20081442 Ver 1_More Info Received_20081112

4-
LETTER OF TRANSMITTAL
o8-t4+3--
1-,h .-q-ar hit-rs
Date: 11.6.08
Project: Leesville Branch Library & Community Park
TO: Ian McMillan
3061200 Parham Street Suite B Raleigh, NC 27601 Phone: [phone] Fax: [phone]
We are sending you ?Attached ®Prints ?Disk ?Originals ?Other
Copies Date No. Description
2 1 1 /6/08 30x42" copies of bio-retention pond design
1 1 1 /6/08 Check for $240.00
1 1 1 /6/08 Cover letter from obs landscape architects
1 1 1 /6/08 Bio-retention operation & maintenance agreement
2 1 1 /6/08 Letters from DWQ
1 1 1 /6/08 Required items checklist
2 1 1 /6/08 Bio-retention cell supplement
1 11/6/ 08 Copy of an email from Jamie Shern at the ACE
1 11 /6/08 Copy of the geotechnical engineering report
Transmitted: ®for approval ?for your use ?as requested ? for
review/comment
Via: ?Fed Ex ?UPS ?US Postal Service ?Courier El-land delivered
Remarks:
Signed:
Cc:
P_. 1CV 1 2 2008
DENR -WATER QUALITY
WETLANDS AND STORMWATER BRANCH

obs
P.O. Box 28504
Raleigh, NC 27611-8504
306/200 Parham Street
Suite B
Raleigh, NC 27601
tel: [phone]
fax: [phone]
www.obslandarch.com
landscape architects
October 30, 2008
NC DWQ
2321 Crabtree Boulevard / Suite 250
Raleigh, NC 27604
Attention: Ian McMillan
Reference: Wake County Leesville Branch Library
Ut to Turkey Creek [030402, 27-33-2, C, NSW]
DWQ Project # 08-1442 / Wake County
Mr. McMillan:
9R1;n flV1
NO V 2 2008
DEW, WATER QUALlyy
"E111 AND S7pRM}NATER B,RANCW
This letter and accompanying information is in response to the letter received
dated October 6, 2008 signed by Cyndi Karoly. Per our telephone conversation
subsequent to our receipt of said letter we have attached the following along with
this letter:
• Check for $240.00
• 2 full size plans depicting the design of bio retention ponds that meet the diffuse
flow ( you still have the original 5 sets of plans and supporting documents as
originally submitted) requirements per Chapter 8 of the BMP Manual as required
by the Neuse River Basin Riparian Buffer Rule.
• Copies of 2 letters previously received
Following are responses ( in red) to your individual comments made per the
October 6 letter.
Landscape Architecture
Land Planning
Site Evaluation
i
Urban Design
Site Design
1. Your proposed impacts under General Certification No. 3699 (which corresponds
to USACE Nationwide Permit No. 12) require written concurrence from the
NCDWQ. Please submit 5 copies of your application, all related maps and plans,
and a check for the application fee of $240.00. Check for $240.00 is attached.
2. Please verify that the USACE will be permitting your project under a Nationwide
Permit No. 12 and not a Nationwide Permit No. 39. Per conversations and email
correspondence with Jamie Shern of the USACE it was verified that we are to be
permitted under the Nationwide 12.
C
3. Please discuss what installation method will be utilized for installation of the
proposed sewer lines. Proposed sewer lines will be installed in accordance with
the Nationwide Permit 12 by open cut and the grades restored to pre construction
conditions.
4. Per the requirements of the Neuse River Basin Riparian Buffer Rule, you must
show that this site meets diffuse flow requirements with a level spreader or other
BMP per Chapter 8 of the BMP Manual (see
htip://h2o.enr.state.nc.us/su/bmp forms.htm). Please note, if the slope from the
proposed level spreader(s) lip to the top of bank of the stream exceeds the
allowable slope for level spreaders (6% for wooded vegetation and 8% for thick
ground cover and grass). You must either relocate the level spreader(s) to a
location where the filter strip slope(s) is/are appropriate or provide a BMP that
removes 85 percent TSS and 30 percent TN and TP. Attached plans comply with
the requirements as defined by the BMP Manual. Bio retention basins have been
designed at both pipe discharge points.
5. Please re-submit your site plans on full plan sheets at a scale of no smaller than
1"=50' with topographic contours shown. Plans meet these requirements.
6. Please note, your proposed impacts cannot occur until the DWQ receives your
storm water BMP management approval from the City of Raleigh. City of
Raleigh will not issue a BMP management approval for this project.
We would greatly appreciate any priority you could give the review of this
project as we received an initial communication that there were no requirements
and we now find ourselves behind on the project schedule.
If you have any questions regarding this submittal please contact Lauren
Thornhill in our office.
Thank you,
Brian H Starkey, RLA
CC: Johnny Edwards
Mark Forestieri
Eric Sowers
John A. Edwards and Company
Wake County
Cherry Huffman Architects
Page 1 of 3
Brian Starkey
From: Shern, James F SAW [e-mail]]
Sent: Tuesday, September 02, 2008 5:30 PM
To: Brian Starkey
Subject: RE: DA Number: SAW-2008-02501 (Leesville Branch - Wake County Public Library and Park)
Attachments: NWP12_6-07.pdf
From: Brian Starkey [mailto:[e-mail]]
Sent: Sunday, August 31, 2008 1:59 PM
To: Shern, James F SAW
Cc: 'Ian McMillan'; [e-mail]
Subject: RE: DA Number: SAW-2008-02501 (Leesville Branch - Wake County Public Library and Park)
Jamie:
No attachment
brian
From: Shern, James F SAW [mailto:[e-mail]]
Sent: Friday, August 29, 2008 5:06 PM
To: Brian Starkey
Cc: Ian McMillan; [e-mail]
Subject: DA Number: SAW-2008-02501 (Leesville Branch - Wake County Public Library and Park)
If you can comply with the permit conditions (attached) you can proceed in reliance on NWP 12 (without a
PCN) for the temporary stream channel impacts that you have proposed to install the sewer lines for the library.
Any permanent culverts or other fills that may be associated with the community center or park trails will require a
PCN for NWP 39. If you plan to do a PCN for DWQ anyway, it may make more sense just to apply for the NWP
39 based on the total impacts that are expected based on the City's most recent Master Plan.
From: Brian Starkey [mailto:[e-mail]]
Sent: Friday, August 29, 2008 2:11 PM
To: Shern, James F SAW
Subject: FW: Raleigh Wake County project
Jamie:
Any thoughts on the above project. I really need some feedback to proceed. Let me know asap and have a great
weekend.
Thanks
Brian
From: Brian Starkey [mailto:[e-mail]]
Sent: Tuesday, August 19, 2008 4:54 PM
To: 'Shern, James F SAW'
9/11/2008
Page 2 of 3
Subject: RE: Raleigh Wake County project
This is the second email. Thanks for your attention to this project. I look forward to hearing from you.
Brian
From: Shern, James F SAW [mailto:[e-mail]]
Sent: Monday, August 18, 2008 5:01 PM
To: Brian Starkey
Cc: Ian McMillan
Subject: RE: Raleigh Wake County project
Send me the address and a sketch of the project area showing proposed impacts.
From: Brian Starkey [mailto:[e-mail]]
Sent: Monday, August 18, 2008 8:56 AM
To: Shern, James F SAW
Subject: FW: Raleigh Wake County project
See email below and give me a call as soon as you can.
Thanks
Brian
From: Brian Starkey [mailto:[e-mail]]
Sent: Thursday, August 14, 2008 4:24 PM
To: Jamie Shern [e-mail])
Subject: Raleigh Wake County project
Jamie:
I left you a voicemail as well. I would like to speak with you regarding a joint project we are doing for the city and
the county.
Part of the project involves a sanitary sewer extension crossing 2 minor streams w/ appx 40' of stream
encroachment total. I have spoken to Ian Macmillan about the project and ultimately he would like to have a
meeting with all of us. Give me a call at your earliest convenience and we can discuss further.
Thanks
brian
Brian H. Starkey, RLA, ASLA
Principal
obs landscape architects
PO Box 28504
Raleigh, NC 27611
t. 919.755.0046
f. 919.755.0930
www.obslandarch.com
This message may contain confidential information of obs landscape architects. If you are not the intended
reciepient, you are hereby notified that any disclosure of the information contained here in is strictly prohibited. If
9/11/2008
Page 3 of 3
.' you receive this transmission in error, please contact the sender and dispose of the material entirely.
9/11/2008
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
September 22, 2008
Wake County
Certified Mail: Return Receipt Requested
ohs Landscape Architects
Attn: Brian Starkey
P.O. Box 28504
Raleigh, North Carolina 27611-8504
Subject Property: Wake County - Leesville Branch Library
Return of Check
Dear Mr. Starkey,
On September 19, 2008 the Division of Water Quality received five (5) PCN application copies and check #7498 in the
amount of $240 for the above referenced project.
® Check Return: Your application for Neuse buffer impacts and sewer line installation under NW 12 does not
necessitate a fee. There is no fee for buffer authorization and your proposed use of NW 12 does not require written
concurrence. The DWQ will treat your application as a buffer authorization request and a courtesy copy for impacts
related to NW 12. As such, we are returning your $240 check.
Please call Mr. Ian McMillan or me at 919-733-1786 if you have any questions regarding or would like to o discuss this
matter.
Sincerely,
? ?
Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
CBK/rnj
cc: Lauren Cobb, DWQ Raleigh Regional Office
John A. Edwards & Co., Attn: Johnny Edwards, 333 Wade Avenue, Raleigh, NC 27605
City of Raleigh, Attn: Julian Prosser, One Exchange Plaza, Suite 304, Raleigh, NC 27601
Matt Matthews, DWQ Wetlands and Stormwater Branch
File Copy + check copy
08-1442WakeCountyLeesvil]eBranchLibrary(Wake)_Ck_ Retu
NorthCarolina
NwNrally
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: www..alcw-aternuargM Location: 512 N. Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
F ?pF W ATFi4Q Michael F. Easley, Governor
William G. Ross Jr., Secretary
Mr North Carolina Department of Environment and Natural Resources
> -i
O 'C Coleen H. Sullins, Director
Division of Water Quality
October 6, 2008
DWQ Project # 08-1442
Wake County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Julian Prosser
City of Raleigh
One Exchange Plaza, Suite 304 r s (@
Raleigh, NC 27601
Subject Property: Wake County Leesville Branch Library NOV 12 2008
Ut to Turkey Creek [030402, 27-33-2, C, NSW] WAYERQUW1-1 CH
STpRM4MATER BRAN
AND
REQUEST FOR MORE INFORMATION wrm0S
Dear Mr. Prosser:
On September 19, 2008, the Division of Water Quality (DWQ) received your "Courtesy Copy"
application dated August 22, 2008, to fill or otherwise impact 20 linear feet of perennial stream, 30 linear
feet of intermittent stream (20 linear feet permanent impact and 10 linear feet temporary impact), and
3,759 square feet of Zone 1 Neuse River basin protected riparian buffers and 2,161 square feet of Zone 2
Neuse River basin protected riparian buffers to construct the proposed public library at the site. The
DWQ has determined that your application was incomplete and/or provided inaccurate information as
discussed below. The DWQ will require additional information in order to process your application to
impact protected wetlands and/or streams on the subject property. Therefore, unless we receive five
copies of the additional information requested below, we will place this project on hold as incomplete
until we receive this additional information. If we do not receive the requested information, your project
will be formally returned as incomplete. Please provide the following information so that we may
continue to review your project.
Additional Information Requested:
1. Your proposed impacts under General Certification No. 3699 (which corresponds to USACE
Nationwide Permit No. 12) require written concurrence from the NCDWQ. Please submit 5
copies of your application, all related maps and plans, and a check for the application fee of
$240.00.
2. Please verify that the USACE will be permitting your project under a Nationwide Permit No. 12
and not a Nationwide Permit No. 39.
3. Please discuss what installation method will be utilized for installation of the proposed sewer
lines.
4. Per the requirements of the Neuse River Basin Riparian Buffer Rule, you must show that this site
meets diffuse flow requirements with a level spreader or other BMP per Chapter 8 of the BMP
Manual (see http://h2 o.enr.state.nc.us/su/bmp_forms.htm). Please note, if the slope from the
proposed level spreader(s) lip to the top of bank of the stream exceeds the allowable slope for
level spreaders (6% for wooded vegetation and 8% for thick ground cover and grass). You must
NorthCarolina
401 Oversight/Express Review Permitting Unit Naturally
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http:; h2 o.enr.state. lie. usincwctlands
City of Raleigh
Page 2 of 2
October 6, 2008
either relocate the level spreader(s) to a location where the filter strip slope(s) is/are appropriate
or provide a BMP that removes 85 percent TSS and 30 percent TN and TP.
5. Please re-submit your site plans on full plan sheets at a scale of no smaller than 1"=50' with
topographic contours shown.
6. Please note, your proposed impacts cannot occur until the DWQ receives your stormwater BMP
management approval from the City of Raleigh.
Please submit this information within 30 calendar days of the date of this letter. If we do not receive this
requested information within 30 calendar days of the date of this letter, your project will be withdrawn
and you will need to reapply with a new application and a new fee.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters
or protected buffers. Please be aware that any impacts requested within your application are not
authorized (at this time) by the DWQ. Please call Ms. Cyndi Karoly or Mr. Ian McMillan at 919-733-
1786 if you have any questions regarding or would like to set up a meeting to discuss this matter.
Sincerely,
Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
CBK/ijm
cc: Lauren Witherspoon, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Matt Matthews, DWQ Branch Manager
Johnny Edwards, John A. Edwards & Co., 333 Wade Avenue, Raleigh, NC 27605
Filename: 081442WakeCountyLeesvilleBranchLibrary(Wake)On Hold

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems: How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).
Form SW401-Bioretention O&M-Rev.3
Page 1 of 4
BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the retreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
_ possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4
BMP element: Potential problems: How I will remediatO the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: LEE-,V t L. LG L6P?f tL °M ? rf ?,NoS<-
BMP drainage area number:03-04-02
Print name: MMLt.IP P.
Title: la? ??'Ca(? WAK-r c'Gs nITY ff?!54 Ldres-' M.-EA C-*?
Address: Y? yl?s -'-K' f4m 1-2013 1? VI1 * r4 c, aZc-?l
Signature:
Date: 11 /?/?S
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, 73' (4 <<?I r ? ( , a Notary Public for the State of
4G , do hereby certify that
County of W
personally appeared before me this 3
day of (V6Az,,6e-,r- , ZWgand acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
,,,'NIniuttill,
SEAL
My commission expires 9- 7 Op t o
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4

y y

), l i I
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:
bat4tA ie, -,ra,,u,k U6-u4 "
BMP drainage area number:03-04-02
Print name: ! N't 1 P
Title:- U NC.,
Address: -PO -BP)( 69 0 P?tf'? , N? ?-(QOl
Phone: n11? • $`?? X25
S
Date
Lp
? E5
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, l an j c4,- m • sp r? , a Notary Public for the State of
1.10r4x Ouo f' Ax, , County of W-&e, , do hereby certify that
I'IlMr- Sas ee- personally appeared before me this 316 d-
day of Capber , ),009 , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires Mad4 13,, to I a-
Form SW401-Bioretention I&M-Rev. 2
Page 4 of 4
Permit No:
(to be assigned by DWQ)
lII. REQUIRED FEMS CHECKLIST
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.
Page/ Plan
I ' ' Is Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
- Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build-out,
Off-site drainage (if applicable),
Clean out pipe locations,
- Overflow device, and
Boundaries of drainage easement.
Inrdinnta tha P-Inrdax hatwaan 10anrd 30
G 3. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
t1f/fe? 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
_ detailed
5. A d detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
Tj /O -6699- - A variety of suitable species,
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specked,
- A planting detail,
- The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6. An assurance that the installed system will meet design specifications upon initial operation once the
project is complete and the entire drainage area is stabilized.
O 7. A construction sequence that shows how the bioretention cell will be protected from sediment until the
n _ entire drainage area is stabilized.
M
G nn W-,l4D S. The supporting calculations (including underdrain calculations, if applicable).
9. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
}CJ 10. A copy of the deed restriction.
Form SW401-Bioretention- ev.4
Part III, Page 1 of 1
Permit Number:
(to be provided by DWQ)
O?O? W AT ?9?G
??
NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Project name Wake County Library FES-13
Contact name
Phone number
Date
Drainage area number
if. DESIGN INFORMATION
Site Characteristics
Drainage area 36,155 ft2
Impervious area 30,009 ft
Percent impervious 83.0% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N (Y or N)
1-yr, 24-hr runoff depth in
1-yr, 24-hr intensity in/hr
Pre-development 1-yr, 24-hr peak flow ft3/sec
Post-development 1-yr, 24-hr peak flow ft3/sec
Pre/Post 1-yr, 24-hr peak control ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 2,402.0 ft3
Volume provided ft3
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 2,554.0 ftZ OK
Length: 41 ft OK
Width: 61 ft OK
-or- Radius ft
Soils Report Summary
Drawdown time, ponded volume 12 hr OK
Drawdown time, to 24 inches below surface 24 hr OK
Drawdown time, total: 36 hr
In-situ soil:
Soil permeability in/hr
Planting media soil:
Soil permeability 1.00 in/hr OK
Soil composition
% Sand (by weight) 85% OK
% Fines (by weight) 10% OK
% Organic (by weight) 5% OK
Total: 100%
Form SW401-Bioretention-Rev.4 Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Phosphorus Index (P-Index) of media
Basin Elevations
Temporary pool elevation
Planting elevation (top of the mulch)
Bottom of the cell
Planting depth
Depth of mulch
SHWT elevation
20 (unitless) OK
422,50 fmsl
421.5 fmsl OK
419.5 fmsl
2ft
2 inches OK
400 fmsl OK
Are underdrains being installed? y (Y or N)
How many clean out pipes are being installed? 3
What factor of safety is used for sizing the underdrains? (See 2
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and 1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required 418.5 fmsl
Distance from bottom to SHWT 18.5 ft
Type of bioretention cell (answer "Y" to only one of the two following
questions):
Is this a grassed cell? y (Y or N)
Is this a cell with trees/shrubs? n (Y or N)
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
y
(Y or N)
bioretention cell?
Does volume in excess of the design volume flow evenly distributed y (Y or N)
through a veqetated filter?
What is the length of the vegetated filter? 50 ft
Does the design use a level spreader to evenly distribute flow? n (Y or N)
OK
OK
OK
OK
OK
OK
Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if y (Y or N) OK
SA waters)?
Is the BMP localed at least 100 feet from water supply wells? y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? y (Y or N) OK
Is the BMP located in a recorded drainage easement with a y (Y or N) OK
recorded access easement to a public Right of Way (ROW)?
Inlet velocity (from treatment system) 1 ft/sec OK
Is the area surrounding the cell likely to undergo development in the n (Y or N) OK
future?
Are the slopes draining to the bioretention cell greater than 20%? n (Y or N) OK
Is the drainage area permanently stabilized? y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(81inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
x
OK
Form SW401-Bioretention-Rev.4 Parts I and II. Design Summary, Page 2 of 2

Permit Number:
(to be provided by DWQ)
??
NCDENR
p/a[(O?W A?T F9?G
? 1 {.s_wv? ti
Olqiii? ?
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name Wake County Library FES 7
Contact name PAtr.tck ! a2 Tpt+N Lewn2bs C.a.
Phone number 4 - 8
Date (u at o 8
Drainage area number 030402
Ill. DESIGN INFORMATION
Site Characteristics
Drainage area 85,378 ftz
Impervious area 56,802 ftZ
Percent impervious 66.5% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N (Y or N)
1-yr, 24-hr runoff depth in
1-yr, 24-hr intensity in/hr
Pre-development 1-yr, 24-hr peak flow ft3/sec
Post-development 1-yr, 24-hr peak flow ft3/sec
Pre/Post 1-yr, 24-hr peak control ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 4,518.0 ft3
Volume provided ft3
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff _ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 4,602.0 ftz OK
Length: 45 ft OK
Width: 101 ft OK
-or- Radius ft
Soils Report Summary
Drawdown time, ponded volume 12 hr OK
Drawdown time, to 24 inches below surface 24 hr OK
Drawdown time, total: 36 hr
In-situ soil:
Soil permeability ?in/hr
Planting media soil:
Soil permeability 1.00 in/hr OK
Soil composition
% Sand (by weight) 85% OK
% Fines (by weight) 10% OK
% Organic (by weight) 5% OK
Total: 100%
Form SW401-Bioretention-Rev.4 Parts I and If. Design Summary, Page 1 of 2

Phosphorus Index (P-Index) of media
Basin Elevations
Temporary pool elevation
Planting elevation (top of the mulch)
Bottom of the cell
Planting depth
Depth of mulch
SHWT elevation
Are underdrains being installed?
y (Y or N)
How many clean out pipes are being installed? 5 OK
What factor of safety is used for sizing the underdrains? (See 2 OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and 1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required 410.76 fmsl
Distance from bottom to SHWT 10.76 ft OK
Type of bioretention cell (answer "Y" to only one of the two following
questions):
Is this a grassed cell? y (Y or N) OK
Is this a cell with trees/shrubs? n (Y or N)
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the y (Y or N) OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed y (Y or N) OK
through a vegetated filter?
What is the length of the vegetated filter? 50 ft
Permit Number:
(to be provided by DWQ)
Does the design use a level spreader to evenly distribute flow? n (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if y (Y or N) OK
SA waters)?
Is the BMP located at least 100 feet from water supply wells? y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? y (Y or N) OK
Is the BMP located in a recorded drainage easement with a y (Y or N) OK
recorded access easement to a public Right of Way (ROW)?
Inlet velocity (from treatment system) 1 ft/sec OK
Is the area surrounding the cell likely to undergo development in the n (Y or N) OK
future?
Are the slopes draining to the bioretention cell greater than 20%? n (Y or N) OK
Is the drainage area permanently stabilized? y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale OK
Forebay x
Other
20 (unitless) OK
414.76 fmsl
413.76 fmsl OK
411.76 fmsl
2ft
2 inches OK
400 fmsl OK
Form SW401-Bioretenton-Rev.4 Parts I and II. Design Summary, Page 2 of 2
GEOTECHNICAL ENGINEERING REPORT
Proposed Leesville Branch Library
Wake County, North Carolina
Terracon Project No. 70085026-A
May 2, 2008
Prepared For.
WAKE COUNTY
Raleigh, North Carolina
Prepared by.
lrerrecon
Raleigh, North Carolina
NO V 1 2 ???
May 2, 2008
Wake County
Facilities Design & Construction
Wake County Office Building -12`h Floor
P.O. Box 550
Raleigh, North Carolina 27602
Attn: Mr. Mark Forestied, AIA
Re: Geotechnical Engineering Report
Proposed Leesville Library
Wake County, North Carolina
Terracon Project No. 70085026-A
Dear Mr. Forestieri:
Irerracon
Consulting Engineers and Scientists
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 proposed Leesville
Library in Wake County, 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 site development and foundation and
pavement 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,
Terracon Consultants, Inc.
Philip J. Ramsey, El
Geotechnical Professional
,,RA4?ilRNlR?N?1
Barney C. le, PE {.°?y'••?N•••?Q,
Senior Pri cipal °°°,? C. HP+` ..•`
North Carolina No. 11285
Attachments
Delivering Success for Clients and Employees Since 1965
More than 95 Offices Nationwide
I ,
TABLE OF CONTENTS
Cover Letter ........................................................................................................................ i
INTRODUCTION ................................................................................................................. 1
PROJECT DESCRIPTION .................................................................................................. 1
SITE EXPLORATION PROCEDURES ............................................................................... 2
Field Exploration ........................................................................................................... 2
Laboratory Testing ........................................................................................................ 2
SITE AND SUBSURFACE CONDITIONS .......................................................................... 3
Site Description ............................................................................................................. 3
Site Geology .................................................................................................................. 3
Subsurface Soil Conditions ........................................................................................... 4
Groundwater Conditions ............................................................................................... 4
Seismic Site Classification ............................................................................................ 5
ENGINEERING RECOMMENDATIONS ............................................................................. 5
Geotechnical Considerations ........................................................................................ 5
Site Preparation and Earthwork ................................................................................... 5
Excavations .................................................................................................................. 7
Foundations .................................................................................................................. 7
Floor Slabs .................................................................................................................... 8
Pavements .................................................................................................................... 9
Table 1 - Recommended Pavement Sections ..............................................................10
Retaining Walls .............................................................................................................10
Table 2 - Earth Pressure Coefficients ..........................................................................11
GENERAL COMMENTS ..................................................................................................... 12
APPENDIX
Figure 1 - Site Vicinity Map
Figure 2 - Boring Location Diagram
Boring Logs (19)
Laboratory CBR Test Results
Standard Proctor Test Results
General Notes
Unified Soil Classification System
GEOTECHNICAL ENGINEERING REPORT
Proposed Leesville Branch Library
Wake County, North Carolina
Terracon Project No. 70085026-A
May 2, 2008
INTRODUCTION
The subsurface exploration for the proposed Leesville Library and community center to be
located on Country Trail Road in Wake County, North Carolina has been completed.
Nineteen soil borings were drilled to depths of approximately 5 to 30 feet below existing
grades. Individual boring logs and a boring location diagram are included with this report.
Our scope of services included drilling soil test borings, conducting laboratory tests,
performing engineering analyses, and preparing this report of our findings and preliminary
recommendations.
PROJECT DESCRIPTION
General project information was supplied by Mr. Mark Forestieri, AIA, the project manager and
Mr. Charles Lysaght, PE, the project structural engineer. We understand Wake County and
the City of Raleigh are jointly developing a 57-acre tract on Country Trail Road in Northwest
Raleigh, as a Community Park, which will include construction of a Wake County branch
library and a City of Raleigh Community Center. This proposed new library facility, named the
Leesville Branch Library, will be an 8,500 SF freestanding library, with one occupied story
elevated above a sloping site. The structure will be supported on steel columns that will rest
on concrete footings for the rear portion of the building, with slab-on-grade for the main portion
of the building, and an elevated floor system for the mechanical systems portion of the
building.
The site is currently heavily wooded with rolling terrain. During our site reconnaissance we
observed that the site contains a small cemetery plot, historic stone chimney and an old well.
The cemetery and chimney are to be preserved within a heritage garden area. The heritage
garden will separate two 50-space parking areas. In addition to the community center, the City
of Raleigh is also planning park components such as a playground, restroom facilities and
walking trails. The community center is anticipated to be an approximately 35,000 SF, two-
story facility. Preliminary geotechnical recommendations for the community center are
provided under separate cover.
Based on the structural loading information provided by Mr. Lysaght with Lysaght &
Associates, we understand maximum isolated column loads are anticipated to be on the order
of 75 to 100 kips and continuous wall loads are anticipated to be less than 2 kips per linear
foot. Live loads for the interior floor slab are anticipated to be 150 psf. New pavements will
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Leesville Branch Library - Wake County, North Carolina 1rerracon
Terracon Project No.: 70085026-A May 2, 2008
also be constructed for the project. Based on a site grading plan Sheet LA-3, provided by
Cherry Huffman Architects, PA, we understand that maximum cut and fill depths will be on the
order of eight to ten feet. We also understand an exterior landscape cantilevered retaining
wall is planned with a maximum height of about eight feet. An interior retaining wall is planned
for the library with a maximum height of 10 to 12 feet, to be constructed on spread footings
and pinned at the top and bottom.
SITE EXPLORATION PROCEDURES
Field Exploration
The subsurface exploration consisted of drilling and sampling eighteen SPT borings and one
hand auger boring at the site to depths ranging from about 5 to 30 feet below the existing
grades. The boring locations were staked by the project surveyor prior to Terracon personnel
mobilizing to the site. The approximate boring locations are provided on the Boring Location
Diagram, presented as Figure 2 in the Appendix. The borings were drilled with a track-
mounted, rotary drilling rig using continuous flight augers to advance the boreholes.
Soil samples were obtained 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 (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.
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. The final logs included with this report represent
the engineer's interpretation of the subsurface conditions based on the data from the field logs,
laboratory tests and observation of the samples.
The subsurface conditions encountered in the borings are shown on the boring logs. The
stratification lines shown on the boring logs represent the approximate boundary between soil
types; in situ, the transition between materials may be gradual and indistinct. Additionally, the
subsurface conditions can vary between borings.
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 Atterberg limits, percent minus the
number 200 sieve, and water content tests on representative soil samples. Information from
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Terracon Project No.: 70085026-A May 2, 2008
these tests was used in conjunction with field penetration test data to evaluate soil strength
in-situ, volume change potential, and soil classification. Two standard Proctor compaction
tests and two California Bearing Ratio tests were also performed on bulk samples of the
near surface soils obtained from the proposed pavement areas. Results of these tests are
provided on the boring logs and in the Appendix.
SITE AND SUBSURFACE CONDITIONS
Site Description
The site is located approximately 1.8 miles south of the intersection of Leesville Road and 1-
540, just west of the intersection of Leesville Road and Country Trail in Wake County, North
Carolina. At the time of our site exploration, the site was heavily wooded with medium to
large-sized trees and shrub vegetation. Chain-saw clearing of drive lanes through the dense
vegetation was required to access most of the boring locations with our drilling equipment.
Site 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.
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. Partially
weathered rock (PWR) is defined for engineering purposes 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).
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Leesville Branch Library - Wake County, North Carolina 1rerTacon
Terracon Project No.: 70085026-A May 2, 2008
Subsurface Soil Conditions
Refer to the attached boring logs for a detailed description of the subsurface conditions
encountered at the individual boring locations. Stratification boundaries on the boring logs
represent the approximate location of changes in soil types; in-situ, the transition between
materials may be abrupt or gradual in the vertical and horizontal direction. A brief description
of the general conditions encountered at the boring locations is provided below.
Surface vegetation underlain by approximately six inches of topsoil was encountered at
each of the borings. Beneath the topsoil at borings B-01 through B-06, drilled in the
proposed library building footprint, clayey silt (MH) and clayey sand (SC) was encountered
to approximately 3 to 8 feet below existing grades. This was generally underlain by silty
sand (SM) and sandy silt (ML) to approximately 12 to 20 feet below grades. PWR appearing
as silty sand with trace rock fragments was encountered in borings B-02, B-03 and B-06
from depths of approximately 6 to 17 feet, and extended to the boring termination depths of
20 feet below grades.
Beneath the topsoil in borings B-07 through B-14, drilled in the proposed community center
footprint, clayey silt (MH) was encountered to approximately 3 to 12 feet below existing
grades. This was generally underlain by silty sand (SM) and sandy silt (ML) to
approximately 8 to 30 feet below grades. PWR appearing as silty sand with trace rock
fragments was encountered in borings B-07, B-12 and B-13 from depths of approximately
12 to 27 feet, and extended to the boring termination depths of 19 to 30 feet below existing
grades.
Beneath the topsoil in borings B-15 through B-19, drilled in the proposed pavement areas,
clayey silt (MH) was encountered to the boring termination depths of 5 feet below grades.
Groundwater Conditions
The borings were monitored while drilling and immediately after boring completion for the
presence and level of groundwater. Groundwater was not observed in the test borings at the
time of drilling.
Based on historical weather pattems, fluctuations in the groundwater table on the order of 2 to
4 feet are typical in the region, 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). However, based on the
limited depths of excavation expected, we do not anticipate groundwater conditions will have a
significant effect on construction at the site.
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Leesville Branch Library - Wake County, North Carolina 1renracon
Terracon Project No.: 70085026-A May 2, 2008
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.
ENGINEERING RECOMMENDATIONS
Geotechnical Considerations
Based on the results of our borings, the proposed library building can be supported on
shallow foundations bearing on approved residual soils or tested and approved new fill
material. The soils encountered at the borings generally appear suitable for the support of
shallow foundations; however, we recommend close examination of the materials be
performed during subgrade preparation and footing construction to confirm suitable bearing
conditions. Softer soils, if encountered, can be addressed through localized overexcavation
(undercutting) and replacement with suitable materials.
Provided sub-grade preparation is performed as recommended in this report, we expect the
site soils to be suitable for the support of on-grade floor slabs and pavements. However, the
near surface sandy silt and silty sand encountered at the boring locations 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.
A more complete discussion of these points and additional information is included in the
following sections.
Site Preparation and Earthwork
The existing surface vegetation and topsoil should be stripped and removed from the
construction areas. Topsoil may be re-used in areas to be landscaped. Topsoil should not
be used as structural fill or backfill. Trees and major root systems should also be removed
full-depth from construction areas. The excavations resulting from removal of tree stumps and
major root systems should be properly backfilled with compacted structural fill as described
below.
The clayey sand, silty sand and clayey silt at the ground surface 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). Performing site preparation and earthwork during
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Leesville Branch Library - Wake County, North Carolina 1rerracon
Terracon Project No.: 70085026-A May 2, 2008
other times of the year increases the potential for needing to perform additional work to
adequately stabilize the subgrade soils.
The exposed subgrade soils also should be protected from infiltration of surface water by
keeping the site grades sloped to promote runoff and by "sealing" disturbed soil surfaces
with rubber-tired equipment in advance of rain events. Placing a well-graded stone base
course as a protective layer and working surface in the building area could also be
considered to protect the subgrade soils. Even with a protective covering of stone base
course, standing water on the stone surface should be minimized. In the event exposed soil
subgrades do get excessively wet, during the earthwork or later construction phases, the
soft, wet material should be removed down to drier, firm material and replaced with drier,
compacted soil fill.
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 loaded tandem-axle dump truck or similar
piece of rubber-tired construction equipment. The proofrolling operations should be observed
by a representative of the geotechnical engineer. If excessive deflection or rutting is observed,
the geotechnical engineer should be contacted for stabilization options. Stabilization options
can include localized overexcavation and replacement with more suitable soil or the use of
geotechnical fabrics in conjunction with sand fill or stone base material.
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. Based on
the borings, we do not anticipate that mass undercutting of the site will be required if the site
preparation is performed during a period of dry weather. We expect more significant
undercutting will be required if construction occurs during wetter periods of the year.
All fill material should consist of approved materials, free of organics and debris. The fill
should be a low to moderate plasticity soil with a liquid limit less than 50 and a plasticity index
less than 30. Based on the borings, the on-site soils are generally acceptable for use as fill.
The rock, when excavated by ripping or blasting, will be "chunky" and contain a mixture of soil
and rock fragments ranging from gravel size to boulder size. If there is an excess of
excavated material for the grading plan, we recommend using the upper soils at the site as
general fill and disposing of ripped or blasted material off-site. If the ripped / blasted material is
to be used as fill, it should be crushed to create a gravel / soil blend with a maximum particle
size of 3 inches. Crushing to reduce large-size particles is recommended to improve overall
compaction of the fill and to reduce the potential for voids between larger pieces.
"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
trapped above the underlying silt. All proposed fill materials should be approved prior to their
use.
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All fill should be compacted to at least 95% 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. If onsite soils are to be reused as fill, it may
become necessary to spread and aerate these soils prior to their 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
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 library building borings B-02, B-03 and B-06 from roughly 6 to 17 feet and in the
community center borings B-07, B-12 and B-13 from roughly 12 to 27 feet, 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 at some of the borings will require pneumatic hammers or
blasting for effective excavation. Dense/hard residual soils can also present difficulties to
trenching machines. Due to the confinement presented by the sidewalis, 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. A competent person should evaluate all excavations for stability
prior to entry by personnel. All excavations must strictly adhere to the most current federal,
state and local regulations.
Foundations
Based on our borings, the library building can be supported on shallow spread footings
bearing on approved native soils or tested and approved new fill material. Foundations
bearing in the medium dense to dense clayey/silty sand, very stiff to hard sandy/clayey silt
and tested and approved fill material can be designed for a maximum net allowable soil
bearing pressure of 3,500 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
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Leesville Branch Library - Wake County, North Carolina lrerracon
Terracon Project No.: 70085026-A May 2, 2008
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.
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.
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, and the quality of the earthwork operations. Assuming that footing
construction and testing is performed in accordance with our recommendations, it is our
opinion that total settlement will be about 1 inch or less. Differential settlement between
columns on the order of 1/2 of the total settlement should be anticipated.
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
Provided site preparation and fill construction are performed as discussed in the Site
Preparation and Earthwork section of this report, ground-level floor slabs could be
adequately supported on approved, existing subgrade soils or new fill material. Additionally,
we recommend a 4-inch thick layer of washed stone (NCDOT No. 57 or 67) as a capillary
break zone.
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.
The floor slabs should be designed to resist the anticipated dead and live loads. We
recommend that the floor slabs be designed using a modulus of subgrade reaction (k) of 150
pounds per cubic inch, with saw-cut control joints.
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Pavements
The native 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. Upon completion of any necessary remedial work, the subgrade should be adequate
for support of the pavement sections recommended below.
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. Based on the results of our laboratory testing, a California
Bearing Ratio (CBR) value of 4 has been used in our pavement section analyses.
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.
9
Leesville Branch Library - Wake County, North Carolina 1rerracon
Terracon Project No.: 70086026-A May 2, 2008
Recommended pavement sections are listed below in Table 1.
TABLE 1 - RECOMMENDED PAVEMENT SECTIONS
Pavement Layer Thickness (inches)
Material

Type
Light Duty -
Heavy Duty
Portland Cement Concrete 5 7
Ri
id 4,000 psi)
g
Crushed Stone 4 4
NCDOT ABC, Type A or B
Asphalt Surface (NCDOT S-9.5B) 2.5* 1.5
Flexible Asphalt Binder (NCDOT 1-19.5B) - 2.5
(Superpave) Crushed Stone
6
6
NCDOT ABC, Type A or B
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
* Must be placed in two lifts
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.
Retaining Walls
We understand interior and exterior cantilevered retaining walls will be constructed as part
of the grading plan at the library building. Reinforced concrete walls with unbalanced
backfill levels on opposite sides should be designed for earth pressures at least equal to
those indicated in the following table. Earth pressures will be influenced by structural design
of the walls, conditions of wall restraint, methods of construction and/or compaction and the
strength of the materials being restrained. Two wall restraint conditions are shown. Active
earth pressure is commonly used for design of free-standing cantilever retaining walls and
assumes wall movement. The "at-rest" condition assumes no wall rotation.
10
Leesville Branch Library - Wake County, North Carolina 1rercacon
Terracon Project No.: 70085026-A May 2, 2008
The high-plasticity clay (CH) encountered at the surface in most of the test borings should not
be used as backfill for retaining walls. We recommend imported fill consisting of granular soils
(sand and gravel) or onsite silty and clayey sand be used as backfill for retaining walls. The
values provided in Table 2 below can be used for imported granular fill or tested and approved
onsite sand soils.
Finis lea
Grade S
H (ft)
For active pressure -
-? I Imo- Movement (0.002 Z to 0.004 Z)
n For at-rest pressure - No
:l
P,
P2
TABLE 2 - EARTH PRESSURE COEFFICIENTS
EARTH EQUIVALENT SURCHARGE EARTH
PRESSURE COEFFICIENT FOR BACKFILL FLUID PRESSURE, PRESSURE,
CONDITIONS TYPE PRESSURE P, PZ
(pcf) s (psf)
Active (Ka) Granular backfill - 0.36 41 (0.36)S (41)H
At-Rest (Ko) Granular backfill - 0.55 63 (0.55)S (63)H
Passive (Kp) Granular backfill - 2.77 320 - -
Conditions applicable to the above conditions include:
• For active earth pressure, wall must rotate about base, with top lateral movements 0.002
Z to 0.004 Z, where Z is wall height
• For passive earth pressure, wall must move horizontally to mobilize resistance.
• Uniform surcharge, where S is surcharge pressure
• Imported soil backfill weight a maximum of 115 pcf
• Horizontal backfill, compacted to at least 95% of standard Proctor maximum dry density
• Loading from heavy compaction equipment not included
• No groundwater acting on wall
11
Leesville Branch Library - Wake County, North Carolina 1rerracon
Terracon Project No.: 70086026-A May 2, 2008
• No safety factor included
• Ignore passive pressure in frost zone
The recommended design lateral earth pressures do not include a factor of safety and do
not provide for possible hydrostatic pressure on the walls. The materials encountered in the
borings typically provide an angle of internal friction ranging from 26 to 28 degrees for the
sandy soils. This range is provided as a general guide. To calculate the resistance to sliding,
a value of 0.30 should be used as the ultimate coefficient of friction between the footing and the
underlying soil.
For retaining walls four feet or higher, positive gravity drainage of the backfill behind
retaining walls should be provided to prevent the build-up of hydrostatic pressures on the
walls. We recommend that a prefabricated geocomposite drainage material (MiradrainTM
6000 or equivalent) be applied to the back of each cast-in-place concrete wall. This vertical
drain should be tied into a perforated PVC or HDPE pipe drain located at the base of the
wall by wrapping the bottom edge of the product sheets all the way around the pipe.
Discharge wall drains into adjacent storm sewers via solid pipe.
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.
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 pracfices. No warranties, either express or implied, are intended
or made. Site safety, excavation support, and dewatering requirements are the
12
Leesville Branch Library - Wake County, North Carolina 1rerracon
Terracon Project No.: 70086026-A May 2, 2008
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
_,.
ilk
?N Ui
aF'
c0?o
0 U.
p O ..
Boars Head Ct Z } ~
? , ? '° OD Z
Co yj
0a
L Li d?DtV/f
BrdoC f%e Ri + x
o
` Freeland ?Na+y _ ? ` ?
_ c C
willow, Wood Ct
- y
L Houses Dr - '°
40 PgAmbut
a
U O
7N WmUli
?WU=
H
FognTio- Park [7A
Z>ZO
Z
VW?
;UJ
41
T
W =
O
F N V D
r ?OGV
IL
s; 0 4
a 3

N .2? Z
N
U
33
x --
2
CL
CL
Q
0
o
C7 0 1
Q z m o
0 W J o
Z W x Z
J
Z¢ F- S2
w co w
O J o
Z x w
O w _'
m o
c7
*.
m
v
r '9eA
I'
l\ l?
V
1
fi
O ? sin
chi I'A
v
m
Q
m
m
J
s6?
o<y so6 ?a ?
m?
-91 ?y
d
U m
m m ? w
W o ? w
? a
2
??, ?
Cl)
??
m
? LL
m
O 3 g
N U o
? ao
a ?
C
z ?
o
m
w
f- o
O0¢ g
av
a <
Q
?
WZ
J g
B-01
LOG OF BORING NO
.
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Library/Community Center
SA MPLES TESTS
O

DESCRIPTION J
O

>

F
CL
?
z
Y U) w > zkn ?w o zz

CL
w
(n
ai co
Q. FZ
Q
O o ow
z
z a v
im U a DU)
TOPSOIL
CLAYEY SAND, brownish orange, Sc 1 SS 20
3 medium dense, moist
PARTIALLY CEMENTED SAND, trace SP 2 SS 50/5" 7.0 28
rock fragments, tan, moist

6 5.0
SILTY FINE SAND, light tan to brown, SM 3 SS 61
very dense, moist
SM 4 SS 58

10.0
12
SANDY SILT, brown to gray, hard, moist
ML 5 SS 51

15.0
ML 6 SS 56
20
BORING ENDED AT 20 FEET 20.0

i
S
i
S
i
r
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 4-17-08
WL
V I
T

BORING COMPLETED 4-17-08

WL I rerracon
RIG D-50
FOREMAN SubTec
U
i WL
Not Encountered
APPROVED BCH
JOB # 70085026
B-02
LOG OF BORING NO
.
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Libra /Commun' Center
SA MPLE S TESTS

C7

ESCRIPTION
O

g C

>
It

\ N

00.
z 3f
L) > zkn ? o oz
Co W
L
W in z ? kai?in U
F F D(0
' TOPSOIL
CLAYEY SILT, brownish red, very stiff,
h
l
i MH 1 SS 16
y m
slig
t
caceous, moist

4 SM 2 SS 43
SILTY FINE SAND, tan to brown, dense to

very dense, moist 5.0
SM 3 SS 54 13.0 58

SM 4 SS 54
10
0
.
SM 5 SS 83
15
0
.
17
nn_ appearing as silty sand with trace
rock fra
ments
brown
moist
g
,
, SM 6 SS 50/2"
20
BORING ENDED AT 20 FEET 20.0
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 4-18-08
WL T
r BORING COMPLETED 4-18-08
WL erracon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085026
B-03
LOG OF BORING NO
.
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Libra /Communi Center
SA MPLES TESTS

DESCRIPTION O
M
W
e
? a a
9
X: ?
3f m Z? WW ZZ
a.
'n W
a F- Z
?0 ° Z
U
:
o z u
im 0 a 5(n
TOPSOIL
CLAYEY SILT with sand, brownish MH 1 SS 17
3 orange, medium dense, moist
SILTY FINE SAND, brownish orange, SM 2 SS 18
medium dense, moist
5.0

SANDY SILT, with quartz fragments and ML 3 SS 18
g mica, brownish orange, very stiff, moist
SILTY FINE SAND, white to tan, dense, SM 4 SS 43
moist
10.0
12
PWR. appearing as silty sand, trace rock
fragments, brown, moist 5 SS 50/5"

15.0-
6 SS 50/5"
20

BORING ENDED AT 20 FEET 20.0
a

J_
L
0
e
u
.
C
n
J
u
J
J
_
B The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
0
WATER LEVEL OBSERVATIONS, ft
BORING STARTED 4-17-08
n WL BORING COMPLETED 4-17-08
z WL I rerracon RIG D-50 FOREMAN SubTec
L
Of WL
n
Not Encountered
APPROVED BCH
JOB # 70085026
B-04
LOG OF BORING NO
.
Page 1 of 1
CLIENT
Coun of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Library/Community Center
SA MPLES TESTS

0
DESCRIPTION
0°
} w-
z =
U
2 ?
=
N
m W
>
ZN Z
WN
° LL~
ZZ
F- Z
U U
c7 0 a z ? vaim U
? a Dai
TOPSOIL
CLAYEY SILT, with sand, brownish red, MH 1 SS 23 33.0 LL=79
P1=40
3 very stiff, moist
SANDY SILT, brownish red, very stiff to MH 2 SS 34
hard, moist
5.0
MH 3 SS 24

s

SILTY FINE SAND, brown to light tan, SM 4 SS 18
medium dense, moist
10.0
SM 5 SS 19
0
15.
SM 6 SS 22
'r 20

I
I
i
's
i
i
i
i
I BORING ENDED AT 20 FEET 20.0
The stratification fines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft BORING STARTED 4-17-08
WL ? 1 ? ? BORING COMPLETED 4-17-08
WL S ??
?r COn RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085026
LOG OF BORING NO
B-05
.
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Libra /Communi Center
SA MPLE S TESTS

I
DESCRIPTION J
m
>:
LU f
Z
L) W
CO It
> Ztn F"
Wzw o ZZ
W H
O
o D z x oim ?0 a D(n
44 TOPSOIL
SILTY FINE SAND, brownish orange, SM 1 SS 29
medium dense to dense
moi
t
,
s
SM 2 SS 33
5
0
6 .
SILTY FINE SAND, greenish to light SM 3 SS 41
brown
medium dense to dense
moist
,
,
SM 4 SS 28
10
0
.
SM 5 SS 29
15
0
.
20 SM 6 SS 44
BORING ENDED AT 20 FEET 20.0
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 4-18-08
WL -7 BORING COMPLETED 4-18-08
WL
L I I rerracon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085026
a
c
a
LL
U.
LL
B-06
LOG OF BORING NO
.
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Library/Communi Center
SAMPLES TESTS
C7
0

DESCRIPTION p
Co
2

-t? O a
LU 3f
z
_ 3f (0 m > z+n WF o 29
o
a. (0 ?z
a W
c9 z aim ?0 o DU)
' TOPSOIL
SILTY FINE SAND, light brownish orange, SM 1 SS 10
:. 3 medium dense, moist
CLAYEY FINE SAND, light brownish SC 2 SS 34
orange, dense, moist
0
6
PWR: appearing as silty sand, gray to 3 SS 50/3"
k
i
i
t
d
gray, m
caceous, mo
s
ar
4 SS 50/5"

10.0
5 SS 50/5"
15
0
.
6 SS 50/3"
20
BORING ENDED AT 20 FEET 20.0
i
's
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, It BORING STARTED 4-17-08
S? 1 BORING COMPLETED 4-17-08
E err Icon RIG D-50 FOREMAN SubTec
wL Not Encountered APPROVED BCH JOB # 70085026
B-07
LOG OF BORING NO
.
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Libra /Community Center
SA MPLES TESTS
O
0

ESCRIPTION

O
Co

>

?

D a
:f
z
> z?n wz o zz
m QZ
O ° U
o Z) z W- (n 3 a Sri
' ' TOPSOIL
CLAYEY SILT, with sand, brownish red, MH 1 SS 13
3 very stiff, moist
SILTY FINE SAND, brown, very dense, SM 2 SS 39
moist
5.0
SM 3 SS 54

SM 4 SS 56
10
0
.
SM 5 SS 73
15
0
.
17
PWR: appearing as silty sand, brown,
9 i
t
s
19 mo
BORING ENDED IN AUGER REFUSAL

AT 19 FEET 20.0
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, It BORING STARTED 4-21-08
WL V- T
I
r BORING COMPLETED 4-21-08
WL erracon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085026
LOG OF BORING NO. B-08 Page 1 of 1
CLIENT
County of Wake
SITE
Leesville, North Carolina PROJECT
Leesville Branch Libra /Commun' Center
SA MPLES TESTS

U

z

0

DESCRIPTION

=

o J
O
co

N

m

z C

>
W
>

wx

N

cnm
o

Z
wz
HZ
?00

°

°
a. * y
oa
Z 3f
LL C7
oz
U
=?
TOPSOIL

CLAYEY SILT, with sand, brownish red,
MH
1
SS
24 _
very stiff, moist -
MH 2 SS 21
5.0
MH 3 SS 23

10
0 MH 4 SS 27
12 .
SILTY FINE SAND, micaceous, medium
dense to dense
moist
,
15
0 SM 5 SS 23
.
SM 6 SS 24
20.0

5 SM 7 SS 34
2
.0
30 SM 8 SS 29
BORING ENDED AT 30 FEET 30.0
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 4-21-08
WL 9 1 BORING COMPLETED 4-21-08
WL T err Icon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085026
B-09
LOG OF BORING NO
.
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Libra /Communi Center
SA MPLES TESTS

DESCRIPTION O

g

x

lt?
a w
pa
z
m > zcn wW o pw
I-- Z
U 0 U
o ? z of u aim U
3' a 5 k~n
TOPSOIL
CLAYEY SILT, brownish orange, very stiff, MH 1 SS 20
-
3 moist
SANDY SILT, brown, very stiff, moist ML 2 SS 25

5.0
6
SILTY FINE SAND, brownish orange to SM 3 SS 35
di
t
d
i
t
d
b
um
ense, mo
s
rown, me
ense
o
SM 4 SS 20 11.0 47

10.0
SM 5 SS 27

15.0
SM 6 SS 25

20.0
SM 7 SS 25

25.0

SM 8 SS 39

5 BORING ENDED AT 30 FEET 30.0
i
S
i
S
i
7
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 4-18-08
I WL V 1
I
r BORING COMPLETED 4-18-08
[W
rracan
e
RIG D-50
FOREMAN SubTec

i
L
Not Encountered
APPROVED BCH
JOB # 70085026
LOG OF BORING NO. B-10 Page 1 c f 1
CLIENT
County of Wake
SITE
Leesville, North Carolina PROJECT
Leesville Branch Library/Community Center
SA MPLES TESTS

a
U

DESCRIPTION

r

w
O
O
g

co

cUn
D

w

CO
5
z

°

I- c

>
ff
>

w
x

cn

a..-i
to m

F

?w
w ?-
Qo
U

o

n
a '
a a
z 3

'Z 29
o
z?
D U)

OPSOIL
' T
CLAYEY SILT, with sand, brownish red, MH 1 SS 30
hard, moist
1 MH 2 SS 40 28.0 LL=86
PI=52
5.0
MH 3 SS 39
8

SILTY FINE SAND, micaceous, gray
brown, medium dense to dense, moist

0 SM 4 SS 29
10.

15
0 SM 5 SS 30
.
SM 6 SS 32
20.0

2 SM 7 SS 26
5.0
'

'•

`-
30
SM
8
SS
50

BORING ENDED AT 30 FEET
30.0- -
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, It BORING STARTED 4-21-08
WL V- BORING COMPLETED 4-21-08
Z z erracon RIG D-50 FOREMAN SubTec
Not Encountered APPROVED BCH JOB # 70085026
LOG OF BORING NO. B-11 Page 1 of 1
CLIENT
County of Wake
SITE
Leesville, North Carolina PROJECT
Leesville Branch Libra /Community Center
SA MPLES TESTS
0

U

a.
DESCRIPTION

d?

O p
co

U)
U)

(S

D
W
CD

2

.
F-

w
>

w.

0

co ca

Z
WW
FLU- Z

? L)

o

C;

a. 00.
z_ 3f
U- U'
ZZ
O
OW
5 cn
TOPSOIL
CLAYEY SILT, trace to with sand, MH 1 SS 14
brownish red, very stiff to hard, moist
MH 2 SS 30
5.0
MH 3 SS 41
8

SANDY SILT, orangish brown, hard, moist ML 4 SS 34

12 10.0
SILTY SAND, trace rocks, brown, dense,
i
t
mo
s SM 5 SS 36
15.0
SM 6 SS 34
20.0
SM 7 SS 46
25.0
'.' : • :.
30 SM 8 SS 45

i
i
i
i
i BORING ENDED AT 30 FEET 30.0
I The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, It BORING STARTED 4-21-08
l WL 1 BORING COMPLETED 4-21-08
WL -7 y erracon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085026
LOG OF BORING NO. B-12 Page 1 of 1
CLIENT
County of Wake
SITE
Leesville, North Carolina PROJECT
Leesville Branch Libra /Community Center
SAMPLES TESTS

O
_
x
DESCRIPTION

3f
w p

Cn
?

m
=

Z

>
Q
'-*?
zin
wm a

Ww
<0

a
a N 0 fl.
z m
oz
j?
TOPSOIL
CLAYEY SILT, with sand, brownish red, ML 1 SS 32
hard, micaceous, moist
ML 2 SS 43
5.0
1
1 ML 3 SS 37
. 8

SANDY SILT, brown, hard, micaceous,
moist ML 4 SS 53

12 10.0
PWR: appearing as silty sand,
i
mi
/b
t
rown, mo
gray
s
,
caceous 5 SS 50/5"
15.0
6 SS 50/5"
20.0
7 SS 50/3"
25.0-

' ,
30 8 SS 50/5"

i
BORING ENDED AT 30 FEET 30.0
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 4-22-08
WL -7 -Y
I
r BORING COMPLETED 4-22-08
WL - erracon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085026
B-13
LOG OF BORING NO
.
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Libra /Community Center
SA MPLES TESTS
DESCRIPTION 00 } z =
z w > z?0 Wzw o zZ

(0 M

W

a wZ
a
? d ow

Z
~
? o z ? v
im U
?r a u
i
T SOIL
CLAYEY SILT, with sand, brownish red, MH 1 SS 23
very stiff to hard, moist
MH 2 SS 32

5.0
MH 3 SS 31

MH 4 SS 22

10.0
12
SANDY SILT, brown, very stiff,
i
i
t
caceous, mo
m
s ML 5 SS 26

15.0
ML 6 SS 22

20.0
ML 7 SS 23

25.0
27
PWR: appearing as silty sand, light gray,
i
t
d
ense, mo
s
very 13 SS 50/5"
' 30

BORING ENDED AT 30 FEET 30.0
i
S
i
i
S
The stratification lines represent the approximate boundary lines
between soil and rack types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, It BORING STARTED 4-18-08
WL V = BORING COMPLETED 4-18-08
'- WL T err Icon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085026
B-14
LOG OF BORING NO
.
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Library/Community Center
SA MPLES TESTS

DESCRIPTION J C
>
$
z
U
m
>
z(n
WF
o
?Z

w Cl)
U)
?
°
w
a? f-
z
ao

N U

z?
o D z a rnm ?U a Z) U)
TOPSOIL
CLAYEY SAND, orangish brown, medium SC 1 SS 23
3 dense, moist
SILTY SAND, orangish brown, medium SM 2 SS 25
dense, moist
5.0
SM 3 SS 24

?= 8
SANDY CLAY, brown to brownish red, CH 4 SS 51
hard, moist
10.0
CH 5 SS 32

15.0
CH 6 SS 30

20.0
22
SANDY SILT, gray, stiff, moist
ML 7 SS 12

0 25.0
ML 8 SS 12
6 30
BORING ENDED AT 30 FEET 30.0
i
t
c
c
J

S
i
r
J
J
J
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 4-21-08
WL ?? t BORING COMPLETED 4-21-08
r WL I rerracon RIG D-50 FOREMAN SubTec

u

WL
0

Not Encountered

APPROVED BCH

JOB # 70085026
B-15
LOG OF BORING NO
.
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Libra /Community Center
SA MPLES TESTS
(9

ESCRIPTION
JO

2 C

Q

F N

?d
Z-
x = m > z ww oZ

W
w
°
w
a ?- Z
ao °
° U
z?
o U) z x -j
cnm ?U c
•,
a Dk4
TOPSOIL
CLAYEY SILT, with sand, brownish red, MH 1 SS 22
very stiff to hard, moist
MH 2 SS 43
5
BORING ENDED AT 5 FEET 5.0
3

i
S
i
5
i
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 4-22-08
WL V BORING COMPLETED 4-22-08
WL I rerracan RIG D-50 FOREMAN SubTec
i WL Not Encountered APPROVED BCH JOB # 70085026
LOG OF BORING NO. B-16
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Libra /Community Center
SA MPLES TESTS
U'

DESCRIPTION J
O
co
a 15
D
z Y
U
a }
U) Lu
>
zrn Z
w?
0 U-
0Z
w ( m
> a w a
O QO ° Z?
cv 0 n z W J
<nm ?v c
v
a. Dm
J 7 - TOPSOIL MH 1 A G R
CLAYEY SILT with sand, brownish red,
moist
5

HAND AUGER BORING ENDED AT 5 5.0
FEET
The stratification lines represent the approdmate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, It BORING STARTED 4-24-08
? 1 BORING COMPLETED 4-24-08
L I 1 3Z erracon RIG HA FOREMAN PR
WL Not Encountered APPROVED BCH JOB # 70085026
a
c
a
Ix
LL
u'.
IL
LOG OF BORING NO
B-17
.
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Libra /Commun' Center
SA MPLE S TESTS
Ur
DESCRIPTION J
g
>-
$
F
z 3f
U
2 ?
=
c}d
W
>
ztA
xW
o
ZZ
a m m w O w 1--
f- z 0 ow
c9 0 z x U)m ?U a P uri
' TOPSOIL
CLAYEY SILT, with sand, brownish red, MH 1 SS 14
tiff t
h
d
i
t
r
ve
ar
y s
o
, mo
s
MH 2 SS 19
5
BORING ENDED AT 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 4-22-08
WL Q 1 BORING COMPLETED 4-22-08
WL
L I err Icon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085026
n
C
LL
V
LL
LOG OF BORING NO. B-18
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Libra /Community Center
SA MPLE S TESTS
0

DESCRIPTION J
0

> . U
00.
W

U M 3f
_ = U)

n W

CO

W

p
> ZN RW

LUZ o
0 ZZ

OW
Q a
o c
D D W a
m L a D
i F
U (n
747 - TOPSOIL
CLAYEY SILT, with sand, brownish red, MH 1 SS 18
er
stiff t
h
d
i
t
v
y
o
ar
, mo
s -
MH 2 SS 21
5
BORING ENDED AT 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 4-22-08
WL V i BORING COMPLETED 4-22-08
WL 7- err Icon RIG D-50 FOREMAN SubTec
WL Not Encountered APPROVED BCH JOB # 70085026
a
i
a
m
J
W
J
J
7
w
J
B-19
LOG OF BORING NO
.
Page 1 of 1
CLIENT
County of Wake
SITE PROJECT
Leesville, North Carolina Leesville Branch Library/Community Center
SA MPLES TESTS
(7

DESCRIPTION p
o * N
p n
Z
U
_
_ >
kn
W W
>
ZU) Z
It W
o U-0
ZZ
a. U) M uj z
0 o 0
Z
o z ? vaim ?
U ` - U)
' TOPSOIL
CLAYEY SILT, with sand, brownish red, MH 1 SS 24 33.0 LL=99
PI=62
very stiff to hard, moist
F 2 SS 36
5
BORING ENDED AT 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 4-22-08
IT
1
1
i BORING COMPLETED 4-22-08
E - rerracon RIG D-50 FOREMAN SubTec
wL Not Encountered APPROVED BCH JOB # 70085026
a
C
a
a
LL
LL
LL
LL
LABORATORY COMPACTION CHARACTERISTICS OF SOIL Irerracon
Report` Number: 70085026.0001
Service Date: May 2, 2008 5240 Greens Dairy Road
Raleigh, NC 27616
[phone]
Client: County of Wake Report Date: May 02, 2008
Attn: Mark Forestieri Project: Leesville Branch Library & Community Center
PO Box 550 Leesville Road
Room 1215 Raleigh, NC
Raleigh NC 27602
Project Number: 70085026
Material Information
Contractor:
Source of Material: Subgrade
Proposed Use:
USCS:
Laboratorv Test Data
Test Procedure:
Test Method:
Sample Preparation:
Rammer Type:
Maximum Dry Unit Weight, pcf:
Optimum Water Content, %:
Sample Information
Sampled By: Stephanie H. Cooley
Sample Location: B-17 0-5'
Sample Description: Red Clay
Result
ASTM D698-91 Liquid Limit: NA
Method A Plastic Limit: NA
Wet Preparation Plasticity Index: NA
Manual Rammer % Passing #40: NA
98.4 % Passing #200: 77.4
20.9 % In-Place Moisture: 31.8
Moisture Density Relations
Zero Air Voids Curve for assumed specific gravity 2.70
99
s ?
S %
9t
17
13 19 20 21 22 23 24 25 25 21 m 29 W
V49er Content 1%)
Specifications
Services-Obtain a sample of backfill material at the project site and return it to the laboratory. Prepare and test the sample
for moisture-density relationship.
Report Distribution: Terracon Rep: Stephanie H. Cooley
(1) County of Wake
Reviewed by:
Ian A. Maclean
Department Manager II-Professional
The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client
indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable
to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical
materials.
Page 1 of 1 0"-ROS-F?. K?
REQORT FOR CALIFORNIA BEARING RATIO Irerracan
Report Number:
Service Date: 04/28/08 5240 Green's Dairy Road
Report Date: 05/02/08 Raleigh, NC 27616
919-873-2211
Client Project
County of Wake Leesville Branch Library & Community Center
Attn: Mark Forestieri Leesville Road
PO Box 550 Raleigh, NC
Room 1215
Raleigh, NC 27602 Project No. 70085026
SAMPLE INFORMATION
Sample Number: -
Boring Number: B-17
Sample Location: Subgrade
Depth: 0-5'
Material Description: Red Clay
CBR TEST DATA
CBR Value at 0.100 inch 4.1
CBR Value at 0.200 inch 3.9
Surcharge Weight (lbs) 10
Soaking Condition Soaked
Length of Soaking (hours) 96
Swell (%) 2.4
DENSITY DATA
Dry Density Before Soaking (pcf) 92.7
Compaction of Proctor (%) 94.2
MOISTURE DATA
Before Compaction (%) 22.3
After Compaction (%) 22.2
Top I" After Soaking (%) 32.7
Average After Soaking (%) 26.7
120.0
I
100.0
Proctor Method: ASTM D698 - Method A
Maximum Dry Density (pcf):
Optimum Moisture:
Liquid Limit:
Plasticity Index:
98.4
20.9
80.0
a _
a 60.0
m --
0
J
40.0
20.0--
0.0
0.000
0.100 0.200 0.300
Penetration (inch)
0.400 0.500
Comments:
Services: Obtain soil sample and test for California Bearing Ratio
Terracon Rep: S. Cooley
Reported To: Ian A. Maclean
Contractor:
Report Distribution
Reviewed by:
Ian A. Maclean
Department Manager II-Professional
Test Methods: ASTM D1883
The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client
indicated above and shall not be reproduced except in full without the written approval of Terracon. Test results transmitted herein are only applicable to the
actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials.
Page 1 of 1
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 1-3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger
ST: Thin-Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger
RS: Ring Sampler - 2.42" 1. D., 3" O.D., unless otherwise noted HA: Hand Auger
DB: Diamond Bit Coring - 4", N, B RB: Rock Bit
BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split spoon sampler (SS) the last 12 inches of the total 184nch
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
Standard
Unconfined Penetration or
Compressive N-value (SS)
Strength. Qu, psf Blows/Ft. Consistency
< 500 <2 Very Soft
500 - 1,000 2-3 Soft
1,001 - 2,000 4-6 Medium Stiff
2,001 - 4,000 7-12 Stiff
4,001 - 8,000 13-26 Very Stiff
8,000+ 26+ Hard
RELATIVE DENSITY OF COARSE-GRAINED SOILS
Standard Penetration
or N-value (SS)
Blows/Ft.
0-3
4-9
10-29
30 - 49
50+
RELATIVE PROPORTIONS OF SAND AND GRAVEL
Descriptive Term(s) of other Percent of
constituents Dry Weight
Trace < 15
With 15 - 29
Modifier > 30
RELATIVE PROPORTIO NS OF FINES
Descriptive Tern(s) of other Percent
constituents Dry Weight
Trace < 5
With 5-12
Modifiers > 12
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
GRAIN SIZE TERMINOLOGY
Maior Component
of Sample Particle Sae
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+
Irerracon
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Soil Classification
Group
Symbol Group Nameo
Coarse Grained Soils Gravels Clean Gravels Cu z 4 and 1 < Cc < 3E GW Well-graded gravel'
More than 50% retained More than 50% of coarse Less than 5% fines`
fraction retained on Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravel'
on No. 200 sieve No. 4 sieve Gravels with Fines More Fines classify as ML or MH GM Silty gravelF.G,"
than 12% fines` Fines classify as CL or CH GC Clayey gravel'- "
Sands Clean Sands Cu ?: 6 and 1 _< Cc :f 3E SW Well-graded sand'
50% or more of coarse Less than 5% fines°
fraction passes
Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sand'
No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand GJ1,1
More than 12% fines° Fines Classify as CL or CH SC Clayey sand G.K1
Fine-Grained Soils Sifts and Clays inorganic PI > 7 and plots on or above "A" line' CL Lean clayK`"
50% or more passes the Liquid limit less than 50
No. 200 sieve PI < 4 or plots below "A" line' ML SittK`"
organic Liquid limit - oven dried
Organic day' ","
< 0.75 OL
Liquid limit - not dried Organic silty 4"-G
Sifts and Clays inorganic PI plots on or above "A" line CH Fat dayK`•"
Liquid limit 50 or more
PI plots below "A" line MH Elastic Silt'-','
organic Liquid limit - oven dried
Organic dayKLAP
< 0.75 OH
Liquid limit - not dried Organic siltKL•M,G
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.
s If field sample contained cobbles or boulders, or both, add 'with cobbles ' If soil contains;! 15% gravel, add 'with gravel" to group name.
cor boulders, or both" to group name. ' If Atterberg limits plot in shaded area, soil is a CL-ML
silty day.
Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded ,
K If soil contains 15 to 29% plus No. 200
add "with sand" or 'with
gravel with silt, GW-GC well-graded gravel with day, GP-GM poorly ,
gravel," whichever is predominant.
graded gravel with silt, GP-GC poorly graded gravel with clay.
°Sands with 5 to 12% fines require dual symbols: SW-SM well-graded " If soil contains >_ plus No. 200 predominantly sand, add
"
sand with silt, SW-SC well-graded sand with day, SP-SM poorly graded sandy
group name.
sand with silt, SP-SC poorly graded sand with clay n
MIf soil
contains ? 30% plus No. 200, predominantly gravel, add
"gravelly" to group name.
s
ECU = D6o/D,o Cc= (Doo) "PI ? 4 and plots on or above "A" line.
[)to 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.
GIf fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. °PI plots below "A" line.
60
For classification of fine-grained
soils and fine-grained fraction
50 - of coarse-grained soils
Eq
• line
HoI=4 to LL=25.5.
t
+
tX 40
(LL-20)
Z Eq-line 0
°?
vertical 16 to PI=7, C,
30 tLL-6) '
Z
Ov
c
rn 20 G?,°

J MH or OH
10
7 ----
4 -- ML or OL
o
0 10 16 20 30 40 50 60 70 60 9
0 100 110
LIQUID LIMIT (LL)
l rerracon
X:ldrawingslWake CountylLibrary sitelACAD-grading revisions 6-18-08.dwg, NCDENR,11/1212008 9:10:14 AN1, RHK,1:1, RHK

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