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Home My WebLink About20090312 Ver 3_401 Application_20100710Personal Account Information Redacted 09-0 v3 -?a CLH design, p.a. Regency Park, 400 Regency Forest Drive, Suite 120 Cary, North Carolina 27918 Phone: (919) 319-6716 Fax., (919) 319-7,516 Email.- clhdesign@clhdesignpa.com 4J ?j z cy LETTER OF TRANSMITTAL 23-Jul-10 To: Lia M. Gilleski Company: NCDENR- DWQ Address: 2321 Crabtree Blvd, Suite 250 City, State Zip: Raleigh, NC 27604 Phone: 919-733-1786 Fax: 919-733-6893 Method: Hand Deliver Subject: Wake County Continuum of Care CLH Project Number: 08-106-Prmt ® ® Prints Reports ? Originals ? Copy of Letter ? Specifications ® Applications ? Submittals ® Other: Fee We are sending you the following items: No. of Copies Date Description • 1 7-20-10 Express Review Acceptance Letter • 1 7-20-10 Check in the Amount of $1000 • 5 7-20-10 PCN FORM • 1 7-20-10 PCN Checklist • 3 7-20-10 BMP Supplement Form with Checklist • 5 7-20-10 Full Size Set of Construction Drawings • 2 7-20-10 Half Size Set of Construction Drawings • 3 7-20-10 Design Summary, Maps and Figures (Supporting Calculations) • 5 7-20-10 Signed and Notarized BMP O and M agreement • 1 7-20-10 CD of TIFF Files of Plans • 3 7-20-10 Geotech Report • 1 7-20-10 Stream Determination by DWQ • 1 7-20-10 Photos of Streambank • 1 7-20-10 FlexiDam Information and Photos Additional Remarks: Please find enclosed our application for buffer impact approval for the above referenced project. We have revised the drawings and provided additional information as requested from Tuesday's express review meeting. We will make ourselves available to answer any questions or provide addition information during your review. Please feel free to contact me if you have any questions at 919-319-6716 Thank you, Ken Loring, PE Signed cc: File, 08-106/Permit / AY, M, MER North Carolina Department of Environment and Natural Resources Division of Water Quality Beverly Eaves Perdue Coleen H. Sullins Dee Freeman Governor Director Secretary July 9, 2010 DWQ EXP # 09-03120 Wake County EXPRESS REVIEW ACCEPTANCE LETTER Wake County Attn: Mr. Mark Forestieri 336 Fayetteville Street Raleigh, NC 27602 Project Name: Wake County Continuum of Care, Raleigh, NC On July 8, 2010 the Division of Water Quality (DWQ) received a request from Mr. Ken Loring of CLH Design, P.A. regarding a project known as "Wake County Continuum of Care" for acceptance into the Express Review Program. This letter advises you that your project will be accepted into the Express Review Program once the following items are received: 1) The application fee of $1,000.00 [half price for 401 Water Quality Certification with minor impacts + Riparian Buffer Authorization ($2,000)], made payable to the North Carolina Division of Water Quality]; 2) Five (5) complete and collated copies of the PCN Application and all documents we requested in the pre-application meeting (instead of providing five copies of the full size plans you may provide two copies of the full size plans along with three copies of the I 1 X 17); 3) One (1) copy of the completed PCN Submittal Checklist (http://h2o.enr.state.nc.us/11.cwetlands/docutents/PCNChecklist vl 4 doe); 4) Two (2) copies of the stormwater management plan of the entire site, including diffuse flow provisions (if applicable); 5) One (1) data CD of full size plans in TIFF Group 4 format (black and white, not grayscale or color). If the plans are too large to store in TIFF format, they can be stored in PDF. A pre-application meeting to include property owner is scheduled for July 20, 2010 at 2pm at 2321 Crabtree Blvd, Raleigh, NC. The clock for this project will not start until receipt of the completed application package and required fee are received. If the impacts are greater than indicated on the Initial Interest Form and/or the services are different, you may be required to remit an additional fee. Thank you for your attention to this matter. If you have any questions or wish to discuss these matters further please do not hesitate to call Joseph Gyamfi or Lia M. Gilleski at 919-733-1786. 401 Oversight/Express Review Permitting unit 1650 Mail Service Center, Ralegh, North Carolina 27699.1650 Location: 2321 Crabtree Blvd., Raleigh, North Carolina 27604 Phone: 919.733-17861 FAX: 919-733.6893 Internet: http:ll12o.enr.state.ne.us/ncwetlands/ title NorthCarolina Natu-&4 An Equal Opportunily 1 Afrirmabe Action Empluyer Wake County Page 2 of 2 July 9, 2010 Sincerely, A L Pt - C--? 1, " , Ian McMillan, Acting Supervisor 401 Oversight/Express Review Program IJM/IIIlg cc: File copy Ken Loring, CLH Design, PA, 400 Regency Forest Dr, Ste 120, Cary, NC 27518 Lauren Witherspoon, DWQ RRO Version 1.4 January 9, 2009 401 Oversight/Express Permitting PCN Submittal Checklist ® The application fee (Checks may be made out to "N.C. Division of Water Quality" $240.00 for 401 Water Quality Certification with minor impacts $570.00 for 401 Water Quality Certification with major impacts Express Review Fee (Amount requested on Acceptance Letter) ® Five (5) complete and collated copies of the PCN Application and supporting documentation (instead of providing 5 copies of the full size plans you may provide two copies of full size plans along with three copies of 11 X 17 plans) ® Stormwater Management Plan (if applicable - see PCN Form Help File Section E) 1) Please provide three (3) copies of the stormwater management plans along with all supporting information pertaining to this project including the following: a. Entire site development/layout plans delineating all drainage areas; b. Design calculation sheets for all proposed BMPs) sized for both on-site and off-site drainage; c. BMP supplements for each proposed BMP and Required Items Check List (http://h2o.enr.state.nc.us/su/bmp forms.htm) along with all required items; d. A Notarized Operation & Maintenance Agreement for each stormwater management facility; e. Detailed construction drawing sheets shall include (i) Erosion and sediment control plans; (ii) Installation and planting schedules for the proposed BMPs; (iii) Appropriately scaled plan views and cross sectional details of all BMPs and associated components - inlet and outlet structures, forebay, respective zones and pertinent elevations. ® If your project is located within a State implemented Riparian Buffer Rule Area, submit the following along with site plans and PCN form: 1) Three (3) copies of the details for on-site diffuse flow provisions, (refer to http://h2o.enr.state.nc.us/su/bmp_jorms.htm). ® DWQ Stream Determination Forms for streams on property and DWQ determination letter for wetlands or streams (if applicable). The following is the most critical of all the information that you must provide. The quality and detail of the information will often determine the expeditiousness of the review. The following is a checklist of the types of pertinent information required at a minimum: Maps and Plans: ® The most recent version of the 1:24,000 USGS Topographic Map - Please cleanly draw or delineate the site boundaries on the topographic map. ® The most recent version of the bound and published County NRCS Soil Survey Map - (required for projects within the Neuse River Basin, Tar-Pamlico River Basin, Randleman Lake Watershed and the Catawba River Basin, also recommended for all projects) - Please clearly delineate the site boundaries, etc. on the map. If the delineation obscures any of the features, it is recommended that a clean copy be provided. Copies of the Version 1.4 January 9, 2009 current soil survey and/or soil survey map sheets can be obtained from the local NRCS County Office (http://www.nc.nres.usda.gov/). GIS soil layers are not acceptable. ® Vicinity map - Please clearly mark the location and approximate boundaries of the property and project on the map. Please indicate north arrow and scale. Please include applicable road names or State Road numbers. ® The Site Plan - The most critical map to be provided is the site plan. You must provide full sized plans. The following is the minimum list of plans that are typically needed. ® Pre-construction/Pre-existing conditions - This sheet (or sheets) must include: • All jurisdictional and non-jurisdictional wetland, stream, water features, State regulated buffers (delineated into Zones 1 and 2) • Topographic contours with elevations • Any existing structures and impervious areas • Existing utility lines and easements • Existing roads, culverts, and other pertinent features • North arrow and the scale (1":50' scale is recommended). ® Proposed conditions - This sheet (or sheets) must include: • All jurisdictional and non jurisdictional wetland, stream, water features, State regulated buffers (delineated into Zones 1 and 2) • Lot layout (if a subdivision or commercial development is proposed) - lots must be developable without further impacts to iurisdictional and non-jurisdictional wetlands streams, water features, and State regulated buffers Building envelopes must be provided when streams, wetlands, riparian buffers, or water features exist on a lot • All built-out structures and impervious cover • Final grading contours with elevations • All utilities and easements (including septic fields on all lots within 100 feet of stream, wetland, or water features - if applicable) • Impacted areas - these should correspond with the Impact numbers listed on your PCN form. ® Drainage Plans - Final drainage plans must include the following: • Locations and pertinent elevations and sizes of the stormwater collection system and drainage ways • All inlets and outlets must also be shown with pertinent elevations (All outlets to wetlands must be at a non-erosive velocity, generally less than 2 ft/sec during the peak flow from the 10-yr storm) • Scaled stormwater BMPs must also be indicated as required by DWQ rules and policies • In certain cases (see Section E of PCN form), final stormwater management plans must also be provided (see Stormwater Management Plan Checklist) ® Proposed Impacts - All impacts to jurisdictional and non-jurisdictional wetland, stream, water features, and State regulated buffers must be shown and labeled on the site plans at a scale no smaller than 1" = 50'. All excavation, fill, flooding, stabilization, and other impacts that will be conducted in or near jurisdictional and non-jurisdictional wetland, stream, water features, and State regulated buffers must be indicated. Please provide cross sectional details showing the provisions for aquatic life passage (burial of culvert 20% for culverts :5 48 inches, and 1-foot for culverts > 48 inches). Version 1.4 January 9, 2009 Wetland Impacts: N/A ? Precise grading and final elevation contours must be provided. Existing vegetation and any clearing must be specified. ? All subsurface utility lines must indicate the location of anti-seep collars. Construction detail for anti-seep collars must be provided. ? Roadway or other crossings of riparian wetlands may require floodway culverts to maintain existing hydrological conditions. ? Plans should show that the hydrology of remaining wetlands on the site will be maintained. Stream Impacts: N/A ? Stream impacts must be clearly shown on the plans. The centerline as well as the banks of the stream must be surveyed or located by GPS for the portion of the stream to be impacted. ? The inlet and the outlet of all culverts should be aligned with the stream as much as possible. Inlet and outlet elevations and streambed elevations should be indicated. Any inlet or outlet protection must be shown and enumerated on the impact map(s). ? For bottomless culverts or other spans, a vertical cross section should be provided that shows the minimum distance from each span to each stream bank, the stream cross section, the height of the span above the stream and the minimum distance from the edge of each footer to each stream bank. Additionally, please provide a signed and sealed geotechnical report of subsurface soils at the proposed bottomless culvert location. The report must comply with the Division of Highways - Guidelines for Drainage Studies and Hydraulic Design, prepared by A.L. Hankins, Jr., State Hydraulics Engineer - 1999. ? Multiple culverts or sectioned box culverts typically require the use of sills, off- setting or other means to match the cross section of the existing stream (in order to maintain stream stability and provide aquatic life passage). A vertical cross section of the culverts should be shown overlain with the up and downstream stream cross section including the stream flood-prone area. ? Impacts associated with dam construction must indicate and enumerate all fill associated with the dam footprint, spillway and any bank stream bank stabilization. The length of stream impounded must also be indicated and enumerated. C? Q William G. Ross Jr., Secretary 0 P North Carolina Department of Environment and Natural Resources > r Coleen H. Sullins, Director DM? 5 Division of Water Quality Charlie Musser Sungate Design Group, PA 915 Jones Franklin Rd Raleigh, NC 27606 BASIN: Neuse River X (15A NCAC 2B .0233) July 3, 2008 Tar-Pamlico (15A NCAC 2B.0259) NBRR0#08-130 Wake County Project Name: Sunnybrook Rd Property Location/Directions: Subject parcel is located on Sunnybrook Rd, north of Carl Sandburg Court Subject Stream: UT to Crabtree Creek Date of Determination: May 5, 2008 Feature(s) Not Subject Subject Start Q stop@ Stream Form Pts. Soil Survey USGS Topo A X Fla 'Start NRB' X B X X Crabtree Creek X Throughout X I X _J Explanation: The feature(s) listed above has or have been located on the Soil Survey of Wake County, North Carolina or the most recent copy of the USGS Topographic map at a 1:24,000 scale. Each feature that is checked "Not Subject" has been determined not to be a stream or is not present on the property. Features that are checked "Subject" have been located on the property and possess characteristics that qualify it to be a stream. There may be other streams located on your property that do not show up on the maps referenced above but, still may be considered jurisdictional according to the US Army Corps of Engineers and/or to the Division of Water Quality. This on-site determination shall expire five (5) years from the date of this letter. Landowners or affected parties that dispute a determination made by the DWQ or Delegated Local Authority that a surface water exists and that it is subject to the buffer rule may request a determination by the Director. A request for a determination by the Director shall be referred to the Director in writing c/o Cyndi Karoly, DWQ Wetlands/401 Unit, 2321 Crabtree Blvd., Raleigh, NC 27604-2260. Individuals that dispute a determination by the DWQ or Delegated Local Authority that "exempts" a surface water from the buffer rule may ask for an ad judicatory hearing. You must act within 60 days of the date that you receive this letter. Applicants are hereby notified that the 60-day statutory appeal time does not start until the affected party (including downstream and adjacent landowners) is notified of this decision. DWQ recommends that the applicant conduct this notification in order to be certain that third party appeals are made in a timely manner. To ask for a hearing, send a written petition, which conforms to Chapter 150D of the North Carolina General North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone (919) 7914200 Customer Service Internet: h2o.enustate.naus 1628 Mail Service Center Raleigh, NC 27699-1628 FAX (919) 571-4718 1.877-623-6748 Ont N? ?- Caro dva?ura? An Equal Opportunity/Affirmative Action Employer - 50% Recycled110% Post Consumer Paper Wake County July 3, 2008 Page 2 of 2 Statutes to the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This determination is final and binding unless you ask for a hearing within 60 days. The (owner/future owners) should notify the Division of Water Quality (including any other Local, State, and Federal Agencies) of this decision concerning any future correspondences regarding the subject property (stated above). This project may require a Section 404/401 Permit for the proposed activity. Any inquiries should be directed to the Division of Water Quality (Central Office) at (919)-733-1786, and the US Army Corp of Engineers (Raleigh Regulatory Field Office) at (919)-876-8441. Respectfully, Martin Ric ond Environmental Specialist CC: Wetlands/ Stormwater Branch, 2321 Crabtree Blvd, Suite 250, Raleigh, NC 27604 RRO/SWP File Copy Central Files tq Caro ?tAft North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Intemet h2o.enr.state.nc.us 1628 Mail Service Center Raleigh, NC 27699-1628 Phone (919) 791-4200 Customer Service FAX (919) 571-4718 1-877-623-6748 An Equal Opportunity/Affirrnafive Action Employer - 50% RecycW10% Post Consumer Paper 14fiff 941,01likk4for ?'i? od -/ I a ;bwl 60 Cp (Joins sheet 50) A B AM L C A 2. LoC C "{ApC2 ?APB2 P ApC2 pPB p Oe ?_ ' Ap8 if 1 ?4 ? APE2 Lo Cp PC2 1_ ?F'. L6c ApC2 A LOD (! / ?. c`i ;`t' - , APQ•;;l.•° -`•-" LoB LoC ?? `'•4• Zip e• C?y iC o \ ! pC2 LoG t, J1 Q s Md i „ tasKE APC2 Lob Lo nPC2 hfl MD IAL HOST :L o WIcE ' .' w .-t7 ," AP62 4 dw, kpC2: M I Q ?y? i. AtA M54 p It Ey i JYi '-. -y. fig' - , - - -- aNu ;;3:,•< "q.. ` GP VV.K j a> {- }1fA?-;t.,? APB.>s'. 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In case of conflict between standard and metric specifications, standard shall apply. http://www.flexidam.com/specs.html 7/21/2010 Zak Pierce From: Patrick McHugh [patrickmchugh@clancytheys.com] Sent: Thursday, July 22, 2010 1:33 PM To: 'Zak Pierce'; deanrains@ls3p.com; mforestieri@co.wake.nc.us; palton@fandr.com Subject: FW: Wake Mental - your favorite Attachments: image001.gif From: Jeremy Spivey [jspivey@cssi-nc.com] Sent: Thursday, July 22, 2010 1:09 PM To: Patrick McHugh Subject: RE: Wake Mental - your favorite Patrick, Sorry for the late response. I have been in Greenville all day at a bid opening. Per your request, the following is how we are to install the FlexiDam: I have attached a link to some pictures of how it works. I think it is pretty simple and self explainatory. http://www.flexidam.com/gaIlery.htmI If you have any questions or need anything further, please feel free to call. Thanks! Construction Supervision Services, Inc. Infrastructure Specialists Certified MBE Contractor 300 Sigma Drive • Garner, NC • 27529 Phone: (919) 779-3212 • Fax: (919) 662-2168 Jeremy Spivey President Mobile: (919) 291-2179 Nextel: 150*26*50868 E-Mail: jspivey@cssi-nc.com This information is intended only for the use of the addressee{s) and may aantain confidential or proprietary information. Any una(.1thorized disclosure, distribution, or copying of the information contained herein is strictly pro Whited. If you have received this cornmuni, ation in error, please delete this message. Thank you. From: Patrick McHugh [maiIto: patrickmchugh@clancytheys.com] Sent: Thursday, July 22, 2010 7:04 AM To: jspivey@cssi-nc.com Subject: Wake Mental - your favorite Getting any closer to an answer for CLH yet? Q?dF W ATF,q pG y t? Y Office Use Only: Corps action ID no. DWQ project no. Form Version 1.4 January 2009 Pre-Construction Notification (PCN) Form A. Applicant Information 1. Processing 1 a. Type(s) of approval sought from the Corps: ? Section 404 Permit ? Section 10 Permit 1 b. Specify Nationwide Permit (NWP) number: 18 or General Permit (GP) number: 1c. Has the NWP or GP number been verified by the Corps? ?X Yes ? No 1d. Type(s) of approval sought from the DWQ (check all that apply): ? 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit ?X 401 Water Quality Certification - Express ? Riparian Buffer Authorization 1 e. Is this notification solely for the record because written approval is not required? For the record only for DWQ 401 Certification: ? Yes ?X No For the record only for Corps Permit: ? Yes X? No 1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu fee program. ? Yes ?X No 1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 In below. ? Yes X? No 1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ?X No 2. Project Information 2a. Name of project: Wake County Continuum of Care 2b. County: Wake 2c. Nearest municipality / town: City of Raleigh 2d. Subdivision name: N/A 2e. NCDOT only, T.I.P. or state project no: N/A 3. Owner Information ! ? ?t ?- L? 3a. Name(s) on Recorded Deed: County of Wake Ij 3b. Deed Book and Page No. DB-2005 PG 1650 JUL v ' 2010 3c. Responsible Party (for LLC if applicable): Philip D. Stout DENR- WATER pURLITY V4'ER ANDS AND STORIMMER BRANCH 3d. Street address: 336 Fayetteville Street 3e. City, state, zip: Raleigh, NC 27602 3f. Telephone no.: 919-856-6357 3g. Fax no.: 919-856-5305 3h. Email address: pstout@co.wake.nc.us Page 1 of 10 PCN Form - Version 1.4 January 2009 4. Applicant Information (if different from owner) 4a. Applicant is: ? Agent ? Other, specify: 4b. Name: 4c. Business name (if applicable): 4d. Street address: 4e. City, state, zip: 4f. Telephone no.: 4g. Fax no.: 4h. Email address: 5. Agent/Consultant Information (if applicable) 5a. Name: Kenneth Loring 5b. Business name (if applicable): CLH Design P.A. 5c. Street address: 400 Regency Forest Drive Suite 120 5d. City, state, zip: Cary, NC 27511 5e. Telephone no.: 919-319-6716 5f. Fax no.: 919-319-7516 5g. Email address: kloring@clhdesignpa.com Page 2 of 10 B. Project Information and Prior Project History 1. Property Identification 1a. Property identification no. (tax PIN or parcel ID): 1724401187 1b. Site coordinates (in decimal degrees): Latitude: 35.4715 Longitude: -78.3494 . 1 c. Property size: 18.924 acres 2. Surface Waters 2a. Name of nearest body of water to proposed project: Crabtree Creek 2b. Water Quality Classification of nearest receiving water: C:NSW 2c. River basin: Neuse 3. Project Description 3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this application: The site is currently under construction, however it was undeveloped and mostly wooded with some severe slopes and an on-site stream subject to Neuse Buffer rules. General land use in the vicinity varies from high density residential to mixed office 3b. List the total estimated acreage of all existing wetlands on the property: 0 3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 1,100 3d. Explain the purpose of the proposed project: Mental health medical treatment facility 3e. Describe the overall project in detail, including the type of equipment to be used: New commercial construction, associated parking, utilities, and roadway improvements to Sunnybrook and Merrell Drive. 4. Jurisdictional Determinations 4a. Have jurisdictional wetland or stream determinations by the Corps or State been requested or obtained for this property / project (including all prior phases) in the past? ?X Yes ? No ? Unknown Comments: DWQ NBRRO#08 130 4b. If the Corps made the jurisdictional determination, what type of determination was made? ? Preliminary ? Final 4c. If yes, who delineated the jurisdictional areas? Name (if known): Martin Richmond-DWQ Agency/Consultant Company: Sungate Design Group Other: 4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation. DWQ NBRRO#08-130 July 3, 2008. 5. Project History 5a. Have permits or certifications been requested or obtained for this project (including all prior phases) in the past? ?X Yes ? No ? Unknown 5b. If yes, explain in detail according to "help file" instructions. DWQ EXP#: 09-0312v2, Permit Issued 5-12-2009. 6. Future Project Plans 6a. Is this a phased project? ? Yes ?X No 6b. If yes, explain. Page 3 of 10 PCN Form - Version 1.4 January 2009 C. Proposed Impacts Inventory 1. Impacts Summary 1 a. Which sections were completed below for your project (check all that apply): ? Wetlands ?X Streams - tributaries ? Buffers ? Open Waters ? Pond Construction 2. Wetland Impacts If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted. 2a. Wetland impact number Permanent (P) or Temporary T 2b. Type of impact 2c. Type of wetland 2d. Forested 2e. Type of jurisdiction Corps (404,10) or DWQ (401, other) 2f. Area of impact (acres) W1 Choose one Choose one Yes/No W2 Choose one Choose one Yes/No W3 Choose one Choose one Yes/No - W4 Choose one Choose one Yes/No W5 Choose one Choose one Yes/No W6 Choose one Choose one Yes/No 2g. Total Wetland Impacts: 2h. Comments: 3. Stream Impacts If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this question for all stream sites impacted. 3a. Stream impact number Permanent (P) or Temporary (T) 3b. Type of impact 3c. Stream name 3d. Perennial (PER) or intermittent (INT)? 3e. Type of jurisdiction 3f. Average stream width (feet) 3g. Impact length (linear feet) S1 P Gabions Crabtree Creek PER Corps 50 20 S2 T Flexidam Crabtree Creek PER Corps 50 30 S3 - Choose one S4 Choose one S5 Choose one S6 Choose one 3h. Total stream and tributary impacts 30 3i. Comments: Page 4 of 10 PCN Form - Version 1.4 January 2009 4. Open Water Impacts If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of the U.S. then individual) list all open water impacts below. 4a. Open water impact number Permanent (P) or Temporary T 4b. Name of waterbody (if applicable) 4c. Type of impact 4d. Waterbody type 4e. Area of impact (acres) 01 Choose one Choose 02 Choose one Choose 03 Choose one Choose 04 Choose one Choose 4f. Total open water impacts 4g. Comments: 5. Pond or Lake Construction If and or lake construction proposed, then complete the chart below. 5a. Pond ID number 5b. Proposed use or purpose of pond 5c. Wetland Impacts (acres) 5d. Stream Impacts (feet) 5e. Upland (acres) Flooded Filled Excavated Flooded Filled Excavated P1 Choose one P2 Choose one 5f. Total: 5g. Comments: 5h. Is a dam high hazard permit required? ? Yes ? No If yes, permit ID no: 5i. Expected pond surface area (acres): 5j. Size of pond watershed (acres): 5k. Method of construction: 6. Buffer Impacts (for DWQ) If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts below. If an impacts require mitigation, then you MUST fill out Section D of this form. 6a. Project is in which protected basin? ? Neuse ? Tar-Pamlico ? Catawba ? Randleman ? Other: 6b. Buffer Impact number - Permanent (P) or Temporary T 6c. Reason for impact 6d. Stream name 6e. Buffer mitigation required? 6f. Zone 1 impact (square feet 6g. Zone 2 impact (square feet B1 Yes/No B2 Yes/No B3 Yes/No B4 Yes/No B5 Yes/No B6 Yes/No 6h. Total Buffer Impacts: 6i. Comments: Page 5 of 10 D. Impact Justification and Mitigation 1. Avoidance and Minimization 1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project. Gabion baskets are proposed to minimize the width and slope of the impact to the steep stream bank. 1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques. The construction shall occur within the previously approved buffer width. The clearing and excavation will occur from the land side. A water inflatable Flexidam will provide dry and stabile construction area for gabion installation. 2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State 2a. Does the project require Compensatory Mitigation for impacts to Waters of the U.S. or Waters of the State? ? Yes ? No 2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps 2c. If yes, which mitigation option will be used for this project? ? Mitigation bank ? Payment to in-lieu fee program ? Permittee Responsible Mitigation 3. Complete if Using a Mitigation Bank 3a. Name of Mitigation Bank: 3b. Credits Purchased (attach receipt and letter) Type: Choose one Type: Choose one Type: Choose one Quantity: Quantity: Quantity: 3c. Comments: 4. Complete if Makin a Payment to In-lieu Fee Program 4a. Approval letter from in-lieu fee program is attached. ? Yes 4b. Stream mitigation requested: linear feet 4c. If using stream mitigation, stream temperature: Choose one 4d. Buffer mitigation requested (DWQ only): square feet 4e. Riparian wetland mitigation requested: acres 4f. Non-riparian wetland mitigation requested: acres 4g. Coastal (tidal) wetland mitigation requested: acres 4h. Comments: 5. Complete if Using a Permittee Responsible Mitigation Plan 5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan. Page 6 of 10 PCN Form - Version 1.4 January 2009 6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ 6a. Will the project result in an impact within a protected riparian buffer that requires Yes X No buffer mitigation? 6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the amount of mitigation required. 6c. 6d. 6e. Zone Reason for impact Total impact Multiplier Required mitigation (square feet) (square feet) Zone 1 3 (2 for Catawba) Zone 2 1.5 6f. Total buffer mitigation required: 6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank, permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund). 6h. Comments: Page 7 of 10 E. Stormwater Management and Diffuse Flow Plan (required by DWQ) 1. Diffuse Flow Plan 1 a. Does the project include or is it adjacent to protected riparian buffers identified Z Yes ? No within one of the NC Riparian Buffer Protection Rules? 1 b. If yes, then is a diffuse flow plan included? If no, explain why. Diffuse flow to the buffer is not possible given the topography of the site and the buffer. a stormwater wetland is proposed to provide 30% nutrient reduction and will discharge directly to Crabtree Creek. ? Yes ?X No 2. Stormwater Management Plan 2a. What is the overall percent imperviousness of this project? 20% 2b. Does this project require a Stormwater Management Plan? ? Yes ?X No 2c. If this project DOES NOT require a Stormwater Management Plan, explain why: Project is exempt from City of Raleigh Stormwater Regulations. However, a report has been prepared which outlines the design and performance of the stormwater wetland. 2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan: 2e. Who will be responsible for the review of the Stormwater Management Plan? Certified Local Government 3. Certified Local Government Stormwater Review 3a. In which local government's jurisdiction is this project? City of Raleigh X? Phase II 3b. Which of the following locally-implemented stormwater management programs ? NSW apply (check all that apply): ? USMP ? Water Supply Watershed ? Other: 3c. Has the approved Stormwater Management Plan with proof of approval been ?Yes ?X No attached? 4. DWQ Stormwater Program Review ?Coastal counties ?HQW 4a. Which of the following state-implemented stormwater management programs apply ?ORW (check all that apply): ?Session Law 2006-246 ?X Other: None 4b. Has the approved Stormwater Management Plan with proof of approval been ? Yes ? No attached? 5. DWQ 401 Unit Stormwater Review 5a. Does the Stormwater Management Plan meet the appropriate requirements? ? Yes ? No 5b. Have all of the 401 Unit submittal requirements been met? ? Yes ? No Page 8 of 10 PCN Form - Version 1.4 January 2009 5. Endangered Species and Designated Critical Habitat (Corps Requirement) 5a. Will this project occur in or near an area with federally protected species or ? Yes ?X No habitat? 5b. Have you checked with the USFWS concerning Endangered Species Act ? Yes ?X No impacts? 5c. If yes, indicate the USFWS Field Office you have contacted. - 5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical Habitat? N/A 6. Essential Fish Habitat (Corps Requirement) 6a. Will this project occur in or near an area designated as essential fish habitat? ? Yes ?X No 6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat? N/A 7. Historic or Prehistoric Cultural Resources (Corps Requirement) 7a. Will this project occur in or near an area that the state, federal or tribal governments have designated as having historic or cultural preservation ? Yes ?X No status (e.g., National Historic Trust designation or properties significant in North Carolina history and archaeology)? 7b. What data sources did you use to determine whether your site would impact historic or archeological resources? City of Raleigh Planning Department 8. Flood Zone Designation (Corps Requirement) 8a. Will this project occur in a FEMA-designated 100-year floodplain? ?X Yes ? No 8b. If yes, explain how project meets FEMA requirements: No additional fill is being placed within the flood plain. 8c. What source(s) did you use to make the floodplain determination? FEMA Map 37183CO363E March 3, 1992 Peru? r-). Si-our 7-1s-?orv Applicant/Agent's Printed Name Applicant/Agent's Signature Date (Agent's signature is valid only if an authorization letter from the applicant is provided.) Page 10 of 10 Permit Number: (to be provided by DWQ) Drainage Area Number: Stormwater Wetland Operation and Maintenance Agreement 0E'. WETLANDS I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and the removal efficiency of the BMP. Important maintenance procedures: Immediately after the stormwater wetland is established, the wetland plants will be watered twice weekly if needed until the plants become established (commonly six weeks). - No portion of the stormwater wetland will be fertilized after the first initial fertilization that is required to establish the wetland plants. - Stable groundcover will be maintained in the drainage area to reduce the sediment load to the wet detention basin. - Once a year, a dam safety expert will inspect the embankment. After the wet detention pond is established, I will inspect it once a month and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in a known set location and will be available upon request. Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately. BMW element: Potential problem: How I will remediate the problem: The entire BMP Trash/ debris is resent. Remove the trash/ debris. The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to wetland erosive gullies have formed. remove the gully, and then plant a ground cover and water until it is established. Provide lime and a one-time fertilizer application. Vegetation is too short or too Maintain vegetation at a height of long. approximately six inches. The inlet device: pipe or The pipe is clogged (if Unclog the pipe. Dispose of the swale applicable). sediment off-site. The pipe is cracked or Replace the pipe. otherwise damaged (if applicable). i 'U! Erosion is occurring in the Regrade the swale if necessary to swale (if applicable). smooth it over and provide erosion 2 ? G) 0 control devices such as reinforced turf matting or riprap to avoid N VY'4TER QUP.?T ?r future problems with erosion. L`..«... Q117AM n7..*1....A "P.AR D..., 2 D...... 1 _f A BMP element: The forebay The deep pool, shallow water and shallow land areas Potential Sediment has accumulated in the forebay to a depth that inhibits the forebay from functioning well. Erosion has occurred. Weeds are present. Algal growth covers over 50% of the deep pool and shallow water areas. Cattails, phragmites or other invasive plants cover 50% of the deep pool and shallow water areas. Shallow land remains flooded Unclog the outlet device more than 5 days after a immediately. storm event. Plants are dead, diseased or dying. Best professional practices show that pruning is needed to maintain optimal plant health. Sediment has accumulated and reduced the depth to 75% of the original design depth of the deep pools. How I will remediate the problem: Search for the source of the sediment and remedy the problem if possible. Remove the sediment and dispose of it in a location where it will not cause impacts to streams or the BMP. Provide additional erosion protection such as reinforced turf matting or riprap if needed to prevent future erosion problems. Remove the weeds, preferably by hand. If a pesticide is used, wipe it on the plants rather than spraying. Consult a professional to remove and control the algal growth. Remove the plants by wiping them with pesticide (do not spray) - consult a professional. Determine the source of the problem: soils, hydrology, disease, etc. Remedy the problem and replace plants. Provide a one-time fertilizer application to establish the ground cover if a soil test indicates it is necessary. Prune according to best professional practices. Search for the source of the sediment and remedy the problem if possible. Remove the sediment and. dispose of it in a location where it will not cause impacts to streams or the BMP. BMP element: Potential problem: How I will remediate the problem: The embankment A tree has started to grow on Consult a dam safety specialist to the embankment remove the tree. An annual inspection by an Make all needed repairs. appropriate professional shows that the embankment needs repair. Evidence of muskrat or Use traps to remove muskrats and beaver activity is present. consult a professional to remove beavers. The micropool Sediment has accumulated Search for the source of the and reduced the depth to 75% sediment and remedy the problem if of the original design depth. possible. Remove the sediment and dispose of it in a location where it will not cause impacts to streams or the BMP. Plants are growing in the Remove the plants, preferably by micropool. hand. If a pesticide is used, wipe it on the plants rather than spraying. The outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment off-site. The outlet device is damaged Repair or replace the outlet device. The receiving water Erosion or other signs of Contact the NC Division of Water damage have occurred at the Quality 401 Oversight Unit at 919- outlet. 733-1786. Permit Number: (to be provided by DWQ) I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Project name:Wake County Continuum of Care BMP drainage area number:Post Area-2 (See Drianage Area Map) Print name:David Goodwin Title:Director of General Services (Wake Count) Addre; Phone Signat Date: ?l L Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a resident of the subdivision has been named the president. I, `S'/?r<? ck? e.? k?A ( , a Notary Public for the State of t4oA4 ?(io-e- , County of y11444-- , do hereby certify that C u?tr? personally appeared before me this 1Z-k- day of and acknowledge the due execution of the forgoing stormwater wetland maintenance requirements. Witness my hand and official seal, RV4 y y y r Do* ft O SEAL My commission expires ?f-7-zo(0 Permit Number (to be provided by DWQ) O?QF W ATF9QG AAMA NCDENR i STORMWATER MANAGEMENT PERMIT APPLICATION FORM 401 CERTIFICATION APPLICATION FORM WETLAND SUPPLEMENT This form must be filled out, printed and submitted. The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information. I. PROJECT INFORMATION Project name Wake County Continuum of Care Contact name Jason Kennedy Phone number 919.456.6056 Date Drainage area number March 25, 2009 Post Area 2 (See attached Drainage Area Map) It. DESIGN INFORMATION Site Characteristics Drainage area 343,688.40 ft2 Impervious area 158,122.80 ft2 Percent impervious 46.0%% Design rainfall depth 1.00 inch Peak Flow Calculations 1-yr, 24-hr rainfall depth 3.00 in 1-yr, 24-hr intensity 3.00 in/hr Pre-development 1-yr, 24-hr runoff 24.67 ft3/sec Post-development 1-yr, 24-hr runoff 15.73 ft3/sec Pre/Post 1-yr, 24-hr peak control -8.94 ft3/sec Storage Volume: Non-SA Waters Minimum required volume 13,301.00 ft3 Volume provided (temporary pool volume) 17,972.00 ft3 OK Storage Volume: SA Waters Parameters 1.5" runoff volume ft3 Pre-development 1-yr, 24-hr runoff volume ft3 Post-development 1-yr, 24-hr runoff volume ft3 Minimum volume required ft3 Volume provided ft3 Outlet Design Depth of temporary pool/ponding depth (DP1aa,) 12.00 in OK Drawdown time 3.20 days OK Diameter of orifice 1.50 in OK Coefficient of discharge (CD) used in orifice diameter calculation 0.60 (unitless) Driving head (Hp) used in the orifice diameter calculation 1.00 ft OK Permit Number (to be provided by DWQ) Surface Areas of Wetland Zones Surface Area of Entire Wetland 17,972.00 ft2 OK Shallow Land 7,165.00 ft2 OK The shallow land percentage is: 0.40% Shallow Water 7,136.00 ft2 OK The shallow water percentage is: 0.40% Deep Pool Forebay portion of deep pool (pretreatment) 1,924.00 ft2 OK The forebay surface area percentage is: 0.11 % Non-forebay portion of deep pool 1,747.00 ft2 OK The non-forebay deep pool surface area percentage is: 0.10 % Total of wetland zone areas 17,972.00 ft2 OK Add or subtract the following area from the zones 0.00 ft2 Topographic Zone Elevations Temporary Pool Shallow Land (top) 208.00 fmsl Permanent Pool Shallow Water (top) 207.00 fmsl Deep Pool (top) 206.50 fmsl Most shallow point of deep pool's bottom 205.00 fmsl Deepest point of deep pool's bottom 204.00 fmsl Design must meet one of the following two options: This design meets Option #1, Deep pool is 6'inches below SLWT, If yes: (Y or N) SLWT (Seasonally Low Water Table) fmsl This design meets Option #2, Has a clay liner Y If yes: Depth of topsoil above clay liner 6.00 in Topographic Zone Depths Temporary Pool Shallow Land 12.00 in OK Permanent Pool Shallow Water 6.00 in OK Deep Pool (shallowest) 18.00 in OK Deep Pool (deepest) 30.00 in OK Planting Plan Are cattails included in the planting plan? N (Y or N) OK Number of Plants recommended in Shallow Water Area: Herbaceous Wcubic-inch container) 1,800 Number of Plants recommended in Shallow Land Area: Herbaceous Wcubic-inch container), OR 1,800 Shrubs (1 gallon or larger), OR 288 Trees (3 gallon or larger) and Herbaceous (4+ cubic-inch) 36 and 1,440 Number of Plants provided in Shallow Water Area: Herbaceous Wcubic-inch container) 1,800 OK Number of Plants provided in Shallow Land Area: Herbaceous (4'cubic-inch container) 1,800 OK Shrubs (1 gallon or larger) 288 OK Trees (3 gallon or larger) and 0 More recommended if not planting herb. and/or shrubs. Grass-like Herbaceous (4+ cubic-inch) 1,440 OK Form SW401-Wetland-Rev.4-2/10/09 Parts I and II. Project Design Summary, Page 2 of 3 Permit Number (to be provided by DWQ) Additional Information Can the design volume be contained? Does volume in excess of the design volume flow evenly distributed through a vegetated filter? What is the length of the vegetated filter? Are calculations for supporting the design volume provided in the application? Is BMP sized to handle all runoff from ultimate build-out? Is the BMP located in a recorded drainage easement with a recorded access easement to a public Right of Way (ROW)? The length to width ratio is: Approximate wetland length Approximate wetland width Approximate surface area using length and width provided Will the wetland be stabilized within 14 days of construction? Y (Y or N) Y (Y or N) 50.00 ft Y (Y or N) Y (Y or N) Y (Y or N) 2.63 :1 226.00 It 86.00 ft 19,436.00 ftz Y (Y or N) OK OK OK OK OK OK This approx. surface area is within this number of square feet of the entire wetland surface area reported above: OK Form SW401-Wetland-Rev.4-2/10/09 Parts I and 11. Project Design Summary, Page 3 of 3 Permit No. r?y(to be provided by DWQ) .a Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach justification. Initials Pagel Plan Sheet No. • 1-302, 1. Plans (1" - 50' or larger) of the entire site showing: • CIDS'. - Design at ultimate build-out, 994w A2EA - Off-site drainage (if applicable), - Delineated drainage basins (include Rational C coefficient per basin), - Wetland dimensions (and length to width ratio), - Pretreatment system, - Maintenance access, - Proposed drainage easement and public right of way (ROW), - Overflow device, and - Boundaries of drainage easement. .VV_ C101 C 347- 2. Plan details (1" = 50' or larger) for the wetland showing: - Wetland dimensions (and length to width ratio) - Pretreatment system, - Maintenance access, - Proposed drainage easement and public right of way (ROW), - Design at ultimate build-out, - Off-site drainage (if applicable), - Overflow device, and - Boundaries of drainage easement. -Py- 0.108 3. Section view of the wetland (1" = 20' or larger) showing: - Side slopes, 3:1 or lower - Wetland layers All wetlands: Shallow land depth, shallow water depth, deep pool depth Option 1, no clay liner: SLWT depth Option 2, clay liner: Depth of topsoil on top of liner, liner specifications _T1C 4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing: - A variety of several suitable species (not including cattails), - Sizes, spacing and locations of plantings, - Total quantity of each type of plant specified, - A planting detail, - The source nursery for the plants, and - Fertilizer and watering requirements to establish vegetation. C40Z 5. A construction sequence that shows how the wetland will be protected from sediment until the entire drainage area is stabilized. JPW S54e- A7tt4t4KP6. The supporting calculations (including drawdown calculations). J ?e .4wxh4v , . A copy of the signed and notarized operation and maintenance (0&M) agreement. 8. A copy of the deed restrictions (if required). 9. A soils report that is based upon an actual field investigation and soil borings. County soil maps are not an acceptable source of soils information. C1AMAI w„a...,a o.... A nNninn JUL 2d 3 ?01.0 DEVR - W:4TER QUALITY %'Er kT,q AND STOM. ' t ATER BRANCH DESIGN CALCULATIONS CIVIL/SITE WORK WAKE COUNTY CONTINUUM OF CARE RALEIGH, NORTH CAROLINA JULY, 2010 /;: -- '/, 1 CLH design, p.a. Regency Park, 400 Regency Forest Drive, Suite 120 Cary, North Carolina 27918 Phone: (919) 319-6716 Fax: (919) 319-7516 WAKE COUNTY SOILS SURVEY MM IX DAR WO WAKE COUNTY CONTINUUM OF CARE Scaim t ,goo Anew" Fa Daft ors ?l 1 1 i 1 p h ?r USGS QUAD MAP WAKE COUNTY mv Nma wom LW, rm CONTINUUM OF CARE xw*nocx 44 t ? Date-, MOM, C 311 Drawn by. STORMWATER AND EROSION AND SEDIMENT CONTROL PLAN WAKE COUNTY CONTINUUM OF CARE SUNNYBROOK RD. RALEIGH, NC MARCH 2009 PROJECT DESCRIPTION: A new mental health facility is proposed at the intersection Sunnybrook Road and Falstaff Road in Raleigh, North Carolina. The site is 17.86-ac and is mostly wooded with the exception of a small gravel parking area that is used for overflow parking for the Wake Med campus. STORMWATER MANAGEMENT: The project is located within the Neuse River watershed and a Neuse River Stream buffer is located on the site as shown on the plans. This project is exempt from City of Raleigh Stormwater Regulations per Section 10-9003(b)(8) of Raleigh City Code. However, North Carolina Buffer Rules require that stormwater is conveyed via diffuse flow to a Neuse River Buffer. Given the existing topography of the site, it is not possible to construct a Best Management Practice (BMP) that will provide diffuse flow to the buffer. In order to comply with the Neuse River Buffer Rules a stormwater BMP capable of providing 30% nutrient reduction, prior to discharging to a buffered stream, must be provided. In order to comply with this requirement, a stormwater wetland is proposed to convey treated runoff to the adjacent stream. The project includes removal of the existing gravel parking area, and disturbance of approximately 12.00 acres. There will be substantial clearing and grading for the construction of this proposed work and the clearing limits are shown on sheeis C-401 and C-402. EROSION AND SEDIMENT CONTROL PRACTICES: 1. Silt Fence: Silt fence will be utilized to filter sediment laden runoff in locations where the drainage area is less than t/ acre per 100-ft of fence. 2. Tree Protection Fencing: Tree protection fencing will be installed to protect existing trees that are intended to remain. In some locations, silt fence will serve as tree protection fence. 3. Inlet Protection: Block and gravel inlet protection devices will be installed at new inlets as they are constructed to filter sediment-laden runoff prior to the runoff entering the storm drainage system. 4. Construction Entrance: Temporary gravel construction entrances will be utilized to minimize soil being tracked off the site by construction traffic. 5. Outlet Protection: Riprap outlet protection aprons will be installed at outlets as they are constructed to slow storm-water velocities and dissipate energy to protect downstream channels from erosion. 6. Sediment Skimmer Basins: Sediment traps and basins will be installed to filter concentrated sediment laden runoff prior to discharge from the site. 7. Channel Matting: Straw or excelsior matting will be installed in permanent channels and swales to stabilize the seedbed and promote vegetative growth. 8. Check Dams: Rock check dams will be installed in permanent channels to reduce flow velocities and erosion in the channel. 9. Temporary Slope Drains: Slope Drains will be installed to prevent erosion over long newly graded slopes. 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'. z ` 4-May-09 rev 3/26110 PROJECT NAME PROJECT NO Wake County Contiuum of Care 08-106 LOCATION BY Raleigh, NC JPK Drainage Area, (DA) = 7.89 ac Impervious Area c= 0.95 3.63 ac Pervious Area c= 0.30 4.26 ac Cc = 0.60 Wetland Surface Area Drainage area % Impervious = 46% Design Storm Rainfall 1.00 in (Typically 1-in) Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.46 in/in Required Volume (design rainfall)(Rv)(DA) = 13,301 cf (3,630 cf minimum req.) Depth of Temporary Pool (Dplants) = 12 in (12-in max) Required Surface Area = 13,301 sf Surface Area Provided= 17,972 sf Surface Area at 1" Storage Volume= 20,930 sf 1" Storage Volume Provided= 19,451 cf Temp. Storage Depth above Dewatering Hole = 1.0 ft Diameter of Dewatering Hole = 2.00 in Detention (Draw-Down) Time = 2.7 days (Typcially 2-5 days) T days=(Req. Temp. Storage Vol / (0.6 * A * (2*g*(h))A1 /2) * 86400 (where h = one third temp. storage depth measured to centroid of orifice) Q drawdown = 0.101 cis A1A>( 02A-T- Xa2 -Ll ?wQ o Wetland Zones Required Elevation Range % of SA Forebay surface area required = 1797 sf 36" deep 10.00% Deep pool at outlet required = 1797 sf 18-36" deep 10.00% Shallow water (low marsh) required = 7189 sf 0-6" deep 40.00% Shallow land (high marsh) required = 5392 sf 12" above perm. pool 30-40% Wetland Zones Provided Elevation Range % of SA Forebay surface area = 1,924 sf 207.00-204.00 10.71% Deep pool at outlet = 1,653 sf 206.50-204.00 9.20% Shallow water (low marsh) = 7,136 sf 207.00-206.50 39.71% Shallow land (high marsh) = 7,140 sf 208.00-207.00 39.73% 3:11319W001X: 1cs%W108Pond%ze-W.Mand.XLS printed: 3/ 28/20109:34 AM Page 1 of 1 . DATE PROJECT NAME PROJECT NO LOCATION BY SUBJECT ,?nrrj ?®t,?? rx? CHECKED BY PAGE ? OF + . 4 A? rl - I IA" 7-0 2d t ' BI i -71 -- g - ! _ i - v L.w V / -v Y f 7 ?/ q!' A,( p I I _? ? I 7 7- i Hyd rog rap h Summary R"drRo-w Hydrographs Extension for AutoCAD® Civil 3DO 2008 by Autodesk, Inc. v6.052 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph description 1 SCS Runoff 3.131 1 719 8,170 -- ----- ----- PRE-AREA-1 (TO POA-A) 2 SCS Runoff 24.66 1 718 49,676 ---- ----- ----- PRE-AREA-2 (TO POA-B) 5 SCS Runoff 0.836 1 720 2,664 --- ------ --- POST-AREA-1 (TOTAL TO POA-A 6 SCS Runoff 19.98 1 718 40,289 -- ---- -- POST-AREA-2 (TO POA-B) 7 SCS Runoff 15.64 1 718 31,514 --- ---- ---- POST-AREA-3 (TO POA-B) 8 SCS Runoff 0.623 1 717 1,375 ---- - -- POST-AREA-4 (TO POA-B) 9 Combine 20.60 1 718 41,664 6,8 -- --- COMBINE POST-2 & 4 11 Reservoir 1.779 1 750 29,747 9 208.10 21,632 Area to Wetland 13 Combine 15.73 1 718 61,260 7, 11, ---- --- TOTAL POST-Q TO POA-B 08-106 PRE VS POST-rev for barrel gp Return Period: 1 Year Friday, Mar 26, 2010 Hyd rog rap h Summary RedrRo-w Hydrographs Extension for AutoCAD® Civil 3130 2008 by Autodesk, Inc. v6.052 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph description 1 SCS Runoff 5.997 1 718 13,598 -- ------ ------ PRE-AREA-1 (TO POA-A) 2 SCS Runoff 34.76 1 718 69,813 ---- ----- ------ PRE-AREA-2 (TO POA-B) 5 SCS Runoff 1.904 1 719 4,692 - ---- ------ POST-AREA-1 (TOTAL TO POA-A 6 SCS Runoff 26.62 1 718 54,114 ----- -- --- POST-AREA-2 (TO POA-B) 7 SCS Runoff 22.05 1 718 44,288 ----- -- -- POST-AREA-3 (TO POA-B) 8 SCS Runoff 0.761 1 717 1,705 -- --- ----- POST-AREA-4 (TO POA-B) 9 Combine 27.38 1 718 55,820 6,8 ----- ---- COMBINE POST-2 & 4 11 Reservoir 7.928 1 725 43,879 9 208.28 25,522 Area to Wetland 13 Combine 22.85 1 720 88,168 7, 11, -- ---- - TOTAL POST-Q TO POA-B 08-106 PRE VS POST-rev for barrel gp Return Period: 2 Year Friday, Mar 26, 2010 Hyd rog ra p h Summary RWdqbw Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph description 1 SCS Runoff 16.93 1 718 34,427 -- ----- ------ PRE-AREA-1 (TO POA-A) 2 SCS Runoff 67.09 1 718 136,543 ----- ----- ----- PRE-AREA-2 (TO POA-B) 5 SCS Runoff 6.195 1 718 12,804 ---- --- ----- POST-AREA-1 (TOTAL TO POA-A 6 SCS Runoff 47.08 1 717 98,033 ----- -- ------ POST-AREA-2 (TO POA-B) 7 SCS Runoff 42.56 1 718 86,621 ------ --- ----- POST-AREA-3 (TO POA-B) 8 SCS Runoff 1.168 1 717 2,693 ----- --- ----- POST-AREA-4 (TO POA-B) 9 Combine 48.25 1 717 100,726 6,8 ----- ----- COMBINE POST-2 & 4 11 Reservoir 34.41 1 721 88,738 9 208.75 35,800 Area to Wetland 13 Combine 71.93 1 719 175,359 7, 11, -- ---- TOTAL POST-Q TO POA-B 08-106 PRE VS POST-rev for barrel gp Return Period: 10 Year Friday, Mar 26, 2010 IMPACT MAPS MZ-6TE m :sad 9Tb9-6TS M :auo]Td OZT alTng aer1Q jsa.IOj Sbu9892f 001; Yd 'NDISIO HD Z = „L .31VJS a r7 avw 13vdwi Ana lnill 3sn3N 90VW 'ON 13401id owz-OZ-L uva " JJVI I 3*0 JO w if1NI1N0:) A.LNf O:) 3WM --- ----- -- 1000' ----------- Ole ------ -? i \ \ \\ -- ? \\ ----- \ \ 00op \ - \ - -------- r > \ - -' \ v v v v v v v \ \ \ \\ \\ \,\ \ ! + N V A ?v \v W N vv ? vv ? vvv av oz? .?. 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UI ?j ? p W c Q co 4- 0 w d cm m a 0 X 4 U OUTLET PROTECTION DESIGN K ° °_'° ro fix DATE DESIGN PHASE 4/10/2008 rev 3/25/10 PRELIM L -L PROJECT NAME PROJECT NO CONSTR Lj Wake Count Continuum of Care Facility 08-106 REVISION / X/ LOCATION BY RECORD Raleigh, NC RBT OTHER CHECKED BY (SPECIFY) JPK Storm Outlet Structure FES No.= A8 Q10/Qfull = 0.49 Pipe Dia= 24 in VNfull = 0.99 Q10 = 15.49 cfs V = 9.8 fps Qfull = 31.37 cfs Vfull = 9.97 fps From Fig. 8.06.b.1: Zone = 1 From Fig. 8.06.b.2: D5o = 4 in DmAx = 6 in Riprap Class = A -C Apron Thickness = 12 in 3 Apron Length = 8 ft Length Apron Width = 3xDia = 6 ft Storm Outlet Structure FES No.= A18 Q10/Qfull = 0.75 Pipe Dia= 24 in VNfull = 1.10 Q10 = 34.41 cfs V = 29.5 fps Qfull = 45.80 cfs Vfull = 26.90 fps From Fig. 8.06.b.1: Zone = 6 From Fig. 8.06.b.2: D5o = 14 in DMAx = 23 in Riprap Class = 2 s Apron Thickness = 36 in 3 Apron Length = 20 ft Length Apron Width = 3xDia Note: utilize gavion b = askets. Direct disch 6 arge to ft creek. PROJECT NAME Wake County Continuum of Care Facil LOCATION Raleiah. NC Storm Outlet Structure DATE 4/10/2008 PROJECT NO 08-106 BY RBT CHECKED BY JPK DESIGN PHASE PRELIM CONSTR REVISION RECORD OTHER (SPECIFY) FES No.= E3 (Merrell Drive) Q10/Qfull = 0.72 Pipe Dia= 15 in VNfull = 1.08 Quo = 3.56 cfs V = 4.3 fps Qfull = 4.92 cfs Vfull = 4.00 fps From Fig. 8.06.b.1: Zone From Fig. 8.06.b.2: - 3 Length D50 DMAx Riprap Class Apron Thickness Apron Length Apron Width = 3xDia 2 8 in = 12 in B 18 in 7.5 ft 4ft TEMPORARY SEDIMENT SKIMMER BASIN DESIGN t 'l 1 a t r I I ?_ s ?` I DATE 3-2-09 (. FR NAME PROJECT NO unt Continuum of Car e Facilit 08-106 BY I? 4( Raleigh, NC RBT/JPK Il Skimmer Basin No.: TSSB-1 Site Conditions Initial Einal Disturbed Area: 2.92 8.30 ac Additional Drainage Area: 1.12 0.30 ac Total Drainage Area: 4.04 8.60 ac Runoff Coeff [Cc]: 0.40 0.78 10-yr Rainfall Intensity [I]: 7.22 7.22 in/hr 10-yr Discharge [Q10]: 11.67 48.45 cfs Max Required Sed. Storage Vol: Dist.A. x 1800 = 5256 14940 14940 cf Required Surface Area: 325 sf/cfs = 3793 15745 15745 sf Bottom Elevation of Basin: Elevation Interval of Basin: 207.0 ft 1.00 ft Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf) 207.0 18110 0 0 0 208.0 20930 1.0 17972 17972 209.0 22411 2.0 21671 39643 210.0 24691 3.0 23551 63194 211.0 0 4.0 12346 75539 Top of Req. Sediment Pool (per Surface Area): 207.00 ft Top of Req. Sediment Pool (per Volume): 207.80 ft ,Principle Spillway Design: Skimmer Size: 3.0 in Skimmer Orifice Size: 2.5 in Skimmer Drainage Rate: 6788 cf per day Days to Drain: 2.2 days Emergency Spillway Weir Elevation: 208.00 ft Weir Width: 15.00 ft Weir Capacity: 48.44 cfs 10-yr Water Surface Elevation: 209.05 ft Freeboard: 1.00 ft Min. Embankment Elevation: 210.05 ft Set Embankment Elevation: 210.0 ft Surface Area Required: 15745 sf Surface Area Provided: 20930 sf OK Sediment Storage Volume Required: 14940 cf Sediment Storage Provided: 17972 cf OK 08-106-SED-SKIM-BASIN.XLS LATEST PRINTING: 3/18120094:31 PM Page 1 of 1 Ali- DATE _ -Ji 2-13-09 PROJECT NAME PROJECT NO G I Jl r Wake County Continuum of Care Facility 08-106 LOCATION BY Raleigh, NC RBT/JPK -rl Skimmer Basin No.: TSSB-2 Site Conditions Initial Final Disturbed Area: 1.84 0.40 ac Additional Drainage Area: 0.33 0.00 ac Total Drainage Area: 2.17 0.40 ac Runoff Coeff [Cc]: 0.35 0.35 10-yr Rainfall Intensity [I]: 7.22 7.22 in/hr 10-yr Discharge [Q10]: 5.49 1.01 cfs Max Required Sed. Storage Vol: Dist.A. x 1800 = 3312 720 3312 cf Required Surface Area: Volume: 325 sf/cfs = 1783 329 1783 sf Bottom Elevation of Basin: 232.0 ft Elevation Interval of Basin: 1.00 ft Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf) 232.0 1170 0 0 0 233.0 1650 1.0 1410 1410 234.0 2162 2.0 1906 3316 235.0 2708 3.0 2435 5751 Top of Req. Sediment Pool (per Surface Area): 233.26 ft Top of Req. Sediment Pool (per Volume): 234.00 ft Principle Spillway Design:- Skimmer Size: 2.0 in Skimmer Orifice Size: 1.5 in Skimmer Drainage Rate: 1847 cf per day Days to Drain: 1.8 days Emergency Spillway Weir Elevation: 234.50 ft Weir Width: 10.00 ft Weir Capacity: 5.49 cfs 10-yr Water Surface Elevation: 234.82 ft Freeboard: 1.00 ft Min. Embankment Elevation: 235.82 ft Set Embankment Elevation: 236.0 ft Surface Area Required: 1783 sf Surface Area Provided: 2162 sf OK Sediment Storage Volume Required: 3312 cf Sediment Storage Provided: 3316 cf OK Jill DATE 2-13-09 PROJECT NAME PROJECT NO Wake Count Continuum of Care Facility 08-106 °Y U LOCATION BY 4 Raleigh, NC RBT/JPK Skimmer Basin No.: TSSB-3 Site Conditions Initial Final Disturbed Area: 4.00 0.56 ac Additional Drainage Area: 0.10 0.00 ac Total Drainage Area: 4.10 0.56 ac Runoff Coeff [Cc]: 0.35 0.35 10-yr Rainfall Intensity [I]: 7.22 7.22 in/hr 10-yr Discharge [Q10]: 10.36 1.42 cfs Max Required Sed. Storage Vol: Dist.A. x 1800 = 7200 1008 7200 cf Required Surface Area: 325 sf/cfs = 3368 460 3368 sf Bottom Elevation of Basin: 233.0 ft Elevation Interval of Basin: 1.00 ft Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf) 233.0 3600 0 0 0 234.0 5040 1.0 4320 4320 235.0 6500 2.0 5770 10090 236.0 8340 3.0 7420 17510 237.0 10310 4.0 9325 26835 Top of Req. Sediment Pool (per Surface Area): 23100 ft Top of Req. Sediment Pool (per Volume): 234.50 ft rinciple Spillway ¦Design: Size: 2.0 in Skimmer Orifice Size: 2.0 in Skimmer Drainage Rate: 3283 cf per day Days to Drain: 2.2 days Emergency Spillway Weir Elevation: 235.00 ft Weir Width: 15.00 ft Weir Capacity: 10.38 cfs 10-yr Water Surface Elevation: 235.38 ft Freeboard: 1.00 ft Min. Embankment Elevation: 236.38 ft Set Embankment Elevation: 237.0 ft Surface Area Required: 3368 sf Surface Area Provided: 6500 sf OK Sediment Storage Volume Required: 7200 cf Sediment Storage Provided: 10090 cf OK CHANNEL. DESIGN .:. ;` s " DATE DESIGN PHASE 3103/09 SD L-L PROJECT NAME PROJECT NO DD L.? Wake Count Continuum of Care 08-106 CD /X LOCATION BY REV L-[ Raleigh, NC RBT OTHER CHECKED BY (SPECIFY) JPK PERMANENT LINING - Permissible Velocity and Capacity Channel No: CHANNEL-1 Drainage Area: 0.21 ac Sta from: Design Fequency: 10 yrs Sta to: Time of Conc: 5 min Section Length: 155 ft Intensity: 7.24 in/hr Section Slope: 10.30 % Runoff Coeff: 0.47 Ret Class: C Discharge: 0.71 cfs Permissible Velocity: 4.50 fps Allowable Depth: 1.00 ft Swale sizing method done by manipulation of Manning's Equation to find the depth of flow that matches the known flow conditions. Performed by trial and error. INPUT DATA Qp = 0.71 cfs flow by Rational Method n= 0.191 Grass Manning's Coefficient (dimensionless) S= 0.103 ft/ft longitudinal slope (ft of fall per ft of run) Zreq = 0.29 quantity to equate to Zav M= 3 :1 side slope of channel ft of run : 1 ft of rise NORMAL DEPTH AND VELOCITY B D A P R Zav Remark 0.35 0.37 2.21 0.17 0.11 shallow 0.40 0.48 2.53 0.19 0.16 shallow 0.45 0.61 2.85 0.21 0.22 shallow 0.50 0.75 3.16 0.24 0.29 OK B = bottom width'of trapezoidal channel D = normal depth of flowav -eq A = cross-sectional area of flow Zr3 din _ A R P = wetted perimeter of the channel 1.49 -,,,,rs R = hydraulic radius of the channel Normal Depth, D = 0.50 ft Depth OX Velocity= 0.95 fps Vol. OX SHEAR STRESS T = yds = shear stress in lb/sq-ft Y = unit weight of water, 62.4 lb/cu-ft D = normal depth of flow in ft S = longitudinal slope in ft/ft shear stress, T = 3.21 Ib/s -ft FINAL CHANNEL LINING DIMENSIONS B= ft side slopes, M = 3 :1 D= 1.0 ft top width, W = 6.0 ft Permanent Channel Lining: Grass (RFF• UAfnnm 40011 Page 1 DATE 3/03/09 ROJECT NAME PROJECT NO ake Count Continuum of Care 08-106 )CATION BY alei h, NC RBT CHECKED BY JPK EMPORARY I UVIMr. _ hcrrfmicciA/e CA.,... Channel No: Sta from: Sta to: Section Length: Section Slope: Lining Type: Permissible Shear: Channel Depth: CHANNEL-1 155 ft 10.30 % Curled Wood Mat 2.00 Ib/sf 1.00 ft vale sizing method done by manipulation of Manning's Equation to find the depth flow that matches the known flow conditions. Performed by trial and error. Qp = 0.57 cfs n = 0.036 S = 0.103 ft/ft Zreq = 0.043 M = 3 :1 (REF: Malcom, 1991) B D A P 0.20 0.12 , 1.26 0.22 0.15 1.39 0.23 0.16 1.45 0.25 0.19 1.58 B = bottom width,of trapezoidal channel D = normal depth of flow A = cross-sectional area of flow P = wetted perimeter of the channel R = hydraulic radius of the channel Normal Depth, D = 0.25 ft Velocity= 3.05 fps B= ft D= 1ft Line Channel with Drainage Area: Design Fequency: Time of Conc: Intensity: Runoff Coeff: Discharge: 0.21 ac 2 yrs 5 min 5.80 in/hr 0.47 0.57 cfs 0.09 0.025 shallow 0.10 0.032 shallow 0.11 0.036 shallow 0.12 0.045 OK Zav = Zreq ?? A R _ fin` 1.49 -\s s ear stress, T = 1.61 Ib/sq-ft Temp Liner O .K FINAL CHANNEL LINING DIMENSIONS T = yds = shear stress in Ib/sq-ft Y = unit weight of water, 62.4 lb/cu-ft D = normal depth of flow in ft S _ longitudinal slope in ft/ft h flow by Rational Method Manning's Coefficient (dimensionless) longitudinal slope (ft of fall per ft of run) quantity to equate to Zav side slope of channel (ft of run : 1 ft of rise IEPTH AND VELOCITY side slopes, M = 3 :1 top width, W = 6.0 ft Curled Wood Mat Page 2 DESIGN PHASE SD DD CD REV OTHER (SPECIFY) 5 @r5 Q I 4) 3 UL 2 2010 DENK - WA7E? (?U41J"fY yVETtRt'I;S AND SFCR`?;'lrA7?ft BRArtCH GEOTECHNICAL ENGINEERING REPORT PROPOSED MENTAL HEALTH FACILITY SUNNYBROOK ROAD RALEIGH, NORTH CAROLINA Terracon Project No. 70085034 June 9, 2008 Prepared For. WAKE COUNTY Raleigh, North Carolina Prepared by. 1rerrecon Raleigh, North Carolina Y June 9, 2008 Wake County Facilities Design & Construction Wake County Office Building -12th Floor P.O. Box 550 Raleigh, North Carolina 27602 Attn: Mr. Mark Forestieri, AIA Re: Geotechnical Engineering Report Proposed Mental Health Facility Sunnybrook Road Raleigh, North Carolina Terracon Project No. 70085034 Dear Mr. Forestieri: Uffmcm Consulting Engineers B Scientists Terracon Consultants, Inc. 5240 Green's Dairy Road Raleigh, North Carolina 27616 Phone 919.873.2211 Fax 919.873.9555 www.terracon.com We are submitting, herewith, the results of subsurface exploration for the proposed Mental Health Facility in Raleigh, North Carolina. The purpose of this exploration was to obtain information on subsurface conditions at the proposed project site and, based on this information, to provide recommendations regarding the design and construction of foundations and site development for the facility. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service to you in any way, please do not hesitate to contact us. Sincerely, Terracon Consultants, Inc. Philip J. vRamsey, El Geotechnical Professional Attachments Copies to: Addressee (3) R?e\HN0eja e??*, R? H CqR O p =qL r ( M Barney C, H e, PE ?.•j,•••?YGINE?Q'• Fy •...?,... Senior Principal ??''•.., C• HA?'`;a+'? ???HNN1N North Carolina No. 11285 Delivering Success for Clients and Employees Since 1965 More than 95 Offices Nationwide I T TABLE OF CONTENTS Cover Letter ........................................................................................................................ i INTRODUCTION ................................................................................................................. 1 PROJECT DESCRIPTION .................................................................................................. 1 SITE EXPLORATION PROCEDURES ............................................................................... 1 Field Exploration ........................................................................................................... 1 Laboratory Testing ........................................................................................................ 2 SUBSURFACE CONDITIONS ............................................................................................ 3 Geology ......................................................................................................................... 3 Seismic Site Classification ............................................................................................ 3 Site Conditions .............................................................................................................. 4 Soil Conditions .............................................................................................................. 4 Table 1 - Partially Weathered Rock and Auger Refusal Elevations ............................. 5 Groundwater Conditions ............................................................................................... 6 ENGINEERING RECOMMENDATIONS ............................................................................. 6 Geotechnical Considerations ........................................................................................ 6 Site Preparation and Earthwork ................................................................................... 7 Excavations .................................................................................................................. 8 Foundations .................................................................................................................. 9 Floor Slabs ....................................................................................................................10 Pavements ....................................................................................................................11 Table 2 - Recommended Pavement Sections ..............................................................12 GENERAL COMMENTS .....................................................................................................13 APPENDIX Figure 1 - Site Vicinity Map Figure 2 - Boring Location Diagram Boring Logs General Notes Unified Soil Classification System GEOTECHNICAL ENGINEERING REPORT PROPOSED MENTAL HEALTH FACILITY SUNNYBROOK ROAD RALEIGH, NORTH CAROLINA Terracon Project No. 70085034 June 9, 2008 INTRODUCTION Terracon has completed the subsurface exploration for the proposed Mental Health Facility planned at the northeast quadrant of the intersection of Sunnybrook Road and Falstaff Road in Raleigh, North Carolina. Sixteen borings extending to depths of approximately two to ten feet below the existing ground surface were drilled at the site. Results of the borings and a location diagram are included with this report. The purpose of this report is to describe the subsurface conditions encountered in the borings, analyze and evaluate the test data, and provide recommendations regarding the design and construction of new pavements, foundations and earthwork for the facility. A Preliminary Geotechnical Engineering Report was issued on June 14, 2005 for the subject property. We have included the boring logs from this preliminary study in the appendix of this report. A Phase I ESA was also performed at the subject site and issued under separate cover. PROJECT DESCRIPTION We understand Wake County is considering developing the site as a mental health facility consisting of two buildings, and associated parking and driveway areas. A potential third future building is also shown on the eastern portion of the site. Three stormwater management areas are shown. Our understanding of the project is based on phone conversations and emails with Mr. Mark Foristeri with Wake County, a preliminary site drawing provided by Wake County, and the site topographic plan provided by Mr. Robin Lee with McKim & Creed. Structural information for the two proposed buildings was not provided at the time of this report. However, we anticipate the buildings will be two-story, with maximum isolated column loads less than 150 kips and continuous wall loads on the order of 3 to 5 kips per linear foot. We anticipate cut / fill depths for the development will be less than 10 feet. Field Exploration The subsurface exploration consisted of drilling and sampling sixteen borings at the site to depths ranging from about two to ten feet below existing grades. The distribution of the borings consisted of seven borings drilled in the proposed building footprints, two borings in the proposed parking areas, one boring in the southern proposed stormwater management area, and six borings drilled in the alignment of the proposed new roadway. The borings Mental Health Facility 'Ferracon Terracon Project No.: 70085034 June 9, 2008 were staked by McKim & Creed, the project surveyor prior, to Terracon mobilizing to the site. The borings were drilled with a track-mounted rotary drilling rig using hollow stem augers to advance the boreholes. Representative soil samples were obtained using the split-barrel sampling procedure in general accordance with the appropriate ASTM standard. Ground surface elevations indicated on the boring logs are approximate (rounded to the nearest 1 foot) and were obtained by interpolation from contours on the topographic site plan provided. The locations and elevations of the borings should be considered accurate only to the degree implied by the means and methods used to define them. Disturbed samples are obtained in the split-barrel sampling procedure by driving a 2-inch O.D. split-barrel sampler into the ground using a 140-pound hammer falling 30 inches. The number of blows required to advance the sampler the final 12 inches or less of a standard 18-inch sampling interval is termed the standard penetration resistance, or N-value. The N-values are shown on the boring logs and indicate the in-place relative density of granular soils and, to a lesser degree of accuracy, the consistency of cohesive soils and hardness of weathered bedrock. The sampling depths and penetration distance, plus the standard penetration resistance values are shown on the boring logs. The samples were sealed and transported to Terracon's laboratory for testing and classification. Field logs of each boring were prepared by the drill crew. These logs included visual classifications of the materials encountered during drilling as well as the driller's interpretation of the subsurface conditions between samples. Final boring logs included with this report represent an interpretation of the field logs and include modifications based on visual classification and laboratory testing of the samples. Laboratory Testing The samples were classified in the laboratory based on visual observation, texture, and plasticity. The laboratory testing program consisted of performing six wash minus the number 200 sieve tests and six natural moisture content tests. The results of the laboratory testing are provided on the logs of boring in the appendix of this report. The descriptions of the soils indicated on the boring logs are in accordance with the enclosed General Notes and the Unified Soil Classification System (USCS). Estimated group symbols according to the USCS are given on the boring logs. A brief description of this classification system titled Unified Soil Classification System is provided in the appendix of this report. 2 Mental Health Facility Terracon Terracon Project No.: 70085034 June 9, 2008 SUBSURFACE CONDITIONS Geology The project site is located in the Piedmont Physiographic Province, an area underlain by ancient igneous and metamorphic rocks. The residual soils in this area are the product of in- place chemical weathering of rock. The typical residual soil profile consists of clayey soils near the surface where soil weathering is more advanced, underlain by sandy silts and silty sands that generally become harder with depth to the top of parent bedrock. According to the 1985 Geologic Map of North Carolina, the bedrock under the site belongs to the Raleigh Belt and consists of metamorphic and intrusive rocks, specifically biotite gneiss and schist, intruded by numerous sills and dikes of granite, pegmatite, and aplite. Previous experience nearby at the site of the Wake Med campus indicates the potential for encountering shallow rock outcrops and large boulders within the residual soil zone. The boundary between soil and rock in the Piedmont is not sharply defined. A transitional zone termed "partially weathered rock" is normally found overlying the parent bedrock. For engineering purposes, partially weathered rock (PWR) is defined as residual material that can be drilled with soil drilling methods and exhibits standard penetration test resistance values exceeding 100 blows per foot. The transition between hard/dense residual soils and partially weathered rock occurs at irregular depths due to variations in degree of weathering. Groundwater is typically present in the residual soils and within fractures in the underlying partially weathered rock and bedrock in the Piedmont. On upland ridges in the Piedmont, groundwater may or may not be present in the residual soils above the partially weathered rock and bedrock. Alluvial soils in floodplains are generally saturated to within a few feet of the ground surface. Fluctuations in groundwater levels on the order of 2 to 4 feet are typical in residual soils and partially weathered rock in the Piedmont, depending on variations in precipitation, evaporation, and surface water runoff. Seasonal high groundwater levels are expected to occur during or just after the typically wetter months of the year (November through April). Seismic Site Classification Based on the borings and our knowledge of the geologic conditions at the site, the project site corresponds most closely with a Site Class Type C as described in Section 1615.1.1 of the 2006 North Carolina State Building Code (2003 International Building Code with North Carolina Amendments). This type classifies as a "very dense soil and soft rock profile", with an average standard penetration resistance (N-value) greater than 50 blows per foot in the top 100 feet. 3 Mental Health Facility Terracon Project No.: 70085034 Site Conditions Yerracon June 9, 2008 The project site is located at the northeast quadrant of the intersection of Falstaff Road and Sunnybrook Road in Raleigh, North Carolina. At the time of our exploration the center portion of the site was developed with a gravel parking lot. The site is predominately wooded and overgrown with brush. A "dirt" trail, which appeared to contain brick and rock fragments spread across the surface, extends north from the gravel drive near the west boundary of the site and curves to extend along the north property boundary. Based on the topographic map provided by the site surveyor, the topography of the site includes a central ridgeline extending east-west with the ground sloping moderately downward in the north, east and south portions of the site. The site has an approximate topographic low of 195 feet in the eastern portion and an approximate topographic high of 275 feet in the western portion. Borings B-1 through B-12, performed during the preliminary exploration, and borings B-13 through B-28 generally encountered shallow rock along the central ridge line. Weathered rock outcrops were observed near borings B-25 and B-26 during our exploration. Soil Conditions Conditions encountered at each boring location are indicated on the individual boring logs. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. A brief summary of the conditions encountered in our borings is provided below. Approximately two to eight inches of topsoil was encountered at the majority of the boring locations. At borings B-3, B-6, B-14, B-16, and B-26, approximately three to seven inches of gravel was encountered at the surface. Fill material was encountered below the gravel and topsoil at borings B-14, B-17 and B-26 to an approximate depth of three feet, and consisted of gray and reddish-brown silt and sand. Possible boulders was noted at boring B-12. Residual soil and partially weathered rock (PWR) was encountered below the fill at these borings and below the topsoil or gravel at the remaining borings. The residual soils generally consisted of silty sand (SM) and sandy clay and silt (CUCH, MUMH) with reddish- brown, brown, gray, and tan coloration. The sand was generally medium dense to very dense and the clay and silt ranged from stiff to hard. Partially weathered rock (PWR) was encountered below the surface materials and residual soils at depths ranging from about 0.5 to 16.5 feet. The PWR material visually classified as reddish-brown, brown, gray, and tan, silty sand with some rock fragments. The N-values within the PWR ranged from 50 blows for 6 inches of penetration to 50 blows for zero penetration. The borings were terminated in the PWR material at depths ranging from 1 to 18.4 feet. Boring B-19 was offset approximately 100 feet to the north due to access limitations caused by the steep terrain. Table 1 below provides the boring surface elevations based on the site topographic plan, the approximate elevations of encountered PWR and the approximate elevations of auger refusal encountered in each boring, if applicable. 4 Mental Health Facility Terracon Project No.: 70085034 TEwacon June 9, 2008 Table 1 - Partially Weathered Rock and Auger Refusal Elevations Boring Boring Surface Elevation PWR Elevation Auger Refusal Elevation B-1 244 227.5 - B-2 244 242.5 239.5 B-3 228 227 219 B-4 266 265.5 264 B-5 258 257.5 254.5 B-6 258 255 254 B-7 258 255 254.5 B-8 249 248.5* 236 B-9 223 222.5 209 B-10 261 260.5 258.5 B-11 242 241.5 239.5 B-12 218 206 204 B-13 256 252.5 252 B-14 251 248 245 B-15 245 244 242 B-16 258 255 254 B-17 255 249 - B-18 275 267 - B-19 - - - B-20 236 235 233.5 B-21 234 233 232 B-22 217 - - B-23 209 203 - B-24 253 248.5 247 B-25 265 264 262 B-26 256 251 249.5 B-27 242 236 - B-28 249 248 246.5 * Possible Boulder Mental Health Facility Terracon Project No.: 70085034 Groundwater Conditions lrefmcon June 9, 2008 Groundwater was not observed in the test borings at the time of drilling. We do not expect shallow groundwater to be a significant issue at this site. Longer term monitoring in piezometers would be required to evaluate the potential range of groundwater levels at this site. Groundwater is typically present in the residual soils and within fractures in the underlying partially weathered rock and bedrock in the Piedmont. On upland ridges in the Piedmont, groundwater may or may not be present in the residual soils above the partially weathered rock and bedrock. Alluvial soils in floodplains are generally saturated to within a few feet of the ground surface. Fluctuations in groundwater levels on the order of two to four feet are typical in residual soils and partially weathered rock in the Piedmont, depending on variations in precipitation, evaporation, and surface water runoff. Seasonal high groundwater levels are expected to occur during or just after the typically wetter months of the year (November through April). ENGINEERING RECOMMENDATIONS Geotechnical Considerations Based on the results of our borings, the buildings can be supported on shallow foundations bearing on a combination of the residual soils, weathered rock, and tested and approved new fill material. Close observation of the materials should be performed during subgrade preparation and footing construction to confirm suitable conditions below footings. Softer soils, if encountered, can be addressed through localized overexcavation (undercutting) and replacement with suitable materials. Borings B-14 and B-16, drilled in the existing gravel parking lot, and boring B-17, drilled in a proposed stormwater management area, encountered existing soil fill from the ground surface to an approximate depth three feet below grades. Support of footings, floor slabs, and pavements on or above existing fill soils is discussed in this report. However, even with the recommended construction testing services, there is an inherent risk for the owner that compressible fill or unsuitable material within or buried by the fill will not be discovered. This risk of unforeseen conditions cannot be eliminated without completely removing the existing fill, but can be reduced by performing additional testing and evaluation during construction. Additionally, the site soils appear suitable for the support of on-grade floor slabs and pavements. However, it should be noted that the near surface sandy silt, sandy clay and silty sand soils are very moisture sensitive and will become soft and unstable when wet. Due to the potential for unstable subgrades during wet weather, we recommend earthwork operations be performed during warmer, drier periods of the year (May through October), if feasible. 6 Mental Health Facility Twa[on Terracon Project No.: 70085034 June 9, 2008 The partially weathered rock and materials that could not be drilled with the augers (auger refusal) will present excavation difficulties for conventional grading and trenching operations. The very shallow auger refusal material encountered at most of the borings will likely require blasting or pneumatic hammers to remove. In addition, rock outcroppings were noted at the surface near borings B-25 and B-26, within the proposed building footprints. We recommend that mass rock excavation and blasting beneath building, pavement, and utility trenching areas should extend approximately 2 to 5 feet below the design subgrade elevations to reduce the extent that foundation and utility trenches must be excavated in rock and reduce the extent that pavement sections will be constructed over rock subgrades. Site Preparation and Earthwork Any surface vegetation, topsoil, soft or otherwise unsuitable material should be stripped from the entire construction area. Topsoil may be re-used in areas to be landscaped. Topsoil should not be used as structural fill or backfill. The near surface sandy silt, sandy clay and silty sand at the site are very moisture-sensitive and will lose strength and rut or deflect excessively under construction traffic when wet. For these reasons, we recommend site preparation and earthwork be performed during drier periods of the year (May through October), if feasible. The exposed subgrade soils also should be protected from infiltration of surface water by keeping the site grades sloped to promote runoff. Placing a crushed stone base course as a protective layer and working surface in the building area could also be considered to protect the subgrade soils. After stripping is completed the exposed subgrade soils in areas to receive fill or at the subgrade elevation in cut areas should be proofrolled to detect remaining soft or loose soils. Proofrolling should be performed with a moderately to heavily loaded tandem-axle dump truck or similar piece of rubber-tired construction equipment. The geotechnical engineer's representative should observe this operation to aid in delineating problem soil areas. Proofrolling should be performed after a suitable period of dry weather to avoid degrading an otherwise acceptable subgrade and to reduce the amount of undercutting required. If problem soil areas are observed during the proofrolling operation, the soil in these areas should be undercut down to firmer/dryer bearing conditions and replaced with compacted soil fill as recommended below. The undercut soils may be spread and aerated, if saturated, and stored on-site for possible use in non-structural fill locations. We do not anticipate a significant amount of undercutting will be required if site preparation is performed during a period of dry weather. All fill material imported to the site should consist of approved materials, free of organics and debris. The fill should be a low to moderate plasticity cohesive soil with a liquid limit less than 50 and a plasticity index less than 25. Based on the borings, the residual soils on-site are generally acceptable for use as fill. All proposed fill materials should be approved prior to their use. "Clean" sand with less than 15% passing the No. 200 sieve (silt and clay fraction) should not be used as a surface fill to avoid surface water infiltrating the surface sand and becoming 7 Mental Health Facility Terracon Project No.: 70085034 lrerracon June 9, 2008 trapped above the underlying silt and clay soils. All proposed fill materials should be approved prior to their use. All fill materials should be placed in loose lifts not exceeding 9 inches in thickness and thoroughly compacted. All fill should be compacted to at least 98% of the material's standard Proctor maximum dry density (ASTM D-698). Some adjustments in the moisture content of on-site soils may likely be required to achieve adequate compaction. The soil's water content at the time of compaction should be at -3 to +3% of the soil's optimum moisture value as determined by the standard Proctor test. The geotechnical engineer's representative should perform in-place field density tests to evaluate the compaction of the structural fill and backfill placed at the site. We recommend a minimum testing frequency of one test per lift per 5,000 square feet of fill area. At least one test per foot of fill thickness per 100 lineal feet of utility trench also should be performed. Excavations The majority of the site soils may be excavated with conventional construction equipment, such as bulldozers, backhoes, and trackhoes. Partially weathered rock (PWR) material, as encountered in most of the borings from roughly 1 foot to 16.5 feet below grades can be difficult to excavate, especially for smaller, lower-force equipment. The softer PWR material (with SPT blow count values of 50 blows for 4 inches or more of penetration) encountered at the borings can typically be excavated with heavy-duty excavating equipment such as a Caterpillar D-8 assisted by single-tooth ripping tools. However, the harder PWR and auger refusal material encountered near the surface of most of the borings will require pneumatic hammers or blasting for effective excavation. Mass rock excavation and blasting beneath building areas should extend approximately 3 feet below the design subgrade elevation to reduce the extent that foundation and utility trenches must be excavated in rock. Dense/hard residual soils can also present difficulties to trenching machines. Due to the confinement presented by the sidewalls, trench excavations extending into either soft or hard weathered rock will likely require blasting or pneumatic hammers. All excavations should be sloped or braced as required by OSHA to provide stability and safe working conditions. Since exposure to weather can significantly weaken the sidewalls of a trench, a competent person should evaluate the excavations for stability prior to each entry by personnel. 8 Mental Health Facility Terracon Project No.: 70085034 Foundations Terracon June 9, 2008 Based on our borings, the building can be supported on shallow spread footings bearing on a combination of approved existing in-place fill, residual soils, and tested and approved new fill material. Foundations bearing in the stiff to hard silt and medium dense to very dense silty sand soils and tested and approved new fill material can be designed for a maximum net allowable soil bearing pressure of 3,000 pounds per square foot (psf). The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Continuous wall footings should have a minimum width of 16 inches and isolated column footings should have a minimum width of 24 inches. Perimeter footings and footings beneath unheated areas should bear at a minimum depth of 18 inches below lowest adjacent finished grade for frost protection and protective embedment. The foundation settlement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth of the footings, the thickness of compacted fill, the presence of PWR beneath foundation bearing areas, and the quality of the earthwork operations. Based on the existing site grades, we expect the south portion of Building 1 and the east portion of Building 2 may be supported in dense PWR or rock and the north portion of Building 1 and the west portion of Building 2 may be supported on residual soil or compacted soil fill. Footings supported in soil or soil fill will likely experience more settlement than footings supported directly in PWR or rock. Assuming that footing construction and site grading is performed in accordance with our recommendations, we expect total settlement will be about 1 inch or less. Due to the potential different bearing conditions, differential settlement could approach the total settlement. If this anticipated differential settlement is unacceptable, additional steps could be taken to decrease this magnitude; such as, removing a portion of the rock below foundations and replacing it with soil fill material. If the buildings will be relatively light, we anticipate the differential settlement could be controlled by placing high-quality fill material and using stringent compaction criteria. However, if the site will be developed with heavier, multi-level structures, a foundation system consisting of shallow foundations where PWR / rock is near the surface and drilled shaft foundations in deeper soil / soil fill areas may be required. We would be pleased to discuss alternatives to further reduce differential settlement if desired. We recommend the footing excavations be observed and tested, using hand augers and dynamic cone penetrometer (DCP) testing, by a representative of the geotechnical engineer prior to placing reinforcing steel and concrete. If unsuitable materials are encountered, they should be overexcavated to a depth recommended by the geotechnical engineer and replaced with washed, crushed stone meeting the gradation requirements of NCDOT size No. 57 or 67. When washed, crushed stone is used as the replacement material, additional compaction of the stone is not required. 9 Mental Health Facility Terracon Project No.: 70085034 Tiwacon June 9, 2008 The base of all foundation excavations should be free of water and loose soil prior to placing concrete. Concrete should be placed as soon as possible after excavating to minimize bearing soil disturbance. Should the soils at bearing level become disturbed or saturated, the affected soil should be removed prior to placing concrete. Floor Slabs The residual soils and properly placed and compacted fill material should be suitable for support of on-grade floor slabs. We recommend that the floor slabs be designed using a modulus of subgrade reaction (k) of 125 pounds per cubic inch (pci). Prior to floor slab construction, the floor slab subgrade should be proofrolled as outlined in the Earthwork section of this report. Loose or excessively wet soils delineated by the proofrolling operations should be undercut and backfilled as directed by the geotechnical engineer. We do not anticipate a need for extensive overexcavation and replacement of on-site soils if the subgrade preparation is performed during a period of dry weather. Upon completion of any necessary undercutting and fill placement, the subgrade should be adequate for support of the floor slab construction described below. The floor slabs should be supported on a 4-inch thick layer of washed, crushed stone (NCDOT No. 57). The purpose of this layer is to help distribute concentrated loads and act as a capillary break beneath the slab. The need for a vapor retarder, and where to place it, should be determined by the architect based on the proposed floor treatment, building function, concrete properties, placement techniques, and the construction schedule. When moisture retarders are used, precautions should be taken during the initial floor slab concrete curing period to reduce differential curing and possible curling of the slabs. The recommendations provided in ACI 302 should be followed. Pavements The residual soils and existing fill soils encountered in the borings appear to be suitable for support of the planned pavement sections. Prior to constructing pavements, the subgrade should be proofrolled as outlined in the Site Preparation and Earthwork section of this report. Loose soils delineated by the proofrolling operations should be undercut and backfilled as directed by the geotechnical engineer. We do not anticipate a need for extensive overexcavation and replacement of the on-site soils if the subgrade preparation is performed during a period of dry weather. Upon completion of any necessary remedial work, the subgrade should be adequate for support of the pavement sections recommended below. If site grades are set such that the pavement surfaces will be constructed over areas of rock outcrops, the potential exists for premature distress / cracking of the pavements due to differences in flexure at the soil to rock transition. Mass rock excavation and blasting in pavement subgrade areas should extend at least 2 feet below the design subgrade elevation so that a soil subgrade can be prepared beneath the pavement section. 10 Mental Health Facility Terracon Terracon Project No.: 70085034 June 9, 2008 Pavement thickness design is dependent upon: • the anticipated traffic conditions during the life of the pavement, • subgrade and paving material characteristics, and • climatic conditions of the region. Traffic patterns and anticipated loading conditions were not available; however, we anticipate that traffic loads will be produced primarily by automobile traffic and a limited number of delivery and trash removal trucks. Two pavement section alternatives have been provided. The light-duty pavement sections are for car traffic only. Heavy-duty pavement sections assume ten 18-kip Equivalent Single Axle Loads (ESAL's) per day and should be used for concentrated car traffic (driveways) and truck traffic areas. If heavier loading is required, Terracon should review these pavement sections. A design life of 15 years was assumed in our analyses. We estimate a California Bearing Ratio (CBR) value of about 4 for design of pavement sections constructed on subgrades prepared as recommended in this report. It should be noted that these systems were derived based on general characterization of the subgrade. No specific testing (such as CBR's, resilient modulus tests, etc.) was performed for this project to evaluate the support characteristics of the subgrade. Climatic conditions are considered in the design subgrade support value listed above and in the paving material characteristics. Recommended paving material characteristics, taken from the North Carolina Department of Transportation (NCDOT) "Standard Specifications for Roads and Structures", are included with each pavement design recommendation. We note that the 2006 NCDOT Standard Specifications for asphalt materials are based on "Superpave" mixes. Asphalt materials that have been traditionally used for commercial projects "Marshall" mixes are covered under the 1995 NCDOT Standard Specifications. Recommended pavement sections are listed below in Table 1. 11 Mental Health Facility Terracon Project No.: 70085034 Terracon June 9, 2008 TABLE 2 - RECOMMENDED PAVEMENT SECTIONS Pavement Layer Thickness (inches) Material Type Light Duty Heavy Duty Portland Cement Concrete 5 7 Ri id 4,000 psi) g Crushed Stone 4 4 NCDOT ABC, Type A or B Asphalt Surface (NCDOT S-9.5B) 2.5 1.5 Flexible Asphalt Binder (NCDOT 1-19.5B) - 2.5 (Superpave) Crushed Stone NCDOT ABC, Type A or B 6 6 Asphalt Surface (NCDOT Type 1-2) 2.5 1.5 Flexible Asphalt Binder (NCDOT Type H) - 2.5 (Marshall) Crushed Stone (NCDOT ABC, Type A or B) 6 6 Asphalt concrete aggregates and base course materials should conform to the applicable North Carolina Department of Transportation (NCDOT) "Standard Specifications for Roads and Structures", Sections for Aggregate Base Course material, Hot Mix Asphalt Base Course, and Surface Course. Concrete pavement should be air-entrained and have a minimum compressive strength of 4,000 psi after 28 days of laboratory curing (ASTM C-31). Prevention of infiltration of water into the subgrade is essential for the successful performance of any pavement. Both the subgrade and the pavement surface should be sloped to promote surface drainage away from the pavement structure. Preventative maintenance should be planned and provided for an on-going pavement management program in order to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. Preventative maintenance of rigid pavement consists of localized maintenance. Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. Prior to implementing any maintenance, additional engineering observation is recommended to determine the type and extent of preventative maintenance most applicable to the proposed project. GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to 12 Mental Health Facility TEwacon Terracon Project No.: 70085034 June 9, 2008 provide testing and observation during excavation, grading, foundation and construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. 13 APPENDIX Y' .`? ----- Z? - E:" AU M O .? l NJ Cy. Ln c4 ce In Rd >O ;D U. e - - J021 W - CD - _ ao0 x 2. oo O SL u E too S q L --•-- ------s?'4 fit' , ? ? coo? Rawls _ v _ ?t!.; ?`•??=:? , ?? Del ( a ? p ? Don d 1W a U a OOC 110 O ?j O m_ W Z Q Z d ( 1 Z ?A W f _ LY J 00 CD N 44 x O I I i 1 1 i i i i. 1 I i 1 1 ? t l I - - - - - - - - - - - - - - - - v? 1 II 11 ? t j ?? ,?, ®0 1 ? II 11 _ i \ N ? i?? ------------- MAL ( Q C?D I F- ! i I I ?? i I i 1 I U- l I , V'- i I 0 i I 1 1 ? rn1 \ ? a? ,? I I I I 1 N g 00 It / N N { ? i t B ? ? 1 I_ I ( t I- I' I - as I ? I C? O A O U 0 A LOG OF BORING NO B-01 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS (7 J 0 k y pa x ? ? ?c DESCRIPTION ? m g x 4? \ 1- w : J m a>i U ct = U o! w w > zkn z o!w o a LL zz ?o 0 a U) U CD 5 w a O ~ a kr m u ° Surface Elev.: 244 ft w o v i D z w Ir o__j U) ED 0 U N a z? 5 kn D o ?ac -jo-o z 0.4 TOPSOIL 243.6 CLAYEY SAND, brown and gray, moist, medium dense SC 1 SS 26 3 241 SANDY SILT, reddish brown, very stiff, moist MH 2 SS 20 30.0 58 LL= 63 PI 29 5.0 6 238 SILTY SAND with rock fragments, gray, SM 3 SS 16 medium dense, moist SM 4 SS 17 10.0 SM 5 SS 10 15.0 16.5 227.5 Partially Weathered Rock: appearing as tan, SILTY SAND with rock fragments 18.9 225.1 6 SS 50 / 5" BORING ENDED AT 18.9 FEET 20.0 The stratification lines represent the approximate boundary lines 'Calibrated Hand Penetrometer between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED WL -7 1 BORING COMPLETED ' WL erracon RIG FOREMAN WL Not Encountered APPROVED BCH JOB # 70085034 LOG OF BORING NO. B-02 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLE S TESTS 0 ESCRIPTION J 0 ca • w CL LU x N m C (D m _ 2 >_ x w Z LL Z a v?a- a _ H C/) W m w > p Z< ? x ?z ZZ OW Lyn u Surface Ele 244 ft W w Z a w a_j Qp CA z? Ja.0 " !1 N o v.: o Z) z a 0) m ? U a 5( a a z 0.5 TOPSOIL 243.5 SILTY SAND, tan, dense, moist .' •'• 1.5 242.5 SM 1 SS 31 Partially Weathered Rock: appearing as 50 / 4' tan and brown, SILTY SAND with rock fragments 2 SS 50 / 1" 4.5 239.5 BORING ENDED IN AUGER REFUSAL AT 4.5 FEET 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED WL V 1 BORING COMPLETED WL T rerracon RIG FOREMAN WL Not Encountered APPROVED BCH JOB # 70085034 c a a Z C C a u F LOG OF BORING NO B-03 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS C9 J 0 C y 0. z X 2 l m DESCRIPTION 2 Z e U _ ? _ >- X W W > Z(n Z Q'W o U- 0 ZZ No p - w U) v M 5 W o 0 w ? ? a-i WH QO C ° OW Z .2 n011 p - EL 64 c? Surface Elev.: 228 ft o i Z) Z X cn m ? L) 4 0 a 5 U) ? FLN o - a a z :. TOPSOIL 0.6 227.4 Partially Weathered Rock: appearing as reddish brown and tan, SILTY SAND with 1 SS 50 / 6" rock fragments 2 SS 50 / 1" 5.0 - - Softer zone from approximately 6 to 8 SM 3 SS 42 feet 9 219 4 SS 50 / 0" BORING ENDED IN AUGER REFUSAL AT 9 FEET 10.0 i s i S z The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED R WL 1 BORING COMPLETED WL I I rerracon RIG FOREMAN ) WL Not Encountered APPROVED BCH JOB # 70085034 0 LOG OF BORING NO B-04 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS U' o J 0 00 M CL W x -D DESCRIPTION Z v _ = fn x W w > zo z XLu o LL ZZ 6m a ?- W C/) m D W a O w a_j W? ?-z a0 (N O W z? o ?aocy _ N o Surface Elev.: 266 ft o :D z ? 0 m 0 a 5 0 j _1 a a z 0.5 TOPSOIL 265.5 Partially Weathered Rock: appearing as tan and gray, SILTY SAND with clay seams 1 SS 50 / 6" 2 264 BORING ENDED IN AUGER REFUSAL AT 2 FEET 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED WL Q 1 BORING COMPLETED WL 7- I rerracon RIG FOREMAN WL Not Encountered APPROVED BCH JOB # 70085034 c C n x a z C c a LL f LOG OF BORING NO. B-05 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLE S TESTS 0 J « w x N U DESCRIPTION ca > W = z > a? _ = ? w ? w > zcn z W E o ? z? Z 0 a '0 ?o 0 CL w C) a a 6 o Lu 27a 11 Surface Elev.: 258 ft 0 U) D :5 z . w W a0 cn m o C4 a z? D U) Ja° o -i a a z 0.3 TOPSOIL 257.7 Partially Weathered Rock: appearing as brown and tan, SILTY SAND with rock 1 SS 50 / 1" fragments 3.5 254.5 BORING ENDED IN AUGER REFUSAL 2 SS 50 / 0" AT 3.5 FEET 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED WL 1 I r BORING COMPLETED WL erracon RIG FOREMAN WL Not Encountered APPROVED BCH JOB # 70085034 Cc U n 3 n z C C a n n LL F LOG OF BORING NO. B-06 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLE S TESTS C7 --i 0 ? * y x -moo rn cv DESCRIPTION 0 > W = J > U) W w > cn z W o LL 1 z z v `ste a v,o 0 w a a a CL C> 1 c? Surface Elev.: 258 ft o D z w W a? U) M 0 U N a zW Z) cn 1106 - _j C14 a a z TOPSOIL 0.6 257.4 SILTY SAND with rock fragments, brown and gray, medium dense, moist SM 1 SS 26 3 255 9 Partially Weathered Rock: appearing as 4 gray, SILTY SAND with rock fragments 254 2 SS 50 / 1" BORING ENDED IN AUGER REFUSAL AT 4 FEET 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED WL 1 i BORING COMPLETED WL I 1 3Z i rerracon RIG FOREMAN WL Not Encountered APPROVED BCH JOB # 70085034 c c n EL z C C: d a a LL F LOG OF BORING NO B-07 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS 0 1 CL x _ v .- c 0 DESCRIPTION 0° M >: W 8_ F: E _j. U _ = } Cl) W W W > Z co Z Cr W o u_ 0 Z Z v a. •- 5 O a m m w a p W?_ Qo ° 0W z Qmno a ° c? Surface Elev.: 258 ft W 0 ai Z) z D w u a? m m 3:0 c ., a. ? D co .i o J k _j a a z 0.3 TOPSOIL 257.7 SILTY SAND with clay seams, gray and reddish-brown, medium dense, moist SM 1 SS 19 ' 3 255 3.5 Partially Weathered Rock: appearing as 254.5 2 SS 50 / 1" V an and gray, SILTY SAND with rock ragments BORING ENDED IN AUGER REFUSAL i AT 3.5 FEET 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED WL 1 BORING COMPLETED ' WL err Icon RIG FOREMAN WL Not Encountered APPROVED BCH JOB # 70085034 LOG OF BORING NO B-08 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLE S TESTS J • y x p DESCRIPTION 2 Z = J:' CO °' d U 2 2 Cl) it W W > ZU) Z WW o LL ZZ ? fno O D a Q ° ?T -J a. 0 c? Surface Elev.: 249 ft w o u D Z w LW U a? M O00 c ? a z? Z? J 1106 --j a a Z :. TOPSOIL 0.6 248.4 Partially Weathered Rock: appearing as brown, SILTY SAND (Possible Boulder) 1 SS 50 / 1" 2.5 246.5 SANDY CLAY, reddish-brown to brown, hard, moist CH 2 SS 46 26.0 58 LL =58 P1=34 5 0 . CH 3 SS 34 9 240 SM 4 SS 39 SILTY SAND, tan, dense, moist ,• r 10.0 ' 13 236 BORING ENDED IN AUGER REFUSAL AT 13 FEET 15.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED WL ?il 1 BORING COMPLETED WL -7 I rerracon RIG FOREMAN WL Not Encountered APPROVED BCH JOB # 70085034 c c n n z C C a n LL F LOG OF BORING NO. B-09 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS w X d 0 DESCRIPTION co 2 } Of 8-1 F: Z z y > L 0 >- cn of W W > z cn of W z o u_ a z z -a C 05 s W c a H Cl) Co W a O W z o O W a c N c9 Surface Elev.: 223 ft W o (n ? z W a a0 V) M j QO N a z? vi J -- N O a n z '=. . 0.5 TOPSOIL 222.5 Partially Weathered Rock: appearing as tan, brown and gray, SILTY SAND with rock 1 SS 50 / 5" fragments 2 SS 50 / 3" 5.0- 3 SS 50 / 2" 4 SS 50 / 4" 10.0 14 209 5 SS 50 / 2" BORING ENDED IN AUGER REFUSAL AT 14 FEET 15.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED WL ? 1 BORING COMPLETED WL L I err Icon RIG FOREMAN WL Not Encountered APPROVED BCH JOB # 70085034 a a x a z C C a a a LL F LOG OF BORING NO B-10 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS J C x 0 DESCRIPTION M } _0 z = .5. N > d U >- <n n: W w > z(0 z WW o ti 0 ZZ 5 v amino O n 3: 0 W ?_ F-Z OW U W Q co u Jn-0CV c? Surface Elev.: 261 ft W o fn D 5 z _ W R d J in m a0 ?:u N a. Z 5 U) J!_ N O a. n z 0.3 TOPSOIL 260.7 Partially Weathered Rock: appearing as tan, SILTY SAND with rock fragments 1 SS 50 / 1" 2.5 258.5 BORING ENDED IN AUGER REFUSAL 2 SS 50 / 0" AT 2.5 FEET 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED WL ?Z 1 BORING COMPLETED WL - I x- err Icon RIG FOREMAN WL Not Encountered APPROVED BCH JOB # 70085034 c a a x a z C L a LL LL F LOG OF BORING NO. B-11 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS 0 0 E " co CL x v m C.- DESCRIPTION } Z z .5 . v _ = } cn w w > zcn z WW o u zz a? M.2 Qm u ? Z a w a? ~z <0 N W z o oN _ ?a!_ N o o Surface Elev.: 242 ft o (Y v)m 3:0 n- D _j u.n z 0.2 TOPSOIL 241.8 Partially Weathered Rock: appearing as gray, SILTY SAND with rock fragments 1 SS 50 / 1" 2.5 239.5 BORING ENDED IN AUGER REFUSAL AT 2.5 FEET 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED WL ? 1 BORING COMPLETED WL -7 I rerracon RIG FOREMAN WL Not Encountered APPROVED BCH JOB # 70085034 0 c7 a J_ a z 0 U W H LOG OF BORING NO B-12 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS CD c x 'a or) DESCRIPTION Z = D:' m cv _ = r kn a w w > zcn z 0?w a U_ zz v,o 0 A CO ca W a 0 , ~ W F- HZ ° w o .0-9n 11 Jd0N c? Surface Elev.: 218 ft W o ai US z w WX a_j U) m a0 ? 0 'j c a z? Z) cn J!1 N o ? a Ca 'j `. TOPSOIL 0.7 217.3 FILL: consistin of ra and g g y reddish-brown, loose SILTY SAND, moist 1 SS 9 with possible boulders 2 SS 6 5 0- - - . 3 SS 50 / 6" 1 1 7 211 CLAYEY SAND, reddish-brown, medium dense, moist SC 4 SS 11 10 0 . 12 206 Partially Weathered Rock: appearing as tan and gray, SILTY SAND with rock fragments 14 204 5 SS 50 / 0" BORING ENDED IN AUGER REFUSAL AT 14 FEET 15.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED WL ?Z 1 BORING COMPLETED WL I I rerracon RIG FOREMAN WL Not Encountered APPROVED BCH JOB # 70085034 0 c? a x a z O U a a a w LOG OF BORING NO. B-13 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS DESCRIPTION O } _ k = x v _ } cn o w w z a z u-? z U) N a 3 > ? zcn XLu ~z ° z o 0 6° ° 0 S El f 256 ft a w U U) Z) a ? w Hp aJ a0 3: 0 N 0W ZI- N J° N O ur ace ev.: o D z x V) m 5 a z) co ? a- a z ` 0.3 TOPSOIL 255.7 SILTY SAND, brown, medium dense, moist SP 1 SS 11 5.0 9 SM 3.5 252.5 , rA 4 Partially Weathered Rock: appearing as 252 2 SS 50 / 1" SILTY SAND, gray and brown BORING ENDED IN AUGER REFUSAL AT 4 FEET 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08 WL ?Z 1 BORING COMPLETED 5-27-08 WL -7 Y I rerracon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 c c; a x a z C L a a a LL r LOG OF BORING NO B-14 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS 0 ESCRIPT ON J O C > y ?a x v C I W F: z ? zi ? o cv _ > w Lu > zcn z aw o u.? zz o oa" v,o c a Hz Qmu JaOCy Surface Elev.: 251 ft w o ai S z w xu a? m QO ? U N a z? U) ?! N o _-j a a z 0.3 SILTY SANDY GRAVEL 250.7 FILL consisting of SILTY SAND, trace rock and wood fragments, dark brown 1 SS 18 3 248 Partially Weathered Rock: appearing as fine to coarse SAND, trace silt, gray to tan, 2 SS 50 / 5" moist 5.0 6 245 BORING ENDED IN AUGER REFUSAL 3 SS 50 / 0" AT 6 FEET 10.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08 WL -7 1 BORING COMPLETED 5-27-08 L L -7 err Icon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 c c; a x a z c a a a LL LOG OF BORING NO. B-15 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLE S TESTS p ESCRIPTION } o u D a z = x v m c c ? 2:1 y > U } W Z U. 0 - •o d T ' 0 = a 2 H U) W CO w > O Z cn ?: X w LuZ o o Z Z OW 5 - O Jao ° c? S f El 245 ft w U) > w apJ QO ? N Z? c ? ?1Nd ur ace ev.: o Z) z X U) m 6 a D c4 _j a a z 0.3 TOPSOIL 244.7 ` 1 SILTY SAND, brown 244 Partially Weathered Rock: appearing as 1 SS 50 / 3" SILTY SAND with rock fragments, brown 3 242 BORING ENDED IN AUGER REFUSAL AT 3 FEET 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-28-08 WL -7 1 BORING COMPLETED 5-28-08 WL -7 I rerracon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 a a x a z C c a tt a LL F LOG OF BORING NO B-16 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS C9 0 °?° } °w CL x -Do C.- °' DESCRIPTION U 2 = } fn Of W W Zfn Z a'W o LL ? ZZ :9 ?d._ ?io p (n m W d O O WH 0111 um II p 0 04 . a Surface Elev.: 258 ft W o U) D D z W WW dJ ? m QO U N a Z? Cl) O N J J a a z 0 3 SANDY SILTY GRAVEL 257 7 . . , SILTY SAND with rock fragments, trace clay, brown, dense, moist SM 1 SS 42 15.0 37 3 255 Partially Weathered Rock: No Recovery 9 4 254 2 SS 50 / 0" BORING ENDED IN AUGER REFUSAL AT 4 FEET 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08 WL 17 1 1 i BORING COMPLETED 5-27-08 WL -7 1 rerracon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 1- C C n 4 n C C 4 LL LL F LOG OF BORING NO. B-17 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS C? ESCRIPTION J 2 C c O O. Z x N C C I a _ ct? r U) W W Fz z R ? LL _JU o ._ a •- _ W CO > zcn WW WF- O o zz Q v,o 0 Qm u - a. W L) cn 2 5 d W a_j aQ N Z? J O C'j _j N O Surface Elev.: 255 ft o D z Ix (n m 3:U a Z) W _j a a z '' ` 0.3 TOPSOIL 254.7 FILL consisting of SANDY CLAY with wood debris and trace rock fragments, dark 1 SS 10 brownish-gray, moist 3 3 252 SILTY SAND, brown, dense, moist SM 2 SS 32 5 0 . ' 6 249 Partially Weathered Rock: appearing as 3 SS 50 / 4" SILTY SAND, tan, brown, gray, moist 8.5 246.5 BORING ENDED AT 8.5 FEET 4 SS 50 / 5" 10.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WA TER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08 WL -7 1 I r BORING COMPLETED 5-27-08 WL I erracon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 c C n i n C C a u F LOG OF BORING NO. B-18 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLE S TESTS C7 ""i ? « w rn x ? a m DESCRIPTION } Z = y > a cv _ = >_ dA x W w > Z(n Z xW o u ZZ `-' u 3ino O a a U) U U) CO 2 Z) d w O F-Q a HZ <0 p Vox Z _Q _N II JaC)N ! 06 Surface Elev.: 275 ft o z W cnm ?U N a ?<n ?aaz 0.2 TOPSOIL 274.8 SANDY SILT brownish orange, very stiff to hard, moist ML 1 SS 23 31.0 64 6000* ML 2 SS 69 6000* 5 0 . - - with coarse sand sized rock fragments ML 3 SS 24 6000* 8 267 9 Partially Weathered Rock: appearing as 9 SILTY SAND, gray, moist 266 4 SS 50 / 5" BORING ENDED AT 9 FEET 10.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-28-08 WL ?Z 1 i BORING COMPLETED 5-28-08 WL 1 i rerracon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 C C C a x a Z C L a a a LL LOG OF BORING NO. B-19 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility Boring Location: Offset SA MPLES TESTS DESCRIPTION J m > • y °w = x -a' j -` N > U ct? g } w Q? W Z Z LL m d v ?? D- 2 d = ~ En U W M W > O ZU) 3 x W Z o ZZ OW 5 LT.T a. w U) D W 0 M-J F - Q0 N L) Z? a. 04 J ? N o = Z o! co u? ?U o_ ?cn _jo o z = 0.4 TOPSOIL SILTY SAND white and gray, medium dense, moist SM 1 SS 16 3 SILTY SAND with coarse sand to gravel sized rock fragments, grayish-brown, SM 2 SS 10 medium dense, moist 5 0- - . 6 Partially Weathered Rock: appearing as 3 SS 50 / 5" FINE TO COARSE SAND trace silt, light reddish-brown, moist 8 SAND with silt, light tan and gray, dense, moist SP 4 SS 33 SM 10 BORING ENDED AT 10 FEET 10.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-28-08 WL S? 1 BORING COMPLETED 5-28-08 WL I rerracon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 c n a C C a U LL LOG OF BORING NO. B-20 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLE S TESTS 0 J .? x N O v DESCRIPTION co > w z z = = = cn } W > <n W o U- a Zz v )a? = u m a O WH O O W CT O J Surface Elev.: 236 ft W o In D D z W WX a J U) m a 0 3:0 N a Z D t) J a N O _3 a a z ` 0.3 TOPSOIL 235.7 1 SILTY SAND, brown 235 Partially Weathered Rock: appearing as 1 SS 50 / 3" SILTY SAND, brown 2.5 233.5 BORING ENDED IN AUGER REFUSAL AT 2.5 FEET 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-28-08 WL V 1 i BORING COMPLETED 5-28-08 WL '-7 - - I rerracon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 c c 0 i 0 2 C C C It u F LOG OF BORING NO B-21 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS J E * y x _ ?p ` DESCRIPTION 00 2 > W W = Z? `? > E J.N a> U a ? >- W W W > Z (n Z ?' W o U- (9 Z vOf4 .°_r o1 ° H (/) m W a O 3: WF ¢ ° O W 1 o c? Surface Elev.: 234 ft w o vi Z) z w of a-i (j) co O 3: U c •, a- zP 5 0) Ja0 o J a n z ` 0.3 TOPSOIL 233.7 1 SILTY SAND, brown 233 Partially Weathered Rock: appearing as 1 SS 50 / 1" 9 2 weathered rock fragments, light tan 232 BORING ENDED IN AUGER REFUSAL AT 2 FEET i i i i 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-28-08 WL Z 1 BORING COMPLETED 5-28-08 ' WL erracon RIG D-50 FOREMAN SubTeC WL Not Encountered APPROVED BCH JOB # 70085034, LOG OF BORING NO. B-22 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLE S TESTS U' J C « N x C DESCRIPTION z m _ 3 v? Q: w w > zv? z ?w a u_ zz v ._ d rno 0 a CD D a ?w-z o o v co u :Da:00 Surface Elev.: 217 ft w o i z w o: a? cnm a0 3:L) N a z? ?w -!- N d _j aaz 0.3 TOPSOIL 216.7 SILTY SAND trace clay, reddish-brown, medium dense, moist SM 1 SS 13 19.0 40 3 214 SILTY SAND reddish-brown, medium dense, moist SM 2 SS 23 5 0 . SM 3 SS 25 SM 4 SS 28 : •r •'' 10 207 10 0 BORING ENDED AT 10 FEET . The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-28-08 WL ? Z 1 _ i BORING COMPLETED 5-28-08 WL T irerracon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 c n n C c a LL LL F LOG OF BORING NO B-23 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SAMPLES TESTS ESCRIPTION J 0 co E * N CL z x 200) ? F a v _ W W W > Zkn z 0? W u- 0 zz ?wa'- vm a a U a 0 Hp ~z o 0IX ?a.ON Surface Elev.: 209 ft W o U) D z ? can m ? 0 a 5 (0 . a a z : .. 0.2 TOPSOIL 208.8 SILTY SAND trace rock fragments, brown, medium dense, moist SM 1 SS 13 SM 2 SS 12 5.0- 6 203 Partially Weathered Rock: appearing as 3 SS 50 / 1" SILTY SAND with rock fragments, gray 9 200 4 SS 50 / 1" BORING ENDED AT 9 FEET i i i i 10.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08 WL 1 BORING COMPLETED 5-27-08 ' WL erracon RIG D-50 FOREMAN SubTec I WL Not Encountered APPROVED BCH JOB # 70085034 LOG OF BORING NO. B-24 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLE S TESTS J C y x V C DESCRIPTION z ? U 2 = > (n W w > Zrn z WW o LL ZZ a.-a - Qm a a U a 0U ?O HZ °o OV? ?agN Surface Elev.: 253 ft o Z) Z W U) m ? a 5 a J a a z 0.5 TOPSOIL 252.5 SILTY SAND brown, dense, moist SM 1 SS 50 / 4" --- hard seam SM 2 SS 50 / 3" 28.0 44 .' 4.5 248.5 Partially Weathered Rock: appearing as 5 0 SILTY SAND, trace rock fragments, gray . 6 247 BORING ENDED IN AUGER REFUSAL 3 SS 50 / 0" AT 6 FEET 10.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08 WL 7 1 ' BORING COMPLETED 5-27-08 WL T I rerracon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 C C CL 2 a 2 C C a aLL LL F LOG OF BORING NO. B-25 Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS Ur J E # f?/1 a x C O DESCRIPTION m g > o W z "00 4') L) = cn w w > zcn z WW o U- zz co ' o u ° a a U a ?U F-O Wz o oW v ?aON Surface Elev.: 265 ft o z w W a' com a o ?v a N z~ ?cn !? N o ?aaz T, N '• 0.5 TOPSOIL 264.5 Partially Weathered Rock: appearing as SILTY SAND, brownish orange 1 SS 50 / 5" 3 262 BORING ENDED IN AUGER REFUSAL AT 3 FEET i i I 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08 WL s 1 BORING COMPLETED 5-27-08 ' WL I rerracon RIG D-50 FOREMAN SubTec i WL Not Encountered APPROVED BCH JOB # 70085034 c c 0 i 0 2 C L `n n U F LOG OF BORING NO B-26 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLE S TESTS 0 ESCRIPTION 0 D a z z x -Do C.- > U >_ (n W w z ° LL(D .3 ?a W > Zfn WW o ZZ mo O Q (0 11 Surface Elev 256 ft W (n D d W dOJ Q0 3 N Z? JaN CD N O .: o D z a: cn m 0 a D cn _j a a z 0.3 SILTY SANDY GRAVEL 255.7 FILL: consisting of SILTY SAND with gravel, fine to coarse, gray 1 SS 7 3 253 SILTY FINE TO MEDIUM SAND brown, very dense, moist SM 2 SS 54 8.0 24 5 251 12 Partially Weathered Rock: No Recovery 5.0 6.5 249.5 3 SS 50 / 0" BORING ENDED IN AUGER REFUSAL AT 6.5 FEET 10.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08 WL SZ 1 BORING COMPLETED 5-27-08 WL -7 3z I err Icon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 c c: a x a z C C a tY w LOG OF BORING NO B-27 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLES TESTS ESCRIPTION J 0 co = aa Vi - E - y > 2 O H Z ? J d U 2 ? = } fn W W W > Z(A Z XW o if 0 ZZ U ? Ud 7 VJo C H f4 Co W 4 0 O WH 0 W X Qm II C) 0 C-4 _j a c? Surface Elev.: 242 ft W o (n Z) 5 z . W Ix d J cn m QO U N a Z 0 U) N O J _j a a z 0.4 TOPSOIL 241.6 SANDY CLAY, brown, stiff, moist CL 1 SS 13 6000* 3 239 SANDY SILT, brownish-orange, very stiff, moist ML 2 SS 28 5.0 11 11 6 236 Partially Weathered Rock: appearing as 3 SS 50 / 3" SILTY SAND, trace rock fragments, gray 9 233 4 SS 50 / 1 " BORING ENDED AT 9 FFET i i I 10.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08 WL SL 1 BORING COMPLETED 5-27-08 ' WL -7 I rerracon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 LOG OF BORING NO B-28 . Page 1 of 1 CLIENT Wake County SITE Sunnybrook Road PROJECT Raleigh, North Carolina Mental Health Facility SA MPLE S TESTS ESCRIPTION O co : f W °w z x 0 E c v _ ? ? m rr W z LL v a a? a = U) w Co > zcn , o:w w? o zz W :3 u o o W cUn ? a w a? HZ QO c°.i U z? _j aoN c°? o Surface Elev.: 249 ft o S z x U) m a m a a z .' ` 0.3 TOPSOIL 248.7 1 SILTY SAND, brown 248 Partially Weathered Rock: appearing as 1 SS 50 / 3" SILTY SAND, trace rock fragments, brown 2.5 to gray 246.5 BORING ENDED IN AUGER REFUSAL AT 2.5 FEET 5.0 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08 WL -7 1 BORING COMPLETED 5-27-08 WL T err Icon RIG D-50 FOREMAN SubTec WL Not Encountered APPROVED BCH JOB # 70085034 c a x a z C L a a a LL f GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 1 3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin-Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger RS: Ring Sampler - 2.42" 1. D., 3" O.D., unless otherwise noted HA: Hand Auger DB: Diamond Bit Coring - 4", N, B RB: Rock Bit BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: While Sampling N/E: Not Encountered WCI: Wet Cave in WD: While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB: After Boring ACR: After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS Standard Unconfined Penetration or Standard Penetration Compressive N-value (SS) or N-value (SS) Strength, Qu, psf Blows/Ft. Consistency Blows/Ft. Relative Density < 500 0-1 Very Soft 0-3 Very Loose 500 - 1,000 2-4 Soft 4-9 Loose 1,000 - 2,000 4-8 Medium Stiff 10 - 29 Medium Dense 2,000 - 4,000 8-15 Stiff 30 - 49 Dense 4,000 - 8,000 15 - 30 Very Stiff > 50 Very Dense 8,000+ > 30 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Term(s) of other Percent of Maior Component constituents Dry Weight of Sample Particle Size Trace < 15 Boulders Over 12 in. (300mm) With 15 - 29 Cobbles 12 in. to 3 in. (300mm to 75 mm) Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand #4 to #200 sieve (4.75mm to 0.075mm) RELATIVE PROPORTIONS OF FINES Silt or Clay Passing #200 Sieve (0.075mm) Descriptive Term(s) of other Percent of PLASTICITY DESCRIPTION constituents Dry Weight Term Plasticity Index Trace <5 Non-plastic 0 With 5-12 Low 1-10 Modifiers >12 Medium 11-30 High > 30 Irerracon ' UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Soil Classification Group Symbol Group Name' Coarse Grained Soils Gravels Clean Gravels Cu z 4 and 1 <_ Cc < 3E GW Well-graded gravel' More than 50% retained More than 50% of coarse Less than 5% fines` fraction retained on Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravel' on No. 200 sieve No. 4 sieve Gravels with Fines Mo re Fines classify as ML or MH GM Silty gravel' G " than 12% fines` Fines classify as CL or CH GC Clayey gravel'-',' Sands Clean Sands Cu >_ 6 and 1 < Cc < 3E SW Well-graded sand' 50% or more of coarse Less than 5% fines° fraction passes Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand' No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sands"' More than 12% fines° Fines Classify as CL or CH SC Clayey sandy"' Fine-Grained Soils Silts and Clays inorganic PI > 7 and plots on or above "A" line' CL Lean clay" `M 50% or more passes the Liquid limit less than 50 No. 200 sieve PI < 4 or lots below "A" line' ML Silt" L.M p organic Liquid limit - oven dried Organic clay" `M" < 0.75 OL Liquid limit - not dried Organic silt" L,M,o Silts and Clays inorganic PI plots on or above "A" line CH Fat clay','," Liquid limit 50 or more PI plots below "Kline MH Elastic SiltK" M organic Liquid limit - oven dried Organic clay',',',' < 0.75 OH Liquid limit - not dried Organic siltK`'A° Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat "Based on the material passing the 3-in. (75-mm) sieve "If fines are organic, add "with organic fines" to group name. B If field sample contained cobbles or boulders, or both, add "with cobbles ' If soil contains >_ 15% gravel, add "with gravel" to group name. or boulders, or both" to group name. c J If Atterberg limits plot in shaded area, soil is a CL-ML silty clay. Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded , K If soil contains 15 to 29% plus No. 200 add "with sand" or "with gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly , gravel," whichever is predominant. graded gravel with silt, GP-GC poorly graded gravel with clay. °Sands with 5 to 12% fines require dual symbols: SW-SM well-graded If soil contains ? 30% plus No. 200 predominantly sand, add " " sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sandy to group name. sand with silt, SP-SC poorly graded sand with clay M If soil contains ? 30% plus No. 200, predominantly gravel, add "gravelly" to group name. ECU = D6°/D1° Cc= D30z "PI ? 4 and plots on or above "A" line. D1o x D60 °PI < 4 or plots below "A" line. F If soil contains ? 15% sand, add "with sand" to group name. P PI plots on or above "A" line. Glf fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. °PI plots below "A" line. 60 For classification of fine-grained soils and fine-grained fraction ' 50 . of coarse-gralned soils c?KP.' Equation of "A" - line d Horizontal at PIS to LL=25.5. th PI 7 0 + en = . 3 (LL-20) tX 40 Z Equation of "U" - line .0 f °' Vertical at LL=16 to PI=7, Ci 30 then PI=0.9 (LL-8) U Q? t c~n 20 (,jso g (L MH or OH 10 a -- ML or OL o .. 0 10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) Irerracon-,