Basin "A" will be expanded by 25,846 SF, 0.59 acres. Runoff from the new development will be collected in perimeter swales and will be directed to the roadside swale along Vigilant Way which discharges through an existing storm drain beneath Vigilant Way and discharges to Pond "A." Stormwater Pond "A" was analyzed utilizing the expanded Drainage area and was found to be sufficiently sized to treat the increased runoff with minor modifications. In order to contain the 1.5 inch runoff volume, the pond outlet structure requires modification. Specifically, the overflow elevation (weir) needs to be elevated %-inch (0.021 feet) to retain an additional 106 cubic feet of volume associated with the additional drainage basin area. A X-inch plate is proposed to be affixed to the outlet structure to elevate the weir elevation from 10.0' to 10.021'. An as -built survey of Pond "A" was reviewed in the DEQ files. Conditions presented on the as -built drawings were utilized in the calculations for this proposed modification. A modification to the existing stormwater permit is being sought. Specifically, a total of 12,188 SF of "future" allocation is being utilized and allocated to the "building" and "parking" categories of the impermeable summary. Additionally, the Drainage Area "A" is being increased by 25,846 SF. The project drains to Northeast Creek which has a Surface Water Classification of SC, NSW and a Stream index 19-16-(4.5). No wetlands or surface waters exist within the project area. A total of 0.86 acres of land will be impacted by the proposed project. ECEI` E-)' SEP 17 20M BY AVOLIS ENGINEERING, PA P.O. Box 15564 New Bern, North Carolina 28561 September 17, 2020 Mr. Cameron Weaver Environmental Assistant Coordinator NCDENR - Wilmington Regional Office 127 Cardinal Drive Extension Wilmington, NC 28405 252.633.0068 License No. C-0706 RECEIVED SEP 18 2020 NCDEQ WILMINGTON RO RE: P-003 Camp Johnson NCO Academy Building, Supply Warehouse and BEQ (P-1319); Construct UPO PEB Camp Johnson (N40085-19-B-0074) MCB Camp Lejeune, North Carolina AE Project No. 19021 Dear Cameron: Enclosed, please find the following incorporating comments received during our virtual meeting on September 17, 2020: Erosion and Sedimentation Control Permit: • Modified Project Plans (Three Copies) • Modified Erosion Control Plan (Three Copies) • Supplemental Calculations (Three Copies) Stormwater Permit: • Modified Project Plans (Two Copies) • Supplemental Stormwater Calculations (Two Copies) Should you have any questions or need any additional information or assistance, please do not hesitate to call. Sincerely, J.'Ke— .. Avolis, PE vicTPresident Pemtit Number: provided by DWQ) Drainage Area Number: Wet Detention Basin Operation and Maintenance Agreement I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and the removal efficiency of the BMP. The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if one is provided. This system (check one): ❑ does ® does not incorporate a vegetated filter at the outlet. This system (check one): ❑ does ® does not incorporate pretreatment other than a forebay. Important maintenance procedures: — Immediately after the wet detention basin is established, the plants on the vegetated shelf and perimeter of the basin should be watered twice weekly if needed, until the plants become established (commonly six weeks). — No portion of the wet detention pond should be fertilized after the first initial fertilization that is required to establish the plants on the vegetated shelf. — Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention basin. — If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the emergency drain should be minimized to the maximum extent practical. — Once a year, a dam safety expert should inspect the embankment. After the wet detention pond is established, it should be inspected once a month and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance should be kept in a known set location and must be available upon request. Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately. BMP element: Potentialproblem: How I will remediate theproblem: The entire BMP Trash debris is present. Remove the trash/debris. The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to detention basin erosive gullies have formed. remove the gully, and then plant a ground cover and water until it is established. Provide time and a one-time fertilizer application. Vegetation is too short or too Maintain vegetation at a height of lon gppr Mippty. i inches. Form SW401-Wet Detention Basin O&M-Rev.4 ­U OCT 16 2020 Page 1 of 4 _ ., e�.y __.- L '; Permit (to be provided by DWQ) Drainage Area BMP element: Potentialproblem: How I will remediate theproblem: The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the swale sediment off -site. The pipe is cracked or Replace the pipe. otherwise damaged. Erosion is occurring in the Regrade the swale if necessary to swale. smooth it over and provide erosion control devices such as reinforced turf matting or riprap to avoid future problems with erosion. The forebay Sediment has accumulated to Search for the source of the a depth greater than the sediment and remedy the problem if original design depth for possible. Remove the sediment and sediment storage. dispose of it in a location where it will not cause impacts to streams or the BMP. Erosion has occurred. Provide additional erosion protection such as reinforced turf matting or riprap if needed to prevent future erosion problems. Weeds are present. Remove the weeds, preferably by hand. If pesticide is used, wipe it on the plants rather than spraying. The vegetated shelf Best professional practices Prune according to best professional show that pruning is needed practices to maintain optimal plant health. Plants are dead, diseased or Determine the source of the dying. problem: soils, hydrology, disease, etc. Remedy the problem and replace plants. Provide a one-time fertilizer application to establish the ground cover if a soil test indicates it is necessary. Weeds are present. Remove the weeds, preferably by hand. If pesticide is used, wipe it on the plants rather than spraying. The main treatment area Sediment has accumulated to Search for the source of the a depth greater than the sediment and remedy the problem if original design sediment possible. Remove the sediment and storage depth. dispose of it in a location where it will not cause impacts to streams or the BMP. Algal growth covers over Consult a professional to remove 50% of the area. and control the algal growth. Cattails, phragmites or other Remove the plants by wiping them invasive plants cover 50% of with pesticide (do not spray). the basin surface. EL;EC V OCT � 6 2020 E Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4 BY: ;k ,. n .�'�, v.. , r (l�y � � �.�.� ��� �jjj �� A �'9 L . _. Permit Number: (to be provided by DWQ) Drainage Area Number: BMP element: Potentialproblem: How I will remediate theproblem: The embankment Shrubs have started to grow Remove shrubs immediately. on the embankment. Evidence of muskrat or Use traps to remove muskrats and beaver activity is present. consult a professional to remove beavers. A tree has started to grow on Consult a dam safety specialist to the embankment. remove the tree. An annual inspection by an Make all needed repairs. appropriate professional shows that the embankment needs repair. if applicable) The outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment off -site. The outlet device is damaged Repair or replace the outlet device. The receiving water Erosion or other signs of Contact the local NC Division of damage have occurred at the Water Quality Regional Office, or outlet. the 401 Oversight Unit at 919-733- 1786. The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. When the permanent pool depth reads 44:1 feet in the main pond, the sediment shall be removed. When the permanent pool depth reads 44:1 feet in the forebay, the sediment shall be removed. BASIN DIAGRAM Ull in the blanks) Permanent Pool Elevation 9.1 Sediment Removal . 5 Pe anon Pool ----------------- Volume Sedimen[RemovalEleva[ion5 Volume Bottom Elevatio 4 -ft Min. Bottom Elevation 4 Sediment 1-ft n Storage Sedimer Storage FOREBAY MAIN POND Form SW401-Wet Detention Basin O&M-Rev.4 ECEBVF OCT 16 2020 Bl^ Page 3 of 4 Permit Number: (to be provided by DII'Q) 1 acknowledge and agree by my signature below that I am responsible for the performance ofthe maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Project name: Camp Johnson BED between Wilson and Hoover P-1319: UPO PEB BAV drvina,,e area number: Pond A Print name:_Jenni P. Reed, P.E. Title: MCB Camp Leieune, Public Works Division Civil Engineer Address:1005 Michael Road. Camp Leieune. NC 28547 Phone: (910)451-3238 x3285 Signature: Q4.L&/tt�� &Ad Date: I I Note: The legally responsible party should not be a homeowners association unless more than 500''. of The lots have been sold and a resident of the subdivision has been named the president. a Notary Public for the State of �1f9 1 eSCb nc:r i, County of (nt�jbLO do hereby certify that innt �. RTC a personally appeared before me this 1 — day of . QQQ.D , and acknowledge the due execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal. ore....._ G° d NOTAR)- 01- '°UHLIC V ys<0w28 ,2 SEAL , j My commission expires 1,At.� -Zia, Qb,l ? FOEUVE OCT 16 2020 BY• Form SW401-Wet Detention Basin 03.*vh-Rev.4 Page 4 of 4 11 North Carolina Department of Environmental Quality Request for Express Permit Review FILL-IN all the information below and CHECK the Permit(s) you are Permit Coordinator along with a completed DETAILED narrative, si acka a of the project location. Please include this form in the app For DEO Use ONLY - 1 Reviemr: k1-r4 Submit —qL(1 ZD Time: [ D am Confirm' for express review. Call and Email the completed form to the package. • Asheville Region -Alison Davidson 828-296-4698;alison.davidson(oncdenr.pov • Fayetteville and Raleigh Regions -David Lee 919-791-4204; david.lee(&ncdenrpov • Mooresville and Winston-Salem Regions -Paul Williams 336-776.9631; pauLe.williams(Mcdenr.00v • Washington Region -Lyn Hardison 252-948-3842 or lvn.hardison(@ ncdenr.00v • Wilmington Region -Cameron Weaver910.796-7265orcameron.weaveK@lncdenr.gov NOTE: Project application received after 12 noon will be stamped in the following work day. Project Name: CONSTRUCT UPO FEB CAMP JOHNSON County: ONSLOW Applicant: COMMANDING OFFICER, MCB CAMP LEJEUNE Company: Address: 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28547 Phone: 910-451-3238, Fax: _ _ _, Email: talia.barraco@usmc.mil Physical Location:VIGILANT DRIVE AND WILSON ROAD Provided Existing Permits related to this ProierX SW_ SW SW NPDES_"L�CCG NPDES _ WQ_ 9 / 17 WQ_ E&S _ YVV ` r tG E&S _ Other rG A 2.02.a Aolcv- Project Drains into NORTHEAST CREEK waters -Water classification SC. NSW (DWR Surface Water Classifications Mao) Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within Y22 mile and draining to class SA waters N or within 1 mile and draining to class HOW waters? N Engineer/Consultant: J. KEVIN AVOLIS, PE Company: AVOLIS ENGINEERING, PA Address: PO BOX 15564 City: NEW BERN, State: INC Zip: 28561-_ Phone: 252-633-0068, Fax:= Email: AVOLISENGINEERING@EMBARQMAIL.COM PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE $— #_JOBS SECTION ONE: REQUESTING A SCOPING MEETING ONLY ® ❑ Scoping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ OTHER: SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING ❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions ❑ Intermittent/Perennial Determination: —# of stream calls - Please attach TOPO map marking the areas in questions ❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres) ❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance ® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other ❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)] ❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems ❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems ❑ High Density -Other _ # Treatment Systems / ® MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 8120101(Provide permltlt) ❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront ® Land Quality ® Erosion and Sedimentation Control Plan with 0.86 acres to be disturbed. (CK # & Amt. (for DEC use)) SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request) Wetlands on Site ❑ Yes ® No Buffer Impacts: ® No ❑ YES: _acre(s) Wetlands Delineation has been completed: ❑ Yes ® No Isolated wetland on Property ❑ Yes ® No US ACOE Approval of Delineation completed: ❑ Yes ® No 404 Application in Process w/ US ALOE: ❑ Yes ® No Permit Received from US ACOE ❑ Yes ® No DEQ use Lon Snla fnr m Wtinin narmar trhnrkif 1 Total Fee Amount SUBMITTAL DATES Fee SUBMITTAL DATES Fee LAMA $ arian Vce (❑ Maj; ❑Min) $ SW (❑ HD, ❑ LD, El Gen) $ 401; $ LOS $ Stream Deter— Is NCDEQ EXPRESS June 2019 • • • C + P YV4 srMueaJTPLM Y .m ® STORMWATER NARRATIVE CAMP JOHNSON NCO ACADEMY, SUPPLY WAREHOUSE AND BEQ CONSTRUCT UPO PEB, CAMP JOHNSON (CONTRACT #N40085-19-B-0074) Stormwater permit SW8 120101 was issued associated with the construction of the Camp Johson NCO Academy, Supply Warehouse and BEQ in January 2012. The permit was prepared, reviewed and issued under the 2009-2016 Rules. The permit has multiple modifications with the last modification being issued on June 23, 2015. Marine Corps Base Camp Lejeune is proposing to construct a new pre- engineered building on the north side of Vigilant Way in the general area of the permit boundary of SW8 120101. The proposed project will create in excess of 10,000 SF of impermeable area; therefore, the stormwater runoff from the project must be captured and treated to satisfy the Coastal Stormwater Regulations. To satisfy the Rules, it proposed that the runoff from the project be captured and routed to Stormwater Pond "A" constructed under permit SW8 120101. In the current permit, Pond "A" has a future BUA allocation of 43,072 SF. It is proposed that a portion of this future allocation be utilized for this project. The existing Drainage Area "A" will be expanded as a part of the permit modification to incorporate the limits of the new construction. Specifically, this project will establish 12,188 SF of new impermeable area. The existing Drainage Basin "A" will be expanded by 25,846 SF, 0.59 acres. Runoff from the new development will be collected in perimeter swales and will be directed to the roadside swale along Vigilant Way which discharges through an existing storm drain beneath Vigilant Way and discharges to Pond "A." Stormwater Pond "A" ® was analyzed utilizing the expanded Drainage area and was found to be sufficiently sized to treat the increased runoff with minor modifications. In order to contain the 1.5 inch runoff volume, the pond outlet structure requires modification. Specifically, the overflow elevation (weir) needs to be elevated X-inch (0.021 feet) to retain an additional 106 cubic feet of volume associated with the additional drainage basin area. A %-inch plate is proposed to be affixed to the outlet structure to elevate the weir elevation from 10.0'to 10.021'. An as -built survey of Pond "A" was reviewed in the DEQfiles. Conditions presented on the as -built drawings were utilized in the calculations for this proposed modification. A modification to the existing stormwater permit is being sought. Specifically, a total of 12,188 SF of "future" allocation is being utilized and allocated to the "building" and "parking" categories of the impermeable summary. Additionally, the Drainage Area "A" is being increased by 25,846 SF. The project drains to Northeast Creek which has a Surface Water Classification of SC, NSW and a Stream index 19-16-(4.5). No wetlands exist within the project area. A total of 0.86 acres of land will be impacted by the proposed project. SEP 17 2020 ® BY 0 ® ® a _ CONSTRUCT UPO PEB, CAMP JOHNSON MARINE CORPS BASE CAMP LEJEUNE CONTRACT NO. N40085-19-13-0074 ' P OJ CT SITE" "'''�""' LOCATION MAP - U. S. MARINE CORPS BASE CAMP LEJEUNE, NC - - SITE MAP - NOT TO SCALE _ mmW 'w'�4LL r M 11LL 9tl6 YI W IIKIW W, (Gp) WIMN W5 R GM 0"I4 U'Awi K ®wv10 Ml6 PM S. 4r Il:uc M OFo: bK K'0".V0 0/�M 6 ♦n W4 (WX. R P.KId W �(IN RYN0.M OA RIYaP'I OwlA9 [V'A. 4rY6. R 9NHM� YK w11W(MIIW �W(Y¢ Wi@I N ASI0.YI LOL.' MO 1 GR 9O[5 ¢WP Mw )r •Er¢¢o�41x RYWIrW RYRAI mSrMaY]M61V MaIIYMMIw SrYWM WM 02l M9 MR1(MVrtP v" (emam _ W �muu Mn 1YM 'M 91YIY9f8WMrJ[C.ffiMP.'i9R WVPO j n rwuc Rw(�POOG YR w�W(`r�a MNINM IMP- CAMP IE,IEUNE, N.C. arswi.�a u�mu%:w.w. am®u rW Wmrrt mir. a(xN`i mr�mvi:um mo:m rtrim_ __� `n (eew a QXtl ¢P4iiR r1°°uc��re w W+aa,ro:an( (mnm M F(11l�0iY9CM mo149Kb(Ou¢M MKMFr a1Y1[¢tl 9YLL¢ w�dll� �mw¢aWW ry o.0 4rrw..W ow M� '� N�IdIDLL fM 9�tl4•R Y0 � Mmwr m�w¢e w�wm�mn(wwa na"mnMivmecmws(n mrss wr uswevwmr�( Mwwl M M[ OMIA N M O.Mri Wml < �: 9Y➢lllll N COVER HEET G-001 r� rNN11P tWW�pIt4T YM O:IPtl(S tw MARINE CORPS BASE L Imo: CONSTRUCT UPO PEB, JOHNSON won W-:Hrsl �CANP I — IWO Norris, Kellie E From: Norris, Kellie E Sent: Tuesday, August 18, 2020 2:28 PM To: Avolis Engineering, P.A. Subject: SW8 120101: Construct UPO PEB Camp Johnson Mr. Avolis- We have reviewed your express request for SW8 120101. Please be aware that because there is an increase in drainage area, this will be a major modification and will require the $4,000 fee. Also the increased drainage area will be required to meet the 2017 rules. KeU,i,& r3e H - NaYrl f-, El-r Environmental Engineer NC Division of Energy, Mineral and land Resources Stormwater Permitting 127 Cardinal Drive Extension Wilmington, NC 28405-3845 Phone: 910.796.7345 NoErr-,�,D_E E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties. AV®LIS ENGINEERING, PA P.O. Box 15564 New Bern, North Carolina 28561 September 10, 2020 Ms. Kellie E. Norris, Engineer II Ms. Rhonda Hall, Assistant Regional Engineer NCDENR - Wilmington Regional Office 127 Cardinal Drive Extension Wilmington, NC 28405 252.633.0068 - License No. C-0706 RECEIVED SEP 112020 NCOEO WILMINGTON RO RE: P-003 Camp Johnson NCO Academy Building, Supply Warehouse and BEQ (P-1319); Construct UPO PEB Camp Johnson (N40085-19-B-0074) MCB Camp Lejeune, North Carolina AE Project No. 19021 Dear Kellie & Rhonda: Enclosed please find the following Stormwater Permit and Erosion and Sedimentation Control Permit application packages for our Express Permit Review Meeting on Thursday. September 17 consisting of the following: Erosion and Sedimentation Control Permit: • Financial Responsibility Form - Express (Original and Two Copies) • Project Erosion Control Plan (Three Copies) • Project Plans (Three Copies) • Soils Map (Three Copies) • USGS Map (Three Copies) • Erosion and Sedimentation Control Plan Preliminary Review Checklist • $65 Permit Fee Stormwater Permit: • Stormwater Permit (Original and One Copy) • Stormwater Narrative (Two Copies) • Stormwater Calculations (Two Copies) • Project Plans (Two Copies) • Stormwater Boundary Map (Two Copies) • Stormwater Pond As -Built Drawing from DEQ Files (Two Copies) • Soils Map (Two Copies) • USGS Map (Two Copies) • $4,000 Express Permit Fee Information regarding the video teleconference is included below and has been emailed to everyone that will be included in the Express Meeting on Thursday, August 13: Construct UPO PEB, Camp Johnson Thu, Sep 17, 2020 10:00 AM - 11:00 AM (EDT) Please join my meeting from Google Chrome on your computer. https:Hglobal.gotomeeting.com/ioin/405962085 Should you have any questions or need any additional information, please do not hesitate to call. Sincerely, n Avolis, PE resident Jacks -Point AVOLIS ENGINEERING, P.A. I USOSMAP Civil and Environmental Engineering CONSTRUCT UPO PEB, CAMP JOHNSON P.O. BOX 15564 NEW BERN. NORTH CAROUNA 28561 MCB, CAMP LEJEUNE, NC PHONE: (252) 633-0068 LICENSE NO. C-0706 � Ze