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Home My WebLink About20131200 Ver 5_Tryon Remaining Response_20170804Burdette, Jennifer a From: Skysja Adams <skysja@odomengineering.com> Sent: Friday, August 04, 2017 11:33 AM To: Burdette, Jennifer a Cc: David Odom Subject: Tryon Attachments: Tryon DWR Response 080317.pdf, Calculations.pdf, O&M Agreement.pdf; Supplement Form.pdf, SALAMANDER AREA WET DETENTION POND 073117.pdf, SW Calcs.pdf Jennifer, here is a digital copy of our submittal for Tryon. I will have to follow this with another email with the plans because the file is too large. Thanks, Sky Skysja Adams Odom Engineering, PLLC 169 Oak St. Forest City, NC 28043 O: (828) 247-4495 C: (919) 500-1116 August 3, 2017 NC Division of Water Resources 401 & Buffer Permitting Branch 1617 Mail Service Center Raleigh, NC 27699-1617 Attn: Jennifer Burdette Re: Tryon International Equestrian Center Request for Additional Information Dear Ms. Burdette: 169 Oak Street • Forest City, NC 28043 office 828.247.4495 - fax 828.247.4498 In response to your Request for Additional Information, dated July 27, 2017, please review the following: Submit a stormwater management plan (SMP} for the new wet pond proposed to treat stormwater from the Salamander Hotel area for review to ensure the proposed stormwater measure complies with state requirements (minimum design criteria as specified in the stormwater rules). A complete SMP includes plans, calculations, easements, and an operation & maintenance agreement. The plans, calculations, 0 & M agreement, and supplement forms have been attached for a new wet detention pond. 2. For the Salamander Hotel area, provide a sit a plan at a scale of no larger than 1" =50' showing existing and proposed contours, the drainage area, and the storm drainage system that will be used to maintain the hydrology of the stream channel located west of this area. Addressed in response letter and submittal dated 07/27/17. 3. Clarify whether new built upon area is proposed in drainage areas with existing stormwater control measures (SCMs} approved in the first phase of the project. If yes, provide calculations showing that the additional runoff would not cause failure of these SCMs. Addressed in response letter and submittal dated 07/27/17. 4. The information provided regarding the proposed stormwater discharge outlets increased our concerns that these discharges would likely cause degradation of water quality. Your response indicated that riprap dissipators, 32 to 40 feet wide, will be used to dissipate the flow from proposed stormwater outlets. Several of these outlets will be discharging to headwater streams that are only 3 to 5 feet wide. Flow rates ranging from 23 to 92 cubic feet per second were reported for these proposed stormwater outlets. Scaled plans will be necessary that depict the l6QOak Street ~ Forest [tKN[28Q43 �� -Odom nfhce8Z8 247�449� fax �_��K�� '�N� � ^ ' proposed stornovvateroutlets, dissipatons,existing topography, and the proposed contours to show the transition from the dissipators to the natural ground or stream channels. Provide analyses showing how the areas down slope or downstream of the dissipators will remain stable. It is difficult to see how discharging this amount of stormwater would not cause erosion without some type ofdetention. Plans, memos, and calculations have been attached to show that the water quality of the stream will not be significantly impacted by post -development runoff. Detention systems were provided for all high-density areas to ensure post -development runoff rates was near pre -development runoff rates. 5. Verify the new address for Mr. Jeff Brown of Tryon Equestrian Partners, LLC that the Division received from the US Postal Service through a return of the Division's previous correspondence. New address: Mr. Jeff Brown 4O55Pea Ridge Road Mill Spring, NC2Q755 Please contact me if you need any additional information. Thank you, David Odom, P.E. ---------------- I --------- --------- ------ --- - - - - - - - - - - - - - - - - - - - - - - - - ---- ---- -- 0 -------------- -------------- ------- '�2 . . . I . . 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I \\ \ I , , \�\,\,llll�f // ////,/// Ill I - , I I\ ,\ ,\ I / I � ) \ I I I 10 I I I I I I I " , I "� "I' ( i , \), \" \I , - I I I\ \ I I I / I / // I I / _-- - I l� I -1 , , I --_- :: � -71� - �� l,l,ll,'ll,\\\\,\V\ l \\\\\,\ ,I I) ,/ I / // // // /// // // // \ -,//,////,////// I I - i I i � i � � /,//",/,- - , \ \ \ l I - -- I I, I I I I - -I \ , I - \'\'\'\ , , I/ - �f I - \�\\\\\\\\,\, '\\'�\`\\,\\\\l / I. �� - I i�'i\'i, \\ I \ it '\ I I I ; I / , � - � __ , " \\ // �:, \ I � � ; � � ,/////// I " I I \ I \ \", \\\ \\ II // 01*7 Al I I I / / / , I � I /j/ \ ,, , - / __ - \ \I - I / ,// \ ,-,�--� \\ I \\ I I I , ////,/"/// I I I I I I \\ 1\ '\ '\ I \ \ I ,/ --- I f /I // , i i , I il� \ f I , , \ - \ \ \ I , i i i I i � \ I I __ � � \ \ I I I - , , , - ___ ____ - Z I, ll,\�- \ \ �\\ \\ \\,\ \\ I I I I ,I- / I , I \,\,', \ \" I I I � � I i I/ ,/ // � // �� / - \ \ \ \ ll -,l,l,\\ \ \ I\ � \ � / / / // // // // // /I I - , \\\\\\\,,\\,l\\\\\\,\ I I� - ,/ Ill /I / ////// //////////// - -- , _ � I I __� I -:: - - \ �l \,� l\ \\\\� \\\ I, " " 1, � � ", , � � , I I � \\ -1 ''I I/ /",,_-� - I \ I \ --- - - , '\ 'l\\\ \ \\ ,\\\,\,\\l-� I I f I I - - - - - - - - \ I - - - - I ---,- - � ,Q , 1, ,I \ I \ �, - - , I /;", I ," I, -_ - I I I , , \ I // -- - �- , I l, I I /,//,/ I I \1 I � I,\, , \ - - \ \ I \ I I I / I - \ I I I -, -------- - - - - �_ - �__ -7 - I I I , , , \ - - \\\�,-\- ,�,\ I\ \ \ \\ \ - - - l \\ // l /_____ __ I , , , , - \? \ I \\\\\\\�\\\\\ "\I \,\\\\\I /'- - , ll I / I I I r I / I I I , \ I If J., / / �l ) \, / I � ,, , f , i , , i I - 'I \,\ ,\\ \\,\,\,\,\\\\\\ I __ - \/, - I / , I I I I I/ I/ // I I �� \)\\,\ � , , , \ , 0, \ //1 l I / I / I I , I I - I i, �d'lll , I � � , f I - - \ l \\\\l\ \l\\ l \ \\, \ \ � ,, , � " " " ", If I/ / I// I/ // // // // // ,/"/, // I /// , , - --- - �- -W,* \ � I I I -I � ,\ 'f ,\ , \ I //// , , \ - �\\\ , , \ , , , - \ I I \ If I \ , �f I - - __ I - __ __ v ,_ __-;_ � �\L I I , , / I � , / , I // , , -_ -� -'--, __ ,�- �\\ I'll If , / , / I \ I \ � /,- -_ l / I I) I, - ` , \ \l\ \\\\,\,\ \, I\ I \\ \ \ \ \ " \\ \ ,\ t , I - - - - - , , / __ I I . 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I // , �� / �i, I / I / / __ _____ " ,� l 'Io\,:�-�-�'ll-/ //--- " I // I I ___ - I I, I ,/ i I � I - I f ��le/ I - � I , , I I /I//////- -- I I 11 / I � � i � � � � I � � i i / I, I " , - I I � "///' lz� --- I � I I "' 1, ; I � I I / , � I , ( i � I i � � � � � � � � I � " ; � " , " , / I / / I I ------ - , , I � I � '� / I I / I , ,/ I, I/' �/ I - - � � � � I \ ) I �l// /,/,// I f I- I I I I / I I I , I \� -l��\\ //'/' 'Ij� I I - - I I -------/ / 7_1��// I � / I I i ., \ ///�� 11 1�1 'I", 11 � � i � � � I I � , � � "// I - - __ '�, I , / ,/I if � � �� (I 1'11111!1�11 - , " / I � � � � I ; , I f i � ; � ( , If I (If I , � � \\\__�--_l� \,�// --- ---- \f 11 �,, i I i I'.' i , / I ;�, I \ / i I I I I I I I � � I __ , - - l - - __ - --- I I , I I i, I / , / I I, I I /�� I, / // \ I ,, ,- I " - / I - I ///// I\ I I IiI� II, 1 1 i I I I � � i � � � , I � , , � ', I I I I � � � I � � � � � I � I ,/ I --- ,_ " ,�-_ --�,Il,,, ,- I/ I, - - , / � , � � � � , , I , I I I � � � � � � i � � � ; it I/ I/ ,/ /I I�\\"////�///-:�---_7��V,�5' I , , I \ - � , - �,� I, // '' 0,1111,111,111, \ I - I I I , --- - ,,.'f.i,4v, " " I, , I I I j I / / / , �/ i ) I) // I \ \\ - I I - - , - __ - \ - - " � � � f I � __ �� - - - , , - - \\ Q\`\I1\\1'11 . 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The following calculations were derived as follows: The drainage areas that drain to the Stablehouse INN area are divided into three areas. The reason being that a small top of hill exists causing most of the water to go in two directions (North and South) and a culvert from across Hwy 74 carries water to the third area labeled East. The drainage area for each area based on the existing ground are as follows: Stable North Pre — 3.53 CFS Stable South Pre — 20.02 CFS Stable East Pre — 6.35 CFS The Runoff Coefficient was calculated for all three areas and is shown on each hydrograph. 2. The drainage areas were then determined for the three post areas and are labeled as Stable North Post, Stable South Post, and Stable East Post in the calculations. The post flow for the three areas are as follows: Stable North Post -- 31.87 CFS Stable South Post — 2.88 CFS Stable East Post — 6.63 CFS Once post values had been determined it was determined that Stable South and Stable east were within acceptable limits and needed no detention. The reason the numbers changed dramatically in the Stable South and Stable North is the direction the stormwater flowed has been changed based on the design. Most of the Stable South Post now flaws to the North side of the property. The values for the Stable North Post were routed through a detention system scenario within the Hydrology Studio software. The scenario was set up as a detention pond that is 3 ft. deep with dimension of 100'x50' and utilizes a riser basin with 3' rectangular opening on all four sides along with a trash rack and 12" orifice. The resulting outlet flows for Stable North Post is 4.51 CFS. The purpose of the enclosed calculations is to show the pre -and post -runoff for the Salamander Resort of Tryon International Equestrian Center. The following calculations were derived as follows: The drainage areas that drain to the Salamander Resort area is straight forward as the pre -and post discharge to the same point. The drainage area is based on the existing ground and as follows: Salamander Pre — 36.06 CFS 2. The Runoff Coefficient was calculated for all three areas and is shown on each hydrograph. 3. The drainage areas were then determined for the post area. The post flow is as follows: Salamander Post — 64.28 CFS 4. Once post values had been determined the values for the Salamander Resort were routed through a detention system scenario within the Hydrology Studio software. The scenario was set up as a detention pond that is 3 ft. deep with dimension of 100'x5Q' and utilizes a riser basin with 3' rectangular opening on all four sides along with a trash rack and 12" orifice. The resulting outlet flows for Salamander Resort is 35.54 CFS. This is below the pre -peak flow rate. The purpose of the enclosed calculations is to show the pre -and post -runoff for the Covered Arena of Tryon International Equestrian Center. The area north of the covered area does drain south towards our area. Since we plan no improvements for the northern area we plan to tie to the existing piping that goes under HWY 74 and to release that water into the existing creek, thereby avoiding this drainage into our Covered arena area. The following calculations were derived as follows: 5. The drainage areas that drain to the Covered Arena area is straight forward as the pre - and post -discharge to the same point. The drainage area is based on the existing ground and as follows: Covered Arena Pre —121.3 CFS The Runoff Coefficient was calculated and the TR 55 sheets have been included. 6. The drainage areas were then determined for the post area. The post flow is as follows: Covered Arena Post --170.7 CFS 7. Once post values had been determined, the values for the Covered Arena were routed through a detention system scenario within the Hydrology Studio software. The scenario was set up as an underground piping detention system using 6' diameter header, 8 rows of 6' diameter pipe at 100' length each at a slope of 0.25% with a 36" orifice on the outlet side. The resulting outlet flows for Covered Arena is 66.57 CFS. This is below the pre -peak flow rate. M1i .«. MEQ The purpose of the enclosed calculations is to show the pre -and post -runoff for the Tryon Village West of Tryon International Equestrian Center. The following calculations were derived as follows: 8. The drainage areas that drain to the stream from the Tryon Village West area is straight forward as the pre -and post -discharge to the same point. The drainage area is based on the existing ground and as follows: Tryon Village West Pre -45.50 CFS The runoff Coefficient was calculated for all three areas and is shown on each hydrograph. 9. The drainage areas were thea determined for the post area. The post flow is as follows: Tryon Village West Post — 55.90 CFS 10. Once post values had been determined, the values for the Covered ,gena were routed through a detention system scenario within the Hydrology Studio software. The scenario was set up as an underground piping detention system using 4' diameter header, 8 rows of 4' diameter pipe at 100' length each at a slope of 0.25% with an 18" orifice on the outlet side. The resulting outlet flows for Tryon Village West is 15.47 CFS. This is below the pre -peak flow rate. The purpose of the enclosed calculations is to show the pre -and post -runoff for the Tryon Village East of Tryon International Equestrian Center. The following calculations were derived as follows: 11. The drainage areas that drain to the Tryon Village East area is straight forward as the pre -and post -discharge to the same point. The drainage area is based on the existing ground and as follows: Tryon Village East Pre — 30.33 CFS The Runoff Coefficient was calculated for all three areas and is shown on each hydrograph. 12. The drainage areas were then determined for the post area. The post flow is as follows: Tryon Village East Post —103.1 CFS 13. Once post values had been determined, the values for the Covered Arena were routed through a detention system scenario within the Hydrology Studio software. The scenario was set up as an underground piping detention system using 6' diameter header, 12 rows of 6' diameter pipe at 1.50' length each at a slope of 0.25% with a 24" orifice on the outlet side. The resulting outlet flows for Tryon Village East is 20.15 CFS. This is below the pre -peak flow rate. Basin Model Project Name: Hydrology studio v 2.0.0.47 08-04-2017 VYape Wasl pa Ydapa Wesf poll 7 Salamamw Satamaatla Pos, � , � Sahrmantler Ppst Stade soum pre f Slade Num pre S,s6le east pre Stade Nam post f � !Ilaharouea Nam aLL Sta6M So.h Pest 3 SWak East Post Mage East Pm YalaQe East Pnsl 7 VRapa Eas, Wfid Hydrograph 25 -yr Summary Project Name: Hydrology Studio v 2.£3_U.47 08-04-2017 Hyd. Hydrograph Hydrograph Peak Time to Hydrograph inflow Maximum Maximum No. Type Name Flow Peak Volume Hyd(s) Elevation Storage (cos) (Mrs) (cult) (ft) (tuft) 1 Rational Village West pre 45.50 0.08 13,649 ---- 2 Rational Salamander .... 36.(36 0.08 10,818 3 Rational Village ~Nest post 55.90 0.08 16,769 4 Rational Salamander Post 64.28: 0.08 19,283 5 Rational Stable south pre 20.42 0.08 6,007 6 'Rationai Stable North pre 3.837' R.RB 1;151. 7 Rational Stable east pre 6.357 0,08 1:907 ---- 8 .. Rational Stable North post 31.87: 0.08 9,562 9 Rational Stable South Post 2.888 0.08 866 — 10 Rational Stable East Post 6.634 0.08 1,990 11 Pond Route Stablhouse North det 4.510 0.17 9,553 8 909.92 8,004 12 Pond Route Salamander Post 35.54 0.17 16,586 4 909.93 8,028 .:: 13 Pond Route Village West Det 15.47 0.17 16,760 3 104.06 11,139 14 Rational Village l=ast Pm 30.33.0.08 9,098 -- 15 Rational Village East Post 103.1 0.08 30,935 --- 16 Pond Route. ` Village East Detenti 2016 0.17 30,921 15 103.04 23,615 Hydrograph Report Hydrology Studio v 2.0.0.47 Village West pre Project Name: 08-04-2017 Hyd. No. 1 Hydrograph Type = Rational Peak Flaw = 45.50 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 5 min Runoff Volume = 13,649 cuft Drainage Area = 15.19 ac Runoff Coeff. = 0.35* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Tryon1.idf Intensity = 8.5576 inthr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 111 Composite C Worksheet AREA(ac) C DESCRIPTION 3.07 0.95 ASPHALT 0.02 0.90 BUILDING ROOF 12.1 0.20 GRASS 15.19 0.35 Weighted Average 5z 50 48 46 44 42 40 38 36 34 32 30 .� 28 26 Cr 24 22 20 18 16 14 12 10 8 6 4 2 0 0 QP = 45.50 cfs 1 2 3 4 5 6 7 8 9 10 Time (min) Hydrograph Report Hydrology Studio v 2.0.0.47 Salamander Project Name: 08-04-2017 Hyd. No. 2 Hydrograph Type = Rational Peak Flow = 36.06 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 5 min Runoff Volume = 10,818 cuft Drainage Area = 18.32 ac Runoff Coeff. = 0.23* Tc Method = User Time of Conc. (Tc) = 5.0 min OF Curve = Tryonl.idf Intensity = 8.5576 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 111 Composite C Worksheet AREA(ac) C DESCRIPTION 0.69 0.95 Asphalt 17.63 0.20 Grass 18.32 0.23 Weighted Average U ct QP = 36.06 cfs 0 1 2 3 4 5 6 7 8 9 10 Time (min) Hydrograph Report Hydrology Studio v 2,0.0.47 Village West post Project Name: 08-04-2017 Hyd. No. 3 Hydrograph Type = Rational Peak Flow = 55.90 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 5 min Runoff Volume = 16,769 cuft Drainage Area = 15.19 ac Runoff Coeff. = 0.43` Tc Method = User Time of Conc, (Tc) = 5.0 min IDF Curve = Tryonl.idf Intensity = 8.5576 in/hr Freq. Corr. Factor = 1.00 AsclRec Limb Factors = 111 Composite C Worksheet AREA (ac) C DESCRIPTION 3.59 0.95 ASPHALT 0.81 0.95 CONCRETE 0.37 0.90 BUILDING ROOF 10.42 0.20 GRASS 15.19 0.43 Weighted Average 60 55 50 45 40 35 CY 30 25 20 15 10 5 0 0 QP = 55.90 cfs 1 2 3 4 5 6 7 8 9 10 Time (min) Hydrograph Report Hydrology Studio v 2.0.0.47 Salamander Post Project Name: 08-04-2017 Hyd. No. 4 Hydrograph Type = Rational Peak Flow = 64.28 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 5 min Runoff Volume = 19,283 tuft Drainage Area = 18.32 ac Runoff Coeff. = 0.41 * Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Tryonl.idf Intensity = 8.5576 in/hr Freq. Corr. Factor = 1.00 ASC/Rec Limb Factors = 1/1 Composite C Worksheet AREA(ac) G DESCRIPTION 4.46 0.95 Asphalt DZ9 0.90 Building Roof 13.17 0.20 Grass W32 0.41 Weighted Average 70 65 60 55 50 45 40 V a 35 30 25 20 15 10 5 0 0 QP = 64.28 cfs 1 2 3 4 5 6 7 8 9 1D Time (min) Hydrograph Report Hydrology Studio v 2.0.0.47 Stable south pre Project Name: 08-04-2017 Hyd. No. 5 Hydrograph Type = Rational Peak Flow = 20.02 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 5 min Runoff Volume = 6,007 cult Drainage Area = 6.5 ac Runoff Coeff. = 0.36* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Tryon 1.idf Intensity = 8.5576 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 111 Composite C Worksheet AREA(ac) C DESCRIPTION[ 1.01 0.95 Asphalt 0.4 0.90 Building 5.09 0,20 Grass 6.5 0.36 Weighted Average 23 22 21 20 19 18 17 16 15 14 13 F12 0711 10 9 8 7 6 5 4 3 2 1 0 0 QP = 20.02 cfs 1 2 3 4 5 6 7 8 9 10 Time (ruin) Hydrograph Report Hydrology Studio v 2.0.0.47 Stable North pre Project Name: 08-04-2017 Hyd. No. 6 Hydrograph Type = Rational Peak Flow = 3.837 cfs Storm Frequency = 2.5 -yr Time to Peak = 0.08 hrs Time Interval = 5 min Runoff Volume = 1,151 cuft Drainage Area = 1.18 ac Runoff Coeff. = 0,38* Tc Method = User Time of Conc. (Tc) = 5,0 min OF Curve = Tryonl .idf Intensity = 8.5576 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 111 Composite C Worksheet AREA (ac) C DESCRIPTION 0.23 0.95 Asphalt 0.05 0.90 Building 0.9 0.20 Grass 1.18 0.38 Weighted Average 4 3 �2 1 QP = 3.84 cfs 1 Z 3 4 5 fi 7 S 9 10 Time (min) Hydrograph Report Hydrology Studio v 2.0.0.47 Stable east pre Project Name: OS -04-2017 Hyd. No. 7 Hydrograph Type = Rational Peak Flow = 6.357 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 5 min Runoff Volume = 1,907 cuft Drainage Area = 3.23 ac Runoff Coeff. = 0.23* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Tryon1.idf Intensity = 8,5576 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 111 Composite C Worksheet AREA (ac) C DESCRIPTION 0.13 0.95 ASPHALT 3.1 0.20 GRASS 3.23 0.23 Weighted Average 6 5 4 u C' 3 2 1 QP = 6.36 cfs W 1 2 3 4 5 6 7 $ 9 10 Time (min) Hydrograph Report Hydrology Studio v 2.0.0.47 Stable North post Project Name: 08-04-2017 Hyd. No. 8 Hydrograph Type = Rational Peak Flow = 31.87 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 5 min Runoff Volume = 9,562 cuff Drainage Area = 5.73 ac Runoff Coeff. = 0.65* Tc Method = User Time of Conc. (Tc) = 5.0 min OF Curve = Tryon 1.idf Intensity = 8.5576 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Composite C Worksheet AREA (ac} C DESCRIPTION 3.17 0.95 asphalt 0.69 0.90 Building 2.34 0.20 Grass 6.73 0.65 WeighledAverage cr QP = 31.87 cfs 0 1 2 3 4 5 6 7 $ 9 10 Time (min) Hydrograph Report Hydrology Studio v 2.0.0.47 Stable South Post ProjeCt Name: 08-04-2017 Hyd. No. 9 Hydrograph Type = Rational Peak Flow = 2.888 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 5 min Runoff Volume = 866 cuft Drainage Area = 0.45 ac Runoff Coeff. = 0.75* Tc Method = User Time of Conc. (Tc) = 5.0 min OF Curve = Tryonl.idf Intensity = 8.5576 in/hr Freq. Corr. Factor = 1.00 AsclRec Limb Factors = 111 Composite C Worksheet AREA(ac) C DESCRIPTION 0.33 0,95 Asphalt 0.12 0.20 Grass 0.45 0.75 Weighted Average v CY 3 7 c QP = 2.89 ds 0 1 2 3 4 5 6 7 8 9 10 Time (min) Hydrograph Report Hydrology Studio v 2.0.0.47 Stable East Post Project Name: 08-04-2017 Hyd. No. 10 Hydrograph Type = Rational Peak Flow = 6.634 cfs Storrs Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 5 min Runoff Volume = 1,990 cuft Drainage Area = 3.23 ac Runoff Coeff. = 0.24* Tc Method = User Time of Conc. (Tc) = 5.0 mint OF Curve = Tryonl.idf Intensity = 8.5576 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 111 composite C Worksheet AREA(ac) C DESCRIPTION 0.19 0.95 Asphalt 3.04 0.20 Grass 3.23 0.24 Weighted Average 7 2 s 4 V 3 4 1 QP = 6.63 cfs 1 2 3 4 5 6 T $ 9 10 Time (min) Hydrograph Report Hydrology Studio v 2.0.0.47 Stablhouse North det Project Name: 08-04-2017 Hyd. No. 11 Hydrograph Type = Pond Route Peak Flow = 4.510 cfs Storm Frequency = 25 -yr Time to Peak = 0.17 hrs Time Interval = 5 min Hydrograph Volume = 9,553 tuft Inflow Hydrograph = 8 - Stable North post Max. Elevation = 909.92 ft Pond Name = Stablhouse North detention Max. Storage = 8,004 cuff Pond Routing by Storage indication Method Center of mass detention time = 26 min 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 C' 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 0 QP = 4.51 cfs 1 2 3 4 S Time (hrs) — Req'd Stor — Stable North post — Stablhouse North det Pond Report Hydrology Studio v 2.0.0.47 Stablhouse North detention Project Name: 08-04-2017 Stage -Storage User Defined Contours Stage ! Storage Table Stage Elevation Contour Area Inco Storage Total Storage Description Input (ft) (ft) (sgft) (cuft) (cuft) Bottom Elevation, ft 908.00 0.00 908.00 3,583 0.000 0.000 Voids 100.00 1.00 909.00 4,168 3,876 3,676 Volume Calc Ave End Area 2.00 910.00 4,779 4,473 8,349 Stage -Storage 910 - _: __.. . 2 909.8 1.8 909.6 1.6 909.4-1.4 909.2 1.2 04 'a 909- UJ w 908.8 0.8 v 908,6-- - _ _ - 0.6 908.4 0.4 908.2 - 0.2 908 0 0 1000 2000 3000 4000 5000 6000 7000 8000 Total Storage (cuft) — Contours ----- Top of Pond Pond Report Hydrology Studio v 2.0.0.47 Stabihouse North detention Culvert / Orifices Rise, in Span, in No. Barrels Invert Elevation, ft Orifice Coefficient, Co Length, ft Barrel Slope, % N -Value, n Culvert 0.000 Riser* 1 12 12 1 908 .6 Orifices 2 Project Name: 08-04-2017 Stage -Discharge Perforated Riser 3 Perf. Rise, in Perf. Span, in No. Perforations Invert Elevation, ft Height, ft Orifice Coefficient, Co Weirs 1* 2 3 Ancillary Rectangular Rectangular Exfiltration, inlhr 909.5 910 Tailwater Elevation, ft 12 16 3.3 3.3 Stage -Discharge 2 3 4 5 Discharge (cfs) — Top of Pond—Orifice --Total Q L4 m rp Weirs Shape / Type Crest Elevation, ft Crest Length, ft Angle, deg Weir Coefficient, Cw Routes through Culvert. 910- 10909.8909.6909.4 909.8- 909.6- 909.4 909.2 909 w Uj 908.8- 08.8908.5908.4908.2908 908.6- 908-4- 908.2- 908 0 1 Culvert 0.000 Riser* 1 12 12 1 908 .6 Orifices 2 Project Name: 08-04-2017 Stage -Discharge Perforated Riser 3 Perf. Rise, in Perf. Span, in No. Perforations Invert Elevation, ft Height, ft Orifice Coefficient, Co Weirs 1* 2 3 Ancillary Rectangular Rectangular Exfiltration, inlhr 909.5 910 Tailwater Elevation, ft 12 16 3.3 3.3 Stage -Discharge 2 3 4 5 Discharge (cfs) — Top of Pond—Orifice --Total Q L4 m rp Iwo "1011M Hydrology Studio v 2.0.0.47 Project Name: 08-04-2017 Stage Elea Storage Culvert. Orifices, cfs Riser Weirs efs Pf Riser EA1. User. Total (ft) (f#j (cuft) (efs) (cfs) {cisy (cfs) 0.00 908.00 0.000 0.00 0.00 0.00 0.00 1.00 909.00 3,876 2.674: 0:00 0.00 2:674. 2.00 910.00 8,349 4.631 0.00 0.00 4.631 Suffix key: is w inlet confrof, cc = mHot control s = submergaci weir Pond Report Hydrology Studio v 2.0.0.47 5tabihouse North detention Project Name: 08-04-2017 Pond Drawdown Stage (ft) rn m ti in In V m N f rn m ti a Ln 'q: m rel o ai ai of M 0i ai Oi ai ai rn 00 Co CO Co 00 c0 00 00 00 00 CO O O O O 0 0 O O O O O 0 0 O CO O O 0 O 00 co m m m m W m m m m oo m m m m m m m 00 CO 00 r• l0 U �E C fu 0 m N O o a, m r I1 4 m N — al C,oo 1 11 In --t m N f I ai of of Qi ai Ci ai of of 0 00 ao 06 ao W m 00 eo c0 0 O O O O O O d O O O O O 0 O O O O O 0, 41 Ol Q1 al M M O5 d1 M a1 M Q1 M M a1 al M (4) ^ala w C H J U1 M LAA 1 i i I I I i I i I i i W_I i I I I F C- �� I i I t I L� c 0 C (D I a 0 _ I � I I I I i r• l0 U �E C fu 0 m N O o a, m r I1 4 m N — al C,oo 1 11 In --t m N f I ai of of Qi ai Ci ai of of 0 00 ao 06 ao W m 00 eo c0 0 O O O O O O d O O O O O 0 O O O O O 0, 41 Ol Q1 al M M O5 d1 M a1 M Q1 M M a1 al M (4) ^ala w C H J U1 M LAA Hydrograph Report Project Name: Hydrology Studio v 2.0.0.47 08-04-2017 Salamander Post Hyd. No. 12 Hydrograph Type = Pond Route Peak Flow = 35.54 cfs Storm Frequency = 25 -yr Time to Peak = 0.17 hrs Time Interval = 5 min Hydrograph Volume = 16,586 cult Inflow Hydrograph = 4 - Salamander Post Max. Elevation = 909.93 ft Pond Name = Salamander Detention Max. Storage = 8,028 cuff Pond Routing by Storage Indication Method Center of mass detention time = 3 min 70 65 60 55 50 45 40 u Cr 35 30 25 20 15 10 5 0 0 QP = 35.54 cfs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Time (min) Req'd Stor — Salamander Post — Salamander Post Pond Report Hydrology Studio v 2.0.0.47 Salamander Detention Project Name: OS -04-2017 Stage -Storage User Defined Contours Stage I Storage Table Stage Elevation Contour Area Incr. Storage Total Storage Description Input (ft) (ft) (Sgft) (Cult) (cuft) Bottom Elevation, ft 908.00 0.00 908.00 3,583 0.000 0.000 Voids 100.00 1.00 909.00 4,168 3,872 3,872 Volume Calc Conic 2.00 910.00 4,779 4,469 8,341 Stage -Storage 910- 2 309.8 1.8 909.6 1.6 909.4 1.4 909.2 1.2 Ln 09 909- a', 908.8- 908.8 - I 0.8 908.6 t - - - -- 0.6 908.4 — i 0.4 908.2 - - - I 0.2 908 0 0 1000 2000 3000 4000 5000 6000 7000 8000 Total Storage (cuft) — Contours ... - Top of Pond Pond Report Hydrology Studio v 2.0.0,47 Salamander Detention Culvert I Orifices Rise, in Span, in No. Barrels Invert Elevation, ft Orifice Coefficient, Co Length, ft Barrel Slope, % N -Value, n Weirs Shape / Type Crest Elevation, ft Crest Length, ft Angle, deg Weir Coefficient, Cw 'Routes through Culvert Culvert 0.000 Riser' 1r 12 12 1 100.01 .6 Orifices 2 Project Name: 08-04-2017 Stage -Discharge Perforated Riser 3 Perf. Rise, in Pert, Span, in No. Perforations Invert Elevation, ft Height, ft Orifice Coefficient, Co Weirs 1 2 3 Ancillary Rectangular Rectangular Exfiltration, inthr 909 910 Tailwater Elevation, ft 12 16 3.3 3.3 C��rra. rlionhnrr�n 910 2 909.8 1.8 909.b 16 909.4 - -- i ! _ i _l iT' 1.4 909.2— — ,- L1. -i to 908.8 i I ! - - E 0.8 i I 1 1 I i 908.6- i 0.6 908.4 � � I I - 0.4 908.2 I I I 0.2 90a0 0 1 2 3 4 5 6 7 8 4 10111213141516171819202122232425262728293031323334353637383940 Discharge (cfs) -'--- Top of Pond — Rectangular - Total Q Hydrology Studio v 2.0.0.47 Stage Kiev: Storage Culvert Orifices, cfs Rise (cuft) Exiii ' User - -. (Cf5)_ _. 3 (cfs) --.. WS) .� {Cfs}. 1 O.Qn Q.QQ Q.QO 908.nn 0.000 0.00 0.00 :0.00 1:00:. 909.00 3;872 39.60 OM 2.00 910.00 8,341 0.00 Suffix key: is = inlet central. cc = outtet control, s = submerged weir Proje(t Name: O8-04-2017 Weirs, cfs Pf.Riser Exiii ' User Total . -. 2 _. 3 (cfs) --.. WS) .� {Cfs}. (efs.) O.Qn Q.QQ 0.00 t7m :0.00 .000 39.60 0.00 39.60 Pond Report Hydrology Studio v 2.0.0.47 Salamander Detention Project Name: 08-04-2017 Pond Drawdown Stage (ft) 0? Cq E` ,q Iq m N a, 00 n In m N a M M M M of M a; M M M M 00 M Co ao M CO w 00 w O O O O CO O O O0 O O O O O O O CO O O O 00 0o m ao 00 0o T cn ao m 0o ao 00 0a co m T m 0o c0 co N M O I i I f i i I� CO r I i Q N O I I I I N 1=- 00 L CD ! �o •- I I h I O' a) +-- I O CD - — -- c>3 — 0 E; I - - i- - Co CO -- r Q I o i N •C CD N 4 01 CO ti lD Ln Cr fel Lr1 V M N CO M ru Ql ai rn rn am 6 (Ti 6 Cil 6 CD CO CO CO 00 CC) CO Co Co c6 Q V7 O O O O O 4 O O O O O O O O O C? O CO rt (:4) nal3 Hydrograph Report Hydrology Studio v 2.0.0.47 Village West Det Project Name: 08-04-2017 Hyd. No. 13 Hydrograph Type = Pond Route Peak Flow = 15.47 cts Storm Frequency = 25 -yr Time to Peak = 0.17 hrs Time Interval = 5 min Hydrograph Volume = 16,760 cuft Inflow Hydrograph = 3 - Village West post Max. Elevation = 104.06 ft Pond Name = Bottomless Culvert Detention Max. Storage = 11,139 cuft Pond Routing by Storage Indication Method Center of mass detention time = iD min CY Qp=15.47 ds 0 10 20 30 40 50 60 Time (min) —Req'd Stor -- Village West post —Village West Det Pond Report Hydrology Studio v 2.0.0.47 Bottomless Culvert Detention Project Name: 08-04-2017 Stage -Storage Underground Chambers Description Input Stage 1 Storage Table Stage Elevation Contour Area Incr. Storage Total Storage (ft) (ft) (sgft) (cuft) (cuft) Invert Elev Down, ft 100.00 0.00 100.00 n/a 0.000 0.000 Chamber Rise, ft 4.00 0,21 100.21 n/a 82.8 82.8 Chamber Shape Circular 0.43 100.43 n/a 309 392 0.64 100.64 n/a 454 846 Chamber Span, ft 4.00 0.85 100.85 n/a 546 1,392 Barrel Length, ft 100.00 1.06 101.06 n1a 613 2,006 1.28 101.28 n/a 665 2,670 No. Barrels 8 1.49 101.49 Na 703 3,373 Barrel Slope, % 0.25 1.70 101.70 n1a 731 4,104 1.91 101.91 n1a 747 4,851 Headers, y/n Yes 2,13 102.13 n1a 756 5,607 Stone Encasement, yln No 2.34 102.34 n/a 757 6,364 2.55 102.55 n1a 746 7,110 Encasement Bottom Elevation, ft 0.00 2.76 102.76 n/a 731 7,641 Encasement Width per Chamber, ft 0.00 2.98 102.98 nla 703 8,544 3.19 103.19 n/a 664 9,208 Encasement Depth, ft 0.00 3.40 103.40 n/a 614 9,822 Encasement Voids, % 40.00 3.61 103.61 n/a 545 10,367 3.83 103.83 n/a 454 10,821 4.04 104.04 n/a 308 11,129 4.25 104.25 n/a 82.5 11,211 105 lffill 103 a� LU 102 Stage -Storage 1000 2000 5 4 3 ro 2v 1 0 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 Total Storage (cuft) --- UG Chambers Top of Pond Pond Report Project Name; Hydrology Studio v 2.0.0.47 08-04-2017 Bottomless Culvert Detention Stage -Discharge 104 103 m 102 w 101 3 2 1 1000 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Discharge (cfs) — Top of Pond — Orifice – Total Q Orifices Culvert ! Orifices Culvert Perforated Riser 1 2 3 Rise, in 18 Perf. Rise, in Span, in 18 Perf. Span, in No. Barrels i No. Perforations Invert Elevation, ft 100.01 Invert Elevation, ft Orifice Coefficient, Co .6 Height, ft Length, ft Orifice Coefficient, Co Barrel Slope, % N -Value, n 0.000 Weirs Weirs Riser* Ancillary 1 2 3 Shape /Type Exfiltration, in/hr Crest Elevation, ft Tailwater Elevation, ft Crest Length, ft Angle, deg Weir Coefficient, Cw 'Routes through Culvert. Stage -Discharge 104 103 m 102 w 101 3 2 1 1000 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Discharge (cfs) — Top of Pond — Orifice – Total Q Hydrology Studio v 2.0.0.47 Project Name: 08-04-2017 Stage Elev. Storage Culvert:: Orifices cfs - Riser Weirs, cfs Pi Riser Exiil: User Total i1 {cuff} (cfs) 3.40 103.40 {cis) 4 13.82 icisj ici) ' (cfs} (cfs .10,367 14.37 1 a 3 103.83 '10,821 s 3 14.89 4.04..: 0.00 100.00 0.000 0.00 4.25 104.25 11, 211 15.89 0.00 0.21 100.21. 82.8 > D,220 0:220 0.43 100.43 392 0.876 0.876 0.64 100.64 846 1.892. 0.85 100.85 1,392 3.180 3.180 1.06 ;.. 101.06 2,006 '14.631 4.631.:: 1.28 101-28 2,670 6.090 6.090 1.49 101.49 3,373 7.291 7:291 1.70 101.70 4,104 8.249 8.249 1.91 ': 101,91 .4,861 9.133 2.13 102.13 5,607 9.940 9.940 2.34 102:34 6,364 f 0.69 .10:69 2.55 102.55 7,110 11.38 11-38 2.76 102.78 7,841 1204 12.04 2.98 102.98 8,544 12.66 3.19 103:19 .9,208 13.26 3.40 103.40 9,822 13.82 3.61 103`611 .10,367 14.37 3.83 103.83 '10,821 14.89 4.04..: 104.0411,129 15,40 4.25 104.25 11, 211 15.89 Suffix key: is = inlet canbul, ac = autlef control, s = submerged weir 1 1 1 1 1 15.89 1 Pond Report Project Name: Hydrology Studio v 2.0.0.47 Bottomless Culvert Detention 08-04-2017 Pond Drawdown tf1 Stage (ft) M N p L!1 V M ry N E rn f— C L 2 CO Q E � i- C O o ❑` - 4- I_- CO a) IQ n o N > u' O d U U U o _N E O 4 O m o m N Q � E O C � O Li Q1 fO d O r O Q O O Q tj (11) ^a 13 I Hydrograph Report Hydrology Studio v 2.0.0.47 Village East Pre Project Name: 08-04-2017 Hyd. No. 14 Hydrograph Type = Rational Peak Flow = 30.33 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 5 min Runoff Volume = 9,098 cuft Drainage Area = 17.72 ac Runoff Coeff, = 0Z Tc Method = User Time of Conc. (Tc) = 5.0 min OF Curve = Tryonl.idf Intensity = 8.5576 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 111 Composite C Worksheet AREA (ac) C DESCRIPTION 17.72 020 Grass 17.72 9.20 WeighledAverage 34 32 30 28 26 24 22 20 18 u Cr 16 14 12 10 8 6 4 2 0 0 QP = 30.33 cfs 1 2 3 4 5 6 7 8 9 10 Time (min) Hydrograph Report Project Name: Hydroiogy Studio v 2.0.0.47 08-04-2017 Village East Post Hyd. No. 15 Hydrograph Type = Rational Peak Flow = 103.1 cfs Storm Frequency = 25 -yr Time to Peak = 0.08 hrs Time Interval = 5 min Runoff Volume = 30,935 cuff Drainage Area = 17.72 ac Runoff Coeff. = 0.68* Tc Method = User Time of Conc. (Tc) = 5.0 min IDF Curve = Tryonl.idf Intensity = 8.5576 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 111 Composite C Worksheet AREA(ac) C DESCRIPTION 7.54 0.98 Asphalt 3.51 0.96 Building 6.67 0.20 Grass 17.72 0.68 Weighted Average 110 100 90 80 70 u 60 cr 50 40 30 20 10 0 0 QP = 103.12 cfs 1 2 3 4 5 6 7 8 9 10 Time (min) Hydrograph Report Hydrology Studio v 2.0.0.47 Village East Detenti Project Name: 08-04-2017 Hyd. No. 16 Hydrograph Type = Pond Route Peak Flow = 20.16 cfs Storm Frequency = 25 -yr Time to Peak = 0.17 hrs Time Interval = 5 min Hydrograph Volume = 30,921 cuft Inflow Hydrograph = 15 - Village East Post Max. Elevation = 103.04 ft Pond Name = Village East Detention Max. Storage = 23,615 cult Pond Routing by Storage Indication Method Center of mass detention time = 16 min 0 i Cr QP = 20.16 cfs 0 10 20 30 40 50 60 70 80 90 Time (min) --Req'd Stor --- Village East Post — Village East Detenti Pond Report Project Name: Hydrology Studio v 2.0.0.47 08-04-2017 Village East Detention Stage -Storage Underground Chambers Stage Description Input Invert Elev Down, ft 100.00 Chamber Rise, ft 6.00 Chamber Shape Circular Chamber Span, ft 6.00 Barrel length, ft 150.00 No. Barrels 12 Barrel Slope, % 0.25 Headers, y/n Yes Stone Encasement, y/n No Encasement Bottom Elevation, ft 0.00 Encasement Width per Chamber, ft 0.00 Encasement Depth, ft 0.00 Encasement Voids, % 40.00 107 106 105 ,-,104 4~ v "' 103 102 101 100 0 Stage 1 Storage Table Stage Elevation Contour Area Incr. Storage Total Storage (ft) (ft) (sgft) (cuft) (cuft) 0.00 100.00 n1a 0.000 0.000 0.32 100.32 nta 420 420 0.64 100.64 n1a 1,566 1,986 0.96 100.96 n1a 2,303 4,289 1.28 101.28 n/a 2,770 7,058 1.59 101.59 n1a 3,110 10,168 1.91 101.91 n/a 3,369 13,538 2.23 102.23 n1a 3,563 17,101 2.55 102.55 n1a 3,705 20,807 2.87 102.87 n1a 3,788 24,595 3.19 103.19 n1a 3,833 28,428 3.51 103.51 nta 3,837 32,265 3.83 103.83 n1a 3,784 36,049 4.14 104.14 n1a 3,705 39,754 4.46 104.46 n1a 3,565 43,319 4.78 104.78 n1a 3,367 46,686 5.10 105.10 n1a 3,112 49,798 5.42 105.42 n1a 2,763 52,561 5.74 105.74 n1a 2,300 54,861 6.06 106.06 n1a 1,562 56,423 6.37 106.38 n1a 419 56,842 Stage -Storage 10000 20000 30000 40000 50000 Total Storage (cuft) - UG Chambers - ... Top of Pond 7 6 5 4 Ln M r� 3 2 1 0 Pond Report Project Name: Hydrology Studio v 2.0.0.47 08-04-2017 Village East Detention Stage -Discharge Orifices Culvert 1 Orifices Culvert Perforated Riser 1 2 3 Rise, in 24 Perf. Rise, in Span, in 24 Perf. Span, in No. Barrels 1 1 No. Perforations Invert Elevation, ft 100 100.01 Invert Elevation, ft Orifice Coefficient, Co .6 .6 Height, ft Length, ft Orifice Coefficient, Co Barrel Slope, % N -Value, n 0.000 Weirs Weirs Riser* Ancillary 1 2 3 Shape/Type Exfiltration, in/hr Crest Elevation, ft Tailwater Elevation, ft Crest Length, ft Angle, deg Weir Coefficient, Cw Routes through Culvert. Stage -Discharge 106 6 105 5 104 4 _ L4 v 7LO w 103 3 102 - 2 01 101- 100 100 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Discharge (cfs) —Top of Pond—Orifice _..- Total Q Pond Report Project Name: Hydrology Studio v 2.0.0.47 08-04-2017 Stage Elev, Storage Cwlvert.: Orifices cfs Riser 1Neirs, cfs pf illser E%ftt : :US Tata! (ft} {cwft} {Cf5}2 . . : Ids)1 2 (0s)WS) (Cfs) p5} 3 0.00 100.00 0.000 0.00 0.00 0.32100.32 _ 420 0.586 r. 0.64 100.64 1,986 2.275 2.275 o.96 100.96 4,289 4.849 4.849 1.28 101.28 7,058 8.024 8.024 101.59 10,168 11.43 ' 11.43 `. 1.91 101.91 13,538 14.49 14.49 2.23: 102:23 17;101 1611.. 16.71 2.55 102.55 20,807 18.77 18.77 2.87. 102.87 24.595 20.62 2(3:62': 3.19 163.19 28,428 22.32 22.32 3.51 103.51 32,26523.90: ' 23.90 ' 3183 103.83 36,049 25.38 25.38 4.14:'.: 104,14 39,754 26,77.; 26.77 4.46 104.46 43,319 28.10 28.10 4.78 104:78 46,686 :`.29.37 ` 29.37 5.10 105.10 49,798 30.59 30.59 5.42 105.42 52,561:.:31..76::.31.76 5.74 105.74 54,861 32.89 32.89 6.06 106:06 56,423 33.98: 6.37 106.38 56,842 35.03 35.03 Suffix key: fc = inlet control, cc = cullet control, s = submerged weir Pond Report Project Name: Hydrology Studio v 2.0.0.47 Village East Detention 08-04-2017 Pond Drawdown Stage (ft) to (D m F" C L N I � � C O o C a) 4- N T U) m W a) 0) CO (u E F-- _. C �1p L 7 W O 16 i1 l0u1 O d 6 Q O Q O O I (:4) ^al3 r Basin Model Project Name: Hydrology Studio v 2.0.0.47 08-04-2017 COVERED ARENA PRE COVERED ARENA POST -tee: COVERED ARENAROUIEO -1 - Hydrograph by Return Period Project Name: Hydrology Stuft v 2.0.0.47 VLS- -GV i Nyd. Hydrograph Hydrograph Peak Outflow (of s) No. Type Name 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr 1 Rational COVEREDARENAPRE 121.3 2 Rational COVERED ARENA POST 170.E 3 Pond Route COVERED ARENA ROUTED 66.57 -2- Hydrograph 25 -yr Summary ProjECtName; Hydraio9Y Studio v 2.0.0.47 08-04-2011 Hyd. Hydrograph Hydrograph Peak Time to Hydrograph Inflow Maximum [Maximum No Type Dame Flow Peak Volume Hyd(s) Elevation Storage (cfs) (hrs) (tuft) (ft) (tuft) 1 Rational COVEREDARENAPRE 121.3 0.07 29,102: --- 2 Rational COVERED ARENA POST 1703. 0,07- 3 Pond Route COVERED ARENA ROUTED 66.57 0.10 40,955 2 105.66 24,420 -3- Hydrograph Report Hydrology studio v 2,0.0.47 COVERED ARENA PRE Project Name: 08-04-2017 Hyd. No. 9 Hydrograph Type = Rational Peak Flow = 121.3 cfs Storm Frequency = 25 -yr Time to Peak = 0.07 hrs Time interval = 2 min Runoff Volume = 29,102 tuft Drainage Area = 24.6 ac Runoff Coeff. = 0.54` Tc Method = User Time of Cone. (Tc) = 4.0 min IDF Curve = TRYON.idf Intensity = 9.1281 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 111 Composite C Worksheet AREA (ac) C DESCRIPTION 9.9 0.90 14.7 0.30 24.6 0.54 Weighted Average 130 120 110 100 90 80 70 CY 60 50 40 30 20 10 QP = 121.26 cfs 1 2 3 4 5 6 7 8 Time (min) -4- Hydrograph Report Hydrology Studio v 2.0.0.47 COVERED ARENA POST Project Name: 08-04-2017 Hyd. No. 2 Hydrograph Type = Rational Peak Flow = 170.7 cfs Storm Frequency = 25 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 40,958 cuft Drainage Area = 24.6 ac Runoff Coeff. = 0.76* Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = TRYON.idf Intensity = 9.1281 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 111 Composite C Worksheet AREA fac) C DESCRIPTION 18.83 0.90 5.77 0.30 24.6 0.76 Weighted Average 190 180 170 160 150 140 130 120 110 4 100 Cr 90 80 70 60 50 40 30 20 10 0 0 QP = 170.66 cfs 1 2 3 4 5 6 7 8 Time (min) -5- Hydrograph Report Hydrology Studio v 2.0.0.47 COVERED ARENA ROUTED Project Name: 08-04-2017 Hyd. No. 3 Hydrograph Type = Pond Route Peak Flow = 66.57 cfs Storm Frequency = 25 -yr Time to Peak = 0.10 hrs Time Interval = 2 min Hydrograph Volume = 40,955 cuff Inflow Hydrograph = 2 - COVERED ARENA POST Max. Elevation = 105.66 ft Pond Name = COVERED ARENA DETENTION Max. Storage = 24,420 cult Pond Routing by Storage Indication Method Center of mass detention time = 5 min 190 180 170 160 150 140 130 120 1110 F100 Cr 90 80 70 60 50 40 30 20 10 0 0 Qp = 66.57 cfs 10 20 30 40 Time {min} —Req'd Stor—COVERED ARENA POST— COVERED ARENA ROUTED -6- Pond Report Hydrology Studio v 2.0.0.47 COVERED ARENA DETENTION Project Name: 08-04-2017 Stage -Storage Underground Chambers Description Input Stage / Storage Table Stage Elevation Contour Area Incr, Storage Total Storage (ft) (ft) (sgft) (cuft) (cuft) Invert Elev Down, ft 100.00 0.00 100.00 nla 0.000 0.000 Chamber Rise, ft 6.00 0.31 100.31 nla 264 264 Chamber Shape Circular 0.63 100.63 nla 803 1,067 0.94 100.94 nla 1,093 2,160 Chamber Span, ft 6.00 1.25 101.25 nla 1,291 3,451 Barrel Length, ft 100.00 1.56 101.56 nla 1,438 4,889 1.88 101.88 nla 1,555 6,444 No. Barrels 8 2.19 102.19 nla 1,634 8,078 Barrel Slope, % 0.25 2.50 902.50 n!a 1,697 9,774 2.81 102.89 nla 1,735 11,509 Headers, y1n Yes 3.93 103.13 nla 1,757 13,266 Stone Encasement, yln No 3.44 103.44 nla 1,757 15,023 3.75 103.75 nla 1,735 16,758 Encasement Bottom Elevation, ft 0.00 4.06 104.06 n/a 1,698 18,456 Encasement Width per Chamber, ft 0.00 4.38 104.38 nla 1,635 20,092 4.69 104.69 nla 1,552 21,643 Encasement Depth, ft 0.00 5.00 105.00 nla 1,437 23,080 Encasement Voids, % 40.00 5.31 105.31 nla 1,289 24,369 5.63 105.63 nla 1,092 25,461 5.94 105.94 nla 801 26,263 6.25 106.25 nla 263 26,526 1a7 106 105 104 m "' 103 102 101 100 0 Stage -Storage 2000 4000 6000 8000 10000 12000 14000 16000 18000 20000 22000 24000 26000 Total Storage (cuft) -- UG Chambers ---- Top of Pond -7- 7 6 5 4 h v La ro 3 2 1 Pond Report Project Name: Hydrology Studio v 2.0.0.47 08-04-2017 COVERED ARENA DETENTION Stage -Discharge Culvert 1 Orifices Rise, in Span, in No. Barrels Invert Elevation, ft Orifice Coefficient, Co Length, ft Barrel Slope, % N -Value, n Weirs Shape IType Crest Elevation, ft Crest Length, ft Angle, deg Weir Coefficient, Cw 'Routes through Cutveft Stage -Discharge 106 6 105 5 104 4 a LO a', 103 - LU 102 - 2 101- 100 01 100 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Discharge (cfs) —Top of Pond —Culvert -Total Q -8- Orifices Culvert Perforated Riser 1 2 3 36 Perf. Rise, in 36 Perf. Span, in 1 No. Perforations 100 Invert Elevation, ft .6 Height, ft 100 Orifice Coefficient, Co 1 0.013 Weirs Riser* Ancillary 1 2 3 Exfiltration, in/hr Tailwater Elevation, ft Stage -Discharge 106 6 105 5 104 4 a LO a', 103 - LU 102 - 2 101- 100 01 100 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Discharge (cfs) —Top of Pond —Culvert -Total Q -8- Hydrology Studio v 2.0.0.47 Project Name: 08-04-2017 Stage ; Efev Storage Culvert Cirifices Gfs . - Riser Weirs, efs Pf Riser 1=x61 User. Total (ft} (ft} :. (GiFf } (cis} 9 2 3 (Cts} . (cfs) (cfs) (cfs) (GfS) 3 0.00 100.00 0.000 0.00 0.00 0.31 100,31 264 0.746 is 0.746 0.63 100.63 1,067 2.878 is 2.878 0.94 100.94 2,160 6.236 is 6.236 1.25 101.25 3,451 10.63 is 10,63 1.56 101.56 4,889 15.85 is 35.85 1.88 101,88 6,444 21.67 iC 21,67 2.19 :: 102.19 8,078 27.83 is 27.83 ., 2.50 102.50 9,774 33,89 is 33.89 2.81 102:81 11,509 38:23 oc 38.23 3.13 103.13 13,266 40.39 oc 40.39 3.44 '. 103.44 15,023 45.65 oc 3.75 103.75 16,758 50.37 oc 50.37 4,06 104.06 18,456 54,48 tC. 54`48 4.38 104.38 20,092 57.70 is 57.70 104.69 21,643 6036 ie 60.76 5.00 105.00 23,080 63,67 is 63.67 5.31 105.35 24,369 66.45 is 66:45 5,63 105.63 25,461 69.12 is 69.12 5.94: 105:94 26,263 71.:69 is 78,69 6.25 106.25 26,526 74.17 is 74.17 Suffix key: is =inlet conlrol, oc = outlet control, s = submerged weir , 9 Pond Report Project Name: Hydrology Studio v 2.0.0.47 COVERED ARENA DETENTION 08-04-2017 Pond Drawdown -10- Stage (ft) r+ v3 Lp M N 7 O U1 I I i I N r I cri O L MCO0 I � S Z C m 4 Z W w Z C) W reQ O w w O i O (� ry W E o o a o r N o a o Y b 0 o a � �O iN (:}) ^ai3 -10- Design Storm Report Hydrology Studio v 2.0.0.47 Storm Distribution: OF Based - Synthetic Custom Storm filename: 08-04-2017 Stern, Duration Total Rainfall Volume (in) 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr V 25 -yr 50 -yr 100 -yr Time 6 hrs 0 2.89 0 3.96 4.70 5.73 6.53 7.32 (in) - 11 - Incremental Rainfall Distribution, 25 -yr Time Precip Time Precip Time Precip Time Precip Time Precip (hrs) (in) (hrs) (in) (hrs) (in) (hrs) (ln) (hrs) (in) 2.00 0.0230 2.37 0.0333 2.73 0.0672 3.10 0.1532 3.47 0.0440 2.03 0.0237 2.40 0.0348 2.77 0.0746 3.13 0.1240 3.50 0.0415 2.07 0.0243 2.43 0.0364 2.80 0.0841 3.17 0.1042 3.53 0.0393 2.10 0.0250 2.47 0.0383 2.83 0.0965 3.20 0.0896 3.57 0.0373 2.13 0.0258 2.50 0.0403 2.87 0.1132 3.23 0.0791 3.60 0.0356 2.17 0.0266 2.53 0.0427 2.90 0.1371 3.27 0.0707 3.63 0.0340 2.20 0.0275 2.57 0.0453 2.93 0.1735 3.30 0.0640 3.67 0.0326 2.23 0.0285 2.60 0.0484 2.97 0.2347 3.33 0.0585 3.70 0.0313 2.27 0.0295 2.63 0.0520 3.00 0.3548 3.37 0.0540 3.73 0.0301 2.30 0.0307 2.67 0.0561 3.03 0.2834 3.40 0.0501 3.77 0.0290 2.33 0.0319 2.70 0.0611 3.07 0.1997 3.43 0.0468 3.80 0.0280 6 6 5 5 4 4 c � �. �3 m 3 0 W 2 2 1 1 0 0 0 1 2 3 4 S 6 Time (hrs) - 11 - OF Report Hvdroloav Studio v 2.0.0.47 IN filename: TRYON.idf 08-04-2017 Equation Coefficients Intensity = B ! (Tc + D)"E (in/hr) Intensity Values (in/hr) (min) 1 -yr 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr B 0.0000 58.1215 0.0000 57.1446 58.8780 63.5498 67.7965 72.2003 1.00 D 0.0000 10.3000 0.0000 10.3000 10.3000 10.4000 10.5000 10.6000 9.99 E 0.0000 0.8106 0.0000 0.7542 0.7303 0.7097 0.6986 0.6898 7.48 minrmum fC = 5 minutes Tc Intensity Values (in/hr) (min) 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr Cf 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5 0 6-37 0 7.30 8.03 9.13 9.99 10.85 10 0 5.06 0 5.90 6.53 7.48 8.22 8.96 15 0 4.24 0 5.00 5.56 6.40 7.06 7.71 20 0 3.66 0 4.36 4.88 5.63 6.23 6.82 25 0 3.23 0 3.89 4.36 5.06 5.60 6.14 30 0 2.90 0 3.52 3.96 4.60 5.11 5.61 35 0 2.64 0 3.22 3.64 4.24 4.71 5.18 40 0 2.43 0 2.98 3.37 3.94 4.38 4.82 45 0 2.25 0 2.77 3.14 3.68 4.10 4.52 50 0 2.10 0 2.60 2.95 3.46 3.86 4.26 55 0 1.96 0 2.44 2.78 3.27 3.65 4.03 60 0 1.85 0 2.31 2.64 3.10 3.47 3.83 Cf = Correction Factor applied to Rarionat Method runoff coefficient. TRYON 11 - 1 00y 50yr - --- 9 - y 8 - - I i - 10yr I i � L- - 5yr 7 c I 1 2yr b - IA c 5- 4 4- 3- 3 2- 0 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) -12- Precipitation !...! re!! I Hydrology Studio v 2.0.0.47 Precipitation flenarne: TRYON25.pcp 08-04-2017 -13- >SCS Dimensionlsss Storms 1.20 1.50 0 1.86 2.18 2.64 3.01 3.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.82 2.28 0 2.85 3.31 3.94 4.43 4.94 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d > IDF-Based Synthetic Sto its 0 1.85 0 2.31 2.64 3.10 3.47 3,83 fl 2.24 0 2.90 3.36 4.01 4.51 5.01 0 2.48 0 3.27 3.82 4.60 5.20 5.79 ✓ 0 2.89 0 3.96 4.70 5.73 6.53 7.32 0 3.33 0 4.75 5.73 7.08 8.13 9.17 0 3.82 0 5.66 6.94 8.70 10.07 11.42 > 1st ouartile (Ota 8 hrs) 0.76 0.96 0 1.33 1,61 2.01 2.34 2.69 0.89 1.14 0 1.50 1.80 2.24 2.60 2.99 0.98 1.24 0 1.59 1.90 2.33 2.88 3.07 1.20 1.50 0 1.86 2,18 2.64 3.01 3.41 2nd Quartile (>13 to 12 hrs) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p > 3rd Quartile.(>120.24 his) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 :Custom Storm Distributions 0 0 0 0 0 0 0 0 0 0 0 0 0 p 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q -13- SALAMAI3ER RESORT WET DETENTION POND 7/31/2017 Entered Data Data Total dminagc area (sq.f1.) Impervious drainage (sq.R.) First Flush depth (in) Calculated Value 225,600 5 18 Ac. 157,252 3,61 Ac. 1 RUNOFF VOLUME -SIMPLE METHOD Rv = 0.05 + 0.9•I, Where: Rt= RunoffcoelFcient [storm runofr(in!storm rainfall (in)), unitless 1,= Impervious fraction [impervious portion ofdminage area (oc)/drainage area (ac), unidem R, . 0.68 V = 3630•Ro•R,•A Where: V = Minimum volume ofpond from Penn pool to temp pool (ft) RD = Design storm rainfall depth (in) A = Watershed area (ac) Min vol, of Temporary Pool (cuft) = 12734 Below Calculations Are For Pond with. Permanent Pool Elevation at Bottom of Vegetated Shelf Enter data from Table I orWet Pond MDC Percent ofDminage Areawith Impervious Cover 69.70% Pereent Imporvious Cover Bulow Actual From Table 60% Value For 4' Depth From Table for Above Percentage 1.77 Percent Impervious Cover Above Actual From Table 70% Value For4' Depth From Table for Above Percentage 2.09 Interpolated Value of SAIDA for Site 1.77 Required Surface Area of Main Pool (sf) 4000 Required Volume of Main Pool For 4' Avg. Depth (cO 16001 VOLUME DETERMINATIONS USING AVERAGE END AREA METHOD 0.51 0.43 Interim Total Storage vol above Elevation Area (SF) Volume (CF) Volume (CF) temp pool Bmtom Of Pond 901 6880 0.51 0.44 902 7658 7269 7269 903 8477 8068 15337 904 9336 8907 24243 905 10236 9786 34029 Bottom *(Shelf 906 11175 10706 44735 Permanent Pool 907 12662 11919 $6653 908 14239 13451 70104 909 15907 7537 77640 TemporaryPool 32905.5 910 17666 8393 86033 Table 1: Piedmont and Mountain SA/DA Table (Adapted from Driscoll, 1986) 10% 0.51 0.43 0.37 0.30 0.27 0.25 20% 0.84 0.69 0.61 0.51 0.44 0.40 30% 1.17 0.94 0.84 0.72 0.61 0.56 40% 1.51 1.24 1.09 0.91 0.78 0.71 50% 1.79 1.51 1.31 1.13 0.95 0.87 60% 2.D9 1.77 1.49 1.31 1.12 1.03 70% 2.51 2.09 1.80 1.56 1.34 1.17 80% 2.92 2.41 2.07 1.82 1.62 1.40 90% 3.25 2.64 2.31 2.04 1.84 1.59 100% 3.55 2.79 2.52 2.34 2.04 1.75 Failing Head Orifice Equation: t = 2A/(Ca2GA0.5)*(h1)A0.5 - (h2)A0.5 A = 12707 sf Pond Area (surface area at h2 + surface area at h1)/2 C = 0.6 Coefficient of Discharge a = 0.021817 sf Area of Orifice G = 32.2 ft/secA2 h1= 2 ft Starting surface of water measured from permanent pool level h2 = 0 ft Permanent pool level (usually 0.00) t = 241930.4 sec t = 67.20289 hours * The 2-5 day drawdown time (t) requirement is met. SA at hl = 14239 sf SA at h2 = 11175 sf A= 12707 sf Orifice dia = 2 in a= 0.021817 sf LU uy 3 LL N z LLJ DL t 3 ra � f 1 � E 1 4 C 1f3 Y N C t= t6 - tis fly Y 'a m f C O tri d N C t6 U ��» .Q W N HNl Oco ca tA,iul Q '_ A 0 •� ill (if C OF O N C O 00 .N fl'Y N p -0 T R 40 C O C m F=C O fu lU t 3 ra � f 1 � 1 'm i En ni -0 E ! C C cn n 0 co Z> a.N N ra V C -� 4 C 1f3 Y N C t= t6 - tis fly Y 'a m f C O tri d N C t6 U ��» .Q W N HNl Oco ca tA,iul Q '_ A 0 •� ill (if C OF O N C O 00 .N fl'Y N p -0 T R 40 C O C m F=C O fu lU c a cis c m n C d u 't}�m 'a- q cn d oda ate. c v Q Ca 2 v m o •� m su T g - m ta. — ED C C C Cn tD N C iR n 0 co Z> a.N N T n 0 co Z> a.N N 13� tr cc 4Z 0 El E le - 5i c I'lu w i�S 0 Qi 43 C am) ID E. CL 0 tr 21 .�2 0 0 2 > 41 CL n 21 ILE E =j V-� cf 12 z zIl >TOji co g jo cm ',r cl cc < C 3; El el o 13� tr cc 4Z 0 El E le - 5i c I'lu w i�S 0 Qi 43 C am) ID E. CL 0 tr 21 .�2 0 0 2 > 41 CL n 21 .1 ILE 12 z g cl cc < C 3; El el o 'Q' ca CL CL to" to .1 ILE cl El o 'Q' 16 o�77 -S _ml's E 1 :E Ei & cx Z wol o :EI E cn 13 .2 2 o di E o 3 O. v o 16 OE! 0, o i m m jjii W 43 o 22 EcL >m E 13 co -6 —1 El i i7� i > I >m I 21 w i > E < M �z Fu w M3 Operation & Maintenance Agreement Project Name: Project Location: Salamander Hotel Area Wet Detention Pond Design White Oak - Tryon, NC Cover Page Maintenance records shall be kept on the following BMP(s). This maintenance record shall 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 pollutant removal efficiency of the BMP(s). The BMP(s) on this project include (check all that apply & cc Bioretention Cell Quantity: Dry Detention Basin Quantity: Grassed Swale Quantity: Green Roof Quantity: Infiltration Basin Quantity: Infiltration Trench Quantity: Level SpreaderNFS Quantity: Permeable Pavement Quantity; Proprietary System Quantity: Rainwater Harvesting Quantity: Sand Filter Quantity: Stormwater Wetland Quantity: Wet Detention Basin Quantity: Disconnected Impervious Area Present: User Defined BMP Present: O&M tables will Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): Location(s): OPWO ro Nro Hotel I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for each BMP above, and attached O&M tables, I agree to notify NCDENR of any problems with the system or prior to any changes to the system or responsible party, * Responsible Party: Tryon Equestrian Properties, LLC Title & Organization& Owner (Jeff Brown, Project Manager) Street address: 4066 Pea Ridge Road City, state, zip: Mill Spring, NC 28766 Phone number(s): 828-980-4400 Email: rjbrown@tryon.com Signature: Date: -F-5- 11 a Notary Public for the State of t�O&TW CA4-Q".,,J4 Evr- F'V-'4P"'JPJ County of do hearby certify that J personally appeared before me this day of and acknowledge the due execution ofthe Operatio nance Agreement, Witness my hand and official seal, -tb-Ak-= NOTARY PUBLIC CLEVELAND COUh STATE OF NORTH CAP COMMISSION EXPIRES Seat NA My commission expires o-? — 12-- —k07 -A STORM -EZ 81312017 Version 1.4 O&M Manual Page 1 of 5 STORM -EZ 8/312017 Version IA 0&M Manua# page 2 of 5 Wet Detention Pond Maintenance Requirements The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if one is provided. 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: Potential problem: How I will remediate the problem: The entire BMP Trash/debris is present. Remove the trash/debris. The perimeter of the BMP Areas of bare soil and/or Regrade the soil if necessary to remove the gully, and then plant a erosive gullies have formed. ground cover and water until it is established. Provide lime and a one- time fertilizer application. Vegetation is too short or too Maintain vegetation at a height of approximately six inches. long. The inlet device The pipe is clogged. Unclog the pipe, Dispose of the sediment off-site. The pipe is cracked or Replace the pipe. otherwise damaged. Erosion is occurring in the Regrade the swale if necessary to smooth it over and provide erosion swale. control devices such as reinforced turf matting or riprap to avoid future problems with erosion. Stone verge is clogged or Remove sediment and replace with clean stone. covered in sediment (if applicable). The forebay Sediment has accumulated to Search for the source of the sediment and remedy the problem if a depth greater than the possible. Remove the sediment and dispose of it in a location where it original design depth for will not cause impacts to streams or the BMP, sediment storage. 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 practices show that pruning is needed to maintain optimal plant health. Plants are dead, diseased or Determine the source of the problem: soils, hydrology, disease, etc, dying. 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. STORM -EZ 8/3/2017 Version 1.4 O&M Manual Page 3 of 5 Wet Detention Pond !Maintenance Requirements (Continued) The main treatment area Sediment has accumulated to Search for the source of the sediment and remedy the problem if a depth greater than the possible. Remove the sediment and dispose of it in a location where it original design sediment will not cause impacts to streams or the BMP. storage depth. Algal growth covers over 50% Consult a professional to remove and control the algal growth, of the area. Cattails, phragmites or other Remove the plants by wiping them with pesticide (do not spray), invasive plants cover 50% of the basin surface. The embankment Shrubs have started to grow Remove shrubs immediately, on the embankment. Evidence of muskrat or Use traps to remove muskrats and consult a professional to remove beaver activity is present. beavers. A tree has started to grow on Consult a dam safety specialist to remove the tree. the embankment. ,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 department of Environment and Natural damage have occurred at the Resources Regional Office. outlet. 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. STORM -EZ 8/312097 Version 1.4 O&M Manual Page 4 of 5 Wet Detention Pond Design Summary STORM -EZ 81312017 Version 1.4 O&M Manual Page 5 of 5 WET POND ID FOREBAY L Salamander Permanent Pool El. 906 MAIN POND Permanent Pool El. 906 Temporary Pool EL 908 Temporary Pool Et: 908 Pretreatment other No Clean Out Depth: 5 Clean Out Depth: 5.75_ than forebay? Sediment Removal El: 901 Sediment Removal El: 900,25 Has Vag. Filter? No Bottom Elevation: 90015 Bottom Elevation: 901 STORM -EZ 81312017 Version 1.4 O&M Manual Page 5 of 5 Burdette, Jennifer a From: Skysja Adams <skysja@odomengineering.com> Sent: Friday, August 04, 2017 11:34 AM To: Burdette, Jennifer a Cc: David Odom Subject: FW: STORMWATER DETENTION Attachments: STORMWATER DETENTION FOR CLEMENT.pdf Jennifer, Here is a digital copy of the plans. I am shipping a hard copy out today of everything. 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