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SW8890306_Historical File_20120618
-MEMORY TRANSMISSION REPORT TIME :06-19-'12 13:18 FAX NO.1 :910-350-2018 NAME :DENR Wilmington FILE NO. 805 DATE 06.19 13:16 TO : 8 919103468637 DOCUMENT PAGES 9 START TIME : 06.19 13:16 END TIME : 06.19 13:18 PAGES SENT 9 STATUS OK *** SUCCESSFUL TX NOTICE *** >$tate e.i Ntsrlb Carolioa DsparYmeat of EaHroameat and Natural ztw ou 'M Wllmfa;toa YteQioaal Once BN'+rb' B'as.� G7overaor FAX COK�'E� S ST Dsv 2°U�m. Secretary No_ Ps�es (mcol_ oappr); Fro1a; .Lo Csamer Co:� Giy ��Ss oc�. ��i9�j/ �a✓`.s�� GGC Phone; C9 * O] 796-73395 G-®may �•�- �� :� 127 Cardinal priv 13xtenr1on. Wilmfr nj NC 28405 - (910) -198-7215 • An 1 ep 41 8mploya State of North Carolina Department of Environment and Natural Resources Wilmington Regional Office Beverly Eam Perdue, Governor FAX COVER SHEET Dee Freemou, Secretary Date: No. Pages (excl. cover): To: ������' L From: Jo Casmer co: �il� Gl«r�, G� Phone: (910) 796-7336 Fax: 7Fax: (910) 350-2004 iro42"l' 747 ---z 127 Cardinal Drive Extension, Wilmington, NC 28405 • (910) 796-7215 a An Equal Opportunity Affirmative Action Employer MEMORY TRANSMISSION REPORT TIME :06-19-'12 13:13 FAX NO.1 :910-350-2018 NAME :DENR Wilmington FILE NO. 803 DATE 06.19 13:10 TO : 9 919108972329 DOCUMENT PAGES 9 START.TIME 06.19 13:10 END TIME 06.19 13:13 PAGES SENT 9 STATUS OK *** SUCCESSFUL TX NOTICE *** $moo ef! PTofrtlo� cwfroLa: Deprrtmrat of BaWrerameat aid Nfttural ltee ur wum�astea XLwjgl )L omrr DEanoas .tPls� GSewrrarr BA.X G'�'(�'E� S�1ET Dace pi+ae/Roae. M—retery I?atr: G—/ �� moo/ 7 No_ Pages (excel. omrpr�: O Fax: l910) 950�2004 i-- J w 127 Cardiat 15rlva BxYaraafaa. V Wlnfiug[oq NC 2*,WS - (911n 796-7213 - Ace Equal Opporlun[�. Air ptive /latlen Employ State of North Carolina Department of Environment and Natural Resources Wilmington Regional Office Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary Date:'No. Pages (excl. cover): To. V- From: Jo Casmer Co. ECG S �� c . Phone: (910) 796-7336 Fax: �� - `�� 7 _ �� Z ` Fax: (910) 350-2004 Re: T« Al-ew i , z /✓70d:501'r, , l • , -/- ".v --'! l S S v e =;,/ 4-- O, e' 4, N/ 127 Cardinal Drive Extension, Wilmington, NC 28405 . (910) 796-7215 a An Equal Opportunity Affirmative Action Employer 61 O W. CUMBERu►ND Sr. DUNN, NC 28334 A VETERAN OWNro COMPDA NY 11 11 •sYe.Ms- .....,,. r ! To: 910.897.3257 � /�ih�� /��Wl� Date: Z Company: .�. � . � V 6 h a'�'Pr �v M. G AXIIl� to rA; A4- Project Nam: qt � �./ Ale J4 I I M� i nG (u �n Al. c . ?. �L j as �� p�►a�l� C9�o) 796 — 7.301 * We Transmit: I9n Accordance With Your Re clue t The Following: Mfrawings ❑ preliminary ❑ Test Results (moo fi � Other For Your: ffApproval ❑ Use ❑ Review 8e Comment ❑ Record Remarks: Transmitted By: �p�, __—__-- Copies IREC JUN 1 5 2012 9 7 0.897.32S7 CP.P•�c� WWW.ZCdSINC.COM 9 t O.�Si7.2339 t<Ax' i 1 C W. 0UM6ERL4i.No ST. CUNN, NC 28334 V O T E RAN 17 W N E O C O t i P A N Y -Engineering r t -Construction Staking r •Land Surveying •Subsurface Utility Locating y� y 6/112 N.C. Division of Water Quality 127 Cardinal Drive Ext. Wilmington, N.C. 28405 Reference: Request for Additional Information — Express Review Storm Water Project No. SW8 890306 Mod. Piney Green Shopping Center, Onslow County Attention: Linda Lewis Environmental Engineer III Ali Dear Linda, y As per your review comments date 6/11/12 we are submitting revised plans and other information to address each review comment as follows: 1) We have prepared a new wet pond supplement and a new associated checklist. We have addressed the items you requested on this new supplement form. 2) This item has been corrected on the new supplement form which is included with submittal. 3) We are submitting a revised sheet #3 of 6 of the storm water application form (SWU-101) and have corrected the stream classification and stream index information for Mott Creek. 4) We are providing a separate sheet (AITA survey of site) which has been color coded to indicate the drainage area of the existing BUA flowing to the pond as well as to show the additional BUA added to the pond from the offsite area (Glade Shoppes). We have also noted the areas and the C factors for each portion of the overall drainage area. We have shown the drainage area for the Glade Shoppes area on a separate sheet which is included with this submittal. 5) We have deleted the proposed sidewalk that was shown within the Glade Lane Right of Way. The original numbers for the additional BUA only included the BUA within the project area so the numbers on the application form as previously submitted are correct. 6) We have revised the ditch along Glade Lane to provide for a 3:1 slope on both sides of ditch. 7) We have revised the name of the pond layout detail to "As -built pond" and have furnished the survey date and surveyor's name on the detail. 8) We have shown the location of the originally approved vegetated filter on the "As -built pond" detail. JUN 15 ZO1Z 9 1 ❑.897.3257 OFFICE WWW.ECLSINC.CON1 9 FAX 1 L W. CL-IMBERLP."O S-r. OuNN, NC 28334 1 ! 1- — rJ C7 \V lV r I=> L: O n-1 P A N N, F E C L S .� -Engineering •Construction Slaking .1 •Land Surveying •Subsurface Utility Locating Note: The original application numbers are correct and sheet #3 of 6 has been revised and fZ:mished only for the purpose of correcting the Stream classification and stream index number of Mott Creek. The revised supplement did not change any numbers but simply shows more information as per your request in your review comments. This concludes the summary of our responses to your review comments. We are including two sets of revised project plans dated 6/ 13/12 which reflect all the changes as outlined in this summary. Sincerely, it— Te"i ohnny Glenn Tew, P.E. 91 O.B97.3257 OFFICE WWW.ECLSINC.COM 91 0.B97.2329 Fsax S'703 � � O i w a O j p = O N C O 'O R1 Uf a z a m n n Cz C m Mfl 2 a m' r < eJa J n a ° Wh1Na N0 ri = Y�i�� a min O EDto 1 C Z ti N O 0 O s 21 is M Ln b r r h � to M a© �a �ax b X SS-- SS SS SS SS SS e SS SS SS — -3 3 3 3 3 g 3 3 4� 3 �`--3 � �= 3 —.�._ 3 3 3 —J !gig dN `d �d c .� w�Z 610 W. CUM®ERLANQ 5T. DUNN, NC 28334 A VF—TERAN QWrgM0 COMPANY •4w.e.e.y ��"yy �speamy vmM ao•nMq 1 / 910.867.3257 To: ���d.� l�ewiS / �) yDate: S X Company: 1 ���V'Si a � �(%wACr `i'✓a iirto cation: a villa /q/, C. /x7 r 'AAf . y� �� �o Project Name• ���� SA a npe5 Wi Oil 164 te,K A C g* if � fa�iGhe (/�o) 7 9 6- 7.? 1 S • We Transmit: � erewith In Accordance With Your Request The Following: Ia-urawings ❑ Preliminary ❑ Test Results [LY Other . For Your: ® Approval ❑ Use ❑ Review & Comment ❑ Record Number of Sets of Copies Date Description —j C3r1 ihA ( -r ( I i v `7 oil i• �a ll a v2 cr f ter! c Re Ra ti cr vree Remarks: �_------�' L u�y =Y .a�rv�a�i •{zr� C.�s��v�iG`1 'Fr a��c,, :� in JA a,-. a� Transmitted By: /�/�J Copes To: I�FC�IVED JUN 0 7 ZU1Z 9 7 0.$97.3267 WWW-ECLSINC.CoM 910.897.2329 FAX' Piney Green Shopping Center/Glade Shoppes Storm Water Narrative & Calculations Johnny Glenn Tew P.E. ECLS, Inc. 610 West Cumberland Street Dunn, NC 28334 Phone (910) 897-3257 i � o JUN 0 7 201Z t5VM030fo Piney Green Shopping Center / Glade Shoppes The proposed modification to Piney Green Shopping Center existing wet pond is for the purpose of allowing the storm water from the Glade Shoppes project which is adjacent to the shopping center to flow into the existing pond as well as the existing watershed area which includes the existing K-Mart and Golden Corral parcels. While the Glade Shoppes were not a part of the original watershed area to the wet pond the stornl water from the Glade Shoppes can be gravity fed back to the pond by filling the Glade Shoppes site by approximately 2'. We have completed an as -built survey of the existing ponds which we have used to justify that the pond is sufficient in size to accommodate the proposed new Glade Shoppes project storm water into the pond. The Piney Green Shopping Center was most recently modified on March 2, 2004 and the rules that were in effect then are the rules that the current modification is being conducted under with the exception of the Glade Shoppes parcel will be accounted for under the current storm water rules as it relates to temporary storage volume required (1 % design depth) and required surface area required at permanent pool elevation. The design calculations for the proposed permit modification are as follows: First we determine the required surface area at permanent pool elevation by considering the entire watershed which includes the existing permit area plus the addition of the Glade Shoppes project. Note that the existing pond has a permanent pool elevation of 31.59 (as shown on the as -built survey). We then use the difference between the new permanent pool elevation of 32.00 and the pond bottom elevation of 25.00 (as shown on as -built survey) which results in a pond depth of 7'. We then enter table 10-2 to determine the required SA/DA factor as is shown in the following calculations. We are using the previously approved drainage area for K-Mart & Golden Corral (8.66 AC at 100% Impervious) and we have determined the gross drainage area and impervious area for the proposed addition of Glade Shoppes as shown below. Permit Modification Calculations Assumes the following: (1) K-Mart AREA 8.66 AC Gross AREA - 0 AC Grass -Pervious AREA 8.66 (AC Net Impervious AREA) (2) Glade Shoppes 0.72 AC Gross AREA -0.14 AC Grass -Pervious AREA 0.58 (AC Net Impervious AREA) (New Watershed) (1) + ( 2) 8.66 + 0.72 = 9.38 AC Gross AREA 0 + 0.14 = -0.14 AC Grass -Pervious AREA 9.24 AC Net Impervious AREA (New Watershed (1) + (2)) Percent Impervious 9.24 AC / 9.38 AC = 98.51% Impervious 1 .RECEIVED JUN 0 7 Z01Z Required Surface AREA (using 7.0' depth (32.0 — 25.00) & using 85% TSS chart 10-2) *Note: New Permanent Pool Elev = 32.0' (currently 31.59') 90",4> Imp. Factor = 2.8 100"/01mp. Factor =3.2 SA factor for 98.51 % Impervious = (0.851)(0.4) + 2.8 = 3.14/100 = 0.0314 Surface AREA Required = 9.38 AC (0.0314) = 12,831.45 SF Surface AREA Provided = 13,340 SF 3 OK Next we determine the required temporary pool elevation as follows: l) Using the simple method and assuming the required storage depth for existing permit area is 1" we find the temporary storage depth as follows: 8.66 Impervious area = 100%Impervious la 8.66 Total Watershed AREA Rv = 0.05 + 0.9(la) R,, =0.05+0.9(1.0)=0.95 V 3630(R„)(R�)(AAc) V = 3630(I)(0.95)(8.66) V = 29,864.01 ft3 where Ia = 1.0 where Rp = 1" Rv = 0.95 AAc = 8.66 2) Also using simple method and assuming the required storage depth of 1 ''/2" we find the required temporary storage depth for Glade Shoppes to be as follows: 0.58 Impervious area _ 0.72 Total Watershed AREA — 81%Impervious = la Rv = 0.05 + 0.9(Ia) where Ia = 0.81 Rv = 0.05 + 0.9(0.81) = 0.779 V = 3630(Rn)(Rv)(AAc) where Rp = 1 ''/z" V = 3630(1.5)(0.772)(0.72) Rv = 0.779 V = 3,053.99 ft3 AAC = 0.72 Total required temporary storage volume for original permit watershed area plus the addition of Glade Shoppes area is as follows: Volume 1) 29,864.01 ft3 Volume 2) + 3,053.99 ft3 Total Volume Req. 32,918.00 ft3 RECEIVED 2 JUN 0 7 Z01Z BY: Total Temporary Volume provided (between elevations 32.00 and 34.50): j(17,947 SF + 13,340 SF) T C _ �l� rt3 _r 2 -- X �.5 = 15,643.Hu SIB v 2-5 = J9,108.i 5 i —� U L Drawdown Time Calculations Average Driving head = 23 = 0.83' Drawdown Volume (temporary pool) = 39,108.75 ft3 Drawdown rate = 0.6A 2gh where A = 0.034 ft', h = 0.83' Q = 0.6(0.034 ft2)(7.31) = 0.149 ft3/sec 39,108.75 ft3 262,474.83sec 4,374.58minutes 72.91 hours Drawdown time = 3 = _ _ = 3.04 days ftt 0.149 60 sec/minute 60 minutes/hour 24 hours/day sec 3.04 days is between 2 to 5 day 4 OK Next we have used these areas and proposed new permanent pool elevation of 32.00 to route the 1 year, 10 year, and 100 year storms through the pond. A summary of the routing results is as follows (uses permanent pool elevation = 32.00): Storm Event Peak Flow (Before Routing) Peak Flow (After Routing) Peak Elevation 1 year 39.47 cfs 12.40 34.07' 10 year 76.01 cfs 35.25 35.47' 100 year 131.75 cfs 92.18 36.91 Note: See attached Routing information to this narrative Note: 1 year Post development peak flow (12.40 cfs) was found to be less than predevelopment 1 year peak flow of 12.87 cfs which was calculated as follows: Qi=cIA Qi = (0.35)(3.92 in/hr)(9.38 AC) = 12.87 cfs Note: We have also attached NOAA charts which were used to determine rainfall depths and intensities for the Jacksonville area and for the design storm events. RECEIVED JUN 0 7 2012 NCDENk Stormwater BMP Manual Chapter Revised 06-16-09 AM._p.i --Surface area at permanent pool level, including forebay (ft2) Abed =Surface area at the bottom of the pond (ft2) (excludes the sediment cleanout deptM) Depth = Distance between the bottom of the shelf and the pond bottom (ft) (excludes the sediment cleanout depth) Example: ■ Surface area at permanent pool: 10,000 ft2 including forebay ■ Surface area at bottom of shelf: 8,000 f1J2, including forebay ■ Surface area at bottom of pond: 2,000 ft2 ■ Depth: 4.5 ft Average Depth, d , =.25 x (1 + (8000/10,000)) + ((8000 + 2000)/2) x 4.5) / 8000 = 3.26 ft Therefore use 3.0 to enter the SA/DA table. (To avoid multiple interpolations, please round the average depth down to the nearest 0.5.) Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS Pollutant Removal Efficien in the Mountain and Piedmont Regions, Adapted from Driscoll,1986 Percent Permanent Pool Average Depth (ft) Impervious Cover 3.0. 4.0 -5.0 6.0 7.0 8.0 9.0 10% 0.59 0.49 0.43 0.35 0.31 0.29 0,26 20% 0.97 0.79 0.70 0.59 0.51 0.46 0.44 30% 1.34 1.08 0.97 0.83 0.70 0.64 0.62 40% 1.73 1.43 1.25 1.05 0.90 0.82 0.77 50% 2.06 1.73 1.50 1.30 1.09 1.00 0.92 60% 2.40 2.03 1.71 1.51 1.29 1.18 1.10 70% 2.88 2.40 2.07 1.79 1.54 1.35 1.26 80% 3.36 2.78 2.38 2.10 1.86 1.60 1.42 90% 3.74 3.10 2.66 2.34 2.11 1.83 1.67 Table 10-2 Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS Pollutant Removal Efficiency in the Coastal Re 'on, Adapted from Driscoll,1986 Percent Permanent Pool Average Depth (ft) Impervious Cover 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5' 10% 0.9 0.8 0.7 0.6 0.5 0 0 0 0 0 20% 1.7 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 30% 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 0.9 40% 3A 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0 50% 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3 60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6 70% 6.0 5.2 4.5 4.1 3.7 3.3 2.9 2.5 2.1 1.8 80% 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2 2.0 90% 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 2.3 100% 8.2 7.4 6.8 6.2 5.6 5.0 4A 3.8 3.2 2.6 I� l Wet,Debention Basin 10-14 2007 _ DECEIVED JUN 0 7 201Z 2S Glade Lane Shops Subcat Reach on 1S Ext. K-M Link (new Pond) EIVED JUN 0 7 2012 BY: :tv Piney Green Shopping Center - Permit Modification Piney Green Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.720 81 Glade Lane Shops 8.660 100 Ext. K-mart (1S) 9.380 TOTAL AREA (2S) RECEWED JUN 0 7 ZO1Z By:. 9 Piney Green Shopping Center - Permit Modification Piney Green Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area (acres) Soil Goup Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 9.380 Other 1 S, 2S 9.380 TOTAL AREA DECEIVED JUN 0 7 Z01Z 0 Piney Green Shopping Center - Permit Modification Piney Green Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 4 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Number (feet) (feet) (feet) (ft/ft) (inches) (inches) 1 1 P 31.39 31.21 40.0 0.0045 0.025 24.0 0.0 vEC,EIVED JUN 0 7 Z012 BY.- 1 Piney Green Shopping Center - Permit Modification Piney Green Type 1124-hr 1 year Rainfall=3.46'; AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 1S: Ext. K-Mart Runoff Area=8.660 ac 100.00% Impervious Runoff Depth>3.08" Flow Length=1,280' Tc=8.8 min CN=100 Runoff=38.82 cfs 2.223 of Subcatchment 2S: Glade Lane Shops Runoff Area=0.720 ac 0.00% Impervious Runoff Depth>0.60" Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 Runoff=0.69 cfs 0.036 of Pond 1 P: (new Pond) Peak Elev=34.07' Storage=31,480 cf Inflow=39.47 cfs 2.259 of Outflow=12.40 cfs 2.252 of Total Runoff Area = 9.380 ac Runoff Volume = 2.259 of Average Runoff Depth = 2.89" 7.68% Pervious = 0.720 ac 92.32% Impervious = 8.660 ac JUN 0 7 2012 u Piney Green Shopping Center - Permit Modification Piney Green Type 11 24-hr 1 year Rainfall=3.46'; AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment IS: Ext. K-Mart Runoff = 38.82 cfs @ 11.99 hrs, Volume= 2.223 af, Depth> 3.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 year Rainfall=3.46", AMC=1 Area (ac) CN Description 8.660 100 Ext. K-mart 8.660 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 80 0.0050 0.84 Sheet Flow, sheet flow to cb Smooth surfaces n= 0.011 P2= 3.91" 7.2 1,200 0.0020 2.79 8.77 Pipe Channel, pipes in K-mart 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.015 Concrete sewer w/manholes & inlets 8.8 1,280 Total 42 40 38 36 34 32 30 28 26 w 24 0 20 " 18 16 14 12 10 8 6 4 2 0 5 Subcatchment 1S: Ext. K-Mart Hydrograph 38.82 cfs ❑ Runoff Type 11 24-hr 1 year Rainfall=3.46" AMC=1 Runoff Area=8.660 ac Runoff Volume=2.223 of Runoff Depth>3.08" Flow Length=1,280' Tc=8.8 min 6 7 8 9 10 11 12 13 14 15 Time (hours) 0/0 CN=100 16 17 18 19 20 RECEIVED JUN 0 7 ZOIZ BY: Piney Green Shopping Center - Permit Modification Piney Green Type/1 24-hr 1 year Rainfall=3.46'; AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2S: Glade Lane Shoos Runoff = 0.69 cfs @ 12.02 hrs, Volume= 0.036 af, Depth> 0.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 year Rainfall=3.46", AMC=1 Area (ac) CN Description 0.720 81 Glade Lane Shops 0.720 81 Weighted Average, AMC Adjusted CN = 64 0.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 160 0.0055 1.00 Sheet Flow, sheet flpw to cb Smooth surfaces n= 0.011 P2= 3.91" 6.1 750 0.0020 2.04 2.50 Pipe Channel, pipes in Shops site 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.015 Concrete sewer w/manholes & inlets 8.8 910 Total 0.75 0.7 0.65 0.6 0.55 0.5 0.45 N =' 0.4 3 0.35 w 0.3 0.25 0.2 r •� Subcatchment 2S: Glade Lane Shops Hydrograph 0.69 cfs ❑ Runoff Type II 24-hr 1 year Rainfall=3.46" AMC=1 Runoff Area=0.720 ac Runoff Volume=0.036 of Runoff Depth>0.60" Flow Length=910' Tc=8.8 m i n AMC Adjusted CN=64 8 9 10 11 12 13 14 15 16 Time (hours) 17 18 19 20 RECEIVED JUN 0 7 ZU14 BY: Piney Green Shopping Center - Permit Modification Piney Green Type I/ 24-hr 1 year Rainfall=3.46'; AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCADO 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 8 Summary for Pond 1 P: (new Fond) [82] Warning: Early inflow requires earlier time span Inflow Area = 9.380 ac, 92.32% Impervious, Inflow Depth > 2.89" for 1 year event Inflow = 39.47 cfs @ 11.99 hrs, Volume= 2.259 of Outflow = 12.40 cfs @ 12.25 hrs, Volume= 2.252 af, Atten= 69%, Lag= 15.3 min Primary = 12.40 cfs @ 12.25 hrs, Volume= 2.252 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 34.07' @ 12.16 hrs Surf.Area= 17,112 sf Storage= 31,480 cf Plug -Flow detention time= 29.2 min calculated for 2.243 of (99% of inflow) Center -of -Mass det. time= 27.3 min ( 757.5 - 730.2 ) Volume Invert Avail.Storage Storage Description #1 32.00' 90,409 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 32.00 13,340 0 0 33.00 15,127 14,234 14,234 34.00 16,985 16,056 30,290 35.00 18,905 17,945 48,235 36.00 20,909 19,907 68,142 37.00 23,626 22,268 90,409 Device Routing Invert Outlet Devices #1 Primary 31.39' 24.0" Round 24 inch barrel L= 40.0' CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 31.21' S= 0.0045'/' Cc= 0.900 n= 0.025 Corrugated metal #2 Primary 32.00' 2.5" Vert. Orifice/Grate C= 0.600 #3 Primary 34.44' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 36.50' 60.0' long x 15.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary Out low Max=12.41 cfs @ 12.25 hrs HW=34.00' TW=31.80' (Fixed TW Elev= 31.80') 1=24 inch barrel (Barrel Controls 12.18 cfs @ 3.90 fps) 2=Orifice/Grate (Orifice Controls 0.23 cfs @ 6.63 fps) 3=OrificelGrate ( Controls 0.00 cfs) 4=Broad -Crested Rectangular Weir ( Controls 0.00 cfs) .ECEIVED JUN 0 7 201z Piney Green Shopping Center - Permit Modification Piney Green Type // 24-hr 9 year Rainfall=3.46'; AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 9 Pond I P: (new Pond) Hydrograph 44 42 40 38 36 34 32 30 28 — 26 24 U 3 22 0 20 LL 18 16 14 12 10 8 6 4 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 1 P: (new Pond) Stage -Discharge 37 36 m 35 a c 0 A d w 34 33 32 0 Orifice/Grate Orifice/Grate Weir i _i Inflow ❑ Primary ❑ Primary 10 20 30 40 50 60 70 80 90 100 Discharge (cfs) RECEIVED JUN 0 7 Z01Z 010 BY: Piney Green Shopping Center - Permit Modification Piney Green Type // 24-hr 1 year Rainfall=3.46'; AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCADO 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 10 Pond 1 P: (new Pond) Stage -Area -Storage 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 Surface ❑ Storage m 35 c 0 .a m 34 w 33 32 0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 Storage (cubic -feet) RECEIVED JUN 0 7'1012 BY: Piney Green Shopping Center - Permit Modification Piney Green Type // 24-hr 10 year Rainfall=6.51 ", AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCADO 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 11 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 1 S: Ext. K-Mart Runoff Area=8.660 ac 100.00% Impervious Runoff Depth>5.79" Flow Length=1,280' Tc=8.8 min CN=100 Runoff=73.03 cfs 4.182 of Subcatchment 2S: Glade Lane Shops Runoff Area=0.720 ac 0.00% Impervious Runoff Depth>2.40" Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 Runoff=3.00 cfs 0.144 of Pond 1 P: (new Pond) Peak Elev=35.47' Storage=57,588 cf Inflow=76.01 cfs 4.326 of Outflow=35.25 cfs 4.312 of Total Runoff Area = 9.380 ac Runoff Volume = 4.326 of Average Runoff Depth = 5.53" 7.68% Pervious = 0.720 ac 92.32% Impervious = 8.660 ac RECEIVED JUN 11 71012 BY: Piney Green Shopping Center - Permit Modification Piney Green Type 1124-hr 10 year Rainfall=6.51 ", AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCADO 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 1S: Ext. K-Mart Runoff = 73.03 cfs @ 11.99 hrs, Volume= 4.182 af, Depth> 5.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=6.51 ", AMC=1 Area (ac) CN Description 8.660 100 Ext. K-mart 8.660 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 80 0.0050 0.84 Sheet Flow, sheet flow to cb Smooth surfaces n= 0.011 P2= 3.91" 7.2 1,200 0.0020 2.79 8.77 Pipe Channel, pipes in K-mart 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.015 Concrete sewer w/manholes & inlets 8.8 1,280 Total Subcatchment 1 S: Ext. K-Mart Hydrograph 80 75 73.03 cfs 70 Type II 24-hr 10 year 65 Rainfal_I=6.51" 60 AMC=1 55 50 Runoff Area=8.660 ac 45 Runoff Volume=4.182 of 40 LL 35 Runoff Depth>5.79" 30 Flow Length=1,280' 25 Tc=8.8 min 20 15 CN=100 10 5 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff RECEIVED JUN 0 7 2012 BY: uDJ Piney Green Shopping Center - Permit Modification Piney Green Type 1124-hr 10 year Rainfall=6.51 ", AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 2S: Glade Lane Shops Runoff = 3.00 cfs @ 12.01 hrs, Volume= 0.144 af, Depth> 2.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=6.51 ", AMC=1 Area (ac) CN Description 0.720 81 Glade Lane Shops 0.720 81 Weighted Average, AMC Adjusted CN = 64 0.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 160 0.0055 1.00 Sheet Flow, sheet flpw to cb Smooth surfaces n= 0.011 P2= 3.91" 6.1 750 0.0020 2.04 2.50 Pipe Channel, pipes in Shops site 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.015 Concrete sewer w/manholes & inlets 8.8 910 Total 3 2 0k 5 Subcatchment 2S: Glade Lane Shops Hydrograph ❑ Runoff 3.00 cfs Type II 24-hr 10 year Rainfall=6.51" AMC=1 Runoff Area=0.720 ac Runoff Volume=0.144 of Runoff Depth>2.40" Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) RECEIVED JUN 0 7 2012 BY: V // Piney Green Shopping Center - Permit Modification Piney Green Type // 24-hr 10 year Rainfal1=6.51'; AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 14 Surnmary for Pond 1 P: (new Pond) [82] Warning: Early inflow requires earlier time span Inflow Area = 9.380 ac, 92.32% Impervious, Inflow Depth > 5.53" for 10 year event Inflow = 76.01 cfs @ 11.99 hrs, Volume= 4.326 of Outflow = 35.25 cfs @ 12.12 hrs, Volume= 4.312 af, Atten= 54%, Lag= 7.5 min Primary - 35.25 cfs @ 12.12 hrs, Volume= 4.312 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 35.47' @ 12.12 hrs Surf.Area= 19,847 sf Storage= 57,588 cf Plug -Flow detention time= 31.0 min calculated for 4.311 of (100% of inflow) Center -of -Mass det. time= 29.3 min ( 760.2 - 730.9 ) Volume Invert Avail.Storage Storage Description #1 32.00' 90,409 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 32.00 13,340 0 0 33.00 15,127 14,234 14,234 34.00 16,985 16,056 30,290 35.00 18,905 17,945 48,235 36.00 20,909 19,907 68,142 37.00 23,626 22,268 90,409 Device Routing Invert Outlet Devices #1 Primary 31.39' 24.0" Round 24 inch barrel L= 40.0' CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 31.21' S= 0.0045 7' Cc= 0.900 n= 0.025 Corrugated metal #2 Primary 32.00' 2.5" Vert. Orifice/Grate C= 0.600 #3 Primary 34.44' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 36.50' 60.0' long x 15.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=34.97 cfs @ 12.12 hrs HW=35.45' TW=31.80' (Fixed TW Elev= 31.80') 1=24 inch barrel (Barrel Controls 19.49 cfs @ 6.20 fps) 2=Orifice/Grate (Orifice Controls 0.30 cfs @ 8.80 fps) 3=Orifice/Grate (Orifice Controls 15.18 cfs @ 4.83 fps) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) CEIVED JUN 0 7 2012 ,BY: Piney Green Shopping Center - Permit Modification Piney Green Type 11 24-hr 10 year Rainfall=6.51 ", AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 15 Pond 1 P: (new Pond) Hydrograph 85 80 75 70 65 60 55 50 N 45 ii 40 LL 35 30 25 20 15 10 5 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 1 P: (new Pond) Stage -Discharge 37 36 m 35 m c 0 w 34 33 32 r 0 Orifice/Grate Orifice/Grate 10 20 30 40 50 60 70 80 Discharge (cfs) 69 Weir i' inflow ❑ Primary ❑ Primary 90 100 RECEIVED JUN 0 7 Z01Z ]3 Y: Piney Green Shopping Center - Permit Modification Piney Green Type // 24-hr 10 year Rainfall=6.51 ", AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 16 Pond 1 P: (new Pond) Stage -Area -Storage 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 F Surface ❑ Storage 36 35 c 0 �a 34 w 33 32 r 0 Custom Stage Data 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 Storage (cubic -feet) IRECEIVED JUN U 7 ZO12 �`Y: Piney Green Shopping Center - Permit Modification Piney Green Type 1124-hr 100 year Rainfall=11.10" AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 17 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 1S: Ext. K-Mart Runoff Area=8.660 ac 100.00% Impervious Runoff Depth>9.88" Flow Length=1,280' Tc=8.8 min CN=100 Runoff=124.52 cfs 7.130 of Subcatchment 2S: Glade Lane Shops Runoff Area=0.720 ac 0.00% Impervious Runoff Depth>5.90" Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 Runoff=7.25 cfs 0.354 of Pond 1 P: (new Pond) Peak Elev=36.91' Storage=88,512 cf Inflow=131.75 cfs 7.484 of Outflow=92.18 cfs 7.436 of Total Runoff Area = 9.380 ac Runoff Volume = 7.484 of Average Runoff Depth = 9.57" 7.68% Pervious = 0.720 ac 92.32% Impervious = 8.660 ac RECEIVED JUN 0 7 2131z BY: i Piney Green Shopping Center - Permit Modification Piney Green Type 1l 24-hr 100 year Rainfall= 11. 10", AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 1S: Ext. K-Mart Runoff = 124.52 cfs @ 11.99 hrs, Volume= 7.130 af, Depth> 9.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 year Rainfall=11.10", AMC=1 Area (ac) CN Description 8.660 100 Ext. K-mart 8.660 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 80 0.0050 0.84 Sheet Flow, sheet flow to cb Smooth surfaces n= 0.011 P2= 3.91" 7.2 1,200 0.0020 2.79 8.77 Pipe Channel, pipes in K-mart 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.015 Concrete sewer w/manholes & inlets 8.8 1,280 Total Subcatchment 1S: Ext. K-!Mart Hydrograph 130 124.52 cfs 120 Type II 24-hr 100 year 110 Rainfall=11.10" 100 AMC=1 90 Runoff Area=8.660 ac 8070 Runoff Volume=7.130 of LL 60 Runoff Depth>9.88" 50 Flow Length=1,280' 40 Tc=8.8 min 30 CN=100 20 10 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) W* .ECEIVED JUN 0 7 202 BY: L Piney Green Shopping Center - Permit Modification Piney Green Type 11 24-hr 100 year Rainfall= 11. 10", AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 2S: Glade Lane Shops Runoff = 7.25 cfs @ 12.00 hrs, Volume= 0.354 af, Depth> 5.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 year Rainfall=11.10", AMC=1 Area (ac) CN Description 0.720 81 Glade Lane Shops 0.720 81 Weighted Average, AMC Adjusted CN = 64 0.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 160 0.0055 1.00 Sheet Flow, sheet flpw to cb Smooth surfaces n= 0.011 P2= 3.91" 6.1 750 0.0020 2.04 2.50 Pipe Channel, pipes in Shops site 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.015 Concrete sewer w/manholes & inlets 8.8 910 Total Subcatchment 2S: Glade Lane Shops Hydrograph 8 7.25 cfs I ❑ Runoff Type II 24-hr 100 year Rainfall=11.10" 6 AMC=1 Runoff Area=0.720 ac Runoff Volume=0.354 of 4 Runoff Depth>5.961' U. Flow Length=910' Tc=8.8 m i n 2 AMC Adjusted CN=64 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) e . C'!.. JUN 0 7 ZGIZ Piney Green Shopping Center - Permit Modification Piney Green Type 1124-hr 100 year Rainfall=11.10'; AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions L LC Page 20 Summary for Pond 1 P: (new Pond) [82] Warning: Early inflow requires earlier time span Inflow Area = 9.380 ac, 92.32% Impervious, Inflow Depth > 9.57" for 100 year event Inflow = 131.75 cfs @ 11.99 hrs, Volume= 7.484 of Outflow = 92.18 cfs @ 12.08 hrs, Volume= 7.436 af, Atten= 30%, Lag= 5.2 min Primary = 92.18 cfs @ 12.08 hrs, Volume= 7.436 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 36.91' @ 12.08 hrs Surf.Area= 23,394 sf Storage= 88,512 cf Plug -Flow detention time= 30.7 min calculated for 7.433 of (99% of inflow) Center -of -Mass det. time= 27.4 min ( 758.4 - 731.0 ) Volume Invert Avail.Storage Storage Description #1 32.00' 90,409 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 32.00 13,340 0 0 33.00 15,127 14,234 14,234 34.00 16,985 16,056 30,290 35.00 18,905 17,945 48,235 36.00 20,909 19,907 68,142 37.00 23,626 22,268 90,409 Device Routinq Invert Outlet D #1 Primary 31.39' 24.0" Round 24 inch barrel L= 40.0' CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 31.21' S= 0.0045 T Cc= 0.900 n= 0.025 Corrugated metal #2 Primary 32.00' 2.5" Vert. Orifice/Grate C= 0.600 #3 Primary 34.44' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 36.50' 60.0' long x 15.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary Out low Max=88.88 cfs @ 12.08 hrs HW=36.89' TW=31.80' (Fixed TW Elev= 31.80') 1=24 inch barrel (Barrel Controls 25.00 cfs @ 7.96 fps) 2=Orifice/Grate (Orifice Controls 0.36 cfs @ 10.54 fps) 3=Orifice/Grate (Orifice Controls 23.69 cfs @ 7.54 fps) 4=Broad-Crested Rectangular Weir (Weir Controls 39.83 cfs @ 1.69 fps) RECEIVED JUN 0 7 2012 BY: Piney Green Shopping Center - Permit Modification Piney Green Type 11 24-hr 100 year Rainfall= 11. 10", AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 21 Pond 1 P: (new Pond) Hydrograph 140 130 120 110 100 90 N 6 80 e 70 LL 60 50 40 30 20 10 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 1 P: (new Pond) Stage -Discharge 37 36 v 35 m c 0 A m W 34 33 32 19 0 Orifice/Grate Orifice/Grate Broad -Crested Rectangular Weir ',.Inflow ❑ Primary ❑ Primary 10 20 30 40 50 60 70 80 90 100 Discharge (cfs) E l JUN 0 7 Z01Z Piney Green Shopping Center Permit Modification Piney Green Type 1124-hr 100 year Rainfall=11.10'; AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 22 Pond 1 P: (new Pond) Stage -Area -Storage 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 Surface ❑ Storage 37 36 35 c 0 R d 34 w 33 32 L 0 Custom Stage Data 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 Storage (cubic -feet) RECEIVED JUN 0 7 2012 BY: PFDS: Contiguous US Page 1 of 2 www.nws.noaa.gov '- +i ;,yV _7 aiy1J 11 :ly{,3 r.tAt ' .milt !Pfr(�_li!i.10�.a i-••-:��-.tF-'' `.r ,L ��'�.�1���1 ♦.�!1 . - - iX10-'.Iil?IJJ'rl,r.l!1•X'{}.'!)>�ie"�`dJtr.ls'�i'R.'" .. --- ..,. � �ir� . ul ___ iJ'..�a__ ••-- .-yii,'. :.. :. ., 411 t:UHAi Ga j I NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES DATA DESCRIPTION Data type: precipitation intensity Units: english Time series type: partial duration SELECT LOCATION 1. Manually: a) Enter location (decimal degrees, use "2'for S and W ): latitude: longitude: submit b) Selec: station: select station 2. Use map: Pnr: Lim '0,41 ,--na^ r'n n.c,•:..dF4} New Yco':�v oqr, o o ° I nl.ly:' Nai 0:, O .".fln10u P ::sburg-. ^�.��: o O oFa, pp<sn ° O oA, r,.:•.',no o L. ,., kl:,:: l In Ohio 1-al••:, r0o a)Select location o .: 1 _ . o P race p^ia By:cn O Do UTb:.s O o (move crosshair or double click) on•:a. o U 1, nr;ranrnwc J+ :nin;rl:m o b Click on station Icon o Inc: Lr.enxtnr Maryland Raw .er' rY -'+. a ...al'O1 ( show stations on map) . 1;•,.4a g Pa:k..:.anr{I o Cnb.n'ie z o 1'•::e• ° F.n:.villd o •� •. "nati O Del njarc fls West Wwh ngtcn ° ;ton Fun'inryl Gn 0 o Richmcnd _ •: ,r„ rn:„ „ nc, P:•.:^in,• ut ir,.. r..a 0 o n r. o .r O N+C^oxvi le mm°•n �ree-sbcrc Cky O a,.O s. Q ficl , Rae.l^ orn. .v lrn o vw is po carollna 'V. .,o o pris cl o O�:harkt:e• Fava.,e_Nle v:ts:ev hurl: L.r. r. Y:, ,: ° .". :.inin OPHe ° 1 0 . .• ur-•m 'ndr:=0"° o - LOCATION INFORMATION: ..o t:a:, m1ore a u th r r *• Name: Jacksonville, North Carolina, a.rmir,9ha +,.-a Cdralina r,.-I US* a':;nr:.' Latitude: 34.7271 .,, ::In Sao .rvnrt:rvilr • .o.:: ° Longitude:-77.4027 o t:n.•-1,-.wr Elevation: OR` rm I,p.,y;,,, G,•urgla eu 0 a a: Vo-; ° o ' -• `. Ii ItR, O .. • _ 1100 mi „ :.n :.!cksar�•: le •-�:,, r::-: ;�.,. ... ..., .. , -source: Google Maps http://hdse.nws POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, Volume 2, Version 3 PF tabular L Prinf Page - _ -. PDS-based precipitation frequency estimates with 90% confidence intervals in inches/hour)' Average recurrence interval(years) 1 2 5 10 25 50 100 200 500 1000 5-min IF (5. 586.38) (6. 297.51) (7: 908.66) (8: 9-9.74) (9. 1-1 .0) (101,12.0) (10.9- 3.0) (11.6-14.0) (12.6-15.3) (13.3 116.4) 4.70 5.54 6.41 7.20 8.09 8.83 9.53 10.2 11.7 11.9 10-min (4.35-5.10) (5.13-6.01) (5.92-6.94) (6.63-7.79) (7.42-8.74) (8.06-9.54) (8.66-10.3) (9.23-11.1) (9.94-12.1) (10.5-12.9) 15-min 3.92 (3.62-4.25) 4.64 (4.30-5.03) 5.41 (4.99-5.85) 6.07 (5.59-6.57) 6.84 (6.27-7.39) 7.45 (6.80-8.05) 8.03 (7.30-8.68) 8.80 (7.76-9.32) 9.33 (8.34-10.1) 9.93 (8.79-10.8) 30-min 2.69 (2.48-2.91) 3.21 (2.97-3.47) 3.84 (3.55-4.16) 4.40 (4.05-4.76) 5.07 (4.64-5.47) 5.81 (5.12-6.06) 6.15 (5.59-6.65) 6.70 (6.04-7.25) 7.42 (6.63-8.06) 8.04 (7.12-8.75) 60-min 1.67 (1.55-1.82) 2.01 (1.86-2.18) 2.46 (2.27-2.67) 2.86 (2.64-3.10) 3.37 (3.09-3.64) 3.80 (3.47-4.11) 4.24 (3.85-4.58) 4.70 (4.24-5.09) 5.33 1 (4.76-5.78) 5.87 (5.20-6.39) 2-hr 1.02 (0.935-1.71) 1.23 (1.13-1.34) 1.54 (1.42-1.68) 1.83 (1.68-2.00) 2.22 (2.02-2.41) 2.56 (2.32-2.78) 2.92 (2.63-3.17) 3.31 (2.96-3.59) 3.86 (3.42-4.20) 4.35 (3.81-4.75) 3-hr 0.730 (0.671-0.802) 0.884 (0.813-0.970) 1.11 1 (1.02-1.22) 1.33 1 (1.22-1.5) 1.63 (1.49-1.79) 1.91 (1.72-2.08) 2.20 (1.97-2.40) 2.52 (2.23-2.75) 2.99 (2.82-3.27) 3.41 (2.96-3.74) 0.445 0.539 0.681 0.816 COO 1.17 1.36 1.56 1.86 2.14 6-hr (0.407-0.492) (0.493-0.596) (0.621-0.753) (0.741-0.901) (0.906-1.11) (1.05-1.29) (1.21-1.49) (1.37-1.72) (1.62-2.05) (1.83-2.35) 0.261 0.316 0.401 0.483 0.599 0.704 0.820 0.950 1.14 1.32 12-hr (0.237-0.291) (0.286-0.352) (0.363-0.447) (0.435-0.538) (0.534-0.665) (0.624-0.780) (0.720-0.907) (0.825-1.05) (0.977-1.27) (1.11-1.46) 0.150 0.182 0.238 0.282 0.351 0.411 0.479 0.554 0.669 0.769 �A-ti. (0.137-0.166) 1 (0.167-0.201) 1 (0.216-0.260) 11 (0.257-0.310) 1 (0.317-0.385) (0.368-0.51) (. - 0.574-0-0.773�9� 0.649-0.854) 2Hiay 0.067 0.106 0.736 0.162 0.201 0.235 r 4 91T �i Y.,4lu■ 7 0.439 JUN Q 7 ZU.,3Z:.lAi ,noaa.gov/hdse/pfds/pfds_map_cont I?bkmrk=nc 4/3/2012 2 7 BY: PFDS: Contiguous US Pagel of 2 www.nws.noaa.gov J. 'j.':1--lGo !. NOAA ATLAS 144 POINT PRECIPITATION FREQUENCY ESTIMATES DATA DESCRIPTION i Data type: precipitation depth units: english Time series type: partial duration SELECT LOCATION 1. Manually: a) Enter location (decimal degrees, use"-" for Sand W): latitude: longitude: submit b) Select station: select station 2. Use map: ,1 Or.,.,,,-n:,'" r�rvnsvwania Kew Ycm4: o , p q o OF' n Inl.:yr �:: f:m:mo r9' aAer:n,:: F-- o 1'.,,:, In. t11111 Fn,':,nr: fl0 a) Select location .;:- ° P^race p`ia l ancnr:.. � o (move crosshalr or double click) ,. A„Iy ,• , t.,,,,,,1J.G0 O CC rlTb _ O Ft 0 °.' I q ° r.•,rcfp•,Inwe,r. ,. 0 - b) Click on station icon -.• -n•• .u•„ � ( show stations on map) , F rl- 0 0 n.:w. ,,,,,,1 o t:no.trn: a -0 r-7 Fncavire O .." 'nati O Orlawarc 0 Vir<if:iw rn,-rnk„rA0 F.n!1x, '1.'Au9 ° Richmcn0 ° ff::n• R,:n::\r. q hnr.:.a•I 0 Free^sbcra O N. oxv'i Is LAr. . - City O I O e.rknrr Ra edg^ O Rnr.,y 1. A.Ix.- o North 0 o Caroha„ 0 „f o Kam,:pul.o p-Is 0 OCharloae Faynso-:illn ,. �, F, •. 0 ORnca H,II , 0 h. G. nw . [;xaxa,n �' A,,:i >•m o .+e oO./:n: LOCATION INFORMATION: nd:a O South t:..ro:e Name: Jacksonville, North Carolina, 8 nningh9 r,,:,t CJM1111a p ,-t.1 'nr US• t•,': i', itl O n:a p 0 tnt t.. A'•fl"' � nrarr Latitude: 34.7632 . , o ,. ,,,•, •,IF• �'� •' . 0„0 Longitude:-77.5565 f tai,a- a 111:. irv,.e Elevation: 6611' k^n•tian Gnsrr.pa ..� � 0 .Ihnrr I' , ••1 o z10W0 RRm�i o I o'" a.>sccii e , : . 1 source: Google Maps POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90 %CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, Volume 2, Version 3 PF tabular _ http://hdse.nws PDS-based precipitation frequency estimates with 90% confidence intervals (in )nches)1 Average recurrence interval(years) Duration 1 ���������j 2 5 10 25 50 100 200 500 1000 5-min 0.483 (0.446-0.524) 0.569 (0.525-0.618) 0.659 (0.607-0.715) 0.739 (0.680-0.801) 0.834 (0,763-0.902) 0.909 (0.829-0.983) 0.983 (0.891-1.06) 1.06 (0.951-1.15) 1.15 (1.03-1.25) 1.23 1 (1.09-1.34) 10-min 0.771 (0.712-0.838) 0.910 (0.640-0.988) 1.06 (0.973-1.14) 7.18 (1.09-1.28) 1.33 (1.22-1.44) 1.45 (1.32-1.57) 1.58 (1.42-1.89) 1.68 (1.51-1.81) 7.82 (1.62-1.98) 1.94 (1.71-2.11) 15-min 0.963 (0.890-1.05) 1.14 (1.06-1.24) 1.34 (1.23-1.45) 1.50 (1.38-1.62) 1.69 (1.54-1.82) 1.83 (1.67-1.98) 1.98 (1.79-2.14) 2.11 (1.90-2.29) 2.29 (2.04-2.49) 2.44 (2.15-2.65) 30-min 1.32 (1.22-1.44) 1.58 (1.46-1.72) 1.90 (1.75-2.06) 2.17 (1.99-2.35) 2.50 (2.28-2.70) 2.76 (2.52-2.99) 3.03 (2.74-3.27) 3.29 (2.96-3.56) 3.65 (3.25-3.96) 3.94 (3.49-4.29) 60-min 1.65 (1.52-1.79) 1.98 (1.63-2.15) 2.43 (2.24-2.64) 2.82 (2.59-3.06) 3.32 (3.04-3.60) 3.74 (3.41-4.05) 4.17 (3.78-4.51) 4.62 (4.15-5.00) 5.23 (4.66-5.68) 5.76 (5.09-6.26) 2-hr 1.98 (1.82-2.17) 2.40 (2.21-2.63) 3.02 (2.77-3.31) 3.58 (3.27-3.91) 4.34 (3.94-4.73) 5.00 (4.52-5.45) 5.70 (5.12-6.21) 6.46 (5.76-7,04) 7.54 (6.66-8.23) 8.49 (7.43-9.29) 3-hr 2.14 (1.96-2.35) 2.59 (2.37-2.85) 3.27 (2.99-3.60) 3.90 (3.55-4.29) 4.79 (4.33-5.25) 5.58 (5.01-6.11) 8.43 (5.74-7.04) 7.37 (6.52-8.07) 8.75 (7.65-9.59) 9.99 (8.63-11.0) 6-hr 2.59 (2.37-2.87) 3.14 (2.86-3.48) 3.97 (3.61-4.40) 4.75 (4.31-5.26) 5.84 (5.27-6.45) 6.83 (6.11-7.53) 7.90 (7.01-8.69) 9.09 (7.98-10.0) 10.8 (9.39-11.9) 12.4 (10.6-13.7) 12-hr 3.05 (2.76-3.41) 3.70 1 (3.34-4.13) 4.70 (4.25-5.26) 5.65 (5.08-6.31) 7.01 (6.24-7.80) 8.24 (7.29-9.14) 9.59 (8.41-10.6) 11.1 (9.63-12.3) 13.4 (11.4-14.8) 15.4 (13.0-17.1) 24-hr 3.46 (3.17-3.83) 4.21 (3.85-4.68) 5.44 (4.97-6.00) 6.51 (5.92-7.17) 8.13 (7.33-8.94) 9.56 (B.52-10.5) 11.1 (9.84- 12.9 -14.3 15.7 13.4-17.4 18.1 15.2-20.1) 2-day 4.03 4.88 6.26 7.46 9.28 10.9 12 st. 1 7 i1. 0. N"J _ JUN 0 7 ZU1Z ,noaa.gov/hdsc/pfds/pfds_map_cont.h ?bkmrk=nc 4/3/2 12 S BY: � if 41 21" •ark C 1 r r % r `�"'E' ( % A dWA % .,�j�uesdals (C) ADM, �amp T*jeune Olp` 3ch U. Iftl q R Pack V' 0 Un Lon b 'I q Z-- i0el. % 7-t if AiA I It 4r L'. If N if A; Pill N34 -42� z:—. A A 7 a r A V 11 Y IF, 3-DTupoQuads Cop) right © 1999 DeLorme Yarmouth, ME 040% Source Data: USGS 1 50 ft Scale: I 24,000 Detail: 13-5 Datum: V IGS84 JUN 0 Pi BY. Lewis,L[nda From: Glenn Tew [glenn@eclsinc.com] Sent: Monday, June 18, 2012 9:24 AM To: Lewis, Linda Cc: 'Christopher W. Bailey' Subject: RE: Piney Green Shopping Center Linda Yes, I agree with the way you have distributed the BUA. It just depends on what you specify as on -site versus off -site and my definition was slightly different than yours. This still leaves the total DA of 408,593 sf which agrees with my numbers. Glenn Tew From: Lewis,Linda[mailto:linda.lewis(abncdenr.gov] Sent: Friday, June 15, 2012 2:58 PM To: Glenn Tew Cc: Christopher W. Bailey Subject: Piney Green Shopping Center Glenn - On the application, you have listed 403,365 as the onsite Drainage Area and 5,227 as the Offsite Drainage Area. The 1989 Drainage Area was the same as the 1989 built -upon area which was 377,230. So, your onsite DA would remain as 377,230 and your offsite DA (Glade Shoppes) would be 31,363, for a grand total DA of 408,593. I've changed the on -site and offsite DA numbers on the application. Please confirm. Linda Lewis NC Division of Water Quality 127 Cardinal Drive Ext. Wilmington, NC 28405 910-796-7215 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. (Page 1 of 5) BOPS 1698 PAOE 2 6 7 -O • THIS DOCUMENT PRESENTED TO THE ONSLOW COUNTY TAX OF !CE Prepared by Lanier & Fountain/fk DATE -0 l CLERK F STATE OF NORTH CAROI�Ydi� � "R ! I FX 1: 4 9 ` COUNTY OF ONSLOW DEED THIS DEEP, made and entered into this the 3� day of Marc , 2001, by and between THE FOURM MESHEKOFF FAMILY LIMITED PARTNERSHIP, a Delaware limited partnership, hereinafter referred to as "Grantor", and PINEY GREEN, I.I.C., whose address is P. 0. Box 400, Jacksonville, NC 28540, hereinafter referred to as "Grantee". The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors and assigns, and shall include singular, plural, feminine or neuter as required by context. WITNESSETH: That the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, its one-half undivided interest in and to all those certain lots or parcels of land situated in White Oak Township, Onslow County, North Carolina and more v particularly described as follows: See Exhibit A attached hereto and made a part hereof by reference. Together with all right, title and interest in and to the ingress and egress easement attached hereto as Exhibit B and made a part hereof by reference. TO HAVE AND TO HOLD the aforesaid lots or parcels of land and all privileges and appurtenances thereto belonging to the Grantee in fee simple. And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the same in fee simple, that title is marketable and free and clear of all encumbrances except easements appearing of record. RECEIVED JUN 0 7 Z01Z BY: 1698 Pace: 267 Sea: 1 (Page 2 of 5) BOOK 1698 PAGE268 EXEMITA PINEY GREEN SHOPPING CENTRE . PINEY GREEN, LLC Commencing at an existing NCGS monument entitled "Swan" and having N.C. Grid Values of North 356,366.9937 and Eastern values of 2,502,313.292; and running thence from the said existing NCGS monument South 87 degrees 42 minutes 13 seconds East and having a grid distance of 475.80 feet to an existing iron stake located along the Northeastern right of way of N.C. Highway 24 (250 foot right of way/Public) and the Northwestern margin of a 20 foot permanent utility & access easement (as per map entitled "Easement Map - Exhibit "B" ' prepared by Parker & Associates Inc. dated June 5, 1997), said iron stake also being THE TRUE POINT OF BEGINNING: thence from the described beginning and leaving the said Northeastern right of way of N.C. Highway 24 and running along the said Northwestern margin of the 20 foot permanent utility & access easement North 22 degrees 55 minutes 57 seconds East 209.94 feet to an existing iron stake; thence leaving the said Northwestern margin of the 20 foot permanent utility & access easement and running North 67 degrees 02 minutes 48 seconds West 153,71 feet to an existing iron stake located Southeastern margin of Camp Lejeune Marine Corps Railroad. 215 foot right of way; thence along the said Southeastern margin of the Camp Lejeune Marine Corps Railroad 215 foot right of way North 67 degrees 53 minutes 26 seconds East 217.43 feet to an existing iron stake located along the aforementioned 20 foot permanent utility & access easement; thence continuing along the said Southeastern margin of the Camp Lejeune Marine Corps Railroad 215 foot right of way and along the said 20 foot permanent utility & access easement North 67 degrees 57 minutes 31 seconds East 561.36 feet to an iron stake; thence leaving the said Southeastern margin of the Camp Lejeune Marine Corps Railroad 215 foot right of way and the said 20 foot permanent utility & access easement and running South 74 degrees 50 minutes 58 seconds East 185.99 feet to a P.K. Nail; thence North 63 degrees 51 minutes 21 seconds last 63.49 feet to an iron stake located along the Northern margin of the aforementioned 20 foot permanent utility & access easement; thence running along the said Northern margin of the 20 foot permanent utility & access easement South 77 degrees 59 mihutes 46 seconds East 302.33 feet to an iron stake; thence leaving the said Northern margin of the 20 foot permanent utility & access easement and running North 57 degrees 32 minutes 34 seconds East 22.59 feet to an iron stake; thence South 77 degrees 59 minutes 13 seconds East 219.48 feet to an iron stake; thence South 10 degrees 13 minutes 06 seconds West 32.54 feet to an iron stake located along the Northern margin of the said 20 foot permanent utility & access easement; thence leaving the said Northern margin of the 20 foot permanent utility & access easement and running South 10 degrees 14 minutes 45 seconds West 40.70 feet to an iron stake; thence South 10 degrees 12 mintue 11 seconds West 466.25 feet to an. iron stake; thence North 80 degrees 59 minutes 39 seconds West 196.04 feet to an iron stake; thence South 10 degrees 14 minutes 10 seconds West 219.99 feet to an iron stake located along the said Northeastern right of way of N.C. Highway 24; thence along the said Northeastern right of way of N.C. Highway 24 the following courses and distances: North 71 degrees 42 minutes 26 seconds West 5.10 feet to an iron stake, thence along a curve -to the right having a radius of 5679.58 feet and a chord bearing and distance of North 80 degrees 28 minutes 03 seconds West 115.20 feet to an iron A-Zd-t JUN 0 7 Z01Z BY: . . 1698 Pane: 267 Sea: 2 (Page 3 of 5) BOOK 1 6 9 E PAGE 2 6 9 stake; thence leaving the said Northeastern right of way of N.C. Highway 24 and running North 10 degrees 39 minutes 30 seconds East 286.58 feet to a P.K. Nail; thence South 51 degrees 18 minutes 29 seconds West 164.91 feet to a P.K. Nail; thence South 11 degrees 57 minutes 36 seconds West 161.47 feet to an iron stake located along the said Northeastern right of way of N.C. Highway 24; thence along the said Northeastern right of way of N.C. Highway 24 and along a curve to the right having a radius of 5679.58 feet and a chord bearing and distance of North 78 degrees 05 minutes 51 seconds West 132.50 to an existing concrete monument; thence leaving the said Northeastern right of way of N.C. Highway 24 and running North 51 degrees 18 minutes 29 seconds East 44.89 feet to an iron stake; thence North 10 degrees 58 minutes 40 seconds East 188.30 feet to an existing iron stake; thence North 78 degrees 04 minutes 58 seconds West 347.76 feet to an existing P.K. Nail; thence South 17 degrees 09 minutes 40 seconds West 209.79 feet to an existing iron stake located along the said Northeastern right of way of N.C. Highway 24; thence along the said Northeastern right of way of N.C. Highway 24 and along a curve to the right having a radius of 5679.58 feet and a chord bearing and distance of North 73 degrees 29 minutes 05 seconds West 40.11 feet to an existing iron stake; thence leaving the said Northeastern right of way of N.C. Highway 24 and running North 17 degrees 11 minutes 58 seconds East 206.61 feet to an existing P.K. Nail; thence North 78 degrees 03 minutes 18 seconds West 139.98 feet to an existing iron stake; thence North 73 degrees 12 minutes 46 seconds West 155.46 feet to an existing P.K. Nail; thence South 67 degrees 52 minutes 43 seconds West 55.00 feet to an existing iron stake; thence South 22 degrees 55 minutes 47 seconds West 152.48 feet to an existing iron stake located along the said Northeastern right of way of N.C. Highway 24; thence along the said Northeastern right of way of N.C. Highway 24 and along a curve to the right having a radius of 5679.58 feet and a chord bearing and distance of North 70 degrees 03 minutes 06 seconds West 40.06 feet to the point and place of beginning. Containing 15.12 acresl658,487.30 square feet, and being the property described in Deed Book 956 Page 889 of the Onslow County Registry. The courses contained herein are correct in angular relationship and is referenced to N.C. Grid North. M i �iVIED JUN 0 7 Z01Z 1698 Page: 267 Sea: 3 (Page 4 of 5) .. - BOOK 16 9 8- PAGE 2 7 0'. EXHI$LT B INGRESS & EGRESS EASEMENT Commencing at a point where the centerline of NCSR 1406 (commonly known as Piney Green Road/Public) intersects the centerline of a Camp Lejeune Marine Corps Railroad Track; and .running thence along the said centerline of NCSR, 1406 South 00 degrees 29 minutes 58 seconds East 735.33 feet to a P.K, Nail; thence leaving the said centerline of NCSR 1406 and running South S9 degrees 39 minutes 04 seconds West 29.99 feet to a P.K. Nail located along the Northwestern right -of way of NCSR 1406, said P.K, Naii also being THE TRUE POINT OF BEGINNING: thence from the described beginning and leaving the said Northwestern right of way of NCSR 1406 and running South 89 degrees 38 minutes 57 seconds West 403.32 feet to an iron stake; thence South 01 degrees 54 minutes 12 seconds East 9.15 feet to an existing iron pipe; thence South 88 degrees 38 minutes 36 seconds West 66.48 feet to an iron stake; thence North 10 degrees 14 minutes 45 seconds East 40.70 feet to an iron stake; thence North 89 degrees 20 minutes 09 seconds East 58.78 feet to an iron stake; thence South 85 - degrees 24 minutes 26-seconds East 115.67 feet to an iron stake; thence North 89 degrees 39 minutes 09 seconds Fast 287.84 feet to an iton stake located along the said Northwestern right of way of NCSR 1406; thence along the said Northwestern right of way of NCSR 1406 South - 00 degrees 35 minutes 59 seconds East 20.02 feet to the point and place of beginning. Containing 0.26 acres/11124.63 square feet and being described as an Ingress & egress easement and being the property described in Deed Book 727 Page 875, Deed Book 727 Page 877 and Deed Book 727 Page 895 of the Onslow County Registry, The courses contained - herein are correct in angular relationship and is referenced to N.C. Grid North. RECEIVED JUN U 7 ZU1Z BY: 1698 Page: 267 SeQ: 4 (Page 5 of 5) ■ I 909K ! 5 9 8 Fk9E 2 71 IN WITNESS WHEREOF, the Grantor has hereunto set its hand and seal the day and year first above written. The FourM Meshhekoff F ily Limit Partner ip, a Delaware I' ' ed p&'taP - BY: 1 Edward Meshekoff, tner BY: Helen Meshekoff, Partner STATE OF NE YOR C)�4 COUNTY OF _�9ZS.l3 `�2� I, a Notary Public of the County and State aforesaid, do hereby certify that EDWARD MESHEKOFF and HELEN MESHEKOFF, partners of The FourM Meshekoff Family Limited Partnership, a Delaware limited partnership, personally came before me this day and acknowledged the due execution of the foregoing instrument on behalf of the partnership. WITNESS my hand and official seal, this �d day of c�2001. 1 Notary Public My Commission Expires _ o1.As cnauar= F:1Don1B-CLIENrSlBAn.EY1 Ur=nUB14t14E1WD.FourM mPj7, ry ruble, State of l;an Perk Y wpD VD. &2=010425 C: amrt" :n New York -Ceor:y "iraa is. :i5 it MOBTKCAROt1t7A.D�uxrY Malcolm Chaifeta :hc to eyoic tS ardficet M artiried to hs eonsoL T6G t°°w1Oaat ■u 4,O„oted fat Too-6ou rteoeAim �° ded to thU Net.,06) %169%(") 4 26 Thh dty f Boggy f B7 y �.Nur clDnL I&yr�eje..L RECEIVE JUN 0 7 Z01Z B'S�:_. 1698 Pacre: 267 Bea: 5 AVkMWA 01 NCDETIR North Carolina Department of Environment and Natural Resources Division of Water Quality Beverly Eaves Perdue Charles Wakild, P. E. Dee Freeman Governor Director Secretary June 11, 2012 Warren G. Bailey, Manager Piney Green, LLC PO Box 400 Jacksonville, NC 28540 Subject: Request for Additional Information — Express Review Stormwater Project No. SW8 890306 Mod. Piney Green Shopping Center Onslow County Dear Mr. Bailey: The Wilmington Regional Office received a modified Express application regarding the State Stormwater Management Permit for Piney Green Shopping Center on June 7, 2012. A preliminary review of that information has determined that the application is not complete. The following information is needed to continue the stormwater review: 1. Please complete the supplement form and the associated checklist. Please fill in the appropriate Elevations (marking the shelf elevation blanks as "nfa"; the Surface Areas (again marking the vegetated shelf blank as 'Wa"); and the Additional Information blanks for side slopes, trash rack, capturing all the runoff and the emergency drain. Please ignore the 1 year 24 hour volumes and flowrates, as these do not apply to this project. The design storm should be marked as 1" for the existing BUA and 1.5 for the added BUA (Glade Shoppes). ✓ 2. Please note that the supplement currently reports an incorrect temporary pool area of 35 square feet. Per sheet 7 of 9, the surface area provided at the temporary pool elevation of 34.5 is 17,947 square feet. f 3. The correct stream classification for Mott Creek, WOK02 19-16-3, is C NSW. 4/ 4. Please label and delineate the total new drainage area boundary to the pond, including the offsite drainage area. A highlighted map is most helpful with the on -site DA outlined in one color and the offsite DA outlined in a different color. 'Up'l-e Please show how the runoff from the proposed Glade Lane sidewalk QJ, associated with the Glade Shoppes will be collected and directed into the existing pond. All built -upon area associated with the project must be collected and directed to the pond. 6. Please note that the ditch side slope adjacent Glade Lane must be 3:1 or flatter. Wilmington Regional Office 127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One Phone: 910-796-72151 FAX 910-350-20041 DENR Assistance: "77-623-6748 N Carohna Internet www.ncweterqualihr.org Q,�urQ�L� An Equal Opportunity l Affirmative Action Employer Mr. Bailey June 11, 2012 Stormwater Application No. SW8 890306 mod. 7. Please revise the name of the pond layout detail on Sheet 7 of 9 to "As - built Pond" and include the date of the as -built survey and the name of the surveyor. ✓ 8. Please show and label the location of the required vegetated filter after the pond outlet as per the original permit. Please note that a revision to one number may have a domino effect on other numbers, which may require revision of the applications, calculations, supplements, plans, details, and associated documentation. Please verify all numbers are correct to ensure consistency in the application documents. Please note that this request for additional information is in response to a preliminary review. The requested information should be received in this Office prior to June 18, 2012, or the application will be returned as'incomplete. The return of a project will necessitate resubmittal of all required items, including the application fee. If you need additional time to submit the information, please mail, email or fax your request for a time extension to the Division at the address and fax number at the bottom of this letter. The request must indicate the date by which you expect to submit the required information. In the Express program, no more than 2 time extensions may be granted, for a total of 10 days. If this is a new project, the construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A. The proposed modification may not be constructed until the permit modification is approved and issued. Please reference the State assigned project number on all correspondence. Any original documents that need to be revised have been sent to the engineer or agent. All original documents must be returned or new originals must be provided. Copies are not acceptable. If you have any questions concerning this matter please feel free to call me at (910) 796-7301 or email me at Iinda.lewisO-ncdenr.gov Sincerely, Linda Lewis Environmental Engineer III GDS/arl: S:1WQS1Stormwater\\Permits & Projects11989\890306 HD12012 06 addinfo1890306 CC: J. Glenn Tew, P.E., E.C.L.S. Wilmington Regional Office Stormwater File Page 2 of 2 North Carolina Secretary of State Page 1 of 2 North Carolina, --s,_ . ENT Ot 'I IL Elaine F. Marsheii Secretary "":'DATATE Date: 4/17/2012 Click here to: View Document Filings I File an Annual Report I ';° Print a Pre -populated Annual Report Fillable PDF Form I Amended A Previous Annual Report I Corporation Names Name Name Type HC PINEY GREEN, LLC LEGAL Limited Liability Company Information SOSID: 0582069 Status: Current -Active Effective Date: 2/23/2001 Annual Report Due Date: Citizenship: DOMESTIC State of Inc.: NC Duration: PERPETUAL Annual Report Status: CURRENT Registered Agent Agent Name: Office Address: Mailing Address: Principal Office Office Address: Mailing Address: Officers BAILEY, WARREN G 405-D WESTERN BLVD JACKSONVILLE NC 28546 PO BOX 400 JACKSONVILLE NC 28541 405-D WESTERN BLVD JACKSONVILLE NC 28546 PO BOX 400 JACKSONVILLE NC 28541 Title: MANAGER Name: THE FORUM MESHEKOFF FAM LTD PTR Business Address: 190 E 72ND ST NEW YORK NY 10021 Title: MANAGER Name: BAILEY & ASSOCIATES, INC Business Address: 405-1) WESTERN BLVD. JACKSONVILLE NC 28546 �RECEIVED JUN 0 7 Z012 BY: -- http://www.secretary.state.nc.us/corporations/Corp.aspx?PitemId=5308379 04/17/2012 North Carolina Secretary of State Page 2 of 2 This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Vert 2594 http://www.secretary.state.nc.us/corporations/Corp.aspx?PitemId=5308379 04/17/2012 i• i SOSID: 582068 Date Filed: 2/23/2001 10:02 AM Elaine F. Marshall North Carolina Secretary of State Limited Liability Company ARTICLES OF ORGANIZATION FOR PINEY GREEN, LLC Pursuant to §57C-2-20 of the General Statutes of North Carolina, the undersigned does hereby submit these Articles of Organization for the purpose of forming a limited liability company. 1. The name of the limited liability company is: PINEY GREEN, LLC 2. There shall be no limit on the duration of the limited liability company. 3. The name and address of the person executing these articles of organization as organizer is as follows: Charles S. Lanier 114 Old Bridge Street Jacksonville, NC 28540 4. The street address and county of the initial registered office of the limited liability company is: 405-D Western Blvd. Jacksonville, North Carolina 28546 Onslow County 5. The mailing address.of the initial registered office is: 405 D Western Blvd. Jacksonville, NC 28546 6. The name of the initial registered agent is: Warren G. Bailey 7. All members by virtue of their status as members shall be managers of this limited liability company. . 8. The sole purpose of the limited liability company shall be to own, lease, manage, sell, and operate the real property known as Piney Green Shopping Centre located in Jacksonville, NC and to engage in any and all business activities related or incidental thereto including but not limited to the execution of loan and related documents for the financing of the said property. 9. These articles will be effective upon filing. RECEIVED JUN 0 7 ZOIZ BY: This is theik0-day of February, 2001. SEA. CHARLES S. LANIER, Organizer STATE OF NORTH CAROLINA COUNTY OF ONSLOW I, a Notary Public of said County and State, do hereby certify that Charles S. Lanier personally appeared before me this day and acknowledged the due execution of the foregoing instrumcnt for the purposes and intents therein expressed. Witness my hand and seal, this /6'aU day of February, 2001. �P.IE E. /49\ IOTA q , Notary Public My Commission Expires: 0 3— o NOTES: 1. Filing fee is $125. This document and one exact or conformed copy of these articles must be ffied with the Secretary of State. F. Wws1B-CLIEIYTSIBdlLEYAmW G-M1L01PI147U01.wpd Lewis,Linda From: Christopher W. Bailey [cwbailey@baileyandassociates.biz] Sent: Friday, April 20, 2012 3:43 PM To: Lewis, Linda Cc: 'Glenn Tew'; Gary Pope (gpope1018@gmail.com) Subject: RE: PineyGreen; jacksonville Attachments: photo 2.pdf Follow Up Flag: Follow up Flag Status: Flagged I have discussed this with Glenn and Johnny Williams[Surveyor] and they both are of the opinion that this scales out to be approx.: 1.81 to 1. 1 know that it is less than the required 2 to 1, but I am afraid to disturb those slopes. They currently are fully 'heavily' grassed with exception to a little bit of rock at the top of bank that looks to have pushed out. None of that rock has moved completely down the slope. I see no signs of erosion down the banks into the pond. Would you be agreeable to allowing us to re-establish gravel along the areas at top of slope in both pond areas where the rock has pushed out and not disturb the existing vegetation?? We could have the same contractor do this for us when he starts construction on our shops. All cutting and cleanup was completed yesterday. Christopher W. Bailey Bailey and Associates, Inc. Office 910-346-8443 Cell 910-5204676 Fax 910-346-8637 CWBailgy@BL-igyandAssociates.biz BaiiAP10 448 Ip*Ip--midNNC 20" ley ley .a tom, tnc. From: Lewis,Linda[mailto:linda.lewis(a-)ncdenr.govl Sent: Friday, April 20, 2012 8:35 AM To: Christopher W. Bailey Subject: RE: PineyGreen; jacksonville That's one area, but the steeper slopes are on the other side, in the smaller pond area. Linda Lewis NC Division of Water Quality 127 Cardinal Drive Ext. Wilmington, NC 28405 910-796-7215 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. From: Christopher W. Bailey rmaiito:cwbailey(abaileyandassociates.biz] Sent: Thursday, April 19, 2012 3:00 PM To: Lewls,Lii-iva Subject: PineyGreen; jacksonville Linda --is this the area?? Created using Skitch by Evernote. Christopher W. Bailey Sent from my Wad Lewis,Linda From: Lewis,Linda Sent: Thursday, April 19, 2012 10:44 AM To: 'Glenn Tew' Cc: Chris Bailey Subject: Piney Green In discussion with Christine, Georgette and Central Office staff, we are pretty much in agreement that the "as - built" condition of the pond can be used to determine if the added drainage area and built -upon area can be accommodated. The original permit used 377230 sf =DA=BUA (100% impervious). I can allow you to continue to use 377230 as the old drainage area, and just add the 0.72 acre Glade Shoppes drainage area to that, i.e., new DA = 9.38 acres. If you prefer, you can use a 9.01 acre watershed and add the 0.72 acre Glade Shoppes DA to that, i.e., new DA = 9.73. But, you're better off using a total DA of 9.38 acres. In either case, the previously approved 377,230 sf of BUA is going to have to be reported on the application as the "Existing" BUA for the project. The as -built does not show sufficient deviation from the permitted layout to support reducing the BUA number that has been in this permit since 1989. Total BUA for the project = 9.24 acres. Linda Lewis NC Division of Water Quality 127 Cardinal Drive Ext. Wilmington, NC 28405 910-796-7215 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. Lewis,Linda From: Lewis,Linda Sent: Wednesday, April 18, 2012 4:53 PM To: Patterson, Robert; Bennett, Bradley; Scott, Georgette; Vinson, Scott; Dumpor, Samir; Johnson, Kelly Subject: As-builts and pond modifications All I have an old existing 1989 permitted pond. In 1989, ponds were sized for just the impervious area as the drainage area. This one was 8.66 acres. The actual DA was 9.01 acres. The owner wants to add more drainage area (0.72 ac) and more BUA (.58 ac) to this old pond. The as -built indicates that the pond was overexcavated and the orifice was installed about a foot too low. They want to now use the as -built pond to demonstrate that the pond can handle the additional DA and BUA without being "enlarged", i.e., it doesn't have to be redesigned to the new design requirements. They will be physically moving the orifice from its current incorrect elevation (31.6) to 32.0, but this is still 6" lower than what we permitted in 1989. They are leaving the temporary pool elevation alone. Can all this be vested under the old rules, even though elevations are changing? The engineer had reduced the 8.66 acre impervious area from the original permit to 8.46 acres, but I told him that unless he could pinpoint where the difference of 9,000 square feet occurred, he would have to keep the originally approved 8.66 acres of existing BUA and add his new BUA to that. Linda Lewis NC Division of Water Quality 127 Cardinal Drive Ext. Wilmington, NC 28405 910-796-7215 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. T1 I O 3 M O O fD m of 4 I 5� CL w \ N O N O F-+ N V � d 0 S` 8t j V30 ForDENRUseONLY SCoQ� ll Reviewer: .e-- e- 1Nf r A0North Carolina Department of Environment and Natural Resources Submit _��— Z� Request for Express Permit Review Time: [ O°� NCDENR Confirm: FILL-IN all the information below and CHECK the PermN(s) you are requesting for express review. Call and Email the completed form to the Permit Coordinator along with a completed DETAILED narrative, site plan (PDF tile) and vicinity map (same items ezvected in the application ap ckaae of the project location. Please include this form in the application package. • Asheville Region Alison Davidson 828-296-4698;alison.davidson&ncdenraov EMr NUMMU OVI • Fayetteville or Raleigh Region -David Lee 919-791-4203; david lee�ncdenr aov Permits of Request • Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or Patrick groganAncdennnov SW • Washington Region -Lyn Hardison 252-948-3842 or ln.hardisonCdncdenrgov SW • Wilmington Region -Janet Russell 910-796-7302 orlanetrusseli®ncdenraov SW SW • Wilmington Region -Cameron Weaver 910-796-7303 or cameron.weaverencdenroov SW NOTE: Project application received after 12 noon will be stamped in the following work day. Project Name: PINEY GREEN SHOPPING CENTER County: ONSLOW Applicant: WARREN BAILEY Company: THE CORRAL GROUP OF PINEY GREEN, LLC MFi'ro Address: P.O. BOX 400 City: JACKSONVILLE, State: N.C. Zip: 28540-_ Phone: 910-346-8443. Fax: 910-346-8237, Email: cwbailev@baileyandassociates.biz Physical Location:405-D WESTERN BOULEVARD, JACKSONVILLE, N.C. 28546 Project Drains into MOTT CREEK waters — Water classification CNSW (for classification see-http://h2o.enr.stag.nc.us/bims/reports/repo&VD.htmi Project Located in WHITE OAK River Basin. Is ptoject draining to class ORW waters? N, within Y2 mile and draining to class SA waters N or within 1 mile and draining to class HQW waters? N Engineer/Consultant: JOHNNY GLENN TEW Company: ECLS. INC. Address: 610 WEST CUMBERLAND STREET City: DUNN, State: N.C.. Zip: 28334-_ Phone: 910-897-3257, Fax: 910-897-2329. Email: Ig enn@eclsinc.com MAR 14 Z U 1 Z SECTION ONE: REQUESTING A SCOPING MEETING ONLY ® Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: BY: 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 _ # Treahnent Systems ❑ High Density —SW Wetlands _ # Treatment Systems ❑ High Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit ❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront ❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (far DENR 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 ACOE: ❑ Yes ❑ No Permit Received from US ACOE ❑ Yes ❑ No _For DENR use only Fee Split for multiple permits: (Check # 1 Total Fee Amount S SUBMITTAL DATES Fee SUBMITTAL DATES Fee CAMA $ Variance ( Maj; Min) $ SW (EI HD, LD, Gen) $ 401: $ LQS $ Stream Deter,_ $ M O XI P„N �Prs-bu�l� NCDENR EXPRESS June 2011 s w,r ve-\ &'Ja,rl= s s A--\'4, 00 ram-! 1 %.4 Glade Lane Shops Storm Water Narrative The proposed Glade Lane Shops are to be located on a 0.6 Acre parcel located in the southwest quadrant of the intersection of Glade Lane and Evergreen Avenue in Jacksonville, N.C. The parcel is presently owned by Bailey & Fuller Properties, LLC and is recorded in Deed Book 2700, Page 803. The project is to include the 0.6 acre tract plus the portion of Evergreen Avenue that slopes toward the tract (0.72 AC Gross Area). The net impervious area for the project will be 0.61 AC (0.72 AC Gross — 0.11 AC Grass = 0.61 AC Imp.) The purpose of the scoping meeting for this project is to request that the storm water from Glade Lane Shops be allowed to flow into the existing storm water pond located on the Piney Green Shopping Center which is adjacent to and west of the proposed Glade Lane Shops. The proposed connection to the Piney Green storm water system is to be made by the connection of a pipe from the shops site into a catch basin on the shopping center site which will then carry the water to the existing storm water pond. The existing Piney Green Storm Water Pond is permitted as Permit No. SW8 890306 dated 3/2/2004. The permitted storage volume for the pond is currently 35,711 ft3 while the required storage volume is only 29, 864 ft3. This means that the pond has an excess storage volume available of 5,847 ft3 (35,711 ft3 29,864 ft). The proposed Glade Lane Shops has a gross project area of 0.72 AC with a net impervious area of 0.61 AC which gives an impervious percentage of 84.7% for the Glade Lane project (0.61 AC / 0.72 AC). The required storage volume for the Glade Lane Shops using a rainfall depth of 1 f" is as follows: Rv = 0.05 + 0.9(IJ where la = 0.847 Rv = 0.05 + 0.9(0.847) =0.812 V = 3630(Rp)(Rw)(AAc) where Rp = 1 %" V = 3630(1.5)(0.812)(0.72 AC) RV = 0.812 V = 3,183.36 ft3 AAc = 0.72 Since 3,183.36 ft3 is less than the 5,847 ft3 excess volume in the pond, the Glade Lane Shops Storm Water can be added to the existing pond without exceeding the available temporary storage volume in the pond. The existing pond has an excess of surface area at permanent pool elevation of 2,559 SF (16,894 SF—14,335 SF). The required surface area for the Glade Lane Shops would be 1,348.52 SF when using the S/A factor from Table 10-4 (90% TSS removal with 85% impervious coverage and 0.72 AC total project area). Since 1,348.62 SF is less than 2,559 SF the addition of the Glade Lane Shops project to the existing pond would also stay within the available excess surface area available for the pond. This concludes the storm water narrative for the proposed Glade Lane Shops project Johnny Glenn Tew, P.E. 03/14/12 L��: V,FD MAR 1 4 ZU11 BY: PIMA NCDENR North Carolina Department of Environment and Natural Resources Beverly Eaves Perdue Governor March 15, 2012 Mr. Lat W. Purser, III, Manager LPA-Richlands, LLC 4530 Park Road, Suite 300 Charlotte, NC 28209 Division of Water Quality Charles Wakild, P. E. Director Subject: State Stormwater Management Permit No. SW8 110416 - Correction Gene Taylor Commercial Subdivision High Density Subdivision Wet Pond Project Onslow County Dear Mr. Purser: Dee Freeman Secretary On April 26, 2011, the Wilmington Regional Office issued a State Stormwater Management Permit to you for the Gene Taylor Commercial Subdivision. A review of the file for this project revealed that were items were missing from the permit incl Ing an Operation and Maintenance Agreement, the High Density Commercial Subdivision dedd restrictions, and protective convenances, and documentation supporting yourself as the manager of LPA-Richlands, LLC. The information provided on March 13, 2012 addresses these items. The previous staff review of the plans and specifications had determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Session L,sw 2008-211 and Title 15A NCAC 2H.1000. We are forwarding a corrected and reissued Permit No 110416 dated March 14, 2012, for the construction, operation and maintenance of the'BMP's and built -upon area associated with the subject project. Please replace the permit issued on April 26, 2011 with the corrected permit enclosed with this letter. This permit shall be effective from the date of issuance until April 26, 2021, and shall be subject to the conditions and limitations as specified therein. Please pay special attention to the conditions listed in this permit regarding the Operation and Maintenance of the BMP(s), recordation of deed restrictions, procedures for changes of ownership, transferring the permit, and renewing the permit. Failure to establish an adequate system for operation and maintenance of the stormwater management system, to record deed restrictions, to transfer the permit, or to renew the permit, will result in future compliance problems. If you have any questions, or need additional information concerning this matter, please contact Christine Nelson, at (910) 796-7215. Sincerely, % Charles Wakild, P.E., Director Division of Water Quality GDS/can: SAWQS1StormwaterlPermits & Projects12011\110416 HD12012 03 permit —correction 110416 cc: Jason Houston, Parker & Asociates, Inc Onslow County Inspections Wilmington Regional Office Stormwater File Wilmington Regional office 127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One Phone: 910-796-72151 FAX: 910-M-20041 DENR Assistance:1-877-623-6748 NofthCarolina Internet: www.ncwaterqualiti.org Naturally An Equal opportunity 1 Affirmative Action Employer 9 Y� 1 lip 11� r I I I � � 1111I I �i, ® �r I m m p m SaotldE I i I x ,09 1i A I m m d r' c 4 I e I ave n I•. �„ pII _�Aan ; 0 -4 NN NN i �m m3 a{ N8j -Ti n } ATi 1. 109 x 102 �g I I I I aae I yg 33EE �I S39tldS 109 x 102 p�p Iliad -------------- NAP I Inr I W>13 Z a s D v _ z e € r n i C SITE ,LIGHTING, AND LANDSCAPE AREA PLAN GLADE LANE - JAM ONViLLE, N.C. E L L S Do C� d � C Or( A (:�Q'lr5 aF- S �- a r\ -I c; -D1 Tl---1 Glade Lane, Jacksonville, NC - Google Maps Page 1 of 1 Google To see all the details that are visible on the screen, use the "Print' link next to the map. http://maps.google.com/maps 3/14/2012 Piney Green Shopping Center / Glade Shoppes The proposed modification to Piney Green Shopping Center existing wet pond is for the purpose of allowing the storm water from the Glade Shoppes project which is adjacent to the shopping center to flow into the existing pond as well as the existing watershed area which includes the existing K-Mart and Golden Corral parcels. While the Glade Shoppes were not a part of the original watershed area to the wet pond the storm water from the Glade Shoppes can be gravity fed back to the pond by filling the Glade Shoppes site by approximately 2'. We have completed an as -built survey of the existing ponds which we have used to justify that the pond is sufficient in size to accommodate the proposed new Glade Shoppes project storm water into the pond. The Piney Green Shopping Center was most recently modified on March 2, 2004 and the rules that were in effect then are the rules that the current modification is being conducted under with the exception of the Glade Shoppes parcel will be accounted for under the current storm water rules as it relates to temporary storage volume required (1 % design depth) and required surface area required at permanent pool elevation. The design calculations for the proposed permit modification are as follows: First we determine the required surface area at permanent pool elevation by considering the entire watershed which includes the existing permit area plus the addition of the Glade Shoppes project. Note that the existing pond has a permanent pool elevation of 31.59 (as shown on the as -built survey). We then use the difference between the new permanent pool elevation of 32.00 and the pond bottom elevation of 25.00 (as shown on as -built survey) which results in a pond depth of 7'. We then enter table 10-2 to determine the required SA/DA factor as is shown in the following calculations. We have determined the existing areas and existing impervious areas within the total watershed and we are using the as - determined quantities in the following calculations. Permit Modification Calculations Assumes the following: (1) K-Mart AREA 9.01 AC Gross AREA -0.55 AC Grass -Pervious AREA 8.46 (AC Net Impervious AREA) (2) Glade Shoppes 0.72 AC Gross AREA -0.14 AC Grass -Pervious AREA 0.58 (AC Net Impervious AREA) (New Watershed) (1) + ( 2) 9.01 + 0.72 = 9.73 AC Gross AREA 0.55 + 0.14 = -0.69 AC Grass -Pervious AREA 9.04 AC Net Impervious AREA (New Watershed (1) + (2)) Percent Impervious 9.04 AC / 9.73 AC = 93% Impervious Required Surface AREA (using 7.0' depth (32.0 — 25.00) & using 85% TSS chart 10-2) *Note: New Permanent Pool Elev = 32.0' (currently 31.59') 90% Imp. Factor = 2.8 100% Imp. Factor = 3.2 SA factor for 93% Impervious = (0.3)(0.4) + 2.8 = 2.92/100 = 0.0292 Surface AREA Required = 9.73 AC (0.0292) = 12,376 SF Surface AREA Provided = 13,340 SF 4 OK Next we determine the required temporary pool elevation as follows: 1) Using the simple method and assuming the required storage depth for existing permit area is 1" we find the temporary storage depth as follows: 8.46 Impervious area 9.01 Total Watershed AREA Rv = 0.05 + 0.9(Ia) where Ia = 0.94 Rv = 0.05 + 0.9(0.94) = 0.896 V = 3630(RD)(Rv)(AAc) V = 3630(1)(0.896)(9.01) V = 29,305 ft3 where RD = 1" Rv = 0.896 AAc = 9.01 = 94% Impervious Ia 2) Also using simple method and assuming the required storage depth of 1 %2" we find the required temporary storage depth for Glade Shoppes to be as follows: 0.581mpervious area _ 0.72 Total Watershed AREA — 81%Impervious =1a Rv = 0.05 + 0.9(Ia) where Ia = 0.81 Rv = 0.05 + 0.9(0.8 1) = 0.779 V = 3630(RD)(Rv)(AAc) where RD = 1 ''/z" V = 3630(1.5)(0.772)(0.72) Rv = 0.779 V = 3,053.99 ft3 AAc = 0.72 Total required temporary storage volume for original permit watershed area plus the addition of Glade Shoppes area is as follows: Volume 1) 29,305.00 ft3 Volume 2) + 3,053.99 ft3 Total Volume Req. 32,358.99 ft 2 Total Temporary Volume provided (between elevations 32.00 and 34.50): �(17,947 SF + 13,340 SF) 1 X 2.5' = 150643.50 SF X 2.5' = 39,108.75 ft3 -� OK 2 J Drawdown Time Calculations Average Driving head = zz = 1.25' Drawdown Volume (temporary pool) = 39,108.75 ft3/sec Drawdown rate = 0.6A 2gh where A = 0.034 ftz, h = 1.25' Q = 0.6(0.034 W)(8.97) = 0.183 Be Drawdown time = 3.9,108.75 ft3 217,270.83 sec 3,621.18 minutes 60.35 hours _ _ _ 0.183 ft3 = 60 sec/minute 60 minutes/hour 24 hours/day._ 2.S day s sec 2.5 days is between 2 to 5 day 4 OK Next we have used these as -built areas and proposed new permanent pool elevation of 32.00 to route the 1 year, 10 year, and 100 year storms through the pond. A summary of the routing results is as follows (uses permanent pool elevation = 32.00): Storm Event Peak Flow Before Routing) Peak Flow After Routin Peak Elevation 1 year 28.86 cfs 9.27 33.38' 10 year 68.58 cfs 29.67 35.12' 100 year 128.83 cfs 83.81 36.86' Note: See attached Routing information to this narrative Note: 1 year Post development peak flow (9.27 cfs) was found to be less than predevelopment 1 year peak flow of 11.44 cfs which was calculated as follows: Q,=cIA Q, = (0.3)(3.92 in/hr)(9.73 AC) = 11.44 cfs Note: We have also attached NOAA charts which were used to determine rainfall depths and intensities for the Jacksonville area and for the design storm events. NCDENR Sbarmwater Me Manual Chapter -Revised 06-16.09 • Apmpm =Surface area at permanent pool level, including forebay 2 At e- =Surface area at the bottom of the pond (fte) (excludes the sedim,wa cleaneut depth) ■ Depth = Distance between the bottom of the shelf and the pond bottom (ft) (excludes the sediment cleanout depth) Example: ■ Surface area at Permanent 10,000 ft2, including forebay ■ Surface area at bottom of s�� 8,000 ftZ, including forebay ■ Surface area at bottom of pond: 2,000 ft2 Depth: 4.5 ft Average Depth, d,, =15 x (i + (8000/10,000)) + ((8000 + 2000)/2) x 4.5) / 8000 = 3.26 ft Therefore use 3.0 to enter the SA/DA table. (To avoid muItipk intenpolations, please round the average depth dO wn to ft nearest 0.5.) Table 10-1 Surface Area to Drainage Area Ratio for Permanent Poe] Stiy;.,a +., A,16,.. nc D..........a PolluCant RemovalWfidency - -p -- ---. v w a "w,,, L," in the Mountain and piedmont Regions, Adapted from DriscolL 1986 Percent Permanent Pool Average Depiii (ft) Impervious Cover 3.0. 4.0 -5.0 6.0 7.0 8.0 9.0 10% 0.59 0.49 0.43 0.35 0.31 0.29 0,26 20% 0.97 0.79 0.70 0.59 0.51 0.46 0.44 30% 1.34 1.08 0.97 0.83 0.70 0.64 0.62 40% 1.73 1.43 1.25 1.05 0.90 0.82 0.77 50% 2.06 1.73 1.50 1.30 1.09 1.00 0.92 60% 2.40 2.03 1.71 1.51 1.29 1.18 1.10 70% 2.88 2.40 2.07 1.79 1.54 1.35 1.26 80% 3.36 2.78 2.38 2.10 1.86 - 1.60 1.42 90% 3.74 3.10 2.66 2.34 2.11 1.83 1.67 Table 10-2 Surface Area to Drainage Area Ratio fOr Permanent Pool Sian: +n ArM u. or, ^ &Free Pollutant Removal in the Coastai Re 'on, Ada o d from Driscoll,1986 `w Percent Pew ►ent Pool Average Depth (ft) Impervious Cover 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5' 10% 0.9 0.8 0.7 0.6 . 0.5 0 0 0 0 0 20% 1.7 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 30% 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 0.9 40% 3.4 3.0 2:6 2.4 2.1 1.9 1.6 1.4 1.1 1.0 50% 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3 60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6 70% 6.0 5.2 4.5 4.1 3.7 3.3 2.9 2.5 2.1 1.8 80% 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2 2.0 90% 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 2.3 100% 8.2 7.4 6.8 6.2 5.6 &0 4.4 3.8 3.2 2.6 Wet,Detention Basin 10-14 July 2007 r 1s Ext. K-Ma 2S 1 Glade Lane Shops 1P (new Pond) Subcat Reach Z 6onLinkDrainage Diagram for Piney Green Prepared by Jordan-Tew & Associates, P.A., Printed 4/3/2012 HydroCAD® 9.00 s/n 05976 0 2009 HydroC:AD Software Solutions LLC I`'7, Piney Green Piney Green Shopping Center- Permit Modification Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Pa e 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.720 (2S) 81 Glade Lane Shops 9.010 94 Ext. K-mart (1S) 9.730 TOTAL AREA n Piney Green Piney Green Shopping Center- Permit Modification Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCADO 9.00 sin 05976 © 2009 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Goup Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 9.730 Other 1 S, 2S 9.730 TOTAL AREA I Piney Green Piney Green Shopping Center- Permit Modification I. Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD@ 9.00 s/n 05976 ©2009 HvdroCAD Software Solutions LLC Page 4 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Number (feet) (feet) (feet) (ft/ft) (inches) (inches) 1 1 P 31.36 31.21 40.0 0.0037 0.025 24.0 0.0 Piney Green Shopping Center- Permit Modification Piney Green Type ll 24-hr 1 year Rainfall=3.46'; AMC=9 Prepared by Jordan-Tew &Associates, P.A. Printed 4/3/2012 HydroCADO 9.00 s/n 05976 © 2009 HvdroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment IS: Ext. K-Mart Runoff Area=9.010 ac 0.00% Impervious Runoff Depth>1.83" Flow Length=1,280' Tc=8.8 min AMC Adjusted CN=85 Runoff=28.18 cfs 1.377 of Subcatchment 28: Glade Lane Shops Runoff Area=0.720 ac 0.00% Impervious Runoff Depth>0.60" Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 Runoff=0.69 cfs 0.036 of Pond 1 P: (new Pond) Peak Elev=33.38' Storage=20,290 cf Inflow=28.86 cfs 1.413 of Outflow=9.27 cfs 1.408 of Total Runoff Area = 9.730 ac Runoff Volume =1.413 of Average Runoff Depth =1.74" 100.00% Pervious = 9.730 ac 0.00% Impervious = 0.000 ac C Piney Green Shopping Center- Permit Modification Piney Green Type 1124-hr 9 year Rainfa//=3.46" AMC=9 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD® 9.00 s/n 05976 U 2009 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment IS: Ext. K-Mart Runoff = 28.18 cfs @ 12.00 hrs, Volume= 1.377 af, Depth> 1.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 year Rainfall=3.46", AMC=1 Area (ac) CN Description 9.010 94 Ext. K-mart 9.010 94 Weighted Average, AMC Adjusted CN = 85 9.010 100.00% Pervious Area Tc Length Slope Velocity Capacity Description in) (feet) (ft/ft) (ft/sec) (cfs) 1.6 80 0.0050 0.84 Sheet Flow, sheet flow to cb Smooth surfaces n= 0.011 P2= 3.91" 7.2 1,200 0.0020 2.79 8.77 Pipe Channel, pipes in K•mart 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.015 Concrete sewer w/manholes & inlets 8.8 1,280 Total Subcatchment IS: Ext. K-Mart Hydrograph 30 28.18 cfs 28 Type II 24-hr 1 year 26 24 Rainfall=3.46" 22 AMC=1 20 F 18 Runoff Area=9.010 ac ; 16 Runoff Volume=1.377 of EC 14 Runoff Depth>1.83" 1 10- Flow Length=1,280' 8- Tc=8.8 min 6 AMC Adjusted CN=85 4 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) C] Runoff 1 I Piney Green Shopping Center- Permit Modification Piney Green Prepared by Jordan-Tew &Associates, P.A. Type 1! 24-hr 9 year Ralnfa!l=3.46", AMC=9 Printed 4/3/2012 HydroCADO 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC " Page 7 Summary for Subcatchment 2$: Glade Lane Shops Runoff = 0.69 cfs @ 12.02 hrs, Volume= 0.036 af, Depth> 0.60" I Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type If 24-hr 1 year Rainfall=3.46", AMC=1 Area (ac) CN Description 0.720 81 Glade Lane Shops 0.720 81 Weighted Average, AMC Adjusted CN = 64 0.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ,r 2.7 160 0.0055 1.00 Sheet Flow, sheet flpw to cb Smooth surfaces n= 0.011 P2= 3.91" 6.1 750 0.0020 2.04 2.50 Pipe Channel, pipes in Shops site 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31, 8.8 910 Total n= 0.015 Concrete sewer w/manholes & inlets 0.75 0.7 0.65 0.6 0.55 0.5 rn 0.45 -' 0.4 0 0.35 U. 0.3 0.25 0.2 0.15 0.1 0.05 0 5 Subc,itchment 2S: Glade Lane Shops Hydrograph 0.69 cfs Type II 24-hr 1 year Rainfall=3.46" AMC=1 Runoff Area=0.720 ac Runoff Volume=0.036 of Runoff Depth>0.60ee Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 6 7 a 9 10 11 12 13 14 15 16 17 16 19 20 Time (hours) b Runoff Piney Green Shopping Center- Permit Modification Piney Green Type // 24-hr 1 year Rainfall=3.46" AMC=9 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD® 9.00 s/n 05976 © 2009 HvdroCAD Software Solutions LLC Page 8 Summary for Pond 1 P: (new Pond) Inflow Area = 9.730 ac, 0.00% Impervious, Inflow Depth > 1.74" for 1 year event Inflow 28.86 cfs @ 12.00 hrs, Volume= 1.413 of Outflow = 9.27 cfs @ 12.17 hrs, Volume= 1.408 af, Atten= 68%, Lag= 10.0 min Primary = 9.27 cfs @ 12.17 hrs, Volume= 1.408 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 33.38' @ 12.17 hrs Surf.Area= 15,828 sf Storage= 20,290 cf Plug -Flow detention time= 26.8 min calculated for 1.408 of (100% of inflow) Center -of -Mass det. time= 25.2 min ( 808.4 - 783.2 ) Volume Invert Avail.Storage Storage Description #1 32.00' 90,409 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 32.00 13,340 0 ^ p 33.00 15,127 14,234 14,234 34.00 16,985 16,056 30,290 35.00 18,905 17,945 48,235 36.00 20,909 19,907 68,142 37.00 23,626 22,268 90,409 Device Routing Invert Outlet Devices #1 Primary 31.36' 24.0" Round 24 inch barrel L= 40.0' CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 31.21' S= 0.0037 '/' Cc= 0.900 n= 0.025 Corrugated metal #2 Primary 31.59' ' 2.5" Vert. Orifice/Grate C= 0.600 #3 Primary 34.44' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 36.50' 60.0' long x 15.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=9.23 cfs @ 12.17 hrs HW=33.37' TW=31.80' (Fixed TW Elev= 31.80') 1=24 inch barrel (Barrel Controls 9.03 cfs @ 3.55 fps) 2=Orifice/Grate (Orifice Controls 0.21 cfs @ 6.03 fps) 3=Orifice/Grate ( Controls 0.00 cfs) =Broad -Crested Rectangular Weir ( Controls 0,00 cfs) IN Piney Green Shopping Center- Permit Modification Piney Green Type 1124-hr 1 year Rainfall=3.46" AMC=1 Prepared by Jordan-Tew &Associates, P.A. HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Printed 4/3/2012Page 9 Pond 1 P: (new Pond) Hvdroaraoh 3: 3( 2f 2E 24 22 20 18 3 16 0 X 14 12 10 8 6 4 2 0 37 36 y 35 d 0 0 w 34 33 P1 iz 1s 14 15 16 17 18 19 20 Time (hours) Pond 1 P: (new Pond) Stage-Discharcie Discharge (cfs) Inflow ❑ Primary ❑ Primary Piney Green Shopping Center- Permit Modification Piney Green Type // 24-hr 1 year Rainfall=3.46" AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCADO 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 10 Pond 1 P: (new Pond) Stage -Area -Storage 0 2,000 4,000 6,000 8,000 10.000 12.000 14 nnn lF nnn -in nnn 37 36 d 35 c 0 34 w 33 32 1, w,vvv 4v,vvv au,vvu 4U.UUU 50,000 60,000 70,000 80,000 90,000 Storage (cubic -feet) Surface 0 Storage Piney Green Shopping Center- Permit Modification Piney Green Type 11 24-hr 10 year Rainfall=6.51" AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD® 9.00 s/n 05976 © 2009 HvdroCAD Software Solutions LLC Page 11 Time span=5.00-20.00 hrs; dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 1S: Ext. K-Mart Runoff Area=9.010 ac 0.00% Impervious Runoff Depth>4.48" Flow Length=1,280' Tc=8.8 min AMC Adjusted CN=85 Runoff=65.59 cfs 3.363 of Subcatchment 2S: Glade Lane Shops Runoff Area=0.720 ac 0.00% Impervious Runoff Depth>2.40" Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 Runoff=3.00 cfs 0.144 of Pond 1 P: (new Pond) Peak Elev=35.12' Storage=50,525 cf Inflow=68.58 cfs 3.507 of Outflow=29.67 cfs 3.496 of Total Runoff Area = 9.730 ac Runoff Volume = 3.507 of Average Runoff Depth = 4.33" 100.00% Pervious = 9.730 ac 0.00% Impervious = 0.000 ac KID Piney Green Shopping Center- Permit Modification Piney Green Prepared by Jordan-Tew &Associates, P.A. Type 11 24-hr 10 year Rainfall=6.51 ", AMC=1 Printed 4/3/2012 HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 1 S: Ext. K-Mart Runoff - 65.59 cfs @ 12.00 hrs, Volume= 3.363 af, Depth> 4.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=6.51 ", AMC=1 Area (ac) CN Description 9.010 94 Ext. K-mart 9.010 94 Weighted Average, AMC Adjusted CN = 85 9.010 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 80 0.0050 0.84 _ Sheet Flow, sheet flow to cb -� 7.2 1,200 0.0020 2.79 Smooth surfaces n= 0.011 P2= 3.91" 8.77 Pipe Channel, pipes In K-mart 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.015 Concrete sewer w/manholes & inlets 8.8 1,280 Total Subcatchment 1 S: Ext. K-Mart Hydrograph 70 65.59 cfs 65 Type 1124-h r 10 year 60 Rainfall=6.51" 55 50 AMC=1 45 Runoff Area=9.010 ac 40 Runoff Vol.ume=3..363.. of 35 U. 30 Runoff Depth>4.48'• 25 Flow Length=1,280' 20 Tc=8.8 min 15 AMC Adjusted CN=85 ,o 5 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Runoff �O Piney Green Shopping Center- Permit Modification Piney Green Type 11 24-hr 90 year Rainfall=6.59" AMC=9 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD® 9.00 s/n 05976 © 2009 HvdroCAD Software Solutions LLC Pagee 13, Summary for Subcatchment 2S: Glade Lane Shops Runoff = 3.00 cfs Q 12.01 hrs, Volume= 0.144 af, Depth> 2.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 year Rainfall=6.51 ", AMC=1 N U 0 LL Area (ac) CN Description 0.720 81 Glade Lane Shops 0.720 81 Weighted Average, AMC Adjusted CN = 64 0.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description in) (feet) (ft/ft) (ft/sec) (cfs) 2.7 160 0.0055 1.00 Sheet Flow, sheet flpw to cb Smooth surfaces n= 0.011 P2= 3.91" 6.1 750 0.0020 2.04 2.50 Pipe Channel, pipes in Shops site 15.0" Round Area= 1.2 sf Perim= 3,9' r= 0.31' n= 0.015 Concrete sewer w/manholes & inlets 8.8 910 Total 3 2 0� 5 Subcatchment 2S: Glade Lane Shops Hydrograph 3.00 cfs Type 1124-hr 10 year Rainfall=6.51" AMC=1 Runoff Area=0.720 ac Runoff Volume=0.144 of Runoff Depth92.40'" Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) I Runoff Piney Green Shopping Center- Permit Modification Piney Green Type 1124-hr 10 year Rainfall=6.51" AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCADO 9.00 s/n 05976 O 2009 HvdroCAD Software Solutions LLC Pape 14 Summary for Pond 1 P: (new Pond) Inflow Area = 9.730 ac, 0.00% Impervious, Inflow Depth > 4.33" for 10 year event Inflow = 68.58 cfs @ 12.00 hrs, Volume= 3.507 of Outflow = 29.67 cfs @ 12.13 hrs, Volume= 3.496 af, Atten= 57%, Lag= 8.0 min Primary = 29.67 cfs @ 12.13 hrs, Volume= 3.496 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 35.12' @ 12.13 hrs Surf.Area= 19,136 sf Storage= 50,525 cf Plug -Flow detention time= 30.8 min calculated for 3.484 of (99% of inflow) Center -of -Mass det. time= 29.4 min ( 792.5 - 763.1 ) Volume Invert Avail.Storage Storage Description #1 32.00' 90,409 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 32.00 13,340 0 0 33.00 15,127 14,234 14,234 34.00 16,985 16,056 30,290 35.00 18,905 17,945 48,235 36.00 20,909 19,907 68,142 37.00 23,626 22,268 90,409 Device Routing Invert Outlet Devices #1 Primary 31.36' 24.0" Round 24 inch barrel L= 40.0' CMP, projecting, no headwall, Ke= 0.900 Outlet Invert-- 31.21' S= 0.0037 '/' Cc= 0.900 n= 0.025 Corrugated metal #2 Primary 31 59 . 2.5" Vert. Orifice/Grate C= 0.600 #3 Primary 34.44' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 36.50' 60.0' long x 15.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Shvc�r� bye Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 3 Z. o rimary OutFlow Max=29.36 cfs @ 12.13 hrs HW=35.10' TW=31.80' (Fixed TW Elev= 31.80') 1=24 inch barrel (Barrel Controls 17.93 cfs @ 5.71 fps) 2=Orifice/Grate (Orifice Controls 0.30 cfs @ 8.75 fps) 3=Orifice/Grate (Weir Controls 11.12 cfs @ 2.67 fps) =Broad -Crested Rectangular Weir ( Controls 0.00 cfs) ME i Piney Green Shopping Center- Permit Modification ( Piney Green - Type 11 24-hr 10 year Rainfall=6.61 ", AMC=1 I Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Paoe 15 Pond 1 P: (new Pond) i Hydrograph 75 6.8.58 cfs ❑ Primary 70 Inflow Area=9.730 ac 60 Peak Elev=35.12' 55 Storage=50,525 50 cf 45 40 1 a° 35 29.67 cfs` 30 r` 25 20 i 15 10 5 I = i�y •✓ � li rr i - 0.5 7 .12 .13. 6 8 9 10 1,1.. Time (hours) 14 1,5, ..16... 17. ..18. ..1 9 20 Pond 1 P: (new Pond) Stage -Discharge 37 35 c 0 A d w 34 33 32 Discharge (cfs) Primary Piney Green Shopping Center- Permit Modification Piney Green Type 1124-hr 90 year Rainfall=6.5i- AMC=9 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 16 Pond 1 P: (new Pond) Stage -Area -Storage 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22.000 Surtace 0 Storage 37 36 i 35 5 w 34 33 32 u iu,uuu 2u,uuu 30,000 40,000 50,000 60.000 70,000 80,000 90,000 Storage (cubic4eet) Piney Green Shopping Center- Permit Modification Piney Green Type/1 24-hr 100 year Rainfall=11.10" AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCADO 9.00 s/n 05976 O 2009 HvdroCAD Software Solutions LLC Page 17 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 1 S: Ext. K-Mart Runoff Area=9.010 ac 0.00% Impervious Runoff Depth>8.65" Flow Length=1,280' Tcr8.8 min AMC Adjusted CN=85 Runoff=121.59 cfs 6.491 of Subcatchment 2S: Glade Lane Shops Runoff Area=0.720 ac 0.00% Impervious Runoff Depth>5.90" Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 Runoff=7.25 cfs 0.354 of Pond 1 P: (new Pond) Peak Elev=36.86' Storage=87,298 cf Inflow=128.83 cfs 6.845 of Outflow=83.81 cfs 6.804 of Total Runoff Area = 9.730 ac Runoff Volume = 6.845 of Average Runoff Depth = 8.44" 100.00% Pervious = 9.730 ac 0.00% Impervious = 0.000 ac Piney Green Shopping Center- Permit Modification Piney Green Type li 24-hr 100 year Rainfall=11.10" AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 18 Sucamary for Subcatchment 1S: Ext. K-Mart Runoff = 121.59 cfs @ 12.00 hrs, Volume= 6.491 af, Depth> 8.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 year Rainfall=11.10", AMC=1 Area (ac) CN Description 9.010 94 Ext. K-mart 9.010 94 Weighted Average, AMC Adjusted CN = 85 9.010 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 80 0.0050 0.84 Sheet Flow, sheet flow to cb Smooth surfaces n= 0.011 P2= 3.91" 7.2 1,200 0.0020 2.79 8.77 Pipe Channel, pipes in K-mart 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.015 Concrete sewer w/manholes & inlets 8.8 1.280 Total Subcatchment 1S: Ext. K-Mart Hydrograph 130 121.59 cfs 120 Type 1124-hr 100 year "° Rainfal 1=11.10" 100 90 AMC=1 _ 80 Runoff Area---9.010 ac 70 Runoff Volume=6.491 of rL 60 Runoff Depth>8.65" 50 Flow Length=1,280' 40 Tc=8.8 min 30 AMC Adjusted CN=85 20 10 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) O RunotF L L Piney Green Shopping Center- Permit Modification Piney Green Type 1124-hr 100 year Rainfall= 11. 1011, AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD89.00 s/n 05976 02009 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 2S: Glade Lane Shops Runoff = 7.25 cfs @ 12.00 hrs, Volume= 0.354 af, Depth> 5.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 year Rainfall=1 1 .10", AMC=1 Area (ac) CN Description 0.720 81 Glade Lane Shops 0.720 81 Weighted Average, AMC Adjusted CN = 64 0.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 160 0.0055 1.00 Sheet Flow, sheet flpw to cb Smooth surfaces n= 0.011 P2= 3.91" 6.1 750 0.0020 2.04 2.50 Pipe Channel; pipes in Shops site 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.015 Concrete sewer w/manholes & inlets 8.8 910 Total Subcatchment 2S: Glade Lane Shops Hydrograph 8 7.25 cfs 7 Type 1124-hr 100 year Rainfall=11.10" 5 AMC=1 5 Runoff Area=0.720 ac a Runoff Volume=0.354 of 4 LL Runoff Depth>5.90" 3 Flow Length=910' 2 Tc=8.8 min AMC Adjusted CN=64 1 5 8 7 8 9 10 11 12 13 14 15 16 17 18 n, 19' 0 Time (hours) p Runoff 0 Piney Green Shopping Center- Permit Modification Piney Green Type 11 24-hr 100 year Rainfall= 11. 10") AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 20 Summary for Pond 1 P: (new Pond) [82] Warning: Early inflow requires earlier time span Inflow Area = 9.730 ac, 0.00% Impervious, Inflow Depth > 8.44" for 100 year event Inflow = 128.83 cfs @ 12.00 hrs, Volume= 6.845 of Outflow = 83.81 cfs @ 12.10 hrs, Volume=' 6.804 af, Atten= 35%, Lag= 6.1 min Primary = 83.81 cfs @ 12.10 hrs, Volume= 6.804 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 36.86' @ 12.10 hrs Surf.Area= 23,246 sf Storage= 87,298 cf Plug -Flow detention time= 29.8 min calculated for 6.780 of (99% of inflow) Center -of -Mass det. time= 27.0 min ( 777.1 - 750.1 ) Volume Invert Avail.Storage Storage Description #1 32.00' 90,409 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 32.00 13,340 0 0 33.00 15,127 14,234 14,234 34.00 16,985 16,056 30,290 35.00 18,905 17,945 48,235 36.00 20,909 19,907 68,142 37.00 23,626 22,268 90,409 Device Routing Invert Outlet Devices #1 Primary 31.36' 24.0" Round 24 inch barrel L= 40.0' CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 31.21' S= 0.0037 '/' Cc= 0.900 n= 0.025 Corrugated metal #2 Primary 31.59' 2.5" Vert. Orifice/Grate C= 0.600 #3 Primary 34.44' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 36.50' 60.0' long x 15.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary Out low Max=83.00 cfs @ 12.10 hrs HW=36.86' TW=31.80' (Fixed TW Elev= 31.80') 1=24 inch barrel (Barrel Controls 24.88 cfs @ 7.92 fps) 2=Orifice/Grate (Orifice Controls 0.37 cfs @ 10.83 fps) 3=Orifice/Grate (Orifice Controls 23.51 cfs @ 7.48 fps) =Broad -Crested Rectangular Weir (Weir Controls 34.24 cfs @ 1.61 fps) -2� Piney Green Shopping Center- Permit Modification Piney Green Type // 24-hr 100 year Rainfall=11.10" AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD® 9.00 s/n 05976 OO 2009 HydroCAD Software Solutions LLC Page 21 Pond 1 P: (new Pond) Hydrograph 140 128.83 cfs Q inflow Primary 130 Inflow Area=9.730 ac 120 k ' Peak Elev=36.86' 110 100 JStorage=87,298 cf 90 r 83.81 cfS 80 3 70 o � 60 50. a' I 40 30 20 10 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 1 P: (new Pond) Stage -Discharge 37 ply d 35 w `o i d w 34 33 32 A 0 i ,^ Orifice/Grate Weir ;u zu 30 40 50 60 70 80 90 100 Discharge (cis) ❑ primary 6 C Piney Green Shopping Center- Permit Modification Piney Green Type // 24-hr 100 year Rainfall=11.10", AMC=1 Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012 HydroCAD@ 9.00 s/n 05976 © 2009 HvdroCAD Software Solutions LLC Pape 22 Pond 1 P: (new Pond) Stage -Area -Storage 0 2,000 4,000 6,000 6,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 1 Surface ❑ Storage 37 36 35 c 0 m m 34 w 33 32 .v,vvv av,vvu aU,uUU 4U.000 bU,ODU 60,000 70,000 80,000 90,000 Storage (cubic -feet) IN PFDS: Contiguous US Pagel of 2 a 1' i IX ViN,.LJSI,�IY wuvw nws rwea.gov f .,a,.'•t�%{,�s-�F^��`k'S. T -a.+lYvlf��%J��� r:. �6t y � `�P.;C i•ir? Nar: i ()YI_,: iLL.:I ail -• NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES DATA DESCRIPTION Date type: precipitation intensity Units: english Time series type: partial duration SELECT LOCATION 1. Manually: a) Enter location (decimal degrees, use "' for S and W): latitude: longitude: submit f b) Select station: select station 2. Use map: Pan,:;. Limn ar»aakl nlr,:re+m '. - - ° 0 0 0 .- POnrtsyl nniaNew YdrxImp OR- "p- ITlayalP. IAa :n0 Cnntmt. 'Pfhsburgn ... :.nemaxno O 0. O O A6nil. rfr. rm0 0 01.1 R h r lilln.� Ohio k,Yt..pt D tcwn Sakict on e(�� paa:� Cu,nr�On 0 Ccumbus '. .. Lancaxrnro P d.a4'Plra O .,�a Rixr crosshairor double click) u : J rir La U O Wnr(ipala n W Idnydl0 - In h 0 _� b) Click on station Icon o 1 p., ,ar _ New Jersey -a^+eer, _ h1 rylantl - Y n.,.na ° QPx,kef Mlf� - 'O C,Ik.nll:A' (. . show stations on map) -._-Washington 0alar,aie - :, �'I a•k Wc�.k . 0 Virginia Har.': '*09 O FrpX1H :k'hlYn FsI�:.Jr ;on Wircil>glr.n O O - dChaAnsmvilln' � -- :. Richmond--. . n O Ban F: vst O Rn.nwkrsrirnin,a. _ T:rLl.n1 O NrC^oXvf:le JMilr.Oon Clir Grae:4bcro- - :.,h:.n' Tonnos Q ' sNJe„ « lei onn North Rai gh- ORacay 1* R•rs ° . O xa'w"iea Carolino.W -° o _ O -Cr OChaddtte-Falw;tmik - Cgrteniga . O a:.... nansl+ln hln�F - ORtiPi W. Kxr...d Frr�. 0' _ O oln ^..rf - sack-W nP,Gr:V 0 C•': ,}J N',.7. Pik --.rP iRJ ]hml 0 0 .0 as oNn. r f- z r;rx=ar•: LOCATION INFORMATION: 6. Carolina al .` e:fllV nghl7 - N nn CaTbllna-' iq;sna jor90 Name: Jacksonville, North Carolina, sis..ippiO eta 0 Us` x.4 ro 3 ajr Latitude: 34.7271 �U:lu..• o .. .. 0' Longitude:-77.4027 oahwtrur.: ranrTur.� Gor:rgia ' .r,«au -gat 0 Elevation: 00' !� ,m. a, hEUC : Savanrah 0 n" W4en.HeJ+I t•.arYw'�.:n c' 0 nld l r O vent. vaMbNa .{ �700 m1_ O. >rn,;aeksor..ide w•r date ..ayr 9;a•ry ;e._G '80UM8:G0091e Maps POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atha 14, Volume 2, Version 3 PF tabular I- T Duration 5-min 10-min 15-min 30-min min 2-hr 3-hr 6-hr 12•hr PDS-based 1 5.8a (5.45-8.38) 4.70 (4.35-5.10) 3.92 (3.62-4.25 2.69 2.48-2.91) 1. 1.02 0.730 (0.511-OAM) 0.445 (0.407-0.482) 0261 (0.237-0.291) precipitation frequency 2 S &92 8.00 (6.42-7.61) (7.39-8.66 5.54 6.41 (5.13-6.01) (5.92-6.94) 4.64 SA1 (4.30-5.03) 4.99-5.85) 3.21 3.54 2.97-3.47) (3.55-4.16) 2.01 .-2.67) 1.23 1.54 (1.42-1.68) 0.884 1.11 (0.813-0.970) (1.02-1.22) 0.539 DAIII (OA93-0.596) (0.621-0.753) 0316 0.401 8a0 estimates Avera9e with recurrence 90% confidence interval(yeato) intervals fin inches/hour), 10 9.00 (8.29-9.74) 7.20 (6.63-7.79) 6.07 (5.59-6.57) 4AC 4.05-4.16) 2.80 (.6-3.10) 1.33 1.88-2.00 133 1.22-1.46) OJ316 (0.741-0.901) OA83 (04606a) 1125 10.2 (9.31-11.0) 8.09 (1.42-8.74) &84 (6.27-7.39) &07 (4.64-5A7) 3.37 (3.09-3.64) 2.22 202-2.41) 1.83 (1.49-1.79) 1,00 0.�9 .� 50 11.1 (10.1-12.0) 8.83 (8.06-9.54) 7.46 (8.80-8.06) 5.61 5.12-O.Oft 3.80 47-4.11 2.55 (2.32-2.78) 1.91 1.72-2.08) 1.17 (1.05-1.29) 0.704 .. 100 12.0 (10.9-13.0) 0.53 (&66-10.3) 8.03 (7.30-8.68 B.1S (6.59-8.85) 200 12.9 (11.8-14.0) 10.2 (9.29-11.1) BA (7.76-9.32) SDO11 14.1 12.6-15.3) 11,1 (9.94-12.1) 9.33 8.34-10.1) 1000 15.1 (13.3-16.4) 11.9 (10.5-12.9) 9.93 (8.79-10.8) 6.70 .04-7.25) 7A2 (8.83-8.00 8.04 (7.12-8.76) 4.4 325 .70 -5.09) �=, 8.33 (4.76-6.8) 5.070.6!17.82) 39)BO 6.20-& i 2.20 1.97-2.40) 11 1.36 (1.21-1.49) 0.B20 .(02 .31 3.59) 2.62 (223-2.75) 3.56 (3.42-4.20) 2.99 (2-62-3.27) 4.359(0.935-1.11) (3.81-4.75) 3A1 (2.96-3.74) 1.56 (1.37-1.72) 1.88 (1.82-2.05) 2.14 (1.83-2.95) 5 (... .-. .771.77) 7.11-19.48 854) 24-hr. 0.150 (0.137-4766 &182 0.167-00 0.2360 0.282 .. . OA79 0 4 69) 0 (0.57-0739) (0.60419.7.-380.2 ) 2-day.0.087 0.100 . 0.162 IF 0.235 031i 0.382 F 0.430 http://hdsc.nws.noaa.gov/hdsc/pfds/pfds�map_cont 1?bkmrk=nc 4/3/2012 (2 7) PFDS: Contiguous US Page 1 of 2 www.nws.noaa.gov I ¢ylWm t S� !� -. s iit•r,'��r{ 7 �r+ ! J f ,1..t,�tt �llitT li... `)1[ad!Ilc''') NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES DATA DESCRIPTION Data type: precipitation depth Units: english Time series type: partial duration SELECT LOCATION 1. Manually: a) Enter location (decimal degrees, use =" for sand W): latitude: longitude: I gu(png b) Select station: select station 2. Use map: 0 0 o t• .n •+e>, ,n ! a� o L;m :n I i I, n .: •, o I n °::ru,op..e:, .:.��^dy;on U rn"Rne-., Ina, p -a:+-mrn .:,5 W'.u:nvnd0 . 0 0 "_-... PQnnSylVdni-. :^.. New York Islip .. o : ar:: r P.rs0urg- 0 At- - Alknrm i o arw.an O O ° Uhl° - a0'a:chn hnrndbrlq, O- Oca,unbas lanna..raro Phi acepNgt t: nrpaslr wa O o rr; Fb- ° 0 w ,:un.1. 0 - - I n�npe. l Maryland Pta:vJcrsay -.... o wrw,rcnrrcy - In. mleO t:""t9-o am- -- West ` Washllgtbn Delat•:are O virgl,lia Fxnianb,agd' Fe._+e-rk+ivag . 'Rhu .. �. ... ' a) Select location (move crosehair or double pick) b Click on station icon )._ ( - show stations on map) . ;Mn FrrrJ"nrW1 0 H�.ir.,n anvnnr,c Richmond -. n 8:,.1 . V , .• Rri4ivan' O r 1:arr,• ..... o N,(^ Oxvkla % . � Greensboro Jc",":on.C.ity �r Tenne : O .. 0,:a.o Ash- r a"n' North Rap 9n a Rneso Eli - ° -Kama t O Darolind yy .cn ° 's"nr •• ps OChadette FayaaarW - - . alah .a tdnia O am,�s.ni F.nO nAnm. O= nr >n.w�� O ..•.• calso' o 0 o::mrrc. iokvnl aoSouth F.Nr Nn ::•,r LOCATION INFORMATION: _Saninghi) .c ,.n Garaliea •1ek l,.n"d, ,'. Name: Jacksonville, North Carolina, sisaipv, O ,xa 00 h�0t.z.. us, -r.:amoaa O-- A,,!rmm ]ammerna. Bsacr Latitude: 34.7632 - - Asa oar aao„". a Longitude:-77.5565 tae�.rH Geargla aan ,n ociv Baum Elevation:661t Mort Mtn H" k nnn P:rAaM:rce_ O - tl. ��•L � 100 mi. JO -:•c .taGksdnJl l9 y ° ,P a ^;e'J 2f. •rfl•• 1N;_Uj Source: Google Maps POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, VaWrne 2, Version 3 PF tabular „ PDS-based precipitation frequency estimates with 90% confidence intervals in Inches)' Duration Average recurrence interval(years 1 2 5 10 25 50 100 200 Soo 1000 6-min 10-min GAS3 (0.446-O.S24 0.771 (0.712-DAN) D-569 (0.525-0.818) 0.910 (0.840-0.988) 0.059 (0.607-0.715) 1.06 0,973-1.14) 0.739 0.680-0.801) 1.18 {1.09-1.28) 0.834 (0.783-0.902J 1.33 (1.22-1.44) 0.909 (0.829-0.983) 1A5 (1.32-1.57) D.983 (0.891-1.06) 1.56 (1.42-1.69) 1.06 (0.951-1.15) 1.68 (1.51-1.81 1.15 (1A3-1.25) 1.82 0.62-1.98) 129 (1.09-1.34) 1.94 (1.71-2.11) 15-min 0.963 (0.890-1.05) 1.14 (1.08-1,24) 1.34 (1.23-1.45) 1.50 1.38-1.62) 1.89 (1.54-1A2 1.63 (1.67-1.8Ef) 1.98 (1.79-2.14) 2,11 (1.90-2.29) 2.28 2,04-2-49) 2.44 (2.15-2,65) 30-min 1.32 0.22-1.44 1,58 (1.46-1.72 1.90 (1.75-2.06) 2.17 (1.99-2.35) 2.50 (226-2.70) 2-76 (2.52-2.99) 3.03 (2.74-927) 3.29 2-96-3.5,G 3.05 (3.25-3.98) 3.94 (3.49-429) 80-min 7.85 (1.52-1,79) 1.96 (1.83-2.15) 2.49 (2.24-2.64) 2.82 (2.59-3.06) 3.32 (3.04-3.5o) 3.74 (3.41-4.05) 4.17 (3.78-4.51) 4.62 (4.15-5.00) 5.23 (4.�-5.68) 5.76 (&09-&26) 2-hr 1•� (1J32-T.17} 2.AO 2,21-2.63) 3.02 (2.77-3.31) 3.58 (327-3.91) 4.34 (194-4.73 5J)0 (4.52-5.45) 6.70 6.48 7,54 aA9 3-hr 2.14 T.S9 3.27 3.90 4.79 5.68 (5,12-6.21) 6.43 (6.76-7.04) 7.37 (6.66-8.23) 8.75 (7.43-9.28) 9.99 (1.96-2.35) (2.37-2.86) (2.99-3.80) (356-4.28) (4.33-5.25) (5.01-6.t1) 5.74-7.04) 6,52-&07 (7.65-9.59) 8.63-11.0) 8-hr 2.59 3.14 3.97 4.75 5.94 6.63 7.90 9.09 10.8 12A (2.37-2.87) (2.8B-3.48) (3.61-4.40) (4.31-5.28) (5.27-6.45) (6.11-7,53) (7.01-8.69) 7.98-10.0) (9.39-11.9) 12-hr 3.05 (2.78-3.41) 3.70 (3.94-4.12) 4.70 (4.25-5,26) 4.86 (&OB-8.a1) 7.01 (8.24-7.80) 8.24 (7Z9-9,14) 9.58 (8.41-10.6) 11.1 8.83-1Y.9) 13A (11.4-14,8) (10.6-13.7) 16.4 3.1�7-3.83)_II 9`8 4,66 497-8.00 S.B2 17) (7.8 ' ) (a.52-105) (8,114-12.3) (11312.9 4,9)13A-17.4) (13.0-17.1) 2-day 8.2B 2. 10.9 12.6 14.7 17,7 (15.2-20.1 20.3 http://hdsc.nws.noaa.gov/hdse/pfds/pfds_map_cont.h�?bkmrk=nc 4/3/2012 r7