20090312 Ver 2_401 Application_20090509

CLH design, p.a.
Regency Park, 400 Regency Forest Dri ve, Suite 120
Cary, North Carolina 27918
Phone: [phone] Fax: [phone],516
Email [e-mail]
LETTER OF TRANSMITTAL 8-May-09
To: Lia M. Gilleski
Company: NCDENR- DWQ
Address: 2321 Crabtree Blvd, Suite 250
City, State Zip: Raleigh, NC 27604
Phone: [phone]
Fax: [phone]
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 5-6-09 Express Review Acceptance Letter
• 1 5-7-09 Check in the Amount of $2000
• 5 5-08-09 PCN FORM
• 1 5-08-09 PCN Checklist
• 3 5-08-09 BMP Supplement Form with Checklist
• 5 5-08-09 Full Size Set of Construction Drawings
• 2 5-08-09 Half Size Set of Construction Drawings
• 3 5-08-09 Design Summary, Maps and Figures (Supporting Calculations)
• 5 5-08-09 Signed and Notarized BMP O and M agreement
• 3 6-14-05 Preliminary Geotech Report
• 3 6-19-08 Geotech Report
• 1 7-03-08 Stream Determination by DWQ
Additional Remarks:
Please find enclosed our application for buffer impact approval for the above referenced project. As
discussed at our meeting on 2/19/09 with Annette Lucas and Amy Chapman we are unable to obtain
diffuse flow to the buffer and must build a BMP prior to discharging to Crabtree Creek. 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 919-459-6056
Thank you,
Jason Kennedy
Signed
cc: ile, 08-106/Permit
?A;;;?
ICD-EWR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
May 6, 2009
EXPRESS REVIEW ACCEPTANCE LETTER
Wake County
Attn: Mr. Phillip D. Stout
336 Fayetteville Street
Raleigh, NC 27602
Project Name: Wake County Continuum of Care, Raleigh, NC
Crabtree Creek [030402, 27-33-(10), C, NSW]
Dear Mr. Stout:
Dee Freeman
Secretary
Wake County
DWQ EXP#: 09-0312v2
119U11;N20W/R1MAY 1 1 2009
WETLANDS AND STS
On May 6, 2009, the 401 Oversight/Express Permitting Unit of the Division of Water Quality received a
request from Mr. Jason Kennedy 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 $2,000.00 [for a 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 site plan information
pertaining to this project (instead of providing 5 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 Checklist
(http://h2o.enr.state.nc.us/ncwetlands/documents/PCNCheeklist_v 1_4.doc);
4) Three (3) copies of the details for on-site diffuse flow provisions, if applicable (refer to
http://h2o.enr.state.nc.us/su/bmp_forms.htm).
Additionally, a pre-application meeting (to include the property owner) is required prior to the submittal
of your completed application package. 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.
If you have any questions or wish to discuss these matters further please do not hesitate to call Lia Myott
Gilleski at 919-733-9502.
Sincerely,
44
Cyndi Karoly, Supervisor
01/Express Review Oversite Unit
CBMmg
cc: File copy
Mr. Jason Kennedy, CLH Design, P.A., 400 Regency Forest Dr., Ste 120, Cary, NC 27518
401 OversightlExpress Review Permitting Unit ?TOne
1650 Mail Servioe Center, Raleigh, North Carolina 27699-1650 1 ? O h Carolina
Location: 2321 Crabtree Blvd., Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone] mmiall ff
Internet: http:/lh2o.enr.state.nc.usincwetiands/
An Equal Opportunity I Affirmative Action Employer
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 BMP(s) 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_forms.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 jurisdictional 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.
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 12 inches
of soil and stockpiling it. Then the marsh area shall be excavated 12 inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
When the permanent pool depth reads 3 feet in the forebay [and micro-pool], the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Sediment
nova) El. 204
------------
Permanent Pool Elevation 207
Bottom E
FOREBAY
Sediment Removal Elevation 204 75%
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
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.
Print name: David Goodwin
Title: Director of General Services
Addr
Phor
Sigm
Date
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, -:,"r4 t - AA - Av,,A 1 a Notary Public for the State of
County of In/ t , do hereby certify that ?w&a 6rpod usj,?%
personally appeared before me this day of rAg:y and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
?• Y i
ffy
V
C 0 U%4 %%
,,""l o t t"00 ,
SEAL

My commission expires :Q_7.po t p
v • -?r
p
William G. Ross Jr., Secretary
y North Carolina Department of Environment and Natural Resources
> r Coleen H. Sullins, Director
0 Division of Water Quality
July 3, 2008
Charlie Musser
Sungate Design Group, PA
915 Jones Franklin Rd
Raleigh, NC 27606
NBRR0#08-130
Wake County
BASIN:
Neuse River X Tar-Pamlico
(15A NCAC 2B .0233) (15A NCAC 2B .0259)
Project Name: Sunnybrook Rd Property
Location/Directions: Subject parcel is located on Stmnybrook Rd, north of Carl Sandburg Court
Subject Stream: UT to Crabtree Creek
Date of Determination: May 5, 2008
Feature(s) Not
Subject Subject Start @ stop@ Stream
Form Pts. Soil Survey USGS
Topo
A X Flag - 'Start NRB' X
B X X
Crabtree
Creek X Throughout X X
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 150B of the North Carolina General
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
Intemet: h2o.enr.state.naus 1628 Mail Service Center Raleigh, NC 27699-1628 FAX [phone]
One
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An Equal Opportunity/Affirmative Action Employer- 50% Recycled110% Post Consumer Paper

waKe uounry
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 ottnd nd
Environmental Specialist
CC: Wetlands/ Stormwater Branch, 2321 Crabtree Blvd, Suite 250, Raleigh, NC 27604
RRO/SWP File Copy
Central Files
u;!,
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
Internet: h2o.enr.state.nc.us 1628 Mail Service Center Raleigh, NC 27699-1628 FAX [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycled110% Post Consumer Paper
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Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification PCN Form
A. A Hcant Information
1. Processing
1 a. Type(s) of approval sought from the

Corps:

Section 404 Permit El Section 10 Permit ZI
?

P JM
._
1 b. Specify Nationwide Permit (NWP) number: or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? ? Yes ? No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
? 401 Water Quality Certification - Regular ? Non404 Jurisdictional General Permit
? 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 ® No For the record only for Corps Permit:

? Yes ® 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 ® No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1h
below. ? Yes ® No
1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Wake County Continuum of Care
2b. County: Wake County
ow
n
2c. Nearest municipality / town: City of Raleigh I M
2d. Subdivision name: N/A MAY 1 1 2009
2e. NCDOT only, T.I.P. or state
project no: N/A DENR-WATER QUALITY
3. Owner Information
3a. Name(s) on Recorded Deed: County of Wake
3b. Deed Book and Page No. DB-2005 Pg. 1650
3c. Responsible Party (for LLC if
applicable): Philip D. Stout
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: [e-mail]
Page 1 of 10
PCN Form - Version 1.3 December 10, 2008 Version
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: Jason Kennedy
5b. Business name
(if applicable): CLH Design, P.A.
5c. Street address: 400 Regency Forest
5d. City, state, zip: Cary, NC 27511
5e. Telephone no.: 919-617-6716
5f. Fax no.: 919-319-7516
5g. Email address: [e-mail]
Page 2 of 10
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): 1724401187
1 b. Site coordinates (in decimal degrees): Latitude: 35.4715 Longitude: - 78.3494
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: 18.924 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) 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:
Undeveloped, mostly wooded site with some severe slopes and an on-site stream subject to Neuse Buffer rules. General
land use in vicinity varies from high density residental to mixed office
3b. List the total estimated acreage of all existing wetlands on the property:
N.A.
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
Crabtree Creek: 600 LF. Other: 500 LF.
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 improvments 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?
Comments:
Y
? es ®No ? Unknown
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): Agency/Consultant Company:
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past? [01 Yes ® No
El Unknown
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project? ? Yes ® No
6b. If yes, explain.
Page 3 of 10
PCN Form - Version 1.3 December 10, 2008 Version
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
? Wetlands ? 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. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary T
W1 ? P ? T ? Yes ? Corps
? No ? DWQ
W2 ? P ? T ? Yes ? Corps
? No ? DWQ
W3 ? P ? T ? Yes ? Corps
? No ? DWQ
W4 ? P ? T ? Yes ? Corps
? No ? DWQ
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
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. 3b. 3c. d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial
r Type of jurisdiction Average Impact
number -
Permanent (P) or (PER) or
intermittent (Corps - 404, 10
DWQ - non-404 stream
width length
(linear
Temporary (T) (INT)? ,
other) (feet) feet)
S1 ? P ? T ? PER ? Corps
? INT ? DWQ
S2 ? P ? T ? PER ? Corps
? INT ? DWQ
S3 ? P ? T ? PER ? Corps
? INT ? DWQ
S4 ? P El T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T F-1 PER El Corps
? INT ?DWQ
3h. Total stream and tributary impacts
3i. Comments:
Page 4 of 10
PCN Form - Version 1.3 December 10, 2008 Version
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 individually list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number - (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
Temporary T
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a. 5b. 5c. 5d. 5e.

Pond ID
Proposed use or purpose Wetland Impacts (acres) Stream Impacts (feet) Upland

b (acres)
num
er of pond
Flooded Filled Excavated Flooded Filled Excavated Flooded
P1
P2
K 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.
® Neuse ? Tar-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number - Reason Buffer Zone 1 impact Zone 2 impact
Permanent (P) or for Stream name mitigation (square feet) (square feet)
Temporary T impact required?
B1 ®P ? T Storm
Outfall Crabtree Creek ? Yes
® No 600 400
B2 ?P?T ?Yes
? No
B3 ? P ? T ? Yes
? No
6h. Total buffer impacts 600 400
6i. Comments: Buffer impact for outfall of stormwater BMP. Diffuse flow to the buffer is not possible due to toDooranhv_
Page 5 of 10
PCN Form - Version 1.3 December 10, 2008 Version
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Development plan includes no other impacts to the buffers. Proposed impact is required by DWQ BMP manual and Neuse
Buffer Rules.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
With the exception of the stormwater outfall, the site development plan does not create any additional impacts to the buffer.
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 Quantity
3c. Comments:
4. Complete if Making 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: ? warm ? cool ?cold
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 1.3 December 10, 2008 Version
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 ® 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
PCN Form - Version 1.3 December 10, 2008 Version
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 ® 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.
Comments: Diffuse flow to the buffer is not possible given the topography of the site ? Yes ® No
and the buffer. A stormwater wetland is proposed to provide 30% nutrient reduction
and will discharge directly to Crabtree Creek. .
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? (20.0) %
2b. Does this project require a Stormwater Management Plan? ? Yes ® No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why: Project is excempt 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:
® Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program
? DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project? City of Raleigh
® Phase II
3b. Which of the following locally-implemented stormwater management programs ? NSW
? USMP
apply (check all that apply): ? Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ® No
attached?
4. DWQ Stormwater Program Review
? Coastal counties

4a. Which of the following state-implemented stormwater management programs apply ? HQW
? ORW
(check all that apply): ? Session Law 2006-246
® Other: None
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ? No
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 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the Yes ? No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ? Yes ® No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.) ? Yes ? No
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater
enerated from
g
the proposed project, or available capacity of the subject facility.
Sanitary Sewage generated from the proposed facilities will be conveyed to the City of Raleigh Sewer main located to the
east of the site running along Crabtree Creek.
Page 9 of 10
PCN Form - Version 1.3 December 10, 2008 Version
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 ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ? Yes ® No
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted. El Raleigh
? Asheville
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 ® 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 ® 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? ? Yes ® No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination? Flood plan as shown on project survey.
Jason Kennedy, P.E. --? 5-08-09

Applicant/Agent's Printed Name Applic gent's Signature Date
(Agent'socinature is val' my if an authorization letter from the applicant
is rovided.
Page 10 of 10
PCN Form - Version 1.3 December 10, 2008 Version
Ex-P 01- 0 31 a, U Z
Permit Number
(to be provided by DWQ)
O?o? W AT?c9QG
WDENR
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 111) must be printed, filled out and submitted along with all the required information.
1. PROJECT INFORMATION ---{
Project name Wake County Continuum of Care
Contact name Jason Kennedy
Phone number 919.456.6056
Date March 25, 2009
Drainage area number
- Post Area 2 (See attached Drainage Area Map)
P
1. 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 ft3lsec
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 fts
Post-development 1-yr, 24-hr runoff volume ft3
Minimum volume required ft3
Volume provided ft3
Outlet Design
Depth of temporary pool/ponding depth (DPiants) 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 (Ho) used in the orifice diameter calculation 1.00 ft OK
Form SW401-Wetland-Rev.4-2/10/09 Parts i and 11. Project Design Summary, Page 1 of 3
Permit Number
(to be provided by DWQ)
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
Permanent Pool
Shallow Water (top)
Deep Pool (top)
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is Cinches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
This design meets Option #2,
Has a clay liner
If yes:
Depth of topsoil above clay liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous Wcubic-inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous Wcubic-inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic-inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4+cubic-inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous Wcubic-inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass-like Herbaceous (4+ cubic-inch)
17,972.00 ft2 OK
7,165.00 ft2 OK
0.40%
7,136.00 ft2 OK
0.40 %
1,924.00 ft2 OK
0.11 %
1,747.00 ft2 OK
0.10%
17,972.00 ft2 OK
0.00 ft2
208.00 fmsl
207.00 fmsl
206.50 fmsl
205.00 fmsl
204.00 fmsl
(Y or N)
fmsl
Y
6.00 in
12.00 in OK
6.00 in OK
18.00 in OK
30.00 in OK
N (Y or N) OK
1,800
1,800
288
36 and 1,440
1,800 OK
1,800 OK
288 OK
0 More recommended if not planting herb. and/or shrubs.
1,440 OK
Form SW401-Wetland-Rev.4-2/10/09 Parts I and II. Project Design Summary, Page 2 of 3
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?
Form SW401-Wetland-Rev.4-2/10/09
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 ft
86.00 ft
19,436.00 ft2
Y (Y or N)
Permit Number
(to be provided by DWQ)
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
Parts I and II. Project Design Summary. Paoe 3 of 3
Permit No.
(to be provided by DWQ)
Nl. RMUIREDITEMS CHECKUST
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.
' CL01-502) 1. Plans (1" - 50' or larger) of the entire site showing:
• C'7o97. - Design at ultimate build-out,
?a Off-site drainage (if applicable),
Q 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.
SY C101
C 34 1-, 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.
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
...alt C•1o 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.
C41D7, 5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
Jpy- 5 0,e- Attl1cti1Ep6. The supporting calculations (including drawdown calculations).
JM Sec ATAC6K)o 7. 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.
F,kp oq - tala U ?
DESIGN SUMMARY, MAPS AND
FIGURES ?M@Mpvjgp
MAY 1 X 2009
DENR - WATER QUALITY
CnnLISrrE WORK V00M.AWSTMWATERPAW'
WAKE COUNTY CONInNUUM OF CARE
RALEIGH, NORTH CAROLINA
MAY, 2009

?`?lttlflf?I?//
1C IL
337 4
?KENa
CLH des' .
?, pa.
Regency Park, 400 Regency Forest Drive, suite 120
Cary, North Carolina 27918
Phone: [phone] Fax: [phone]
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 sheets 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 '/ acre per 100-ft of fence.
2. Tree Protection Fencin 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.

USGS QUAD MAP WAKE COUNTY
MAP NAME RALBGH EAST, IM CONTINUUM OF CARE scak ,t lsoo
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WAKE COUNTY SOILS WAKE COUNTY
Q SURVEY CONTINUUM OF CARE
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STORMWATER MANAGEMENT
DESIGN
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vi: % 4-May-09
PROJECT NAME PROJECT NO

Wake County Contiuum of Care
08-106 ?Y U
LOCATION BY ?r [C
Raleigh, NC JPK !J Jf

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)) ^1/2) * 86400
(where h = one third temp. storage depth measured to centroid of orifice)
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%
...
Hydrograph Return Period Recap
Page 1
Hyd.
N Hydrograph Inflow Peak Outflow (cfs) Hydrograph
o. type Hyd(s) - description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------- 3.14 5.06 - .?..._ 1$.&! ....,.. ....._ 36.311
2 SCS Runoff ------- 24.67 34.18 ....... W.12 - f13r.* 1! t fMPC^4)
5 SCS Runoff ------- 6.04 f.l1 •-- --- x-20 ••..••-. ---- 14.13 l ?ilt?t (WAL To Po")
6 SCS Runoff ------- 19.99 26.64 ------ ------- 47.11 ------- ------- 77.71 POST-AREA-2 (TO POA-B)
7 SCS Runoff ------- 15.65 22.06 ------- ------- 42.58 ------- ------- 74.48 POST-AREA-3 (TO POA-B)
8 SCS Runoff ------- 0.62 0.76 ------- ------- 1.17 -.------ ------- 1.76 POST-AREA-4 (TO POA-B)
9 Combine 6,8 20.61 27.39 ------- ------- 48.28 ------ ------- 79.47 COMBINE POST-2 & 4
11 Reservoir 9 1.78 7.93 ------- ------- 34.43 ------- ------- 67.18 Area to Wetland
13 7, f 1s W-73 22.87 ----- ------ 71.68 136.52 TOTAL, 0 TO POA41
This project is exempt from City of
Raleigh Stormwater Requirements.
However, Post Development Peak Flows
for the 1 and 2-year 24 hour storm have
been reduced to below pre-development
levels with the Stormwater Wetland.
PrOj. file: 08-106 PRE VS POST.gpw Run date: 03-18-2009
STORM SEWER SYSTEM

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OUTLET PROTECTION
DESIGN

t K t ? ( ti , DATE
4/10/2008
PROJECT NAME + PROJECT NO
Wake Count Continuum of Care Facility 08-106
LOCATION BY
Ralei h, NC RBT
F CHECKED BY
JPK
Storm Outlet Structure
FES No.= A8
Pipe Dia= 24 in
Q10 = 20.43 cfs
Qfull = 65.65 cfs
Vfull = 20.87 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Storm Outlet Structure
FES No.= A18
Pipe Dia= 24 in
Quo = 34.43 cfs
Qfull = 68.40 cfs
Vfull = 21.74 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Q1o/Qfull =
VNfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
0.31
0.87
18.2 fps
Zone 6
D5o = 14 in
DMAx = 23 in
Riprap Class = 2
Apron Thickness = 36 in
Apron Length = 20 ft
Apron Width = 3xDia = 6 ft
Quo/Qfull = 0.50
VNfull = 1.00
V = 21.7 fps
Zone = 6
D5o = 14 in
DMAx = 23 in
Riprap Class = 2
Apron Thickness = 36 in
Apron Length = 20 ft
Apron Width = 3xDia = 6 ft
T
DATE
.:, 4/10/2008
PROJECT NAME PROJECT NO
Wake Count Continuum of Care Facility 08-106
LOCATION BY
Raleigh, NC RBT
CHECKED BY
Storm Outlet Structure
FES No.= E3 (Merrell Drive)
Pipe Dia= 15 in
Q10 = 3.56 cfs
Qfull = 4.92 cfs
Vfull = 4.00 fps
From Fig. 8.06.b.1: Zone
From Fig. 8.06.b.2: D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Q10/Qfull =
V/Vfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
0.72
1.08
4.3 fps
2
8 in
12 in
B
18 in
7.5 ft
4ft
,r
TEMPORARY SEDIMENT
SKIMMER BASIN DESIGN
T
DATE .,.
tit
Y ! r
3-2-09 ?
OJECT NAME PROJECT NO J1(
ake Count Continuum of Care Facility 08-106
CATION BY
Heigh, NC RBT/JPK ?i !1
Skimmer Basin No.: TSSB-1 Site Conditions
Init ial 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 15 745 sf
Basin Volume:

Bottom Elevation of Basin: 207.0 it
Elevation Interval of Basin: 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 7,1539

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-)a.S LATEST PRINTING: 3118120094:31 PM Pam 1 of 1
,V
"DATE
° 2-13-09
PROJECT NAME PROJECT NO
Wake Count Continuum of Care Facility 08-106 Y, r
LOCATION BY
Raleigh, NC 1RBT/JPK
Skimmer Basin No.: TSSB-2 site conditions
initial E w
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:
'Basin Volume: 325 sf/cfs = 1783 329 1783 sf

Bottom Elevation of Basin:
Elevation Interval of Basin:
232.0 ft
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
F
Top of Req. Sediment Pool (per Surface Area): 233.26 ft
Top of Req. Sediment Pool (per Volume): 234.00 ft
• • 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
<<_f t.
- ,
. e h a
; DATE
- 2-13-09 `f /r
PROJECT NAME PROJECT NO G
?
=
I
r
Wake Count Continuum of Care Facility 08-106 ?
l
. J
LOCATION BY
Raleigh, NC RBT/JPK tI
Skimmer Basin No.: TSSB-3 Site Conditions
Initial Find
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:
Basin Volume: 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): 233.00 ft
Top of Req. Sediment Pool (per Volume): 234.50 ft
Principle I Spillway Design: - -------

Skimmer 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
`/
DATE DESIGN PHASE
f 3/03/09 SID
PROJECT NAME PROJECT NO DID
L-1
Wake Count Continuum of Care 08-106 CD /X
LOCATION BY REV
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 flow Zav = Sreq
A = cross-sectional area of flow
=3 Qn
A R
P = wetted perimeter of the channel - 1.49 s
R = hydraulic radius of the channel
Normal Depth, D = 0.50 ft Depth O.K.
Velocity= 0.95 fps Vel. O.K.
SHEAR STRESS,
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
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
(REF' Mnlnnm 10QII
Page 1
11 l/ s
DATE DESIGN PHASE
3/03/09 SD
j
PROJECT NAME _
PROJECT NO DID
Wake Count Continuum of Care 08-106 CD /X
LOCATION BY REV /
Raleigh, NC RBT OTHER
] CHECKED BY (SPECIFY)
JPK
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-1 Drainage Area: 0.21 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 155 ft Intensity: 5.80 in/hr
Section Slope: 10.30 % Runoff Coeff: 0.47
Lining Type: Curled Wood Mat Discharge: 0.57 cfs
Permissible Shear: 2.00 Ib/sf
Channel 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 = 0.57 cfs flow by Rational Method
n= 0.036 Manning's Coefficient (dimensionless)
S= 0.103 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.043 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
020 0.12, 1.26 0.09 0.025 shallow
0.22 0.15 1.39 0.10 0.032 shallow
0.23 0.16 1.45 0.11 0.036 shallow
0.25 0.19 1.58 0.12 0.045 OK
B= bottom width of trapezoidal channel
D = normal depth of flow Zav - Zre
q
A= cross-sectional area of flow
P= wetted perimeter of the channel V3 Qn
AR -
R = hydraulic radius of the channel 1.49 Is
Normal Depth, D = 0.25 ft
Velocity= 3.05 fps
SHEAR STRESS
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
shear stress, T = 1.61 Ib/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D= 1 ft top width, W= 6.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom. 1991)
Page 2
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IMETIAMOSNANp STOR
M 77M
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
SPRING LAKE PROPERTIES SITE (SUNNYBROOK ROAD)
RALEIGH, NORTH CAROLINA
JOB NO. 70056040
June 14, 2005
Prepared For.•
WAKE COUNTY FACILITIES DESIGN AND CONSTRUCTION
Raleigh, North Carolina
Prepared by:
Irerracon
Raleigh, North Carolina
June 14, 2005
Wake County Facilities Design & Construction
P.O. Box 550
Raleigh, North Carolina 27602
Attn: Mr. Phil Stout
Director
Re: Preliminary Geotechnical Engineering Report
Spring Lake Properties Site (Sunnybrook Road)
Raleigh, North Carolina
Job No. 70055040
Dear Mr. Stout:
Irerracon
Consulting Engineers & Scientists
Terracon Consultants, Inc.
5240 Green's Dairy Road
Raleigh, North Carolina 27616
Phone [phone]
Fax [phone]
www.terracon.com
We are submitting, herewith, the results of subsurface exploration for the Spring Lake
Properties site off Sunnybrook Road 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 preliminary recommendations regarding site
development and foundation design considerations.
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, ?•ISV-
lrerracon ?•? ??
r
Matthew S. Balven, P.E.
Project Engineer
North Carolina No. 030731 8 Bp?
S:k
S C. //r?
Barney C. ale, P.E.
Principal
North Carolina No. 11285
Attachments
Copies to: Addressee (8)
Delivering Success for Clients and Employees Since 1965
, More Than 70 Offices Nationwide
TABLE OF CONTENTS
Cover Letter ......................................................................................................................
INTRODUCTION ............................................................ 1
...................................................
PROJECT DESCRIPTION
................................................................................................ 1
SITE EXPLORATION PROCEDURES ..... 1
.........................................................................
Field Exploration
..........................................................................................................
Laboratory Testing
. 1
...............................................................................
...................... 2
SUBSURFACE CONDITIONS .......
. 2
........................................
...........................................
Geology
.......................................................................................................................
Site Conditions 2
............................................................................................................
Soil Conditions 3
............................................................................................................
Groundwater Conditions 3
.............................................................................................. 4
PRELIMINARY ENGINEERING RECOMMENDATIONS ............................ 4
......................
Geotechnical Considerations
....................................................................................... 4
GENERAL COMMENTS ...................................................... 5
.............................................
APPENDIX
Figure 1 - Site Vicinity Map
Figure 2 - Boring Location Diagram
Boring Logs
General Notes
Unified Soil Classification System
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
SPRING LAKE PROPERTIES SITE (SUNNYBROOK ROAD)
RALEIGH, NORTH CAROLINA
JOB NO. 70056040
June 14, 2005
INTRODUCTION
Terracon has completed the preliminary subsurface exploration for the Spring Lake
Properties site off Sunnybrook Road in Raleigh, North Carolina. Twelve borings were drilled
to depths of approximately 2 to 19 feet below the existing ground surface at the site.
Individual boring logs and a boring 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 preliminary recommendations regarding site
development and foundation design considerations. A Phase I ESA was also performed at
the site and reported separately.
PROJECT DESCRIPTION
General project information was provided by Mr. Glenn Blackley representing Wake County
during an on-site meeting on May 16, 2005. The site is located on the east side of
Sunnybrook Road near its intersection with Falstaff Drive. The site is an undeveloped parcel
of approximately 19 acres, and is currently owned by Spring Lake Properties.
The site elevations range from less than El. 190 feet to approximately El. 260 feet. An east-
west trending ridgeline crosses about 2/3 of the center of the site and then begins falling to
Crabtree Creek which follows the east property line. An unnamed tributary to Crabtree Creek
flows along the south portion of the site. .
The site is being considered for purchase and ultimately development as office and parking
space. However, the development plans have not been formulated at this time.
SITE EXPLORATION PROCEDURES
Field Exploration
The subsurface exploration consisted of drilling and sampling twelve borings at the site to
depths ranging from about 2 to 19 feet below existing grade. Auger refusal on rock was
encountered at the majority of the borings prior to reaching planned termination depths.
The borings were located on-site by Terracon by pacing and taping distances from available
reference features. Right angles for the boring location measurements were estimated.
Spring Lake Properties Site (Sunnybrook Road)
Project No. 70055040
June 14, 2005
1rerracon
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 site plan provided
by Wake County. 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.
The borings were drilled with an ATV-mounted rotary drill rig using hollow stem augers to
advance the boreholes. Representative soil samples were obtained by the split-barrel
sampling procedure in general accordance with the appropriate ASTM standard. In the
split-barrel sampling procedure, the number of blows required to advance a standard 2-inch
O.D. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means
of a 140-pound hammer with a free fall of 30 inches, is the standard penetration resistance
value (N). This value is used to estimate the in-situ relative. density of cohesionless soils
and the consistency of cohesive soils. The sampling depths and penetration distance, plus
the standard penetration resistance values, are shown on the boring logs. The samples
were sealed and returned to the 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 laboratory observation and tests of the samples.
Laboratory Testing
The samples were classified in the laboratory based on visual observation, texture and
plasticity. The descriptions of the soils indicated on the boring logs are in accordance with
the enclosed General Notes and the Unified Soil Classification System. Estimated group
symbols according to the Unified Soil Classification System are given on the boring logs. A
brief description of this classification system is attached to this report.
The laboratory testing program consisted of performing water content, Atterberg limits, and
percent material passing the No. 200 sieve (P200) tests on representative soil samples.
Information from these tests was used in conjunction with field penetration test data to
evaluate soil strength in-situ, volume change potential, and soil classification. Results of
these tests are provided on the boring logs.
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
2
Spring Lake Properties Site (Sunnybrook Road)
Project No. 70055040
June 14, 2005
lrarracon
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 metamorphosed granitic rock.
The transition from soil to rock can occur gradually. This transition zone is locally termed
"partially weathered rock" and is defined for engineering purposes as residual materials that
can be drilled with soil drilling methods but exhibit standard penetration test values in excess
of 100 blows per foot.
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).
Site Conditions
The site is located east of Sunnybrook Road near its intersection with Falstaff Drive in
Raleigh, NC. The site is an undeveloped property which is partially wooded. A ridge
extends east-west through the center of the site from the west edge of the property to
approximately the east 1/3 where the ground surface begins sloping downward to the east.
A gravel drive/parking lot area is currently present on the ridge. Tractor trailers, trucks, and
equipment are currently being stored on the lot. A "dirt" trail/road extends north from the
gravel drive near the west boundary of the site and curves to extend along the north
property boundary. Some trash and debris were observed at the ground surface along the
"dirt" road and gravel drive/parking lot. Additionally, it appeared that fill material containing
boulders and possibly debris had been placed on the slope south of the gravel parking lot to
level the site grades. Crabtree Creek extends along the east property line and an unnamed
tributary to Crabtree Creek flows along the south property line. Based on the provided site
plan, the ground surface elevations at the site range from approximately El. 190 feet to El.
260 feet.
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. Based on the results
of the borings, subsurface conditions on the project site can be generalized as follows.
3
Spring Lake Properties Site (Sunnybrook Road)
Project No. 70055040
June '14,2005
lrerracon
Approximately 2 to 8 inches of topsoil was encountered at the majority of the boring
locations. At borings B-3 and B-6, approximately 7 inches of gravel was encountered at the
surface. Fill material was encountered below the topsoil at boring B-12 to a depth of 7 feet,
and consisted of gray and reddish-brown silt and sand with possible boulders. Residual soil
and partially weathered rock (PWR) was encountered below the fill at boring B-12 and the
topsoil or gravel at the remaining borings. The residual soils generally consisted of silty
sand (SM) and sandy clay and silt (CH, MH) with reddish-brown, brown, gray, and tan
coloration. The sand was generally medium dense to dense and the clay and silt ranged
from stiff to very stiff. 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 2 to 18.4 feet. Auger refusal was encountered at the boring
termination depths, with the exception of boring B-1.
Groundwater Conditions
The borings were monitored while drilling and immediately after completion for the presence
and level of groundwater. No groundwater was observed in the borings at the time of the
exploration.
The occurrence and location of groundwater can vary throughout the year due to variations
in the amount of rainfall, runoff and evaporation. Although groundwater inflows were not
observed in the borings, the possibility of encountering groundwater should be considered
when developing the design and construction plans for trenches and below grade
structures.
PRELIMINARY ENGINEERING RECOMMENDATIONS
Geotechnical Considerations
Based on the results of our borings, the primary geotechnical concern with development of
this site is the presence of shallow PWR and rock which will be difficult to excavate. Based
on the borings, the PWR and rock are generally present at shallower depths at higher
elevations of the site. Additionally, it appears there may be boulders of harder material
present within the soil and PWR in some areas.
The sand and clay residual soils, and the softer PWR material (with SPT blow count values
less than 50 blows for 4 inches penetration) encountered at the borings can typically be
excavated with heavy-duty excavating equipment such as large track mounted excavators.
However, the harder PWR and underlying auger refusal material encountered at the borings
will be difficult to excavate. These materials were encountered at depths of 1 foot or less at
some of the borings. Large track-mounted backhoes supplemented by pneumatic hammers
4
Spring Lake Properties Site (Sunnybrook Road) Irerracon
Project No. 70055040
June 14, 2005
or blasting will generally be required to excavate the harder materials. We recommend site
grades be established so that excavation below the depths indicated by auger refusal can
be avoided.
With respect to the support of structures, the native materials encountered in the borings
are suitable for supporting shallow foundations. However, considering the relatively steep
slopes at the site, we expect buildings could be supported on a combination of the native
PWR/rock and potentially deep fills. Because of the different support characteristics of
these materials, differential settlement will be a concern where buildings are supported on
fill and native materials. If the buildings will be relatively light, we expect 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 fill areas may be required.
The residual soils and properly constructed fill placed over the residual soils, would also be
suitable for the support of on-grade floor slabs and pavements.
It should be noted that existing fill material was encountered at boring B-12 to a depth of 7
feet. Based on boring B-12, the fill material is marginal for the support of foundations, but
may be suitable for supporting slabs or pavements. There is some risk of unpredictable
settlement with supporting structures and pavements over existing fill materials. This risk
cannot be eliminated unless the full-depth of existing fill material is removed and replaced
with engineered fill, or the structures and slabs are supported on foundations extending
through the fill material to native soil. If structures or pavements will be constructed over
the area of existing fill material, we recommend additional borings be performed to further
evaluate its condition.
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
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.
5
Spring Lake Properties Site (Sunnybrook Road) lrerraco n
Project No. 70055040
June 14, 2005
The scope of services for this geotechnical evaluation 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.
6
APPENDIX
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10
SITE LOCATION DIAGRAM Irerracon
SPRING LAKE PROPERTIES SITE
SUNNYBROOK ROAD & FALSTAFF DRIVE PROJECT NO.: 70055040
RALEIGH, NORTH CAROLINA DATE: 6/1012005
DRAWN BY: MSB
SCALE: NTS DRAWING NO. 1
DEPTH
(FT.)
0.0
0.4
3.0
6.0
16.5
18.9
DESCRIPTION
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
0 241 0 10 20 30 40 60 80
5" Topsoil.
Brown and gray, moist, medium dense, clayey SAND
(SC).
Reddish-brown, moist, very stiff, sandy SILT (MM.
Moisture Content on S-2: w=30%
Atterberg Limits on S-2: U=63, PI=29
Washed No. 200 Sieve on S-2: P200=58%
Tan and gray, moist, medium dense, silty SAND (SM)
with rock fragments.
V
I
..
Partially Weathered Rock (PWR) - appears as tan, silty
sand with rock fragments.
Boring terminated at 18.9 feet
40.0
Classified By: MSB
Driller: Terracon
Drill Rig: ATV
Boring Type: HSA
GROU NDWATER REA DINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
6/31/05 DRY TOB

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
BORING LOG
BORING NUMBER B-1
DATE DRILLED 6/1/2005
PROJECT NUMBER 70055040
PROJECT Spring Lake Properties Site
PAGE 1 OF 1
L I rerracon
240.6
238
-235
•
•
-224.5
-222.1
26
20
16
17
10
50/5"
DEPTH
(FT.)
0.0
0.5
1.5
4.5
DESCRIPTION
6" Topsoil.
Tan, moist, dense, silty SAND (SM).
Partially Weathered Rock (PWR) - appears as tan and
brown, silty sand with rock fragments.
Boring terminated at 4.5 feet with auger refusal.
40.0
Classified By: MSB
Driller: Tenon
Drill Rig: ATV
Boring Type: HSA
GROU NDWATER REA DINGS
DATE TIME DEPTH ELEVAT70N STABILIZATION TIME
6/31105 DRY TOB

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
242 0 10 20 30 40 60 80
-241.5
-240.5
-237.5
BORING LOG
BORING NUMBER B-2
DATE DRILLED 6/1/2005
PROJECT NUMBER 70055040
PROJECT Spring Lake Properties Site
Irerracon
31/6"
50/4"
50111,
DEPTH
(FT.)
0.0
0.6
9.0
40.0
Classified By: MSB
Driller: Terracon
Drill Rig: ATV
Boring Type: HSA
DESCRIPTION
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
228 0 10 20 30 40 60 80
7" Gravel. Flo 22
Partially Weathered Rock (PWR) - appears as
reddish-brown and tan, silty sand with rock fragments.
(softer zone from approximately 6 to 8 feet)
21
Boring terminated at 9 feet with auger refusal.
GROU NDWATER REA DINGS
DATE TIME DEPTH ELEVATION sTABII.rzATION TIME
651105 DRY TOB

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
11 BORING LOG 11
DATE DRILLED 6/1/2005
PROJECT NUMBER 70055040
PROJECT Spring Lake Properties Site
PAGE 1 OF 1
rerracon
7.4

50/6--
50/1"
42
50/0"
DEPTH
(FT.)
0.0
0.5
2.0
DESCRIPTION ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
6" Topsoil.
Partially Weathered Rock (PWR) - appears as tan and
gray, silty sand with clay seams.
Boring terminated at 2 feet with auger refusal.
265
-264.5
-263
50/6"
40.0
Classified By: MSB
Driller. Terracon
Drill Rig: ATV
Boring Type: HSA
GROU NDWATER REA DINGS
DATE TIME DEPTH ELEVATION STABII.zAnONT &
651/05 DRY TOB

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
BORING LOG
BORING NUMBER B-4
DATE DRILLED 6/1/2005
PROJECT NUMBER 70055040
PROJECT Spring Lake Properties Site
Irerracon
DEPTH
(FT.)
0.0
0.3
DESCRIPTION
ELEV. • PENETRATION - BLOWS/FOOT
(Fr.)
261 0 10 20 30 40 60 80
260.7
5011"
3.5
40.0
Classified By: MSB
Driller: Terracon
Drill Rig: ATV
Boring Type: HSA
GROU NDWATER REA DINGS
DATE Ma DEPTH ELEVATION STABILIZATION TIME
01/05 DRY TOB

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
I BORING LOG 1
Irerracon
DATE DRILLED 6/1/2005
PROJECT NUMBER 70055040
PROJECT Spring Lake Properties Site
7.5
50/0"
DEPTH
(FT.)
0.0
0.6
3.0
4.0
DESCRIPTION
7" Gravel.
Brown and gray, moist, medium dense, silty SAND
(SM) with rock fragments.
Partially Weathered Rock (PWR) - appears as gray, silty
sand with rock fragments.
Boring terminated at 4 feet with auger refusal.
40.0
Classified By: MSB
Driller. Terracon
Drill Rig: ATV
Boring Type: HSA
GROU NDWATER REA DINGS
DATE TIME DEPTH ELEVATION STABILIZATION M.T-
6/31/05 DRY TOB

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV.
(FT.)
260
-259.4
• PENETRATION - BLOWS/FOOT
•
-257
-256
BORING LOG I
6/1/2005
70055040
Spring Lake Properties Site
I rracon
BORING NUMBER
DATE DRILLED
PROJECT NUMBER
PROJECT
26
50/1"
DEPTH
(FT.)
0.0
0.3
3.0
3.5
DESCRIPTION
4" T soil.
Gray and reddish-brown, moist, medium dense, silty
SAND (SM) with clay seams.
Weathered Rock (PWR) - appears as tan and
Partiall
y
silty sand with rock fragments.
Boring terminated at 3.5 feet with auger refusal.
40.0
Classified By: MSB
Driller. Terracon
Drill Rig: ATV
Boring Type: HSA
GROU NDWATER REA DINGS
DATE TAE DEPTH ELEVATION STABUIZ.ATION TIME
5/31/05 DRY TOB

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV. • PENETRATION - BLOWS/FOU1'
(FT.)
260 0 10 20 30 40 60 80
:259.7
-257
-256.5
19
50/0"
I BORING LOG I
DATE DRILLED 5/31/2005
PROJECT NUMBER 70055040
PROJECT Spring Lake Properties Site
? I rerracon
DEPTH DESCRIPTION
(FT.)
0.0
0.6
2.5
9.0
13.0
7" Topsoil. ? ..' ,
Partially Weathered Rock (PWR) - appears as brown,
silty sand.
(possible boulder
Reddish-brown and brown, moist, hard, sandy CLAY
(CH). .
Moisture Content on S-2: w=26%
Atterberg Limits on S-2: LL=58, P1=34
Washed No. 200 Sieve on S-2: P200=58%
Tan, moist, dense, silty SAND (SM).
Boring terminated at 13 feet with auger refusal.
40.0
Classified By: MSB
Driller. Terracon
Drill Rig. ATV
Boring Type: HSA
GROU NDWATER REA DINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
5/31/05 DRY TOB

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV. • PENETRATION - BLOWS/F00T
(FT.)
254 0 10 20 30 40 60 80
-253.4
-251.5
•
•
-245
-241
5011 "
46
34
39
DEPTH
(FT.)
0.0
0.5
14.0
DESCRIPTION ELEV. • PE'NE1RNHUN - BLUW,/k*UUl
(FT.)
6" Topsoil. V. A
Partially Weathered Rock (PWR) - appears as tan,
brown, and gray, silty sand with rock fragments.
Boring temlinated at 14 feet with auger refusal.
40.0
Classified By: MSB
Driller: Terracon
Drill Rig: ATV
Boring Type: HSA
GROU NDWATER REA DINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
5/31/05 DRY TOB

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
227
-226.5
-213
Isv ivv
50/5"
50/3"
419 50/2"
50/4"
50/2"
BORING LOG
DATE DRILLED 5/31/2005
PROJECT NUMBER 70055040
PROJECT Spring Lake Properties Site
PAGE 1 OF 1
Irerracon
DEPTH
(FT.)
0.0
0.3
2.5
DESCRIPTION
40.0
Classified By: MSB
Driller: Teiracon
Drill Rig: ATV
Boring Type: HSA
GROU NDWATER REA DINGS
DATE TIME DEPTH ELEVATION STABRlZATION TIME
513 VOS DRY TOB

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
ELEV. • PENETRATION - BLOWS/FOOT
(FT.)
262 0 10 20 30 40 60 80 100
5011"
5010"
BORING LOG
BORING NUMBER B-10
DATE DRILLED 5/31/2005
PROJECT NUMBER 70055040
PROJECT Spring Lake Properties Site
Irerracon
DEPTH
(FT.)
0.0
0.2
2.5
DESCRIPTION ELEV. • PENETHSHUN - BLOWS/1+'00T
(FT.)
2" Topsoil.
Partially Weathered Rock (PWR) - appears as gray, silty
sand with rock fragments.
Boring temrinated with auger refusal at 2.5 feet.
40.0
Classified By: MSB
Driller: Terracon
Drill Rig. ATV
Boring Type: HSA
GROU NDWATER REA DINGS
DATE TIME DEPTH ELEVATION STABmvATION TIME
5131105 DRY TOB

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
241
=240.8
-238.5
ou su JIM
TT-T7-F1
50/1"
BORING LOG
BORING NUMBER B-11
DATE DRILLED 5/31/2005
PROJECT NUMBER 70055040
PROJECT Spring Lake Properties Site
PAGE 1 OF 1
Irerracon
DEPTH
(FT.)
0.0
0.7
7.0
12.0
14.0
DESURIF11U1N
8" Topsoil. ..?
Possible fill: Gay and caddish-brown, moist, SILT /
SAND with possible boulders.
Reddish-brown, moist, medium dense, clayey SAND
(SC).
Moisture Content on S-4: W--23%
Atterberg limits on S-4: LL-51, P1=25
Washed No. 200 Sieve on S4: P200=440%
Partially Weathered Rock (PWR) - appears as tan and
gray, silty sand with rock fragments.
Boring terminated at 14 feet with auger refusal.
40.0
Classified By: MSB
Driller: Terracon
Drill Rig: ATV
Boring Type: HSA
GROU NDWATER REA DINGS
DATE TIME DEPTH ELEVATION STABILIZATION TIME
5/31/05 DRY TOB

SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
L+'LL?'V. • YE1VL?'1KA11U1V - l3LVWJ/1+VU1
(FT.)
216 0 10 20 30 40 60 80 10(
-215.3
•
-209
-204
-202
9
6
50/6"
11
50/0"
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon -1 3/8" I.D., 2" O.D., unless otherMse.noted HS: Hollow Stem Auger
ST: Thin-Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger
RS: Ring Sampler - 2.42" I.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. Consistencv Blows/Ft.
< 500 <2 Very Soft 0-3
500 - 1,000 2-3 Soft 4-9
1,001 - 2,000 4-6 Medium Stiff 10-29
2,001 - 4,000 7-12 Stiff 30 - 49
4,001 - 8,000 13-26 Very Stiff 50+
8,000+ 26± Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL
Descriptive Term(s) of other Percent of
constituents Dry Weight
Trace < 15
With 15-29
Modifier > 30
RELATIVE PROPORTIONS OF FINES
Descriptive Tenn(s) of other Percent of
constituents Dry Weight
Trace < 5
With 5-12
Modifiers > 12
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
GRAIN SIZE TERMINOLOGY
Major Component
of Sample Particle Size
Boulders Over 12 in. (300mm)
Cobbles 12 in. to 3 in. (300mm to 75 mm)
Gravel 3 in. to #4 sieve (75mm to 4.75 mm)
Sand #4 to #200 sieve (4.75mm to 0.075mm)
Silt or Clay Passing #200 Sieve (0.075mm)
PLASTICITY DESCRIPTION
Term Plasticity Index
Non-plastic 0
Low 1-10
Medium 11-30
High 30+
lrerracon
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 ? 4 and 1:5 Cc :5 3E GW Well-graded graver
More than 50°k retained More than 50% of coarse
fraction retained on Less than 5% fines` Cu < 4 and/or 1 > Cc > 3E GP Poorly
Y graded gravel`
on No. 200 sieve No. 4 sieve Gravels with Fines More Fines classify as ML or MH GM Silty graver.-
than 12% fines` Fines classify as CL or CH GC Clayey graver-'-"
Sands Clean Sands Cut 6 and 1 s Cc s 3E SW Weil-graded sand'
50% or more of coarse Less than 5% fines°

fraction passes Cu < 6 and/or 1 > Cc > 3E SP Pooh
y graded sand'
No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand°•"'
More than 12% fines° Fines Classify as CL or CH SC Clayey sand'-"
Fine-Grained Soils Silts and Clays inorganic PI > 7 and plots on or above A" line' CL Lean clayr`
50% or more passes the Liquid limit less than 50

No. 200 sieve PI < 4 or
plots below A" line'
ML
SiftKL.M
organic Liquid limit - oven dried Organic CIWLM•M
< 0.75 OL
Liquid limit - not dried Organic siltK•11
Silts and Clays
Liquid limit 50 or more inorganic PI plots on or above "A" line CH Fat clayrL-"
PI lots below "A" line MH Elastic Sift'Ll
organic Liquid limit - oven dried Organic clayl-- '
< 0.75 OH
Liquid limit - not dried Organic siftKLM.°
Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat
>I

60
50
d
W 40
O
Z
30
U
g 21)
0..
10
7
4
0
0
Forth 111--6198
"Based on the material passing the 3-in. (75-mm) sieve
a If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with sift, GP-GC poorly graded gravel with clay.
°Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with sift, SP-SC poorly graded sand with clay
z
ECU = DBdD1o Cc = (D-
Dro x Dso
F If soil contains z 15% sand, add "with sand" to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
"If fines are organic, add "with organic fines" to group name.
' If soil contains >_ 15% gravel, add 'with gravel" to group name.
If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add "with sand" or "with
gravel," whichever is predominant.
L If soil contains >- 30% plus No. 200 predominantly sand, add
"sandy" to group name.
mIf soil contains >- 30% plus No. 200, predominantly gravel, add
"gravelly" to group name.
"PI >- 4 and plots on or above "A" line.
PI < 4 or plots below "A" line.
P PI plots on or above "A" line.
"PI plots below "A" line.
For classification of fine-grained
soils and fine-grained fraction
of coarse-grained soils I

o0 '? r

e

Equation of "A" - line
I Horizontal at PI=4 to LL=25.5.
then PI=0.73 (LL-20) V"

-
0R`

-

I

--
Equation of "U" - line
Vertical at LL=16 to PI=7,
o?
then PI
0
9
LL 6
=
.
(
)
'
- ?N, o
i
,,
.' E MH o r OH
i
_ j
- ML OL
or
10 16 20 30 40 50 60 70 60 90 100 110
LIQUID LIMIT (LL)
Ireirracon
I E
s x.p 09 - 0 .3 1 4 0
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.
1remacon
Raleigh, North Carolina
I I
June 9, 2008 t
Wake County
Facilities Design & Construction
Wake County Office Building -12"' Floor
P.O. Box 550
Raleigh, North Carolina 27602
Attn: Mr. Mark Forestied, AIA
Re: Geotechnical Engineering Report
Proposed Mental Health Facility
Sunnybrook Road
Raleigh, North Carolina
Terracon Project No. 70085034
Dear Mr. Forestied:
Ireffaccm
nsultlng EnyY?eers 3 Sclantlsts
rerraoon Cons, inc.
5240 Green's Dairy Road
Raleigh, North Carolina 27616
Phone [phone]
Fax [phone]
www.tenacon.oom
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.
-!'PAhilip J. Ramsey, El
Geotechnical Professional
/-3a---J--l CIO
Barney C. H#, PE ;.?
Senior Principal
' •? 0-%
=AL
C. HAS'
North Carolina No. 11285
Attachments
Copies to: Addressee (3)
Delivering Success for Clients and Employees Since 1865
More than 95 Offices Nationwide
}
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
t
Mental Health Facility lkwacon
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.
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Mental Health Facility 1rerracon
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
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Mental Health Facility
Terracon Project No.: 70085034
Site Conditions
1rerracon
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
1ren*acon
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
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Mental Health Facility
Terracon Project No.: 70085034
Groundwater Conditions
1 arracon
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
A
Mental Health Facility 1refracon
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
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Mental Health Facility 1rerracon
Terracon Project No.: 70085034 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
S
Mental Health Facility
Terracon Project No.: 70085034
Foundations
1rerracon
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
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Mental Health Facility 1rerracon
Terracon Project No.: 70085034 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
t
Mental Health Facility 1refracon
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 CSR'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
y
Mental Health Facility Neuman
Terracon Project No.: 70085034 June 9, 2008
TABLE 2 - RECOMMENDED PAVEMENT SECTIONS
Pavement Material Layer Thickness (inches)
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 lrerracon
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
c
I
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l y 1 f f ' LVmmerc ??f?.orl--
r
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1 f ,,.ter t t
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- r Approximate Site U
d
_ 64
co!w' &y Pine Rd
CA#b -
5M le
Ea tOPo
RQ ,Q 2006 rNapcw stt Inc_ gap Ek
QirlE'ST. 1 :.;.?....
19
SITE VICINITY MAP PROJEC
MENTAL HEALTH FACILITY ? o n DATE:
SUNNYBROOK ROAD DRAWN
RALEIGH, NORTH CAROLINA SCALE:
Derived from 2008
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lip w
PROPOSED BORING , PREVIOUSLY COMPLF
BORING LOCATION DIAGRAM
PROPOSED MENTAL HEALTH FACILITY
SUNNYBROOK ROAD
RALEIGH NORTH CAROLINA
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
X
o DESCRIPTION m
2 > z:
-j.
U
_
=
Cl) of
W W
8
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XW
o LL
ZZ L .U a. '-
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C7 Surface Elev.: 244 ft o z W vai m U a co -i a o z
0.4 TOPSOIL 243.6
brown and gray, moist,
CLAYEY SAND
,
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

n '
0 15.0

3 : •:: 16.5 227.5
i Partially Weathered Rock: appearing as
§ tan, SILTY SAND with rock fragments

Y
L
18.9 225.1 6 SS 50 / 5"
IL
? BORING ENDED AT 18.9 FEET
x
J
20.0-
Z
J
Q
? The stratification lines represent the approximate boundary lines 'Calibrated Hand Penetrometer
L LU
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft BORING STARTED
WL ? 1 BORING COMPLETED
$ WL 7- 13Z 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

wz X
DESCRIPTION M r Z= ;
m
U } W Z
z F-
LL? v.?a?
CL F=- m w p z3 W? o
° pZ QM u O

Surface Elev
244 ft W (0 : a w a.q QO z? JaN o
.: o z it cn m U a. CIO a a z
'-"• ^? o.5 TOPSOIL 243.5
SILTY SAND, tan, dense, moist
? •5 242.5 SM 1 SS 31
Partially Weathered Rock: appearing as 50 14'
tan and brown, SILTY SAND with rock
fragments
2 SS 50 / 1"
4.5 239.5
BORING ENDED IN AUGER REFUSAL

i 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 1
BORING COMPLETED
WL err Icon RIG FOREMAN
WL Not Encountered APPROVED BCH JOB # 70085034
B-03
LOG OF BORING NO
.
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SA MPLES TESTS

o
O o x
c c
DESCRIPTION z o d
W Z
w
o
ZZ
7t

Q.
a
V
Z.
Q 8
O
1-0
W Q t0 II
F

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Surface Elev.: 228 ft
o
z
v a i m QO
? U N
o- Z
cn N O
J
J o- o_ z
o.s TOPSOIL
227.4
Partially Weathered Rock: appearing as
SILTY SAND with
reddish brown and tan 1 SS 50 / 6"
,
rock fragments
2 SS 50 / 1"
5.0
- - Softer zone from approximately 6 to 8 SM 3 SS 42
feet

g 219 4 SS 50 / 0"
BORING ENDED IN AUGER REFUSAL
AT 9 FEET
10.0
z
a

i
J
_
IL
Z
0
?a
W

'a
0
x
QJ
W
J
Q
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-2 between sal and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft BORING STARTED
WL SZ BORING COMPLETED
-1
WL
I 3Z
I
erracon
r
RIG
FOREMAN
o WL Not Encountered APPROVED BCH JOB # 70085034
W
LOG OF BORING NO. B-04
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SA MPLE S TESTS

C?
JO
=
• N x
OD 01
DESCRIPTION ? Z = J 4 y
(L = m O Z W ao
Q
-
F CO w 1 i F-
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c?
Surface Elev.: 266 ft W
o U) D
z W
IX a-
U) m Qp
3 0 N
d Z
U) J1NO
-j o_ o z
0.5 TOPSOIL
265
5
.
Partially Weathered Rock: appearing as
M tan and gray, SILTY SAND with clay seams 1 SS 50 / 6"
2 264
BORING ENDED IN AUGER REFUSAL
AT 2 FEET
5.0-
i
i
e stratification lines represent the approximate boundary lines
ry
1
ween sal and rock types: in-situ, the transition may be gradual.
WA TER LEVEL OBSERVATIONS, ft BORING STARTED

WL =

1
i BORING COMPLETED
T 1r
WL erracon
RIG FOREMAN

WL Not Encountered APPROVED BCH JOB # 70085034
B-05
LOG OF BORING NO
.
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SAM PLES TESTS

J yy
n px
G N
DESCRIPTION g >
of
4? \
F: W

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> -
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Xw
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0 a co m a n z
7
3 TOPSOIL 257
0
.
.
Partially Weathered Rock: appearing as
brown and tan, SILTY SAND with rock 1 SS 50 / 1"
fragments
5 254.5
3
.
BORING ENDED IN AUGER REFUSAL 2 SS 50 / 0"
AT 3.5 FEET
5.0

0
'U
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J
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a
z
0
U
F
'a
0
x
QJ
w
x
J
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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 -7 1 BORING COMPLETED
WL erracon RIG FOREMAN
W WL Not Encountered APPROVED BCH JOB # 70085034
m
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

7
J
O

=

0 X

m
0
C
DESCRIPTION z

_
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W W

8
z? z
?W
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Surface Elev.: 258 ft W
o
(
z w
rc a-j
v, m a0
?() N
a z?
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l O
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
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

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
WL V 1
-
1 BORING COMPLETED
WL 7 1 3Z 1 err Icon RIG FOREMAN
WL --
Not Encountered APPROVED BCH JOB # 70085034
F
c
c
0
7
O
C
C
O
LL
h
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

O X
c
DESCRIPTION Co >
w
F_: z
U
a
m w
O Z
W? LL
Ow d_
arm a °
CO
a
2 w
a
w
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o
Surface Elev.: 258 ft w
0 i
=) z Ir a?
cn co U °
a- ?
Z) rn J 1 0
_j a n z
7
TOPSOIL 257
.
gray and
SILTY SAND with clay seams
,
reddish-brown, medium dense, moist SM 1 SS 19
.' 3 255
3.5 Partially Weathered Rock: appearing as 254.5 2 SS 50 / 1"
tan and gray, SILTY SAND with rock
fragments
BORING ENDED IN AUGER REFUSAL
AT 3.5 FEET 5.0
D
L
J
_
C
L
Z
Y
L
1
7
L
QJ
L
L
J
Q
z The stratification lines represent the approximate boundary lines
f between sal and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft BORING STARTED
M WL 1 BORING COMPLETED
$ WL T 3z 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

O
J
0

c
• '?
w
° X
N p)
??
J
U DESCRIPTION co r w:
? y
ca m

o }
W W
>
zcn z
Xuj
e
z
v,o
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0 W?_ 0W gmu°
J

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Surface Elev.: 249 ft W
o m 5
z W
m (L _1
cn m QO
3 v N
a zI.-
U) JaN O
J o_ o- z
.'. `..
:: 0.6 TOPSOIL
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
PI=34
5
0
.
CH 3 SS 34
-
9 240 SM 4 SS 39
SILTY SAND, tan, dense, moist
10
0
.
13 236
BORING ENDED IN AUGER REFUSAL
AT 13 FEET

i
i 15.0
The stratification lines represent the approximate boundary lines
between sal and rock types: in-situ, the transition may be gradual.
WA TER LEVEL OBSERVATIONS, ft BORING STARTED

WL V I

i BORING COMPLETED
WL Irerracon
RIG FOREMAN
WL Not Encountered APPROVED BCH JOB # 70085034
F
C
a
a
C
C
0
0
F
B-09
LOG OF BORING NO
.
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SAM PLES TESTS

Q

C
'?

0 ? X
m rn
C
N
DESCRIPTION g > ? z :if -
E m m
L) 4? >-
(!)
w Lu
>
zcn
tt w
o LL
zz
Qt5
_
a =
w 0 ? a O a? QO c°4 z? J 1 0 o
(D Surface Elev.: 223 ft o z W- U) m a U) _, a n z
0.5 TOPSOIL 222.5
appearing as
Partially Weathered Rock
T
-
-
-
:
brown and gray, SILTY SAND with rock
tan - 50 / 5"
,
fragments
2 SS 50 / 3"
5.0-
-3 SS
7
4 SS 50/
10.0
14 209 5 SS 50 / 2"
BORING ENDED IN AUGER REFUSAL
AT 14 FEET 0
15
.
0

d
J
_
x
a
z
U
W
F
IL'
c?
x
QJ
W
J
Q
LU 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 SZ 1 BORING COMPLETED
WL erracon RIG FOREMAN
WL Not Encountered APPROVED BCH JOB # 70085034

LOG OF BORING NO. B-10
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SA MPLE S TESTS

JO
w
D a x
m ?
c c
q DESCRIPTION 00 r
H W =
? in >
m?
U
a 2 U m > )
zv WW a zz Qmu°

W
U)
D
a
WWO >
>
QO O
N W
z?
l
0

(9
Surface Elev.: 261 ft
o
z CL
U) m
3 0
a
D rn a
4 O
C
-ja a z

`' 0.3 TOPSOIL 260.7
Partially Weathered Rock: appearing as
tan, SILTY SAND with rock fragments 1 SS 50 / 1"
2.5 5 258.5
BORING ENDED IN AUGER REFUSAL 2 SS 50 / 0"
AT 2.5 FEET

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
WL
BORING COMPLETED
L
W err Icon RIG FOREMAN
W
L Not Encountered APPROVED BCH JOB # 70085034
F
c
c
0
7
0
2
C
C
0
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

C7

0

0

ca

>

I

N

f

z X

So

_
DESCRIPTION :
It
m LU
z z
W
6 LL '0.205
m°
a
°
a W

} 0 3

-j -
w I
HZ
a

N Ow
U
? g
i
i
o
JaoN
I N

(9
Surface Elev.: 242 ft W
o V) D
Z W
W a
V) an 0
6
a Z
co J I
O
a a 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
n
0
7
i
J
_
L
1
Z
J
Y
L
1
P
L
QJ
W
J
Q
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 SZ 1 BORING COMPLETED
WL
M
I erracon
r RIG FOREMAN
o WL Not Encountered APPROVED BCH JOB # 70085034,
m
LOG OF BORING NO. B-12
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SA MPLE S TESTS

DESCRIPTION
JO

W = X
' rn
U

=
X X
w H
z ?
u O - m
=
.
z
a
U w
W >
O zcn
3 aw
Hz o
o z
Ow 5
0o
Jao

c?

Surface Elev
: 218 ft
W
t!1
Z
a
w
a_j
QO
N
z? N
J ?? N O
. o US z ir co m 3: U a cn _j a n z

TOPSOIL
0.7 217
3
.
FILL: consisting of gray and

reddish-brown, loose SILTY SAND, moist 1 SS 9
with possible boulders

2 SS 6
5
0-
.
3 SS 50 _/6'
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
i
i
i
I
The stratification lines represent the approximate boundary lines
ry
between soil and rock types: in4tu, the transition may be gradual
WA TER LEVEL OBSERVATIONS, ft BORING STARTED

WL 1

' BORING COMPLETED
WL Y rerracon
RIG FOREMAN
WL Not Encountered APPROVED BCH JOB # 70085034
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

(D
JO
c
v
a X
v yrn

DESCRIPTION o W
z E m
m a
U) w > zu? 0:w o zz a0

(L
a
U)
V °° w
a p
U
~O Fz
Q o
N Ow
Z? vm
.Ja0N
1 N

c9
Surface Elev.: 256 ft
o
US
z
W
Cl) am D
? U
a
U) O
J ?
? a a z
` A 7
3 TOPSOIL 255
0
.
.
medium dense
brown
SILTY SAND
,
,
,
moist
SP
1
SS
11
5.0
9
SM
3.5 252.5
4 Partially Weathered Rock: appearing as 252 2 SS 50 / 1"
SILTY SAND, gray and brown
BORING ENDED IN AUGER REFUSAL 5.0
AT 4 FEET
n
'n
P
i
J_
Z
0
W

a
c?
x
QJ
W
2
J
Q
W The stratification lines represent the approximate boundary lines
2 between sal and rock types: in-situ, the transition may be gradual.
c WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08
10
WL
-V
1
BORING COMPLETED 5-27-08
WL Irerracon RIG D-50 FOREMAN SubTec
2 WL Not Encountered APPROVED BCH JOB # 70085034

LOG OF BORING NO. B-14
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SA MPLE S TESTS

(7
-
C
• y X
? C.n
DESCRIPTION
42
M
>
of
z 3
J y>
m(D
_
a
z r
cn W
>
zcn z
?W
o LL?
zz v?a?
om o
a U CO W O HZ o

0 OW

L) Jd011
N
Surface Elev.: 251 ft o z X of Co 3 L) a
c~n 11 0
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
i
7
i
i
i
1
I
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual
WAT ER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08

WL =
BORING COMPLETED 5-27-08
Ir
WL ? erracon RIG D-50 FOREMAN SubTec

WL Not Encountered APPROVED BCH JOB # 70085034
4
LOG OF BORING NO. B-15
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SAMPLES TESTS
x
j DESCRIPTION M > -C z
U
x
= }
(0 ix
m w
>
zv? z
w? LL
O v:K!LL-
vm

LL

LL

ao w

z
o
a

Surface Elev.: 245 ft W
p (0
0
z w
x a_5
kn Co
L) C',
LL P
kn N o
j
LL LL 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
s
s
i
i
S
1
)
S
J
The stratification lines represent the approximate boundary lines
e between sal 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 Irerracon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085034

B-16
LOG OF BORING NO
.
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SA MPLES TESTS

J
O

S
t N
p a X
2
c
DESCRIPTION \ z m
U r
U) Q W
Z Z
WW
o u v na 05
m
a H
CL CO w
6 0
0 ?
~
a0 Ow
z Q
11 o
F

c?
Surface Elev.: 258 ft
o ai
?
z - w
X a-
rn m
? U N
a ?
U) N o
J
a n z
7
0
3 SANDY
SILTY GRAVEL 257
.
.
,
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.
WA TER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08
WL BORING COMPLETED 5-27-08
WL 3Z
ire
rracon

RIG D-50

FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085034
c
c
0
0
c
c
a
u
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 MPLE S TESTS

V

0
J

M
C

o
* y
p a X
-pa' r-
C.-
DESCRIPTION z X
U

X
zt?

I

>_
U)

rY
m

W
>

rn

Z
wH

e

U_
0
zz

O V n 05
?o

?
L) W
?emu
0

0
Surface Elev.: 255 ft W
o U)
Z) D
z } W
W d
J
U) M QO
? U N
a z?
U) JaN O
J a o_ 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- -
.
'A 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"

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
WL Not Encountered APPROVED BCH JOB # 70085034
B-18
LOG OF BORING NO
.
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SA MPLES TESTS

C7

J
0

=

1
N

p a X
p

y
0 DESCRIPTION In >
W
F_: z
U

X r

U) Of

m W

U)
z
Z
w
U_
n ?a05
m °
H
0- CO
L) W

(L O
0

W ?

d? H

QO

N Ow

Z? g
o
C'j
JaN O
(9 Surface Elev.: 275 ft W
o U)
0 z of J
co m ? U a. S W J a. a z
' 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
Partially Weathered Rock: appearing as
9 SILTY SAND, gray, moist 266 4 SS 50 / S'
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 1
1
i BORING COMPLETED 5-28-08
WL 1 rerracon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085034
c
c
n
n
Z
C
C
a
a
n
LL
F
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 SAMPLE S TESTS

0
J
C
• y
a X
? p
C.-

U DESCRIPTION w
Z = ? ?

2
=
to
w W
Z U) Z
w
o UL
Z Z v U
7 ?n o p

Q.

(L

cn Co

ww
a

w?-

d

0Ow
W 0 z .
H ir vaim ?UO a Zu~i Jaaz°
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 sal and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-28-08
WL Q 1
I
r BORING COMPLETED 5-28-08
WL erracon RIG D-50 FOREMAN SubTec
% WL Not Encountered APPROVED BCH JOB # 70085034
c
c
n
n
2
G
C
a
n
u
r

C
c
C
0
s
0
2
C
c
a
a
LL
LL
F
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

J
0
• y
CL X
S C7
C.-
DESCRIPTION g > Z = _j.
fn W Zf W,
W o ZZ 7 No

(L

g

. CO

U Co

W

O 3:

F-Q W

QZ

p
w

UoX

Q ?I
J?.pN
(9 Surface Elev.: 236 ft W
o co
D D W V) M O
U a z
U) 11
_j a n 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.
WA TER LEVEL OBSERVATIONS, ft BORING STARTED 5-28-08
WL 1 BORING COMPLETED 5-28-08
WL rerracon RIG 13-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085034

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

C7
0
o
pp X
cc
DESCRIPTION M > W i 5
U

2

=

W

W

(n Z

Q'W

o ?
LL

ZZ

a'_
v u
7 u)o
q a (? M a O f-0 ~Z p OQ' Ja0(j
a
0 Surface Elev.: 234 ft o z fur, vai m cc) a (~n J a a z°
0.3 TOPSOIL 233.7
'. I SILTY SAND, brown 233
Partially Weathered Rock: appearing as 1 SS 50 / 1"
2 weathered rock fragments, light tan 232
BORING ENDED IN AUGER REFUSAL
AT 2 FEET
5.0
s
i
i
i
1
1

1
i
I
i
c
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 1 BORING COMPLETED 5-28-08
WL I rerracon RIG D-50 FOREMAN SubTec
> WL Not Encountered APPROVED BCH JOB # 70085034
B-22
LOG OF BORING NO
.
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SA MPLES TESTS

0
J

p
C
t N

p a x

IST
c
DESCRIPTION g > z 3 ? Clog
U >
U)
w w
z z
H U_0
CL

w

co co

D W

a p

w ?

a2 w

QO

N ow

z?
cmu
0
JaN o
o Surface Elev.: 217 ft o c
o z m m 3 a in J a a z
7
3 TOPSOIL 216
0
.
.
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
• ••? 10 207

i
i
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 V 1 BORING COMPLETED 5-28-08
WL T I rerracon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085034
LOG OF BORING NO. B-23
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SA MPLE S TESTS

0
o a X

1
0 (
D
DESCRIPTION > ? z = ,0
,
U
=
2 >- it
W w
ZVJ z
lYW
o v
ZZ v °a?
Qm j o
IL U a UO Fp Hz
0
o UO? -j a.0

c?
Surface Elev.: 209 ft W
o W
Z) D
z >- W
tr dJ
U) m aO
00 N
a Zf-
Z) U) J??N O
D a n 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-
1 .
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
10.0
The stratification lines represent the approximate boundary lines
between sal and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08
WL Q t BORING COMPLETED 5-27-08
WL I rerracon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085034
c
L
a
2
a
z
C
C:
a
a
a
LL
F

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

ESCRIPTION
J
0
C

>
* y

= X
•D C)
C.-
00 4
)
z '
-
U
_ = >-
w w w
> zcn Z
WZW o if
zz a
m o
'

a
O ?- Z ° U v
-a-0 C-4

o
Surface Elev.: 253 ft W
o US
US
z
? W
a a
J
co co QO
3 v N
a z?
? co J ?? N O
_ a S' 71
• 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 t BORING COMPLETED 5-27-08
LZ 7- e rr acon RIG D-50 FOREMAN SubTec
Not Encountered APPROVED BCH JOB # 70085034
c
c
0
i
0
2
C
c
a
a
a
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

0
DESCRIPTION co
> :f
z
-J.

_ X
w w
>
zcn z
0:w
o U-0
zz av?
o
o a U CO W a OV Hp

a ?z

3 0 °o L) 0111

Z L7.2 if
-j(L0F,.
If 110
0 Surface Elev.: 265 ft o Z) z ? ? v
i m U d co i a a z
o.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
5.0
I
s
s
i
i
0
i
I
i
S
C
r The stratification lines represent the approximate boundary lines
E between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08
A WL Q BORING COMPLETED 5-27-08
Jr WL I rerracon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085034
Y ,
?r
c
c
0
3
0
2
C
c
a
0
D
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 MPLES TESTS

J
O
* N
p a X
•Op 01
c
DESCRIPTION \ z: :- 01 :
Z
Q)
0
2
_
(A
w
>
Zf z
Wuj
o U- (9
ZZ .
ulo p

W to

W m

D w

CL O

W 3

0
22 Wz

aO o

N Ow
0 Of
ZH ?aoN

N O
c? Surface Elev.: 256 ft p z of -
U) m a C#) j o_ n z
7
0
3 SILTY SANDY GRAVEL 255
.
.
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

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 sal and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft BORING STARTED 5-27-08
WL Q 1 BORING COMPLETED 5-27-08
WL - err Icon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085034

LOG OF BORING NO. B-27
Page 1 of 1
CLIENT
Wake County
SITE Sunnybrook Road PROJECT
Raleigh, North Carolina Mental Health Facility
SAMPLES TESTS

(7

ESCRIPTION

J

G

R

r?/1
z X
'O
U
_ }
U)
W W
kn Z
'
o
Z ?a•-
7i
o
a _ Cl) M >
0 Z 0
W
HZ Z
0 n

o
S
f
El
242 ft a
o
D a U
of ?p
a
? 0 °o
a U
? - a0N
J a a
°
ur
ace
ev.: z n in
c D U) 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- -
.
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
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 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 MPLES TESTS

C7
J
O

=
w
CL X
? _?
C C
O
J
DESCRIPTION
Co g
W o
Z W = -
10 Na
-
U > W W
> z z
a' W o ??
ZZ .v-.9a
7 MO O
'
a a v M a U0 ?-0 F-Z $ OVW m 11
JC
a0N 11
Surface Elev_: 249 ft o D z W ai m 00 a vi J 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 V 1 BORING COMPLETED 5-27-08
WL
W 7- err Icon RIG D-50 FOREMAN SubTec
W Not Encountered APPROVED BCH JOB # 70085034
or
GENERAL NOTES
DRILLING S SAMPLING SYMBOLS:
SS: Split Spoon - 113/&' 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" I.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)
Strenath. 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 Major Component
constituents Dry Weiaht 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 Weiaht
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 >_ 4 and 1 < Cc < 3E GW Well-graded gravel'
More than 50% retained More than 50% of coarse Less than 5% fines' Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravel'
fraction retained on
on No. 200 sieve No. 4 sieve Gravels with Fines More Fines classify as ML or MH GM Silty gravel','."
than 12% fines' Fines classify as CL or CH GC Clayey gravel '•o•"
Sands Clean Sands Cu > 6 and 1 <_ Cc <_ 3' SW Well-graded sand'
50% or more of coarse Less than 5% fines' Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand'
fraction passes
No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand',"'
More than 12% fines' Fines Classify as CL or CH SC Clayey sand G.H.1
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 PI < 4 or plots below "A" line' ML Silt" M
No. 200 sieve
organic Liquid limit - oven dried Organic clay",`"'"
< 0.75 OL
Liquid limit - not dried Organic siltK`",o
Silts and Clays inorganic PI plots on or above "A" line CH Fat clay"-'
Liquid limit 50 or more
PI plots below "A" line MH Elastic Silt",`,"'
organic Liquid limit - oven dried
Organic clay",-"'P
< 0.75 OH
Liquid limit - not dried Organic silt",`"-'
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. ' If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
cGravels 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.
If
il
t
i
>
30%
'Sands with 5 to 12% fines require dual symbols: SW-SM well-graded so
con
a
ns
_
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 = D60010 Cc = (D30) "PI > 4 and plots on or above "A" line.
D1o x D6o °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.
cif 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
So . of coarse-grained soils
Equation of "A" - line +J ,? +Q
d Horizontal at P1=4 to LL=25.5.
th
PI
-0
73
LL
2
X 40,
en
:
.
-
(
0)
p Equation of "U" - line
o?
?
? Vertical at LL= 16 to P1=7, G
30 ` then PI_0.9 (LL-6)
U ' 0
20.
MH or OH
0-

'
10,
7--
41 - ``ML or OL
0
0 10 16 20 30 40 50 60 70 60 90 100 110
LIQUID LIMIT (LL)
1rerracon__.
Form