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Home My WebLink AboutSW8120501_UNKNOWN_20120511STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT SW�OJ D NO. DOC TYPE ❑ CURRENT PERMIT ❑ APPROVED PLANS ❑ HISTORICAL FILE ❑ COMPLIANCE EVALUATION INSPECTION DOC DATE ,-21IZ�U' S /y YYYYMMDD INFILTRATION BASIN ANALYSIS FILENAME: S:IWQSIINBASIN1120501.WK1 PROJECT NUMBER: SW8 120501 DATE: 11-May-12 PROJECT NAME: Dollar General Store, Mt. Misery Road DRAINAGE BASIN: Cape Fear REVIEWER: C. Baker RECEIVING STREAM: Baton Branch CLASS: C;Sw Index No.: 18-77-1-1-2 If ORW, is site within the 575' AEC? SITE AREA IMPERVIOt % IMPERVI SOILS INF( ELEVATIOr SOIL TYPE REPORTEC SURFACE, VOLUME 1 1 1.28 acres DRAINAGE AREA: 42,689 IS AREA CALCULATION Rational C BUILDINGS PARKING/ASPHALT CONCRETE OTHER 9100 24225 216 TOTAL 33541 C 0.04 Place a "1" here if Rational DUS, 1= 78.6% RV= .05+.009 ( 1) = 0.76 )RMATION I OF SEASONAL HIGH WATER TABLE 28.5 FEET MSL Loamy Sane INFILTRATION RATE 1 INCHES/HOUI or 0.000023 FPS 1REAS ! ELEVATIONS 1 VOLUMES Elev. ft) Area, sq ft Inc. Volume Acc. Volume BOTTOM 30.5 3,880 32.1 6,110 7992 7992 -98065.5 -90073.5 TOP 32.1 6,110 98065.5 7992 )EPTH ! DRAWDOWN CALCULATION DESIGN STORM, INCHES 1.5 DESIGN VOLUME 4040 CUBIC FEET TOTAL VOLUME AVAILABLE 7992 CUBIC FEET DEPTH OF RUNOFF 1.60 FEET TIME TO DRAWDOWN 1 24.7 HOURS MUST BE <12 25 YEAR 24 HOUR STORM NIA Intensity, i = .33 inches 1 hour Qr=CiA= Qp through the bottom of the basin= 10 YEAR 10 MIN HIGH INTENSITY EVENT Intensity, i = 6.3 inches 1 hour Volume for 10 yr. 10 min. event = 0.01 CFS 0.09 CFS Must be > Qr SF Z 158.77 CIF < 7992 CF COMMENTS Volume and drawdown are (not) within Design Requirements. DIVISION OF WATER QUALITY INFILTRATION SYSTEM INVESTIGATION Complete and email this form to Vincent. Lewis@ncmail.net. if there are more than 7 areas to be tested, attach a second sheet. State Soil Scientist Confirmation Visit dateltime: Project Name: �� 6c-� L AT.M un� cvtlSull ekc ,�A Y� Street Address: �o2t✓�'� a� ` --F, A .T- 2z> . Directions from the nearest intersection ofltwo major roads: _2LI i�tr 57` Fy;yl 6Ju_xtl1j !,, Ex t j MTJ� >1 acre being disturbed? ❑YES []NO CAMA Major required? ❑YESr NO Consultant Name: Phone: Consultant Firm Name:/i7l V` (� Bore Number { 2 3 4 5 m fi fi:. a) Existing Ground Elevation b Proposed Bottom Elevation c Difference a minus b d Add 2 ft. Min. Bore De th e Hardpan Depth? Approx. Elev. Of SHWT Max. lowest bottom elev. ' I h Infiltration Rate OK? i Confirmation of SHWT For projects requiring more than 5 hand borings, manpower or equipment to conduct the excavation must be provided by the consultant. *State Soil Scientist Use ONLY Comments Required Attachments: 1. Legible vicinity map. 2_ Complete Soils Report. 3. PDF formatted site plan with the boring locations to be tested. Site plans should be emailed or hand -delivered only. Illegible faxed maps will not be accepted. All proposed infiltration areas and existing, active utility lines located within the proposed basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist reserves the right to decline to do the investigation. If the proposed infiltration system will be located in an area of existing pavement and there is no open area nearby, equipment capable of breaking through the impervious layer must be provided. The soils investigation does not take the place of a soils report prepared by an appropriate professional. The Soils Scientist will only verify the soil conditions that are reported in the Soils Report, and make a determination as to the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and assumes no liability should the system fail. S-\WQSISTORMWATERIFORMSIinfiltration site visit Revised 3108 L M G LAND MANAGEMENT GROUP INC. Environmental Consultants Gordon A. Rose, PE, LEED AP Call Sign Engineers Fayetteville, NC 28301 February 14, 2012 Reference: Storrnwater BMP preliminary evaluation -for the proposed Dollar General located off of Mt. Misery Road near Leland, NC. Mr. Rose: On Monday, February 13, 2012 Land Management Group, Inc. had the pleasure of evaluating potential areas for stormwater BMP placement for the proposed .Dollar General located off of Mt. Misery Road near Leland, NC. The purpose of the evaluation was, to describe the soil profile, determine seasonal high water table (SHWT), determine infiltration rates and to inform the project engineer of any potential limitations of this project. Borings were located in the open space areas of the proposed site plan at the request of the project engineer, to assist with the placement of storrnwater BMPs. Actual infiltration rates where not taken therefore my report is based upon estimated rates. The soils on this site arexnapped as the Norfolk, Leon and Pantego soil series in the Soil Survey of Brunswick County (USDA, 1986). Actual soil boring 1 confirms the soil to be the Noboco soil series, boring 2 confirms the soil to be a Baymeade soil series and boring 3 confirms the soil to be a Leon soil series (see Test Area Map Appendix A and soil profile descriptions in Appendix B). The Noboco soil series can best be described as moderately well to well drained Loamy fluviomarine deposits on summits and shoulders of marine terraces throughout the coastal plain. The Baymeade soil series can best be described as soils that formed from well drained aeolian, alluvial and fluvial sandy marine sediments over loamy marine sediments on ridges and stream terraces in the lower coastal plane. The Leon soil series can best be described as soils formed from poorly and very poorly drained sandy marine sediments, on upland flats, depressions, stream terraces and tidal areas of the lower coastal plain. The official published description and physical and chemical data for the Noboco, Baymeade and Leon soil series are shown in Appendix C for comparison. The seasonal high water table is normally evident by observation of redoximorphic features suggesting past conditions of saturation and reduction. There is evidence of redoximorphic features at 24" from the soil surface in boring 1 and 39" in boring 2 from the existing soil surface. The site has been artificially drained by a drainage feature along the rear of the property line and therefore the SHWT for boring 3 is based upon our best estimation due to the elevation and proximity to the existing drainage feature. Boring 3 has relict features that suggest the SHWT to be at 18" below www.lmgroup.net s info@imgroup.net • Phone: 910.452.0001 • Fax: 910.452.0060 3806 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.0_ Box 2522, Wilmington, NC 28402 the existing grade; however, the contemporary seasonal high water table is believed to be 30-36 inches below existing grade, soils in this area wilt require expressed consent of DWQ prior to any proposed BMP. Boring 3 also has a layer considered to be a "hardpan" this layer is comprised of sandy sediment coated with iron and organic stains and does not appear to be cemented or notably restrictive(see Test Area Nlap Appendix A, soil profile descriptions in Appendix B). All .recorded depths are from the existing surface as noted in the soil profile descriptions, boring 2 and 3 shows a modest amount of natural sandy fill material from historic grading activities, Appendix B. The official published description and physical and chemical data for the Noboco, Bayzmeade and. Leon soil series are shown in Appendix C for comparison. It is expected that the soils in the front portion described by boring 1 will have a relatively low infiltration rate less than 0.5 in/fir due to the fine loamy subsoil and poor structure and should be considered unsuitable with respect w infiltration BMPs. The soils in the portion of the lot described by boring 2 will have a moderately slow to moderate infiltration rate depending upon the depth at which the BMP is proposed, BMPs proposed at or near the surface will range from 2-3 in/hr, placement closer to the subsoil present will range from 0.5-1 in/hr and may be required to be nicasured by NC DENR DWQ prior to permitting any proposed stormwater BMP. The soils in the rear of the lot described by boring 3 will have a moderate infiltration rate ranging from 2-3-in/hr for BMPs located at or near the existing surface. In summary, this proposed project has been cited for stortnwater BMP placement. This area has soils that have seasonal high water tables•thai Mange from 24 inches to 39 inches from the existing soil surface. It appears that the'soils-in the rear open space noted on the attached test area sketch should be considered'suitable-for storm1water BMP placement, any infiltration. BMP proposed will depend heavily upon the proposed depth. It is suggested that any proposed BMP be placed at or near tro`existing'surfaee, the expressed consent of NC DENR DWQ will be required for the�use of soils in the rear portion of the site. DWQ may require certain site alterations in order to permit any Stormwater BMP in this area. A site visit by NC DENR DWQ is required for this site; if you wish for our office to schedule that visit and meet with'the local DWQ'office; we will do so at your request.' If you have any questions about this report or need any additional information I may be reached at 910-452-0001 (ext 1910), 910-471-0505 or at nho wel l @hngcoup. n_et Sincerely, r'f„ Nicholas Howell NC Licensed Soil Scientist ##1294 Dollar General Mt. Misery Rd. Preliminary Stormwater Test Area Sketch February 14, 2012 Existing Drainaqe Ditch :LL-1. � -'z-- —_-' —V r— - - — - — - — - — - — - I. 03 02 Y-771 %.7"," Proposed Building Envelope � (]Soil Boring � T Job# 03-12-32S Lan d7U�m�� Environmental Consultants PO BOX 2522 Drawing Provided By Others. Wilmington, N.C. 28402 Drawing is NOT to Scale. www.LMGroup.net This is NOT a Survey. 1-866-LMG-1078 (910)-452-0060 fax Bl Shoulder Slope 1-2%Noboco Soil Series A — 0-5" Loamy Coarse Sand, granular friable non sticky non plastic, 1 OYR 3/1. E — 5-17" Loamy Coarse Sand, granular friable, non sticky non plastic, I OYR 6/4, Bt 1 — 17-24" Sandy Clay Loam, subangular blocky, friable slightly sticky slightly plastic, IOYR 5/6. Bt2 — 2440" Sandy Clay Loam, subangular blocky friable slightly sticky slightly plastic, 10YR 5/8 with l OYR 6/2 depletions and 2.5Y 4/6 concentrations. Btg — 40-53" Clay Loam, subangular blocky, firm, moderately sticky moderately plastic, 10YR 6/2 with 2.5Y 4/6 and IOYR 5/8 concentrations. BC — 53-60"+ Sandy Clay Loam, weak subangular blocky, friable slightly sticky slightly plastic, 7.5YR 5/8 with IOYR 6/2 depletions and 2.5YR 4/6 and 1 OYR 5/8 concentrations. Physical Water: >60" SHWT: 24" B2 Side Slope 1-2% Baymeade Soil Series Fill — 0-4" Mixed Sandy Fill, Structureless. A — 4-10" Coarse Sand, granular, very friable non sticky non plastic, 1 OYR 3/1. E — 10-13" Coarse Sand, granular, very friable non sticky non plastic, 1 OYR 6/2. Bw — 1348" Loamy Coarse Sand, granular, very friable non sticky non plastic, 1 OYR 3/4. E' — 18-29" Coarse Sand, granular, very friable non sticky non plastic, IOYR 6/4. Btl — 29-39" Sandy Clay Loam, subangular blocky, friable slightly sticky slightly plastic, IOYR 5/8. Bt2 — 3947" Coarse Sandy Loam, subangular blocky, friable slightly sticky non plastic, IOYR 5/8 with IOYR 6/2 depletions and 7.5Y 5/8 concentrations. BCg — 47-60" Coarse Sandy Loam, weak subangular blocky, slightly sticky non plastic, 1 OYR 6/2 with 1 OYR 3/6 concentrations. Physical Water: >60" B3 Foot Slope 0-1 % Drained Leon Soil Series Fill — 0-8" Mixed Sandy Fill, Structureless. A — 8-13" Coarse Sand, granular very friable non sticky non plastic, 10YR 3/1 50% coated grains. E — 13-18" Coarse Sand, granular, very friable non sticky non plastic, 10YR 5/2. Bh — 18-25" Loamy Coarse Sand non cemented, friable non sticky non plastic, IOYR 3/2. E' — 25-30" Coarse Sand, granular, very friable non sticky non plastic, 2.5Y 6/2. B'h — 30-37" Loamy Coarse Sand non cemented, friable non sticky non plastic, 10YR 311. Btg — 37-54" Coarse Sandy Loam, subangular blocky, friable slightly sticky non plastic, 2.5Y 4/2. BCg- 54-60" Coarse Sandy Loam, weak subangular blocky, friable slightly sticky non plastic, 2.5Y 6/2 with IOYR 3/6 concentrations. Physical Water: >60" S14WT: 30-37" Contemporary due to regional drainage. Absolute value will need to be reviewed and approved by NC DENR DWQ. PRELIMINAR Y SITE PLAN CITY. STATE-STREET.I LELAND, NC -MT. MISERY ROAD PROTOTYPE: A DEVELOPER DESIGNER DATE: BLDC.StLESSF: gloo COMPANY, PAR 5 DEV. GROUP COMPANY. CALL SIGN ENGRS. 12/5/2011 ACREAGE: 1.3 NAME-- LEE PFrrUAN NAME: GORDONROSE PAMNGSPACES: 45 PHONE A: 910-94"ml PHONE C. 91048"700 pt .-V . . .. . . . . .. A,' KIM' -11 4 9. )7- lie, b W-O Jt Ali. T� #a 4 fA CZ30331M X y ZI Z am ING r. Nr ANULA, AWA LF �11WM POP r - I STmom Om -Z J 3 l 9 . � . as ` �i w C'[ "x i > PAVUENT 4 • knill -25 GRAPHIC SCALE FZHT. 0010 RHT*00l0*CS0l6PRFLIbI*SITE_nG11 am STATE -SMEET.- �� -- -- n " �_—_ ______�___�___-__� " ^ | +m,mm� | " U U ^| |" U U n| CONC |n "| ^ "ENCLOMM " v/SCREEN n � " DELIV. P" U U o|SMENfKCURITVv "| " "| " � U u| o "|C=3MMZ=" U U u| | Uv " | U W No AREA FOR TRUCK LOADING STOW mm 70, ASPHALT PAVEMENT-1 m4EEL STOP, wo pu mil"ROWN Me- M-1004-14 RI-1 "STOP" SIGN 416 GRAPHIC SCALE