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Home My WebLink AboutSW4170401_HISTORICAL FILE_20170517STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW 4ZM(J) / DOC TYPE ❑ CURRENT PERMIT ❑ APPROVED PLANS HISTORICAL FILE ❑ COMPLIANCE EVALUATION INSPECTION DOC DATE7% YYYYM M D D JAMESTOWN ENGINEERING GROUP, INC. 117 EAST MAIN STREET JAMESTOWN, NC 27282 lac Phone (336) 88"S23 Fax (336) 886-5478 TO R1 r—k QIMlP lll'. nle?, nEc� 1671 Mad ?),ary 1p eenivr L[EUTEQ OF VQQuVMOVUL 17 •rr.urro. I heo gPtIerve of Reg _h P Pi 0 hP LeXILItan, iddl WE ARE SENDING YOU VAttached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Copy of letter ❑ Change order ❑ Plans ❑ Samples ❑ Specifications COPIES DATE NO. DESCRIPTION of 0 - THESE ARE TRANSMITTED as checked below: ❑ For approval For your use As requested ❑ For review and comment ❑ FOR BIDS DUE ❑ Approved as submitted ❑ Approved as noted ❑ Returned for corrections ❑ Resubmit copies for approval ❑ Submit —copies for distribution ❑ Return —corrected prints 20 ❑ PRINTS RETURNED AFTER LOAN TO US COPY TO SIGNED: K I nh OlnvPr'l ei„o It a.d.aur.. a.a . a..a.d. AI.dIv . Ify .. of onaa. I AAr" inc. March 31, 2017 JAMESTOWN ENGINEERING GROUP, INC. CIVIL ENGINEERS & SURVEYORS LAND PLANNING • MUNICIPAL CONSULTING 117 East Main Street • P.O. Rnz 365 • Jamestown, N.C. 27282 Telephone(336) 886-5523 Fax (336) 886-5478 www.jamestownengineering.com Re: Stormwater Management Permit The Reserve at Regents Center - Phase 2 Lexington, NC JEG File No. 16-087 Mr. Mike Randall Stormwater Permitting Division of Energy, Mineral and Land Resources NC Department of Environmental Quality 1612 Mail Service Center Raleigh, NC 27699-1612 Dear Mr. Randall: RECEIVE® APR n a 2017 DENR-LAND QUALITY STORMWATER PERMITTING With regards to the referenced project, which will add four apartment buildings to the existing development, we have enclosed the following for your review and approval: - One original and one copy of the Application - Supplemental Forms for each of the two BMP's - Original 0&M agreements for each of the two BMP's - 1 Application Fee ($505.00) - Detailed Narrative - USGS Map showing the site location - Calculations - Two sets of plans - Soils report - Deeds - LLC Documentation If there are any questions or additional information required, please call. Sincerely, JAMESTOWN ENGINEERING GROUP, INC. 1oI homas R. (Rich) Glover, Jr., PE Enclosures Stormwater Treatment & Management Narrative The Reserve at Regents Center Phase 2 March, 2017 The Reserve at Regents Center is an apartment complex that was constructed around 2003. The complex is located on Regents Center Court in Lexington, NC. At the time of the original development, no post -construction stormwater controls were required. Since this time, the City of Lexington has adopted the NPDES Phase II regulations. Southwood Realty Company purchased the existing apartment complex in April of 2015 as well as three undeveloped lots to the northeast of the complex in March of 2017. Their plans are to add four additional apartment buildings as indicated on the enclosed plans by Jamestown Engineering Group, Inc. Construction of the new apartments will take place on high ground that has been previously graded. No impacts to streams or wetlands will be necessary. An erosion control plan has been filed with NCDEQ which indicates the measures that shall be in place to help prevent any off -site sedimentation during the construction activities. A copy of this plan is also included in this submittal. Drainage from the existing apartment complex flows into a 42" storm drainage trunk -line that also captures runoff from US Hwy 52. The 42" pipe discharges at the base of a fill slope where the flow then travels across approximately 480' of floodplain where it then flows into Swearing Creek (12-113 Class Q. Drainage from the three undeveloped lots flow into a storm drainage system within the right-of-way of Regents Center Court, which then also discharges into the flood plain of Swearing Creek. In order to treat the runoff from the new building that is being added to the existing complex, the runoff will be routed through a bio-retention cell. The cell will then discharge near the end of the existing 42" trunk -line. The runoff from the three new buildings on the undeveloped lots will be also be treated with a bio-retention cell. That cell will then discharge into the existing storm drainage network within the Regents Center Court right-of-way. Sediment basins and other erosion control devises will remain in place until site stabilization has occurred. Once the site is stabilized, the erosion control devises will be removed and the bio-retention cells will be installed. Southwood Realty Company will continue to be the owner of these properties following construction. As such, Southwood Realty Company will be responsible for the on -going operations and maintenance of the stormwater control devises. Get Maps topoVew 2009 ;��y. He1rt`s Sapona Q I: 'spa r Pines 110 https://ngmdb.usgs.gov/maps/topoview/viewer/# 14/35.7923/-80.2428 1 -------- 2010 Glenwood Pinecrest \ J l` N 1`\ 7 /' \ N `1 i t a`�S q Meadowviewy� Lexington medicale ".-Ic oS5 \ V/ / — r . I of I 3/30/2017 11:12 AM HYDRAULIC & EROSION CONTROL CALCULATIONS FOR THE RESERVE AT REGENTS CENTER PHASE 2 LEXINGTON, NC PROJECT; 2016-087 MARCH 2O17 =O Q�0F[ssio9`.. y / AL :. �7 elvCINI JAMESTOWN ENGINEERING CROUP, INC. 117 EAST MAIN STREET P. 0. BOX 365 JAMESTOWN, NC 27282 (336) 886-5523 C — 0626 JAMESTOWN ENGINEERING GROUP. INC. 117 E. MAIN STREET JAMESTOWN, NC 27282 DESIGN OF BIO-RETENTION CELL. I. GENERAL A. DESIGN CRI FERIA DESIGN IS BASED UPON NCDFO STORMWATER GUIDELINES 6. SITE INFORMATION THE PROPOSED SITE IS LOCATED WITHIN THE YADKIN PEE-DEE NON -WATER SUPPLY WATERSHED GENERAL SITE DATA IS LISTED BELOW: RESERVE BID RETENTION at SITE AREA 3143 OFF -SITE AREA 0.00 TOTAL SITE AREA 33 43 OFF -SITE DRAINAGE AREA 0.87 SITE DRAINAGE AREA 131 DIVERTED AREA 0 DISTURBED AREA 4.2 A UNITS PROPOSED 0 IMPERVIOUS AREA SF/UNIT 0 FUTURE ALLOWABLE ISA 0,00 STREETS. DRIVEWAYS 8 SIDEWALKS 2.63 TOTAL 2,63 %BUILT UPON (FOR SITE DRAINAGE AREA) 50.77% DWACRE (SITE) 0.00 C. DRY POND INFORMATION/REQUIREMENTS VOLUME REQUIREMENTS OF SNIP 1 50.8% IMPERVIOUS WATER QUALITY VOLUME 118 PERM BED STORAGE 112 TEMP SED STORAGE WOV = PRvDA/12 1 1.0 x .22 x .0 x 5,18 x .0 x 4.20 x FIRST 1 IN OF RUNOFF (HIGH DENSITY) 43560 = 9532 CF 3530 0 CF' 3630 0 CF' D. METHOD OF ANALYSIS INFLOW HYDROGRAPHS', SMALL WATERSHED METHOD PEAK INFLOWS: RATIONAL METHOD POND ROUTING: REGRESSION ANALYSIS FOR STAGE STORAGE RELATIONSHIP II HMP Pi DESIGN A. INFLOW HYDROGRAPHS ,1. PRE DEVELOPEMENT OFF -SITE AREA 0.87 ACRES (APT LOTS) C= i 0.70 ON -SITE AREA 4,31 ACRES (UNIMPROVED) C= 0.45 5,2 ACRES C= 0A9 TIME OF CONCENTRATION HYDRAULIC PATH VELOCITY LENGTH TIME SHEETFLOW 5 fps 267 if 534 sec CHANNELFLOW 8.0 Ups if sec PIPE FLOW 14.0 fps 930 if 66 sec 600 sec Tc= 10,0 min PEAK FLOW O=CIA I(1) = 2.9 inlhr I(10) = 5,8 inlhr ill00) = 8,0 iNhr 0(2)74 CFS 0(10)= 14.8 CFS 0(100)= 20.4 CFS 2. POST DEVELOPEMENT OFF -SITE AREA (APT LOTS) 0.87 ACRES C= 070 ON SITE AREA 50.77% IMPERVIOUS IMPERVIOUS 2.63 ACRES C= 0.95 LAWN 1.68 ACRES 0.40 DIVERTED AREA 0.00 ACRES 0.8 SITE DRAINAGE AREA AVERAGE 074 COMPOSITE 5.2 ACRES C= 0.73 TIME OF CONCENTRATION HYDRAULIC PATH VELOCITY LENGTH TIME SHEETFLOW .5 fps 267 if 534 sec CHANNEL FLOW 8.0 fps If sec PIPE FLOW 14.0 fps 930 If Be sec 600 sec Tc = 10.0 in 10 YEAR EVENT INTENSITY PEAK FLOW 0 = CIA FROM TABLE 10 MIN 5.78 m1hr I(D ° 2.9 min, 30 MIN 3.56 inlhr 1(10). 5.8 inlhr 120 MIN 1.30 inlhr I(100)= 6.0 inlhr 6HR 0.58 inlhr (FROM ROAR) 12 HE 0.35 inlhr (FROM NOAA) 0(1)= 10.8 CFS 0(10)= 21.9 CFS 1-YEAR EVEN T INTENSITY 0(100) = 30.2 CFS 24 HE 0.119 inlhr (FROM NOAA) 100 YEAR EVENT' INTENSITY 10 MIN 8.03 m1hr 6HR 0.83 in/hr (FROM NOAA) DEPTH OF RUNOFF PEAK FLOW RUNOFF 0' TIME TO PEAK 24 HR 1 YEAR PRECIPATION (P) _ 05 in 045 CPS .03 in 13 min 10 MIN 10-YEAR PRECIPATON (P) = .96 in 21.9 CFS .33 m 3 min 30 MIN 10-YEAR PRECIPATION (P) = 1.78 in 13.4 CFS 97 in 16 min 120 MIN 10-YEAR PRECIPATION (P) = 2.61 in 4.9 CFS 171 in 78 min 6HR 10 YEAR PRECIPATION (P) = 3.48 in 2.2 CFS 2.52 in 259 min 12 HR 10-YEAR PRECIPATION (P) = 4.20 in 1.3 CFS 321 in 547 min 10 MIN 100-YEAR PRECIPATION (P) = 1.34 m 30.3 CFS 61 in 5 min 6HR 100 YEAR PRECIPATION (P) = 4.98 in 3.1 CFS 3.90 in 285 min CN= 91 S = (1000/CN) 10 = 99 in RUNOFF DEPT HID-) = (P.0.2 x S)^2KP10.8 x S) TIME TO PEAK = RUNOFF VOLUME/(1.39 x Op) B. ES'TIMATE STORAGE 1. S=10(PasO.O Pm)) - TP S= 2766 CF I:+gl(I', Tal Itl = DURATION (i I R q h 2 127 19 5 101 21 10 185 22 25 220 23 50 246 24 100 213 24 Char-Meck Bioretention Design Guidance (Hahne, 2004) note: this is provided for you to see an alternative sizing guideline WATER QUALITY VOLUME (WQv) Rv = runoff coefficient (Runoff/Rainfall) Rv = 0.05 + 0.009( 1 ) Where "I" _ % Impervious ("Simple Method" - Schueler, 1987) NCDENR April 1999 . WQv = -1.0" 12 Fill in Values: q"A" "I" = = 50.8 r Percent Impervious of Site 5.19 Acres Answer: WQv = 0.219 ]Ac. Ft. 9555 Cubic Feet Required BIORETENTION AREA Formula: Af = (WQv)(Df) Where: ((k) (Hf+Df) (Tf)) Af = Surface area of Rain Garden (S.F.) From Georgia Design Manual WQv = Water Quality Volume to be Captured Section 3.2.3.E Df = Filter Bed Depth (2 feet minimum) (Based on Darcy's Law) k = permeability coefficient of filter media (use 1.0 ft/day for sandy -loam) Hf = Average height of water above filter bed (use 6 inches, which is half of 12" ponding depth) Tf = Design filter bed drain time in days (2 Days or 48 hours ) Fill in Values N" = Df = Hf = Tf = 1 ft./day (1/2"/Hour) Feet inches Days 2 6 2 Answer Af Square Feet Required For Bioretention 44 Width Approximate Size 87 Length ip i = r Permit Number: rid be provided by DWQ) AMA NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM 401 CERTIFICATION APPLICATION FORM BIORETENTION CELL SUPPLEMENT This form must be filled out, printed and submitted. The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information I IUN rrolect name Contact name Phone number Date Drainage area number The Reserve at Regents Center Phase 2 Thomas R. (Rich) Glover, Jr., PE March 21, 2017 II. DESIGN INFORMATION 1 Site Characteristics Drainage area 225,976 u2 Impervious area 114,718 fit Percent impervious 50,8% % Design rainfall depth 1.0 inch Peak Flow Calculations Is pre/post control of the 1-yr, 24-hr peak flow required? _y(Y or N) 1-yr, 24-hr runoff depth 2,86 in 1 -yr, 24-hr intensity __ ____ 0,119 in/hr Pre -development 1-yr, 24-hr peak flow 8.500 ft'/sec Post -development 1-yr, 24-hr peak flow 13.200 ft'Isec Pre/Post 1-yr, 24-hr peak control 4,700 ft'/sec Storage Volume: Non -SA Waters Minimum volume required 9,555.0 If' Volume provided 9,607.8 fit OK Storage Volume: SA Waters 1 S" runoff volume ft3 Pre -development 1-yr, 24-hr runoff it Post -development 1-yr, 24-hr runoff ft' Minimum volume required 0 It, Volume provided _—ftJ Cell Dimensions Pending depth of water 12 inches OK ' Ponding depth of water _ If Surface area of the top of the biorelention cell _1,00 4,664.0 ft' OK Length: 88 it OK Width: _ 53 If OK -or- Radius _ It Media and Soils Summary Drawdown time, pointed volume 12 hr OK Drawdown time, to 24 inches below surface _ 12 hr OK Drawdown time, total, _ 24 m In -situ soil: -- Soil permeability 0.2.0 in/hr Insufficient. Increase infiltration rate or include underdrains. Planting media soil Soil permeability 0.52 in/hr OK Soil composition % Sand (by volume) 85% OK % Fines (by volume) 1.0% OK % Organic (by volume) _ 5% OK Total: 100% Phosphorus Index (P-Index) of media _ 30 (unitless) OK Form SW401-Bioretenti0n-Rev.8 June 25, 2010 Parts I and 11. Design Summary, Page I of 2 Permit Number' (to be provided by UWQ) Basin Elevations Temporary pool elevation 669,81 fmsl ' Type of bioretenlion cell (answer "Y" to only one of the Iwo following questions): Is this a grassed cell? -_-Y _(Y or N) ON Is this a cell with trees/shrubs? n (Y or N) Planting elevation (top of the mulch or grass sod layer) _ 668.81 fri Depth of mulch 0 inches Insufficient mulch depth, unless installing grassed cell. Bottom of the planting media soil _ 666.81 fmsl Planting media depth X ft Depth of washed sand below planting media soil 0.33 ft Are underdrains being installed? y (Y or N) How many clean out pipes are being installed? 9 OK What factor of safety is used for sizing the underdrains? (See BMP Manual Section 12.3.6) 4 OK Additional distance between the bottom of the planting media and the bottom of the cell to account for underdrains 1 ft Bottom of the cell required 668,48 fmsl SHWT elevation 661 fmsl Distance from bottom to SHWT 1.48 If OK Internal Water Storage Zone (IWS) Does the design include IWS in (Y or N) Elevation of the top of the upturned elbow 0 fmsl Separation of IWS and Surface _ 668.81 it ON Planting Plan Number of tree species 0 Number of shrub species Number of herbaceous groundcover species Additional Information Does volume in excess of the design volume bypass the biorelention cell? Y N or (Y ) ON Does volume in excess of the design volume flow evenly distributed through a vegetated filter? Y N Y or ( ) OK What is the length of the vegetated filter? It Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed, Is the BMP located at least 30 feet from surface waters (50 feet if SA waters)? Y (Y or N) OK Is the BMP located al least 100 feet from water supply wells? Y (Y or N) OK Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK Is the BMP located in a proposed drainage easement with access to a public Right of Way (ROW)? Y (Y or N) OK Inlet velocityfrom ( treatments system) 9,1 ft/sec Insufficient inlet velocity unless energy dissipating devices arc being used. Is the area surrounding the cell likely to undergo development in __ the future? N Y or N ( ) OK Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK Is the drainage area permanently stabilized? Y (Y or N) ON Pretreatment Used _ (Indicate Type Used with an "X" in the shaded cell) Gravel and grass (8'inches gravel followed by 3-5 It of grass) Grassed swale ON Forefeet, X Other -- Form SW401-aioretauron-Rev.e June 25. 2010 Pans I and II. Design Summary, Page 9 of 2 JAMESTOWN ENGINEERING GROUP, INC. 117 E. MAIN STREET JAMES I OWN, NC 27282- DESIGN OF 610-RETEN TION CELL I. GENERAL A. DESIGN CRITERIA DESIGN IS RASED UPON NCDED STORMWATER GUIDELINES B. SITE INFORMATION THE PROPOSED SITE IS LOCATED WITHIN THE YADKIN PEE-DEE NON WATER SUPPLY WATERSHED GENERAL SITE DATA IS LISTED BELOW: RESERVE RIO RETENTION Y2 SITE AREA 33,43 OFFSITEAREA 0,00 TOTAL SITE AREA 3:343 OFF -SITE DRAINAGE AREA 0.00 SITE DRAINAGE AREA 13 DIVERTED AREA 0 DISTURBED AREA 1.3 IX UNITS PROPOSED 0 IMPERVIOUS AREA SF/UNIT 0 FUTURE ALLOWABLE ISA 0.00 STREETS, DRIVEWAYS 8 SIDEWALKS ().90 TOTAL 0.90 %BUILT UPON (FOR SITE DRAINAGE AREA) 69.23 % DU/ACRE (SITE) 0,00 C. DRY POND INFORMATION/REQUIREMENTS VOLUME REQUIREMENTS OF DMP 1 WOV - PRvDAII2 69,2% IMPERVIOUS I FIRST 1 IN OF RUNOFF (HIGH DENSITY) WA I ER DUALITY VOLUME 1.0 x 07 x 43560 - 3176 CF' 1/0 PERM SED STORAGE ,0 x 1.30 x 3630 = 0 CT 1/2 TEMP SED STORAGE .0 x 1.30 x 3630 0 CF 0. METHOD OF ANALYSIS INFLOW HYDROGRAPHS: SMALL WATERSHED METHOD PEAK INFLOWS: RATIONAL METHOD POND ROUTING: REGRESSION ANALYSIS FOR STAGE STORAGE RELATIONSHIP II IMP Y2 DESIGN A. INFLOW HYDROGRAPHS 1. PRE-DEVELOPEMENT OFF SITE AREA 0,00 ACRES ' (APT LOTS) C= 0.70 ON -SITE AREA 1,30 ACRES (UNIMPROVED) C= O45 1.3 ACRES C= 045 TIME OF CONCENTRATION HYDRAULIC PATH VELOCITY LENGTH TIME SHEET FLOW .5 fps 267 II 534 sec CHANNELFLOW 8.0 fps II sec PIPE FLOW 14.0 fps 930 It 66 sec 600 sec Tic = 10.0 min PEAK FLOW 0 = CIA I(1)= 2.9In/hr I(10)= 5,8 inmr I(100) = 0.0 inlhr 0(2)= 17 CFS 000)= 3.4 CFS 0(100)= 47 CFS 2. POST-DEVELOPEMENT OFF -SITE AREA (APT LOTS) 0 ACRES C= 0.70 ON -SITE AREA 69.23% IMPERVIOUS IMPERVIOUS 0,90 ACRES C= 0.95 . LAWN 0,40 ACRES 040 DIVERTED AREA 0,00 ACRES 0.8 SITE DRAINAGE_ AREA AVERAGE 038 COMPOSITE 1 3 ACRES C= 0.18 TIME OF CONCENTRATION HYDRAULIC PATH VELOCITY LENGTH TIME SHEET FLOW 5 fps 267 II 534 sec CHANNELFLOW 8.0 fps 11 sec PIPE FLOW 14.0 fps 930 it 66 sec 600 sec Tic = 10.0 min 10-YEAR EVENT INTENSITY PEAK FLOW 0=CIA FROM TABLE 10 MIN 578 in/hr I(1) = 29 Inlhr 30 MIN 3.56 on, 1(10)= 5.8 m/h/ 120 MIN 1.30 inlhr (100). 8.0 111 5 HR 0.58 in/nr (FROM NOAA) 12 HR 0.35 in/hr (PROM NOAA) 0(1)= 2.9 CFS 0(10)= 5.9 CFS 1 YEAR EVEN r INTENSITY 0(100)= 8,1 CFS 24 HR 0,119 inlhr (FROM NOAA) 100-YEAR EVENT INTENSITY 10 MIN 8.03 inlhr SHIP 0.83 in/hr (FROM NOAA) DEPTH OF RUNOFF PEAK FLOW RUNOFF O' TIME TO PEAK 24 HR 1-YEAR PRECIPATION (P) _ 051n 0.12 CFS 03 in 13 min 10 MIN 10-YEAR PRECIPATION (P) = .96 in 5.9 CFS .33 in 3min 30 MIN 10-YEAR PRECIPATION (P) = 1.78 in 3.6 CFS .97 in 15 min 120 MIN 10-YEAR PRECIPATION (P)= 2.61 In 1.3 CFS 1,71 in 73 min 6 HR 10-YEAR PRECIPATION (P) = 3.48 in 0.0 CFS 2.52 in 242 min 12 HR 10 YEAR PRECIPATION (P) = 4.20 in 0.4 CFS 3.21 in 511 min 10 MIN 100-YEAR PRECIPATION (P) = 1.34 in 8.1 CFS .61 in 4 min 6 HR 100-YEAR PRECIPATION (P) = 4.98 in 0.8 CFS 3.96 in 266 min CN = 91 S = (1000/CN).10 = 99 in RUNOFF DEPTH(0-) _ F 0.2 x S)A2/(P+0.8 x S) TIME TO PEAK = RUNOFF VOLUMEI(1.39 x Op) B. ESTIMATE STORAGE 1. S = (0F=) O(Pre)) - Tp S. 912 CF I •; g : (li - Te) Tu = DURATION (MIN,) R 9 p. 2 127 19 5 161 )1 10 185 22 25 220 23 50 240 2 100 2'/3 24 Char-Meck Bioretention Design Guidance (Hahne, 2004) note: this is provided for you to see an alternative sizing guideline WATER QUALITY VOLUME (WQv) Rv = runoff coefficient (Runoff/Rainfall) Rv = 0.05 + 0.009( 1 ) Where "I" _ % Impervious ("Simple Method" - Schueler, 1987) NCDENR April 1999 WQv = 1.0"RVA 12 Fill in Values: Z "I" = "A" 69.6 Percent Impervious of Site = 1.3 Acres Answer: WQv = 0.0" Ac. Ft. 3192 Cubic Feet Required RAIN GARDEN AREA? Formula: Af = (WQv) IDf) Where: ((k) (Hf+Df) (TO) Af = Surface area of Rain Garden (S.F.) From Georgia Design Manual WQv = Water Quality Volume to be Captured Section 3.2.3.6 Df = Filter Bed Depth (2 feet minimum) (Based on Darcy's Law) k = permeability coefficient of filter media (use 1.0 ft/day for sandy -loam) Hf = Average height of water above filter bed (use 3 inches, which is half of 6" ponding depth) Tf = Design filter bed drain time in days (2 Days or 48 hours ) Fill in Values: "k" _ F--l�ft./day (1/2"/Hour) Df = 3 Feet Hf = 6 inches Tf = 2 Days Answer: Af = 1368 Square Feet Required For Rain Garden 26 Width Approximate Size 52 Length rrI] Permit Number:_ (to be provided by 0 WO) ® A NCDENR e rvnr STORMWATER MANAGEMENTPERMIT APPLICATION FORM 401 CERTIFICATION APPLICATION FORM BIORETENTION CELL SUPPLEMENT This form most be filled out, printed and submitted. The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information. Project name Contact name Phone number Date Drainage area number The Reserve at Regents Center Phase 2 Thomas R, (Rich) Glover, Jr., PE (336)886-5523 March 21, 20 1 _ II. DESIGN INFORMATION - 1 Site Characteristics --------- Drainage area 56,628 ft' Impervious area 39A19 f12 Percent impervious 69,6% Design rainfall depth _% 1.0 inch Peak Flow Calculations Is pre/post control of the 1-yr, 24-hr peak flow required? y or N) 1-yr, 24-hr runoff depth _(Y 2.86 in 1-yr, 24-hr intensity 0.119 in/hr Pre -development 1-yr, 24-hr peak flow 1.860 p'/sec Post -development 1-yr, 24-hr peak flow 2,940 fl'/sec Pre/Post 1-yr, 24-hr peak control 1.080 ft'/sec Storage Volume: Non -SA Waters Minimum volume required 3,192.0 ft' Volume provided 3,230,1It' OK Storage Volume: SA Waters 1.5" runoff volume it3 Pre -development 1-yr, 24-hr runoff it Post -development 1-yr, 24-hr runoff ft3 Minimum volume required 0 it, Volume provided _ —ft 3 Cell Dimensions Ponding depth of water 12 inches OK Pending depth of water 1.00 it Surface area of the top of the bioretention cell 1,568.0 it' OK Length: 56 it OK Width: 28 ft OK -or- Radius If Media and Soils Summary Drawdown time, derided volume 12 hr OK Drawdown time, to 24 inches below surface _ 12 hr OK Drawdown time, total: 24 hr In -situ soil, -- Soil permeability 0,20 in/hr Insufficient. Increase infiltration rate or include underdrains. Planting media soil. -- Soil permeability 0.52 in/hr OK , Soil composition • Sand (by volume) OK • Fines (by volume) _85% 16% OK • Organic (by volume)- 5)o OK Total: 100% Phosphorus Index (P-Index) of media 30 (unitless) OK Form SW401-aioretention-ReV.B June 25, 2010 Parts I and II. Design Summary, Pigo I of 2 Permit (to be prov,ded by OWO) Basin' Elevations Temporaly pool elevation Type of bioretention cell (answer "Y" to only one of the two following questions): Is this a grassed cell? Is this a cell with trees/shrubs? Planting elevation (top of the mulch or grass sod layer) Depth of mulch Bottom of the planting media soil Planting media depth Depth of washed sand below planting media soil Are underdrains being installed? How many clean out pipes are being installed? What factor of safety is used for sizing the underdrains? (See BMP Manual Section 12.3.6) Additional distance between the bottom of the planting media and the bottom of the cell to account for underdrains Bottom of the cell required SHINT elevation Distance from bottom to SHWT Internal Water Storage Zone (IWS) Does the design include IWS Elevation of the top of the upturned elbow Separation of IWS and Sudace Planting Plan Number of tree species Number of shrub species Number of herbaceous groundcover species Additional Information Does volume in excess of the design volume bypass the bioretention cell? Does volume in excess of the design volume flow evenly distributed through a vegetated filter? What is the length of the vegetated filter? 663,11 fmsl y (Y or N) OK in (Y or N) 662.11 fmsl 0 inches Insufficient mulch depth, unless installing grassed cell. 660.11 fmsl 2 it 0,33 it y (Y or N) 2 OK 4 OK 1 it 658.78 fmsl 656 fmsl 278 it OK n (Y or N) 0 fmsl 662.11 it OK 0 0 Y (Y or N) OK Y (Y or N) OK if DoesDoes the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed Is the BMP located at least 30 feel from sunface waters (50 feet if SA waters)? Y (Y or N) OK Is the BMP located at least 100 feet from water supply wells? _ Y (Y or N) ON Are the vegetated side slopes equal to or less than 3:1? _ Y (Y or N) OK Is the BMP located in a proposed drainage easement with access to a public Right of Way (ROW)? Y (Y or Nf OK Inlet velocity (from treatment system) Is the area surrounding the cell likely to undergo development in the future? Are the slopes draining to the bioretention cell greater than 20%1 Is the drainage area permanently stabilized? Pretreatment Used (Indicate Type Used with an X' in the shaded cell) Gravel and grass (8'inches gravel followed by 3-5 ft of grass) Grassed swale Forebay Other 7 fllsec Insufficient inlet velocity unless energy dissipating devices are being used. N (Y or N) OK N . (Y or N) OK Y (YorN) OK X OK Form SW401-BI0retentlon-Rev.8 June 25, 2010 Parts I and II. Design Summary, Page � of 2 TOP INV INV AREA OIC=CIA QIO(mwl) PIPE I E.CN 'I G 1 STRLC`. UR- '1 YI 15 671 00 668.97 FES 1J9 668.81 0.12 03 0.80 10 5.S 0.6 1.5 12 1600 10.11. HDPE 2.03 i CI 12 675,76 672.46 CI II 671,87 0,94 0.9 030 10 5,8 3.8 3.8 15 1 59,00 1.00% RCP 3.3C CI 11 67507 67 L67 CI 10 670,78 0.28 1.2 090 10 5.3 1.5 5.3 15 89.24 1.00% RCP 340 Cl 13 675.04 671.38 CI i0 670.78 0.37 04 0.70 10 5.S 1.5 1.5 15 5997 1.00% RCP i66 CI 10 674,18 670.53 C13 669.78 0.19 1.8 090 10 5.8 1.0 T3 18 93.59 OSO% HDPE 365 Ci9 677.93 674,22 C17 673.07 097 LO 0.70 10 5.8 3.9 3.9 15 11498 1.00% RCP 3.61 C17 676,27 672.87 C16 67223 038 1.4 0.80 10 5.8 1.8 5.7 15 63?9 1.01% RCP 3?0 C16 67598 67198 Y15 671.66 0,75 2.1 O.SO 10 5.3 3.5 9.2 18 3953 0.81% HDPE 3.90 Y15 675.36 671?6 Cl3 669.73 0.35 2.5 0.80 10 5.8 1.6 10.8 18 209,61 0.80% HDPE 390 C13 6T36 669.53 CI 669.16 0.24 4.5 0,90 !0 5.8 1.3 19.8 24 62.00 0.60% RCP 3.83 Ci2 67336 668.96 FESI 668.81 1 040 49 0.80 i0 5.8 19 21.7 24 2500 0.60% HDPE 440 4.87 21.7 YI 21 1 668.20 665.71 YI 20 66429 0,13 0.1 070 10 5.3 0.5 OS 12 78.701 1.80% HDPE 2?9 20 . 66665 66409 Ci 19 663.86 0.15 0.3 0.70 10 5.8 0.6 1.1 12 2Y1 1..00% HDPE 256 19 667.95 663.66 CI 18 662.53 0.09 0A 090 . 10 5.8 05 1.6 IS . 319 1.00% 429Cl2 66645 66. CI IS 662. 4 0.5 0.80 IC . SS 2.I 2.1 15 62C 1.00%C RCP 3,30 CI IS 666,45 662.33 FES 17 66111 32 1.1 0.90 4 HDPE 4,12 YI 24 66490 662.33 FES 23 662.! I 0.16 0.2 0.90 10 5.8 0.8 0.8 12 2200 1,00% HDPE 2.37 G:\2004\2004012\S10rmca Ics. xis 3/30/2017 0< ARS Circular Channel Analysis s Design Solved with Manning's Equation Open Channel - uniform flow Worksheet Name: RESERVE BID N1 Comment: INLET FES 1 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Percent Full...... Full Capacity..... OMAX @.94D........ F'roude Number..... 2.00 ft 0.0060 ft/ft 0.009 21.70 cfs 1.43 ft 9.06 fps 2.40 sf 1.6"! ft 71.30 S 25.31 cfs 27.23 cfs 1.39 (flow is Supercriti.cal) Open Channel Flow Module, Version 2.01 (c) 1990 Haestad Methods, Inc. ' 37 Brookside Rd ' Waterbury, Ct 06708 Circular Channel Analysis 6 Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: RESERVE BIC 02 Comment: INLET FES 17 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n... .... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical. Depth.... Percent Full ...... Full Capacity..... QMAX @.94D........ Froude Number...... 1.25 ft 0.0090 ft/ft 0,010 5.40 cfs 0.75 ft 6.98 fps 0.71 sf 0.91 ft 60.35 6 7.97 cfs 8.51 cfs 1.55 (flow is Supercritical) Open Channel Flow Module, Version 2.01 (c) 1990 laestad Methods, Inc. ' 37 Brookside Rd ' Waterbury, CL 06708 RESERVE AT REGENTS CENTER SUPPLEMENTARY BIO-CELL CLACULATIONS BIO-CELL 41 FLOW 21.7 CFS INLET VELOCITY 9.1 FPS PLUNGE POOL 1.0 FT WEIR LENGTH 36 FT WEIR HEAD 0.34 FT OVERFLOW VELOCITY 2.6 FPS BIO-CELL 42 NEED < 4.0 (FOR SOD) h= (VA 2/2g) Q=CwLFIA(1.5) V=Cw(1.83 7) (S QRT(.667 H) ) FLOW 5.4 CFS INLET VELOCITY 7.0 FPS NEED < 4.0 (FOR SOD) PLUNGE POOL 0.6 FT h=(02/2g) WEIR LENGTH 24 FT WEIR HEAD 0.18 FT Q=CwLHA(1.5) OVERFLOW VELOCITY 1.9 FPS V=Cw(1.837)(SQRT(.667H)) VOID RATIO RANGE AVG. %VOIDS %COMP. REL. DEPTH VOID DEP'[11 0.3-0.6 0.45 31% GRAVEL 100% 0.67 FT 0.21 FT 0,29-0.74 0.52 34% WASHED SAND 100% 0.33 FT 0.17 1:'1' 0.30-0:75 0.53 35% SAND 86% 1.7 FT 0.60 FT 0.261.28 0.77 44% FINES 10% 0.2 FT 0.09 FT 0.74-2.23 1.5 60% ORGANICS 4% 0.1 FT 0.05 F'1" 1.05 F'1' MEDIA DEPTH 2.0 FT WASHED SAND DEPTH 4.0 IN GRAVEL DEPTH 8.0 IN SKIMMER SEDIMENT BASIN #1 SKIMMER SEDIMENT BASIN #2 C (UNDISTURBED AREA) 0.40 0.40 C (DISTURBED AREA) 0.50 0.50 1-10 5.8 in/hr 5.8 in/hr TOTAL AREA 5.70 ac 1.70 ac DISTURBED AREA 3.60 ac 1.70 ac Q(10) Q=CIA 15.31 cfs 4.93 cfs REQUIRED VOLUME V=1800 x DIST. AREA 6480 cf 3060 cf REQUIRES SURFACE AREA SA=325*(Qlo) 4976 sf 1602 sf DEPTH 2 ft 2 ft TOP POND DIMENSIONS (W x L) 58 ft x 88 ft 29 ft x 58 ft BOTTOM POND DIMENSIONS (W x L) 50 ft x 80 ft 21 ft x 50 ft VOLUME PROVIDED 9104 cf 2732 cf SURFACE AREA PROVIDED 5104 sf 1682 sf AVERAGE AREA 4552 sf 1366 sf WEIR LENGTH REQUIRED (Q10) L=Q(10)/(3 *h^.5) where h = 0.5' 15 ft 5 ft SKIMMER SIZE (ORIFICE) 2.5" (2") 2" (2") SWALE NO. AREA I (10) C Q (10) BOTTOM WIDTH LT SS RT SS LINING SLOPEF MATERIAL n DEPTH VEL ALLOW VEL OK? SHEAR STRESS ALLOW SHEAR OK? WP A 1 0.04 5.8 0.7 0.16 0.5 3 : 1 3 : 1 2.0% NAG S75 0.066 0.04 1.06 4.00 YES 0.05 1.55 YES 0.8 0.1 1 0.04 5.8 0.7 0.16 0.5 3:1 3:1 2.0% GRASS 0.035 0.03 1.72 4.00 YES 0.04 1.55 YES 0.7 0A 2 0.03 5.8 0.7 0.12 0.5 3 : 1 3 : 1 2.0% NAG S75 0.066 0.04 0.98 4.00 YES 0.04 1.55 YES 0.7 0A 2 0.03 5.8 0.7 0.11 0.5 3:1 2:1 2.0% GRASS 0.035 0.03 1.45 4.00 YES 0.03 1.55 YES 0.6 0.1 3 0.10 5.8 0.7 0.38 0.5 3 : 1 3 : 1 2.0% NAG S75 0.066 0.08 1.36 4.00 YES 0.10 1.55 YES 1.0 0.3 3 0.10 5.8 0.7 0.38 0.5 3 11 3:1 2.0% GRASS 0.0351 0.05 2.16 4.00 YES 0.06 1.55 YES 0.8 0.2 3A 0.10 5.8 0.7 0.38 0.5 3 : 1 3 : 1 20.0% EXCEL PP5-10 0.066 0.04 3.10 7.00 YES 0.44 2.30 YES 0.7 0.1 3A 0.10 5.8 0.7 0.38 0.5 3 : 1 2 : 1 20.0% EXCEL PP5-10 0.035 0.03 4.77 12.00 YES 0.34 8.00 YES 0.6 0.1 4 0.04 5.8 0.7 0.15 0.5 3 : 1 3 : 1 2.0% NAG S75 0.066 0.05 1.09 4.00 YES 0.06 1.55 YES 0.8 0.2 4 0.04 5.8 0.7 0.15 0.5 3:1 2:1 2.0% GRASS 0.035 0.03 1.64 4.00 YES 0.04 1.55 YES 0.7 0.1 5 0.07 5.8 0.7 0.28 0.5 3 : l 3 : 1 2.0% NAG S75 0.066 0.07 1.27 4.00 YES 0.08 1.55 YES 0.9 0.2 5 0.07 5.8 0.7 0.28 0.5 3:1 3:1 2.0% GRASS 0.035 0.04 1.98 4.00 YES 0.05 1.55 YES 0.8 0.1 6 0.17 5.8 0.7 0.69 0.5 3 : 1 3 : 1 2.0% NAG S75 0.066 0.13 1.57 4.00 YES 0.16 1.55 YES 1.3 0.5 6 0.17 5.8 0.7 0.64 0.5 3:1 2:1 2.0% GRASS 0.035 0.09 2.50 1 4.00 YES 0.11 1.55 YES 1.0 0.3 7 0.11 5.8 0.7 0.41 0.5 3 : 1 3 : 1 2.0% NAG S75 O.0661 0.09 1.39 4.00 YES 0.11 1.55 YES 1.0 0.3 7 0.11 5.8 0.7 0.41 0.5 3 : 1 3 : 1 2.0% GRASS O.0351 0.05 2.21 4.00 YES 0.07 1.55 'YES 0.8 0.2 8 0.06 5.8 0.7 0.23 0.5 3 : 1 3 : 1 2.0% NAG S75 0.066 0.06 1.19 4.00 YES 0.07 1.55 YES 0.8 0.2 8 0.06 5.8 0.7 0.23 0.5 3:1 2 : 1 2.0% GRASS 0.035 0.04 1.85 4.00 YES 0.05 1.55 YES 0.7 0.1 8A 0.06 5.8 0.7 0.23 0.5 3 : 1 3 : 1 20.0% EXCEL PP5-10 0.066 0.03 2.63 7.00 YES 0.31 2.30 YES 0.7 0.1 8A 0.06 5.8 0.5 3 : 1 2 : 1 20.0% EXCEL PP5-10 0.035 0.02 4.07 12.00 YES 0.25 8.00 YES 0.6 0.1 9 0.04 5.8 0.5 3 : 1 3 : 1 2.0% NAG S75 0.066 0.04 1.04 4.00 YES 0.05 1.55 YES 0.8 0.1 9 0.04 5.8 !0.L02 0.5 3:1 3:1 2.0% GRASS 0.035 0.03 1.66 4.00 YES 0.03 1.55 YES 0.7 0.1 10 0.12 5.8 0.5 3 : 1 3 : 1 2.0% NAG S75 0.066 0.09 1.41 4.00 YES 0.11 1.55 YES 1.1 0.3 10 0.12 5.8 0.5 3 : 1 2 : 1 2.0% GRASS 0.035 0.07 2.27 4.00 YES 0.08 - 1.55 YES 0.9 0.2 Circular Channel Analysis 5 Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: RESERVE Comment: BIO-CELL 42 OUTLET Solve For Actual Depth Given Input Data: Diameter.......... slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 1.50 ft 0.0100 ft/ft 0.009 6.20 cfs 0.67 ft 8.15 fps 0.76 sf 0.96 ft 44.52 % 15.17 cfs 16.32 cfs 2.01 (flow is Supercritical) Open Channel Flow Module, Version 2.01 (c) 1990 Haestad Methods, Inc. ' 37 Brookside Rd ' Waterbury, Ct 06708 Appendices NEW YORK DOT DISSIPATOR METHOD FOR USE IN DEFINED CHANNELS (Source: 'Bank and channel lining procedures", New York Department of Transportation, Division of Design and Construction, 1971.) Note: To use the following chart you must know: (1) Q full capacity (2) Q10 (3) V full (4) Vio where Q = discharge in cfs and V = Velocity in FPS. ESTIMATION OF STONE SIZE AND DIMENSIONS FOR CULVERT APRONS Step 1) Compute now velocity Vo at culvert or paved channel outlet. Step 2) For pipe culverts Do is diameter. For pipe arch, arch and box culverts, and paved channel outlets, Do=Ao, where A.= cross -sectional area of flow at outlet. For multiple culverts, use Do=1.25xDo of single culvert. Step 3) For apron grades of 10% or steeper, use recommendations For next higher zone. (Zones 1 through 6). 25 —� 20 r- a1- 5 0, t �' S' 10' 1520' 25' DIAMETER (R.) Figure 8.06.b.1 Rcv. 12F)3 8.06.5 w Z 2APRON MATERIAL 0 PF TECT C=ERT L1 TO PREVENT SCOUR ROLE ISE L2 ALWAYS L2 1 STONE FILLING (FINE) CL. A 3 x Oo 4 x Da 2 STONE FILLING (LIGHT) CL. B 3 x Do 6 x Do 1 3 STONE FILLING (MEDIUM) CL. I 4 x 00 8 x Do 4 ISIOINE FILLING (HEAVY) CL, 1 4 x 0. 8 x Do 5 STONE FILLING (HEAVY) CL. 2 5 x Do 10 x Do 6 STONE FILLING (HEAVY) CL.2 6 x Do 10 x Do 7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING BASIN OR LARGER SIZE STONE). Fig. 8.06.b.2 Width = 3 times pipe dia. (min.) DETERMINATION OF STONE SIXES FOR DUMPED STONE CHANNEL LININGS AND REVETMENTS Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12 Fps=20" or 5501bs. Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone �— (for 12 FPS it is 125.500 lbs. for 75% of stone, and the maximum and minimum range in weight should be 25-500 lbs.) Note: In determining channel velocities for stone linings and revetment, use the following coefficients of roughness: Diameter Mannin's Min. thickness (inches) "n, of lining (inches) Fine 3 0.031 9 12 —z> Light 6 0.035 12 18 F— Medium 13 0.040 18 24 Heavy 23 0.044 30 36 (Channels) (Dissapators) 8.06.6 Re,. 12.93 Excel Civil & Environmental Associates, PLLC 625 Huntsman Court Gastonia, North Carolina 28054 NC License No. P-0129 Telephone:(704) 853-0800 Facsimile: (704) 853-3949 Internet: www.excelengr.com January 11, 2017 Mr. William Ratchford Southwood Realty Company Post Office Box 280 Gastonia, North Carolina 28053 Re: Limited Subsurface Evaluation The Reserve at Regents Center 100 Regents Center Court Lexington, North Carolina Excel Project Number 2016103 Dear Mr. Ratchford: Excel Civil & Environmental Associates, PLLC (Excel) has performed a limited subsurface evaluation of the above -referenced site in Lexington, North Carolina. As requested, Excel personnel mobilized to the site on December 1S, 2016 to evaluate the existing soil conditions in regards to capable bearing capacities at various locations as requested by the client. Drilling activities were conducted in order to determine the soil and bedrock conditions in the proposed construction area and to evaluate pertinent physical properties of the soils encountered Fourteen (14) soil borings were completed and tested in approximately 2-foot depth intervals beginning at grade level. The test locations were evaluated by utilizing a Dynamic Cone Penetrometer (DCP). When testing, the technician records the number of strikes required to drive the point through three increments of 1.75-inches and records the average number of strikes in the second two increments as the penetration resistance at that depth. The penetrometer reading is similar to the Standard Penetration Resistance "N-value" as defined by ASTM D1586. When properly evaluated, the penetrometer test results provide an index for estimating both soil strength and relative density. ExCEL CIVIL & ENVIRONMENTAL ASSOCIATES, PLLC www.excelengr.com. Limited Subsurface Evaluation January 11, 2017 The Reserve at Regents Center Lexington, North Carolina Excel No. 2016103 General Soil Conditions Borings B-1 thru B-3, B-6, B-7, B-9, B-10, B-12 and B-13 were completed to a total maximum depth of ten fbgl. Borings B-4, B-5, B-8, B-11 and B-14 were completed to a total maximum depth of seven fbgl. Field personnel visually examined the samples collected from the borings to estimate the distribution of grain sizes, plasticity, organic content, moisture condition and color. The observations for soil samples collected from select borings are summarized on the attached Boring Logs included in Appendix A. During the site visit, the property was observed to be an existing apartment complex with the proposed apartment building locations to be open, grassy areas. The topography of the property was generally sloping downward from northeast to southwest. Residual materials were encountered beneath the subgrade for borings B-3 through B-12 consisting of clay, silty - clay and silty -sand observed from grade to approximately ten fbgl. Organic materials were encountered at borings B-1, B-2, B-13 and B-14. Soil borings B-1 and B-2 had an organic layer from approximately five fbgl to the boring termination depth of ten fbgl. Soil borings B-13 and B-14 had an organic layer from grade to a depth of approximately three fbgl. Results from DCP testing indicated the soil bearing capacity of subsurface soils at all testing locations ranged, at various depths, from 0 pounds per square foot (psf) to greater than 4,S00 psf. Groundwater was not encountered at the subject site during drilling activities to a depth of 10- fbgl or the boring termination depth at any of the boring locations, meaning that the soils were not observed to be considerably wet, soft or loose at a specific depth. However, it should be realized that the water content of the near surface soils at the site could significantly change between the time our report is submitted and construction is initiated at the site. It should be noted that some of the material excavated from borings B-1, B-2 and B-6 through B-13 on the property was classified as being either moist or saturated. This condition may be due to recent precipitation and these areas should be monitored during construction activities for any moisture -related problems related to excessive moisture in the soil. This can create a situation in which water is absorbed into spaces between soil particles and the soil becomes less dense, which reduces its ability to support a load. For more detailed soil descriptions and stratifications at a particular boring location, the respective boring log should be reviewed. Laboratory Data One Standard Proctor Compaction Test was conducted in the laboratory with the sample collected from soil boring B-11. The Standard Proctor Compaction Test is used to determine the maximum dry unit weight and optimum moisture content, which can be used for specification of field Compaction. The sample was classified as a yellow silty CLAY and had a EXCEL CIVIL & ENVIRONMENTAL ASSOCIATES, PLLC www.excel6ngr.com Limited Subsurface Evaluation January 11, 2017 The Reserve at Regents Center Lexington, North Carolina Excel No. 2016103 maximum dry density of 84.7-pcf with an optimum moisture content of 31.2% (see Appendix A). Limitations The surface soils encountered at this site are of a type that will soften significantly if the soil water content should be increased for any reason. Such increases in soil water content normally cause difficulties in proper soil compaction. Sources of increased water content in the surface soils could include, but are not limited to, rainwater, improper surface drainage during earthwork or site grading, and broken or leaking utility lines. It should be realized that the water content of the near surface soils at the site could significantly change between the time our report is submitted and construction is initiated at the site. Unanticipated soil conditions at a construction site are commonly encountered and cannot be fully predicted by soil samples, test borings, or test pits. Such unexpected conditions frequently require that additional expenditures be made by the owner to attain a properly designed and constructed project. The analyses, conclusions, and/or recommendations contained in this report are based on site conditions as they existed at the time of our field investigation, a limited number of soil borings, and further on the assumption that the exploratory borings are representative of the sub- surface conditions throughout the site, that is, that the sub -surface conditions everywhere are not significantly difficult from those disclosed by the borings at the time they were completed. If, during construction, different sub -surface conditions from those encountered in our borings are observed, or appear to be present beneath excavations, we must be advised promptly so that we can review these conditions and reconsider our recommendations where necessary. If there is a lapse of time of more than one year between submission of this report and start of the work at the site, if conditions have changed due either to natural causes or to construction operations at or adjacent to the site, or if building locations, structural loads, or finish grades are changed, we urge that we be promptly informed and retained to review our report to determine the applicability of the conclusions and recommendations, considering the changed conditions and/or time lapse. Further, we request that our firm be retained to review those portions of the plans and specifications for this particular project that pertain to earthwork and foundations as a means to determine whether the plans and specifications are consistent with the recommendations contained in this report. In addition, we are available to observe construction, particularly the construction of foundations as recommended in this report, and such other field observations as might be necessary. This report has been prepared for the exclusive use of Southwood Realty Company for specific application to sub -surface conditions associated with the property located at 100 Regents Center Court, Lexington, North Carolina. The only warranty made by us in connection with the services provided do reputable members of our profession practicing in the same or similar EXCEL CIVIL & ENVIRONMENTAL ASSOCIATES, PLLC www.excelengr.COM Limited Subsurface Evaluation January 11, 2017 The Reserve at Regents Center ,Lexington, North Carolina Excel No. 2016103 locality exercise that we have used that degree of care and skill ordinarily under similar conditions. No other warranty, expressed or implied, is made or intended. Sincerely yours, EXCEL CIVIL & ENVIRONMENTAL ASSOCIATES, PLLC C. --- Aaron C.Long Engineer In Training Z Michael T. S forth, P.E. Project Engineer EXCEL CIVIL R ENVIRONMENTAL ASSOCIATES, PLLC j.... � . . www.excelengr:com . FIGURES EXCEL CIVIL & ENVIRONMENTAL ASSOCIATES, FLLC WwVV,excelengi.com o - Soil Boring Location ��e yJ - i� / / � r$ - _ - ..+Oyu'' F �9' �-.-w�_,F ••-- -- ` \ � :� o . . .- ( 12 essA„9 0"= Note. Boring Locations Approximate EXCEL CIVIL S ENVIRONMENTAL ASSOCIATES, PLLC Figure 2 —Boring 625 HUNTSMANCOURT Locations Map N GASTOTONIA, IA, NCNC 28054 (704) 853-0800 Source: As -Built Footing Survey (See Anow.Above) SOIL BORING LOGS EXCEL CIVIL & ENVIRONMENTAL ASSOCIATES, PLLC www.excelengr,com., , r Boring Log Well Construction Permit Number I. D, Number: Project Name: Project No: B-1 --NA-. .—.Q4 � �aJ r...rcIAI ... ... Purpose: Geotechnical Assessment Southwood - Lexington Apartments Contractor: 2016103 Registration No: Field Personnel: A. Long, C. DeVane Driller: Start Date: 15-Dec-16 Complete Date: 15-Dec-16 Equipment: ECEA C.DeVane Mobile Drill -rip, DCP BORING ID p DEPTHb1STED, BLOWS NCREMENT/.� OMPARATIV C SPT VALUE E E CAPACI rY (PSFI) G VISUAL SOIL CLASSIFICATION 0 -- -- -- Brawn clayey SILT, damp 1' 5,10,12(11) 8 3,000 Same As Above 1.5' -- -- -- Same As Above 2' -- -- — Brown silty CLAY, damp 3' 10.12,12(12) 8 3,000 Same As Above B-1 4' -- -- -- Black organics, moist 5' 4,5,5 (5) -- -- Same As Above 8 -- -- -- Same As Above 7' 6,6,6 (6) -- -- Same As Above 8' -- -- -- Same As Above S' -- -- Same As Above 10' - -- Same As Above /iron Gird P]n irvunrw.ml r6.o..'vuo'A"=Pon'ni,¢ I ode +e101et Boring Log Well Construction Permit Number L D. Number: e zecea Purpose: Geotechnical Assessment Project Name: Southwood- Lexington Apartments Contractor: Project No: 2016103 Registration No: Field Personnel: A. Long, C. Deloane Driller: Start Date: 15-Dec-16 Complete Date: 15-Dec-16 Equipment: ECEA C.DeVane Mobile Drill -rig, DCP BORING ID M DEPTH TESTED. (bgl) BLOWS PER 1'/." INCREMENT �� COMPARATIVE SPT VALUE EXPECTED BEARING CAPACITY (PSF) VISUAL SOIL CLASSIFICATION - -- -- Tan, brawn silty CLAY, damp (6) 4 1,200 Same As Above - -- -- Same As Above - -- -- Same As Above 8 (B) 6 2,000 Same As Above - — -- Reddish brown silty CLAY, damp 13-2 0 (10) 7 2,500 Same As Above - -- -- Reddish brown silty CLAY with trace organics, tlamp 10 (10) 7 2,500 Same As Above L—JERDT - -- -- Black organics, moist - -- -- Green silty CLAY with organicsmoist - -- — Same As Above /-,I I laird 4.uru'omnwnrJ.l u'o. irrru�Ur,�-Nw'i1, loll 211M 1113 Boring Log Well Construction Permit Number I, D. Number: B-3 Purpose: Project Name: Southwood- Lexington Apartments Contractor: Project No: 2016103 Registration No: Field Personnel: A. Long, C. DeVane Driller: Start Date: 15-Dec-16 Complete Date: 15-Dec-16 Equipment: A @ecea x-q . r 2 M1 . c:C'e .torTY Geonchnical Assessment C. DeVane Mobile BORING ID # DEPTH TESTED. b I ( g) BLOWS PER 1'/." INCREMENT 1 COMPARATIVE SPT VALUE E%PECTED BEARING CAPACITY (PSF) VISUAL SOIL CLASSIFICATION 0 -- -- -- Tan, brown silty CLAY, damp 1' 8,9,9 (9) 7 2.500 Same As Above L5' -- -- -- Same As Above 2' -- — — Same As Above 3' 8,11,11(11) 8 3000 Same AS Above B-3 <' -- -- — Reddish brown silty CLAY, damp 5' 8,10, 10(10) 7 2, 500 Same As Above 6 -- — — Same As Above 7 9,11.11(11) 8 3,000 Same As Above 8' -- -- -- Same As Above 9' -- -- -- Same As Above 10' - - -- Same As Above Ern- Civil fanii—e nul d.vx innul>,r-Hm-iux l qca Nllelel Boring Log Well Construction Permit Number I. D. Number: c isle. NA-- k; Lea a.ua [ew«M.exi a„«ar., Purpose: Geotechneal Assessment Project Name: Southwood - Lexington Apartments Contractor: Project No: 2016103 Registration No: Field Personnel: A. Lone. C. DeVane Driller: Start Date: 15-Dec-16 Complete Date: 15-Dec-16 Equipment: ECEA Mobile Drill -rig, DCP BORING ID p DEPTH TESTED, b BLOWS INCREMENT 1 • COMPARATIVE SPT VALUE EXPECTEDBEARING T`/) VISUAL SOIL CLASSIFICATION 0 --L50 Tan, brown silty CLAY, damp 1' 7 Same As Above 1.5'-- Same As Above 2'-- Reddish brown silty CLAY, damp B-4 M7,9,9 3' 7 Same As Above 4'-- Same As Above 5' 5 Tan, yellow silty CLAY, damp 6'— Same As Above 1.1,11('I'il A—xLng• ]elGllp Boring Log Well Construction Permit Number _NA__ e F ea I. D. Number: B-5 Purpose: Project Name: Southwood- Lexington Apartments Contractor: Project No: 2016103 Registration No: Field Personnel: A. Long, C. DeVane Driller: Start Date: 15-Dec-16 Complete Date: 15-Dec-16 Equipment: Geotechnical Assessment ECEA DeVane Mobile Drill -rig, DCP BORING ID # DEPTH TESTED, (bgl) BLOWS PER 1'/." INCREMENT COMPARATIVE SPT VALUE EXPECTEDg) BEARING CAPACITYYPSFPSF VISUAL SOIL CLASSIFICATION 0 -- -- -- Tan, brown silty CLAY, damp l' 25+ 13 4, 500 Same As Above 1,5' — -- -- Same As Above 2' -- -- -- Tan, yellow silty SAND, damp B-5 3' 25+ 13 4, 500 Same As Above 4' -- -- -- Same As Above 5' -- -- -- @ 4 f/i Auger Refusal (Hard Soil) 1i11/( M/ I(raimnnnw¢d d.00alo, 11,—)? ng 1,og,'0/14111 Boring Log Well Construction Permit Number I. D. Number: B-6 Purpose: Project Name: Southwood - Lexington Apartments Contractor: Project No: 2016103 Registration No: Field Personnel: A. Long, C. DeVane Driller: Start Date: 15-Dec-16 Complete Date: 15-Deo-16 Equipment: e 'I t.. c. ae i •vi r., iou, Geotechnical Assessment ECEA C. DeVane Mobile Drdi-ria. DCP BORING ID # DEPTH TESTED, (bgl) BLOWS PER 1%" INCREMENT �� COMPARATIVE SPT VALUE EXPECTED BEARING CAPACITY (PSF) VISUAL SOIL CLASSIFICATION 0 -- -- -- Tan, brawn silty CLAY, damp l' 6, 12, 13(12) 8 3.000 Same As Above 1.5' -- -- -- Same As Above 2' -- -- -- Same As Above 3' 9,12, 12(12) 8 3,000 Same As Above A -- -- -- Same As Above B-6 5' 8,7,7 (7) 5 1,700 Tan, yellow silty CLAY, moist 6 — ame AsAbove TSame As Above L' L Tan, yellow silty CLAY, saturated Same As Above-- -- Same As Above l,"I C'lril E.. 11 nno,,,0,"x'uun.U,u-IIun,WLEA'+2016103 Boring Log Well Construction Permit Number I. D. Number: Purpose: Project Name: Southwood- Lexington Apartments Contractor: Project No: 2016103 Registration No: Field Personnel: A. Long, C. DeVane Driller: Start Date: 15-Dec-16 Complete Date: 15-Dec-16 Equipment: Geotechnical Assessment ECEA C. DeVane Mobile Drill -rig, DCP BORING ID p DEPTH TESTED (bgl) BLOWS INCREMENT. COMPARATIVESPT VALUE EXPECTED CAPACITY (PSF) BEARING VISUAL SOIL CLASSIFICATION 0 -- -- — Orange, olive silty CLAY, moist 1' 13,13,13 (13) 9 3,200 Same As Above 1.5' -- -- — Same As Above 2' -- -- -- Same As Above 3' 15,15,15(15) 10 3, 500 Same As Above 4' -- -- -- Same As Above 13-7 5' 25, 13 4, 500 White silty CLAY. moist 6' -- -- — Orange. tan silty CLAY, moist T 14,15,17 (i6) 10 3,500 Same As Above 6' -- -- -- Same As Above 9' -- -- -- Same As Above 70' -- -- Same As Above P:rrrl ('n it l:urinuun,vunl A..... 1,,g,. ]u1 1113 Boring Log Well Construction Permit Number I. D. Number: Project Name: Project No: A III N Awill, III III istilisidl ACM F �I CIMIf Y @ec.,.u kl�v Purpose: Geotechnical Assessment Southwood - Lexington Apartments Contractor: 2016103 Registration No: B-6 Field Personnel: A. Long, C. DeVane Driller: Start Date: 15-Dec-16 Complete Date: 15-Dec-16 Equipment: C. DeVane Mobile Drill-ng, DCP BORING ID p DEPTH jb9ESTED, BLOWS INCREMENT• COMPAR SPT VALUE kTIVE EXPECTE TYD B(PS ING VISUAL SOIL CLASSIFICATION 0 -- -- -- Tan, orange silty CLAY, moist i' 5,5,5 (5) 4 1,200 Same As Above 1,5' -- -- -- Same As Above 2' -- -- -- Same As Above B-tl 3 4, 5,5(5) 4 1,200 Same As Above 4' -- -- -- Tan, brown silly CLAY, moist 5' 77,7(7) 5 1,700 Same As Above ' 6' - -- — Same As Above 6.r'nJ Clril h'marvunnemnl A,e,uuime,.l)n.-I4vniA Logy 30I11113 Boring Log Well Construction Permit Number I. D. Number: F��N CiW oecc:cl Purpose: Geotechnical Assessment Project Name: Southwood- Lexington Apartments Contractor: Project No: 2016103 Registration No: Field Personnel: A. Long, C. DeVane Driller: Stan Date: 15-0ec-16 Complete Date: 15-Dec-16 Equipment: Mobile Drilkno. DCP BORING ID q DEPTH TESTED (bgl) BLOWS PER I%-' INCREMENT ��T COMPARATIVE SPT VALUE EXPECTED BEARING CAPACITY (PSF) VISUAL SOIL CLASSIFICATION 0 -- -- -- Brownish red silty CLAY, damp l' 14,14.16(15) 10 3,500 Same As Above 1.5' -- -- -- Same As Above 2' -- -- -- Same As Above 3' 8,12.12 (12) 8 3,000 Tan, brown silly CLAY, damp 4' -- -- -- Same As Above 13-9 5' 10,10.10 (10) 7 2,500 Same As Above 6' -- -- — Tan, yellow silty CLAY, moist 7 14, 15.15 (15) 10 3.500 Same As Above 8' -- -- -- Tan CLAY, saturated S' -- -- -- Same As Above 10' -- -- -- Same As Above /,, d C,,V I.....nn.....,l Aurx'iwn,I),,-HnrinR l ^8• 'eln/0.1 Boring Log Well Construction Permit Number --NA-- 1. D. Number: 8.10 Purpose: Project Name: Southwood - Lexington Apartments Contractor: Project No: 2016103 Registration No: Field Personnel: A, Lonq, C, DeVane Driller: Start Date: 15-Dec-16 Complete Date: 15-Dec-16 Equipment: Geotechnical Assessment ECEA C.DeVa0e Mobile Drill-ng, DCP RORING ID p DEPTHbgl)) . BLOWS INCREMENT 1 COMPARATIVSPT VALUE E EXPECTED CAPACIB(PSF) O VISUAL SOIL CLASSIFICATION 0 -- -- Tan, brown silty CLAY, damp V 12) 6 3.000 Same As Above 1.5'-- -- Same As Above 2'— -- Same As Above 3' 11) 6 3,000 Same As Above 4'-- -- Same As Above 8-10 5' 7 2,500 Tan, orange silty CLAYmoist 6'--ame As Above T11) 63,000Same As Above 8'----Tan, JELLL orange CLAY, saturated 9'---- Same As Above 10' -- -- Same As Above Favl Cis 11..riinmmavul d.... 1,I)u,-Hnnn}• 1.11, ]alfila3 Boring Log Well Construction Permit Number —NA.- [.[riC \1 4 lal• [bl�. I. D. Number: B-1 t Purpose: Project Name: Southwood- Lexington Apartments Contractor: Project No: 2016103 Registration No: Field Personnel: A. Long, C. DeVane Driller: Start Date: 15-Dec-16 Complete Date: 15-Dec-16 Equipment: Geetechnical Assessment C. DeVane Mobile Drill-ria. DCP BORING IB # DEPTH TESTED ( TE FOWSEMENT/,� COPT VALUE E E CA PACIDT(PSF) BEARING VISUAL SOIL CLASSIFICATION 0 -- -- -- Yellow silty CLAY, damp l' 11,11,11(11) 8 3.000 Same As Above 1.5' -- -. — Same As Above 2 -- — — Same As Above 6.11 3' 19,20, 22(21) 12 4,000 Same As Above 4' -- -- -- Yellow, orange silty CLAY, moist 5' 16,17,20 (18) 11 3.800 Same As Above 6' — -- Same As Above 1:mr1 Co,/ Piu...monortnl A...rcineenP„a-14umg lug[ 21111/1'. Boring Log Well Construction Permit Number I. D. Number: Project Name: Project No: Field Personnel: Start Date: rr.N CrvY r (nrYpnm�n!el Yrreelanr Purpose: Geetechmcal Assessment Southwood - Lexington Apartments Contractor: 2016103 Registration No: A. Long, C. DeVane Driller: 15-Deo-16 Complete Date: 15-Dec-16 Equipment: C, DeVane Mobile Drill-dg, DCP BORING ID N DEPTH 9ESTED, BL NCREMENTWS PER 1 • COMPARATIVSPT VALUE E EXPECTED CAPACITY (PS ING VISUAL SOIL CLASSIFICATION 0 -- -- -- Brown sandy CLAY with gravel, damp V 8,8,8 (8) 6 2.000 Same As Above 1.5' -- -- -- Same As Above 2' -- -- -- Same As Above 3' 5,66 (6) 4 0 Reddish brown CLAY, moist 4' -- -- -- Same As Above 8-17. 5' 66.6(6) 4 1,200 Tan, brawn silty CLAY, moist 6' —ame As Above TLL 5Same As Above 8--Tan, brown CLAY, saturated 9—Same As Above 10-- -- Same As Above Frml Civil Pin irvnmem'd d.worznedbr-Hui1, l ucr 20161 eJ Boring Log Well Construction Permit Number I. D. Number: B-13 Purpose: Project Name: Southwood - Lexington Apartments Contractor: Project No: 2016103 Registration No: Field Personnel: A. Long, C. DeVane Driller: Start Date: 15-Dec-16 Complete Data: 15-Dec-16 Equipment: e ;., C ' r.oi a.0 a r.we.m.mou�.o.wi.. Geotechnical Assessment ECEA C. DeVane Mobile Drill -no. DCP BORING ID p DEPTH TESTED (bgl) BLOWS PER 1 %" INCREMENT �� COMPARATIVE SPT VALUE EXPECTED BEARING CAPACITY (PSF) VISUAL SOIL CLASSIFICATION 0 -- -- -- Brown silly CLAY with black organics, damp 1' 7,9,9 (9) 7 2,500 Same As Above 1.5' -- -- — Same As Above 2 -- -- -- Same As Above 3' 6, 10,10 (10) 7 2.500 Brawn silty CLAY, damp 4' -- -- -- Tan, green silty CLAY, damp 8.13 5' 17.17, 17(17) 11 3,600 Same As Above 6' -- -- -- Same As Above 7' 10,10,10 (10) 7 1,000 Brown CLAY, saturated 6' — -- -- Same As Above 9' — -- -- Same As Above 10' -- -- -. Same As Above ICnvl (irll Pin a nnnnvool A ... rinrvlhx-Hnrin, l qc, 211161113 Boring Log Well Construction Permit Number I. D. Number: Project Name: Project No: B-14 e --NA-- @ecea ... .. ..-_-_.------ ...-._... U}r '�r4gWv. say'P.�X-.nmxlrt Purpose: Geotechnical Assessment Southwood - Lexington Apartments Contractor: 2016103 Registration No: Field Personnel: A, Long, C. DeVane Driller: C. DeVane Start Date: 15-Dec-15 Complete Date: 15-Dec-16 Equipment: Mobile Drill -rig, DCP BORING ID k DEPT(b9ESTED, 8LOWS PER INCREMENT• C SPT VALUE OMPARATIVE E CAPACITY (PSF) G VISUAL SOIL CLASSIFICATION 0 -- -- -- Brown, black silty CLAY w/ organics 8 gravel, damp 1' 25} 8 4.500 Same As Above 1.5' -- -- -- Same As Above 2' -- -- -- Same As Above 13-14 3' 25, 12 4,500 Same As Above 4' -- -- -- Same As Above S. 20,20.22 (21) 12 4.000 Orange silty CLAY, damp 6' — Same As Above Beet Chit E ..... nrnrnrol A,..rx iortaOac-Bnrurg Lug, 2010103 STANDARD PROCTOR COMPACTION CURVE EXCEL CIVIL & ENVIRONMENTAL ASSOCIATES, PLLC www.excelengr.com Southwood Lexington 100 Regents Center Court, Lexington, NC 90 20.2 M w 19.7 E 85 19.2 Y t 18.7 80 18.2 17.7 75 17.2 16.7 p p� 70 15.7 15 20 25 30 35 40 Water Content (%) i- ! - Maximum Dry Density = 84.7 Ib/ft3 -1_ Optimum Moisture = 31.2 % Yellow clayey SILT � �A) FILED DAVIDSON COUNTY, NC DAVID T. RICKARD, REGISTER OF DEEDS 4/15/2015 2:34:44 ?M BOOK 2177 PAGE 54 - 56 INSTRUMENT 112015000007047 Recording:$26.00 Excise Tax:$14800.00 Deputy: MYATES Drawn by: George S. lltomas, Dailey & Thomas P.A., P 0 Box 52 Winston-Salem NC 27102 NOTITLE SEARCH RLOUI]STED OR PERFORMED Mail After Recording"fo: Grantee at P. 0. Box 280, Gastonia, NC 28053-0280 Revenue Stamps$ 1_4,800, 00 GRANTOR DID NOT RESIDE IN THIS PROPERTY. ?ZD 113430000000 `FF NORTH CAROLINA GENERAL WARRANTY DEED A THIS DEED made thisls day of April, 2015, by and between GRANTOR TRQ, LLC, A North Carolina limited liability company 1292 S. Stratford Road Winston-Salem. NC 27103 GRANTER Southwood Realty Company A North Carolina corporation 165 S. York Street Gastonia, NS 28052 The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shall include singular, plural, masculine, feminine or neuter as required by context. WI'I NESSET1 I, 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, all that certain lot or parcel of land situated in Davidson County. North Carolina and more particularly described as follows: All of Tract 1, containing 32.063 ;cores, shown on plat of Regents Center recorded in Plat Book 34, Page I, Davidson County Registry, more fully described in Deed Book 1953. Page 583, Davidson County Registry. LBK: 2177 PG: 55 For further reference, see Private Easement Deed Book 1953, Page 583, Davidson County Registry, subsequently dedicated as public right-of-way as shown on final plat of Regents Center recorded on March 16, 2007 in Plat Book 49, Page 87, Davidson County Registry. TO HAVE AND TO HOLD the aforesaid lot or parcel 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, and that Grantor will warrant and defend the title against the lawful claims of all persons whomsoever except for the exceptions hereinafter stated. Titic to the property hereinabove described is subject to the following exceptions: I. Ad valorem taxes for the current year and subsequent years, casements mid restrictions of record, and any local, County, state, or federal laws, ordinances, or regulations relating to Zoning, environment, subdivision, occupancy, use, construction, or development of the subject property IN WITNESS WHEREOF, the Grantor has hereunto set its hand and seal the day and year first above wi iuen. fRQ, LLC By: The Resource Company, Inc. (Manager) 'Et V-) Kathy . artung, �r.( BK: 2177 PG: 56 NORTH CAROLINA - FORSYTII COUNTY I certify that the following person personally appeared before me this day, acknowledging to me that he voluntarily signed the foregoing document for the purpose stated therein and in the capacity indicated: Kathy T. Naming President of The Resource Company Inc.,as member -manager of TRO LLC April 13 )'k,2015. Not Pubub t� /JAB Print/ Fype Notary Name: John W. Koment My Commission Expires: 01-19-2019 Place notary seal below this line: JOHN W. KOMENT Notary Public - North Carolina Forsyth County 'Ay EMpmb January 19, 20:9 FILED DAVIDSON COUNTY, NC DAVID T. RICKARD, REGISTER OF DEEDS 3/20/2017 12:47:54 PM BOOK 2261 PAGE 823 — 825 INSTRUMENT #2017000005885 Recording:$26.00 Excise Tax:$700.00 Deputy: ERECORD NORTH CAROLINA GENERAL WARRANTY DEED )3ltcise Tax: S700.00 Parcel Identifier No.: 6714-02-58-8252, 6714.02-58-7379, and 6714.02-58.4366 Remrn after recording to: Mail tax bills to Grantee: PO Box 280, Gastonia, NC 29053 This instrument was prepared by: Robert W. Porter Brief description fbr the Index: 6714-0.-58-825*2, 6714-02-58-7379, and 671d-02-53-4366 Lens 1, 2 and 3 Regmis Center G GRANTOR CUMORAII VENTURES, LLC A North Carolina limited liability company GRANTEE SOIYTIIWOOD REALTY COWANY A North Carolina Corporation Mailing Address: Po Box 280 The designation Orvntor rnnd Grantee as used herein shall include said Parties, their hefts, successors, and assigns, end shall include singular, plural, masculine, feminine or herder as required by context. WfCNESSETH, that the Ormdor, for a valuable consideration paid by the Grantee, 0to receipt of which is hereby acknowledged, has and by those presents dues grant, bargain, sell and convey tmto the Great= in fee simple, all that certain lot or parcel of haul situated in Davidson County, North Carolina and moro particularly described its follows: BEING LoWos. 1,2, and 3, Regents Center, as recorded inthe.Davidson County Registry in Plat Book 49, Page 87, REFERENCE: Deed Book 1207, Page 1293 in the Office of the Register of Deeds for Davidson County,Notth Carolina. Tax .Identification Number: 6714-02-58.8252, 6714-02.58-7379, and 6714.02-58.4366 Properly Address: Regents Court Lexington, NC As attested by their signatures) hereto, the Grantor(s) cerilry, that the property conveyed hereby does p, does not ix J Include the primary rosidenco of the Grantor(s). The property heieinabove described was acquired by Grantor by Irisnvmcats recorded In Book 1207, Page 1293 Davidson County Reglsny, A map showing the above described property Is recorded in Plat Book 49 Page 87 Submitted electronically by "stott Hollowell Palmer d Windham, LLP" in compliance with North Carolina statutes governing recordable documents and the terms of the submitter agreement with the Davidson county Register of needs. 6K: 2261 PG: 924 TO 14AVE AND TO HOLD the aforesaid lot m- parcel of land and all privileges and appurtenances thereto belonging to the Grantee hr feosimpic, And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has die right to convoy the same In fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the lawful claims of all persons whomsoever, other than the following exceptions, Subject to all easements, rights -of -way and restrictions of record, If any, and ad valorem taxes for the current year. IN WITNESS Wk1ERSOF, the Gruntor has duly executed the Ibregoing as of the day and year first above written. Cumornit Venhtre Ry: _.... _ _ _ ! (SEAL} G'WO TON tAON6til AANageR (SEAL) State of North Carolina, County of Forsyth l certify that the following pdrsan(s) personalty appeared before me this day, each acknowledging tonic that he voluntarily signed the foregoing document for the purpose stated heroin and in the capacity indicated: _RCoc.cs S ..G.v_(� C' Mpnagtng Metnumnrah Vgptm aq LLC;" a North Carolina Lim lied Liability Company, and that by authority duly given and as the act of the entity, he executed the foregoing Instrument in its name and on its behalf as its act and deed. Data: �= c/ —1 -7 S)r,nKec Cc,- NC NeeaR"Public Calm No Notary Public I M Comml9skn t0 " 2 My Commnission 6xpires; /0 -a `� — D BK: 2261 PG: B25 BEING LotNos. 1,2, and 3, Regents Center, as recorded in The Davidson Couniy Registry in Plat Book 49, Page 87. RUE.RENCE: Deed Book 1207, Page 1293 in the Office of the Register of Deeds for Davidson County, North Carolina. Tax Identification Nwnber : 6714.02-SW252, 6714-02-58-7379, and 6714.02-58-4366 Property Address: Regents Court Lexington, NC NORTH CAROLINA Department of the Secretary of State CERTIFICATE OF EXISTENCE I, Elaine F. Marshall, Secretary of State of the State of North Carolina, do hereby certify that SOUTHWOOD REALTY COMPANY is a corporation duly incorporated under the laws of the State of North Carolina, having been incorporated on the 27th day of .January, 1977, with its period of duration being Perpetual. I FURTHER certify that, as of the date set forth hereunder, the said corporation's articles of incorporation are not Suspended for failure to comply with the Revenue Act of the State of North Carolina; that the said corporation is not administratively dissolved for failure to comply with the provisions of the North Carolina Business Corporation Act.; that its most recent annual report required by N.C.G.S. 55-16-22 has been delivered to the Secretary of State; and that the said corporation has not filed articles of dissolution as of the date of this certificate. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal at the City of Raleigh, this 22nd day of March, 2017. Scan to verity online. Certification# 100084881-1 Reference# 13647657- Page: 1 of 1 Secretary of State Verify this certificate online at http://www.sosne.gov/verification MINUTES OF ANNUAL MEETING OF DIRECTORS OF SOUTHWOOD REALTY COMPANY Gastonia, North Caroling January 31, 2012 This being the time and place for the 2012 annual meeting of the directors of Southwood Realty Company and all of the directors having waived notice of the annual directors meeting, but all are in fact present at this annual directors meeting. Said waiver is adopted as a part of these minutes. By unanimous vote Herman E. Ratchford. Jr. was elected Chairman of the meeting and Chairman of the Board of Directors. Herman E. Ratchford, Jr. was also elected President of the corporation. By unanimous vote Dan W. Ratchford, was elected Vice President and Secretary of the corporation. By unanimous vote Herman E. Ratchford, Jr. was elected Treasurer of the corporation. By unanimous vote William Ratchford was elected Asst. Vice -President of the corporation. By unanimous vote Katie Ratchford was elected Asst. Secretary of the corporation. By unanimous vote the President was directed to take charge of and continue the business of the corporation and to spend money as he deemed necessary. There being no further business, the meeting was adjourned. This the 31" day of January, 2012. He man E. Xatchford, Jr. W. Dan f� rd