20090119 Ver 2_Stormwater Info_20090528

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CLH design, p.a.
400 Regency Forest Drive, Suite 120
Cary, North Carolina 27518
Phone: [phone] Fax: [phone]
Email [e-mail]
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?Sl rFR 009 v?
LETTER OF TRANSMITTAL 27-May-09
To: Joseph Gyamfi. PE
Company: NCDENR/DWQ - 401 Express Permitting Unit
Address: 2321 Crabtree Blvd., Suite 250
City, State Zip: Raleigh, NC 27604
Phone: [phone]
Fax: [phone]
Method: Hand Delivery
Subject: Jamestown Middle School - SWP First Submittal
® Prints ? Originals ? Specifications
® Reports ? Copy of Letter ? Submittals
We are sending you the following items:
CLH Project Number: 1277-prmt
® Applications
® Other: Fee
No. of Copies Date Description
• 1 $1,500 Application Fee
• 3 Express Review SMP Application (1 orig., 2 copies)
• 3 12-May-09 Design Calculation Booklets*
• 3 12-May-09 Drawings
• 1 ea 12-May-09 Operation & Maintenance Agreements (1 each for 4 ponds)
• 1 Data CD of scanned drawings
Additional Remarks:
* Design Calculation Booklets each contain the following:
Design Calculations
BMP Supplement Forms
Please accept the attached documents for Express SMP review (ref. DWQ EXP #09-0119v2). Please call or
email with any questions or comments ([e-mail]).
Thanks.
Signed •
Steven J. Mil r, PE
cc: File
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OFFICE USE ONLY
Date Received Fee Paid Permit Number(s)
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01 - 011
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. APPLICANT'S NAME (specify the name of the corporation, individual, etc. who owns the project):
Guilford County Public Schools
2. OWNER/SIGNING OFFICIAL'S NAME AND TITLE (person legally responsible for facility and
compliance): Andrew LaRowe, Executive Director - Facilities and Construction Management
3. OWNER MAILING ADDRESS (for person listed in item 2 above):
617 Market Street
Greensboro, NC 27401
4. OWNER ADDITIONAL CONTACT INFORMATION:
Phone: [phone] Fax: [phone] Email: [e-mail]
5. PROJECT NAME (subdivision, facility, or establishment name - should be consistent with project name
on plans, specifications, letters, inspection and maintenance agreements, etc.):
Jamestown Middle School
6. PROJECT LOCATION:
Street Address: 4815 Harvey Road
City: Jamestown County: Guilford State: NC Zip Code: 27282
Latitude: 35-d 59'07" N Longitude: 79-d 54'44" W
7. DIRECTIONS TO PROJECT SITE (from nearest major intersection):
From Jamestown Town Hall (301 E. Main Street) travel east on E. Main St. (US-29/US-70) approx. 0.8-miles; turn
right and travel southeast on Vickery Chapel Rd. for approx. 0.3 miles; turn right and travel south on Harvey Rd.
(NCSR-1355) for approx. 0.6 miles. Site is located on left (east) side of the road behind 4815 Harvey Road
8. CONTACT PERSON (who can answer storm water-related questions about the project):
Name: Steven J. Miller Company: CLH Design, PA
Phone: [phone] Fax: [phone] Email: [e-mail]
1/2009 Version 1.1 Page 1 of 5
s
II. PERMIT INFORMATION
1. THE PROJECT IS (check one): ?X NEW ? A RENEWAL ? A MODIFICATION
2. OTHER JURISDICTIONS:
Which local government(s) has jurisdiction over the project (e.g. Town of Cary or Johnston County)?:
Town of Jamestown
3. STORMWATER MANAGEMENT PROGRAM
Check all of the state-approved stormwater management programs (implemented by either the State or
local government) that apply to your project:
?X Phase II Post Construction ?X Water Supply Watershed ? Neuse or Tar-Pamlico NSW
?X Randleman WSWS ? USMP ? Coastal Counties ? HQW ? ORW
4. PERMIT HISTORY (renewal or modification requests must complete this item):
Existing DWQ Permit Number: N/A Date Issued:
5. PROJECT TYPE (check one): ? Low Density* ?X High Density*
* Low Density projects shall be under 24% Impervious with only vegetated stormwater conveyances. A
curb and gutter or pipe system for stormwater conveyance shall result in reclassification of project as
High Density even if below 24%, except when pipes are used for road or driveway crossing purposes.
6. ADDITIONAL PROJECT REQUIREMENTS (check all that apply):
? CAMA Major ?X Sedimentation/Erosion Control ? NPDES Stormwater
?X 404/401 Permit ? Non-404 Jurisdictional Permit ? Other:
Note: Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748
III. PROJECT INFORMATION
1. STORMWATER TREATMENT METHODS (Describe briefly how stormwater will be treated):
Stormwater will be treated by four proposed wet detention ponds designed to remove 90% TSS from the first inch of
rainfall and reduce the post-development peak runoff rates to less than the pre-development rates for the l-yr/24-hr
storm event.
Important Note: attach a detailed narrative (one to two pages) describing stormwater management for the
project.
2. RIVER BASIN/STREAM INFORMATION
a. Stormwater runoff from this project drains to which River Basin?: Cape Fear
b. Nearest named stream: Deep River
c. Water quality classification of nearest named stream: WS-IV / CA
1/2009 Version 1.1 Page 2 of 5
r
3. TOTAL PROJECT AREA: 68.67 (acres)
4. PROJECT BUILT UPON AREA: 1 14.5%
5. DRAINAGE AREAS (How many drainage areas does the project have?): 4
Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name UT to Deep River UT to Deep River
Receiving Stream Class WS-IV; CA: *17-(4) WS-IV; CA: *17-(4)
Drainage Area 778,855-sf 347,610-sf
Existing Impervious* Area 5,665-sf 0
Proposed Impervious*Area 169,885-sf 207,785-sf
% Impervious* Area (total) 22.54% 59.78%
Impervious* Surface Area Determination (Breakdown)
Impervious* Surface Area Drainage Area I Drainage Area 2
On-site Buildings 41,750-sf 68,340-sf
On-site Streets 0 0
On-site Parking 56,665-sf 119,080-sf
On-site Sidewalks 23,500-sf 17,765-sf
Other on-site 47,970-sf 2,600-sf
Off-site 5,665-sf 0
Total: 175,550-sf Total: 207,785-sf
*r Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
6. EXPLAIN HOW THE OFF-SITE IMPERVIOUS AREA WAS DERIVED:
Digitized from 2008 aerial photography obtained from Guilford County GIS.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all subdivisions, outparcels and
future development draining to the proposed stormwater management devices prior to the sale of any lot. If
applicable, please complete and submit a copy of the deed restrictions and protective covenants along with
your application.
1/2009 Version L I Page 3 of 5
V. SUPPLEMENT FORMS
1. The applicable stormwater management supplement form(s) listed below must be submitted for each
BMP specified for this project. The most currentform(s) located on the 401 /wetlands unit website at
http://h2o.enr.state.nc.us/su/bmp forms.htm must be used. Please include both the Design Summary and
the Required Items Checklist along with all required items and supporting design calculations.
(Check the supplement forms that will be required for your project):
? Bioretention Supplement ? Level Spreader/Filter Strip/Restored Buffer
? Dry Detention Supplement Supplement
? Grassed Swale Supplement
? Infiltration Basin Supplement
? Infiltration Trench Supplement
? Sand Filter Supplement
? Stormwater Wetland Supplement
?X Wet Detention Supplement
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
1. Please indicate that you have provided the following required information by initialing in the space
provided next to each item.
Initials
• Original and two copies of the Express Review Stormwater Management Application
• Signed and Notarized Inspection and Maintenance Agreement
• Three copies of the applicable Supplement Form(s) for each BMP
• Application processing fee (payable to DWQ)
• Detailed narrative description of stormwater treatment/management
• Three copies of plans and specifications, including:
?X Development/Project name
?X Engineer and firm
?X Legend
?X North arrow
?X Scale
?X Revision number & date
?X Mean high water line
?X Dimensioned property/project boundary
?X Location map with named streets or NCSR numbers
?X Original contours, proposed contours, spot elevations, finished floor elevations
?X Details of roads, drainage features, collection systems, and stormwater control measures
?X Wetlands and streams delineated, or a note on plans that none exist
Q Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
Q Drainage areas delineated
Q Vegetated buffers (where required)
1/2009 Version 1.1 Page 4 of 5
I
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
11. DESIGNATED AGENT (individual or firm): CLH Design, PA Att: Steven J. Miller
2. MAILING ADDRESS:
CLH Design, PA
400 Regency Forest Drive, Suite 120
Cary, NC 27518
Phone: [phone] Fax: [phone]
VIII. APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in General Information, item 2)
Andrew LaRowe , certify that the information included on this application form is, to
the best of my knowledge, correct and that the project will be constructed in conformance with the approved
plans, that the required deed restrictions and protective covenants (if applicable) will be recorded, and that the
proposed project complies with the requirements of 15A NCAC 2H .1000.
Signature: OZ?? Date: ?d aid
1/2009 Version 1.1 Page 5 of 5

Permit Number: E D o t i ot v
1~
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected 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 should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
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. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
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.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if app cable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 4.75 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 4.75 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation 776.0
Sediment Removal t771.25 - - - Pe anen Pool
I _
-- Volume Sediment Removal Elevation 771.25 Volume
BottomEleva-ft Min. ----------------------------------------"-- -----
Bottom Elevation 770.25 1-ft r,
Storage Sedimei
FOREBAY MAIN POND Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
a#
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: Jamestown Middle School
BMP drainage area number: Pond No. 1
Print name: Andrew LaRowe
Title: Executive Director - Facilities and Construction Manangement
Address: Guilford County Schools, 617 W. Market St., Greensboro, NC 27401
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.
a Notary Public for the State of
County of _R4/v(-4 /- , do hereby certify that
9,,&e,j c- personally appeared before me this d'/
day of 0and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
X0%J11811ii/df
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® maoococa*,,
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My commission expires
Form SW401-Wet Detention Basin O&M-Rev.4
Page 4 of 4
Date: ?S fad 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: Z_
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not
This system (check one):
? does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected 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 should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
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. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
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.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
./
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 5.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 5.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 756.0
Sediment Removal .
io 750.5 j;Pe manen Pool
----------- Volume Sediment Removal Elevation 750.5 Volume
-------------------------------------------- ------
ottom Elevat 749.0 -ft Min.
Sediment Bottom Elevation 749.5 1-ft n.
Storage Sediment
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4
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: Jamestown Middle School
BMP drainage area number: Pond No. 2
Print name: Andrew LaRowe
Title: Executive Director - Facilities and Construction Manangement
Address: Guilford County Schools, 617 W. Market St., Greensboro, NC 27401
Phony
Signa
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, it 16, S/ d l_410 , a Notary Public for the State of
AL 4 fA11 '10 , County of do hereby certify that
?rdi"e[.•-) /( we- personally appeared before me this
day of ?Gt. a n , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
J z.
rs O °
?m+
"Mwo 0:
?,s e e
?? ®o°°oeoeoe®®° I` _ O?
SEAL//#l+Im%%%
My commission expires
?ZForm SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number: 3
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not
This system (check one):
? does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected 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 should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
lon . approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
V
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
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. If pesticide is used, wipe it on
the plants rather than s ra Vin g.
The vegetated shelf Best professional practices Prune according to best professional
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.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will rernediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 5.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 5.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 762.0
756.5 Pe manen\
--------------- -- Volume
755.0 -ft Min.
Sediment
Storage
FOREBAY
Pool
Sediment Removal Elevation 756.5----------- Volume
Bottom Elevation
MAIN POND
1-ft
Storage
Form SW401-Wet Detention Basin O&M-Rev.4 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: Jamestown Middle School
BMP drainage area number: Pond No. 3
Print name: Andrew LaRowe
Title: Executive Director - Facilities and Construction Manangement
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.
a Notary Public for the State of
X110 %??%,r1? , County of , do hereby certify that
N? /&J ??- personally appeared before me this C-90
day of G and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal, ...ARAM..
Shl,
``?j eossees•h ` Oe_
i
i VTA& s
?? Vv6we? ?• 2r
On• e 4P -1 `•dP? ?A °°Otl®••ewee•®e `??`
°e
?4?i.jzpH 6\`
NLAE
My commission expires s?, , &;7_ 6?z')010
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Address: Guilford County Schools, 617 W. Market St., Greensboro, NC 27401
4,
Permit Number:
(to be provid d by DWQ)
Drainage Area Number:
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected 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 should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged.. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
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. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
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.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 5.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 5.0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
V Permanent Pool Elevation 758.0
Sediment Removal .753.0 Pe manen Pool
-------------- -- Volume Sediment Removal Elevation 753.0 Volume
-------------------------------------------- ------
ottom Elevatio 751.5 -ft Min.
Sediment Bottom Elevation 752.0 1-ft n.
Storage Sediment
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Y R
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: Jamestown Middle School
BMP drainage area number: Pond No. 4
Print name: Andrew LaRowe
Title: Executive Director - Facilities and Construction Manangement
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.
a Notary Public for the State of
p uFJr/h ?14r?1? n?-t?,G?} County of GCS' , do hereby certify that
personally appeared before me this dtit
day of __4009 , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
Y®®..®®
H -o
?® ooosoeo° 'Id
®7Do :U?
0 72 UBLNG
SEAL -
My commission expires ?tS ,_-
Form SW401-Wet Detention Basin O&M-Rev.4
Page 4 of 4
Address: Guilford County Schools. 617 W. Market St.. Greensboro NC 27401
E-y-P oq - o%1at VZ.
0
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DESIGN CALCULATIONS
CIVIL/SITE WORK
JAMESTOWN MIDDLE SCHOOL
HARVEY ROAD
JAMESTOWN, NORTH CAROLINA
•
MAY 12, 2009

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MacGregor Park, 121 Edinburgh South, Suite 203
Cary, North Carolina 27911
Phone: [phone] Fax: [phone]
0
•
STORMWATER MANAGEMENT
0
• Stormwater Management Narrative
New Jamestown Middle School
12-May-2009
Site Description
The site of the proposed New Jamestown Middle School includes two tracts of land located on Harvey
Road near Jamestown in Guilford County. The site is 68.67-ac of partially wooded, sloping land that
drains to an unnamed tributary of Deep River that runs along the westernmost portion of the site. The
site is located in the Watershed Critical Area (WCA), Tier 4 of the Lower Randleman Lake (Deep River)
watershed. Several buffered perennial and intermittent streams and wetlands exist on the site.
Approximately 17.97 acres of the 68.67 acre site are contained within areas of stream buffers and
wetlands, resulting in a useable site area of 50.70 acres (68.67 - 17.97 = 50.70). Slopes grader that 15%
adjacent to streams were waived as a requirement for this site by the Guilford County Environmental
Review Board. Development of the new school will require the disturbance of approximately 38 acres of
the site and result in a total of 10.67 acres of impervious surface area. The final impervious surface areas
will equal 15.5% of the entire property and 21.0% of the usable area. Approximately 55% of the entire
property will be disturbed during construction equating to 75% of the usable area.
Stormwater Management
Stormwater management is proposed to meet the requirements of the Watershed Protection Ordinance of
the Town of Jamestown. This ordinance and the location of the project requires compliance with the
NPDES Phase II stormwater regulations and the Watershed Critical Overlay District regulations.
Stormwater quality and quantity will be managed on-site primarily by four proposed wet detention
ponds. The ponds have been designed to remove 90% total suspended solids from the volume of run-off
generated by a 1-in rainfall and provide additional temporary storage to assist in reducing the peak
stormwater discharges from the developed site to less than pre-development peak values for the 1-yr/24-
hr storm event. A small orifice is provided in each pond at the permanent pool elevation to draw down
the 1-in volume over a period of 2-5 days. No level spreaders are required for the wet detention ponds
since the ponds have been designed to remove 90% total suspended solids.
The ponds were routed to ensure they could safely pass the 100-yr storm event. The ponds were not
designed to provide considerable attenuation of storms exceeding the 1-yr/24-hr event.
The table on the following page summarizes the water quality and quantity design criteria for each pond.
Supporting calculations follow.
0
New Jamestown Middle School - Stormwater BMP Summa
Wet Detention Ponds •

Pond 1 Pond 2 Pond 3 Pond 4

Drainage Area, ac 17.88 7.98 3.18 5.35
Impervious Area, ac 4.03 4.77 0.82 1.12
Pervious Area, ac 13.85 3.21 2.36 4.23
Runoff Coeff (Cc) 0.45 0.69 0.47 0.44

Stormwater Quality

% Impervious 22.5% 60% 269/6 21%
Permanent Pool Depth, ft 3.0 4.0 3.0 3.0
Required SAIDA 2.68 5.28 3.04 2.50
Required Surface Area, sf 20,868 18,345 4,206 5,833
Surface Area Provided, sf 21,050 18,710 8,430 10,240
Avg. Perm. Pool Depth Provided, ft 3.23 4.00 3.01 3.12
Provided SA @ 1" WQ Vol., sf 25,280 19,370 10,640 12,920

Design Storm Rainfall, in 1.00 1.00 1.00 1.00
Required W.Q. Vol., cf 16,411 17,032 3,256 4,630
Stage @ Req'd W.Q. Volume, ft 0.70 1.0 0.50 0.70
Total W.Q. Vol. Provided, cf (stage) 18,960 25,765 4,768 9,531
Detention Time, days 2.6 2.2 2.4 2.0

Stormwater Detention

Allowable Q1124 PRE, Cfs 28.89* 8.90
Actual Q1/24 POST, cfs 20.37* 4.64
Reduction Yes* Yes
* Note:
Discharges from Ponds 1,2 and 3 contribute to a drainage basin to a single analysis point therefore their allowable discharges are cumulative.
The three ponds all contribute to meeting the peak discharge requirements at Analysis Point V.
•
0
•
STORMWATER MANAGEMENT
BMP DE'S/GN FOR WA TER QuAurY
•
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PROJECT NAME PROJECT NO j'
Jamestown Middle School 1277
LOCATION BY
Guilford County, NC KAL "

Drainage Area, (DA) = 17.88 ac 11 Pre= 2.33 in/hr
Impervious Area c= 0.95 4.03 ac CcPre= 0.30
Pervious Area c= 0.30 13.85 ac Q1 Pre= 12.50 cfs
Cc= 0.45 11 Post= 2.93 in/hr
CN= Wilkes (Type C) 80.0 Q1 Post= 23.39 cfs
Permanent Water Quality Pool
% Impervious = 22.54%
Permanent Pool Design Depth = 3.00 ft
SA / DA Ratio = 2.68 (from Tbl. 1.1)
Required Surface Area = 20,868 sf
Permanent Pool Volume Req.= 62,604 cf
Temporary Water Quality Pool
Design Storm Rainfall 1.00 in (Typically 1-in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) _ 0.25 infi n
Required Volume (design rainfall)(Rv)(DA) = 16,411 cf (1-in Storage Volume)
Surface Area Provided:
C,
Permanent Pool Max. Depth = 4.75 ft
Area of Pond Bottom (Above PSS) = 9,145 sf (EL= 771.25)
Area at Bottom of Shelf = 17,440 sf (EL= 775.50)
Area of Permanent Pool = 21,050 sf (EL= 776.00)
Area at Top of Shelf = 24,820 sf (EL= 776.50)
Perm. Pool Volume Provided = 65,180 cf > 62,604 OK
Avg. Perm. Pool Depth Provided = 3.70 ft > 3.00 OK
Surface Area at 1" Storage Volume = 25,190 sf (EL= 776.70)
1" Storage Volume Provided = 16,469 cf > 16,411 OK
Temp. Storage Depth above Dewatering Hole = 0.70 ft
Diameter of Dewatering Hole = 2.50 in
Detention (Draw-Down) Time = 2.6 days (2-5 days Required)
T days=(Temp. Storage Vol / (0.6 * A * (2*g*(h))^1/2) * 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Max Drawdow Rate= 0.13 cfs
Permanent Pool Volume= 65,180 cf > 62,604 OK
Forebay Volume Required = 13,036 cf
Forebay Volume Provided = 13,076 cf
20%
Table 1.1
•
SA / DA Ratios 90% TSS efficiency
Permanent Pool Depth (ft)
% Impervious 3.0 4.0 5.0 6.0
10 1.30 0.80 0.60 0.40
20 2.40 1.80 1.50 1.20
30 3.50 2.70 2.20 1.60
40 4.50 3.50 2.80 2.10
50 5.60 4.30 3.50 2.70
60 7.00 5.30 4.30 3.40
70 8.10 6.00 5.00 3.90
80 9.40 7.00 5.70 4.60
90 10.70 7.90 6.50 5.20
s:11 3 1 910 0011caice11277-PondSize-Pond 1 rev 90percent.XLS
Page 1 of 3
DATE
5-12-09
n
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY '
Guilford County, NC KAL
Pond Stage / Storage Detail
Stage (ft) Elevation Area (sf) Storage (cf)
-5.00 771.00 1,750 0 Top of Sed. Stor. in Forebay
-4.75 771.25 9,145 942 Top of Sed. Stor. in Main Pon
-4.50 771.50 9,590 3,284
-4.00 772.00 10,500 8,306
-3.50 772.50 11,450 13,794
-3.00 773.00 12,400 19,756
-2.50 773.50 13,370 26,199
-2.00 774.00 14,350 33,129
-1.50 774.50 15,360 40,556
-1.00 775.00 16,380 48,491
-0.50 775.50 17,440 56,946 Inside of Shelf Elev.
0.00 776.00 21,050 66,569 Normal Pool Elev.
0.50 776.50 24,820 78,036 Outside of Shelf Elev.
1.00 777.00 25,750 90,679
1.50 777.50 27,330 103,949
2.00 778.00 28,560 117,921
2.50 778.50 29,810 132,514
3.00 779.00 31,190 147,764
3.50 779.50 32,350 163,649
ffle Volume
F
b
B •
ore
ay
a
Stage (ft) Elevation Area (sf) Total Vol (cf) Solid Vol (cf)* * 40% Voids
-4.50 771.50 649 0 0
-4.00 772.00 642 323 194
-3.50 772.50 622 639 383
-3.00 773.00 600 944 567
-2.50 773.50 565 1,236 741
-2.00 774.00 521 1,507 904
-1.50 774.50 469 1,755 1,053
-1.00 775.00 407 1,974 1,184
-0.50 775.50 337 2,160 1,296 Inside of Shelf Elev.
0.00 776.00 286 2,315 1,389 Normal Pool Elev.
Forebay Volume
Stage (ft) Elevation Area (sf) Storage (cf)
-5.00 771.00 1,220 0 Top of Sed. Stor. in Forebay
-4.50 771.50 1,435 917
-4.00 772.00 1,665 1,692
-3.50 772.50 1,910 2,586
-3.00 773.00 2,170 3,606
-2.50 773.50 2,445 4,760
-2.00 774.00 2,735 6,055
-1.50 774.50 3,040 7,498
-1.00 775.00 3,555 9,147
-0.50 775.50 3,690 10,958 Inside of Shelf Elev.
0.00 776.00 4,780 13,076 Normal Pool Elev. •
s:11319%00011cd1 \1277-PondSize Pond 1 rev 90per nt.XLS Page 2 of 3

a it:` i t?s? Ems' DATE

5-12-09
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Guilford County, NC KAL
Anti-Floatation
Invert of Riser: 772.00 ft
Crest of Riser: 777.50 ft
Inside Width of Riser 4.00 ft
Inside Length of Riser: 4.00 ft
Riser Wall Thickness: 8.00 in
Volume of Riser: 156.44 cf
•
Volume of Riser Walls: 68.44 cf
Weight of Concrete: 150 Ibs/cf
Buoyancy Force: 62.4 Ibs/cf
Weight of Riser Walls: 10,267 Ibs
Buoyancy Force of Riser: 9,762 Ibs
Weight of Riser minus Buoyancy Force 505 Ibs
Width of Anchor extension 6 in
Thickness of Anchor extension 12 in
Weight of Water acting on anchor extension 4004 Ibs
Weight of extension required (concrete) None Ibs
Safety Factor (SF) 1.3
Weight of extension required with SF 0 Ibs
Anchor Length: 6.33 ft
Anchor Width: 6.33 ft
Volume of Anchor: 40 cf
Weight of Proposed Anchor 6017 Ibs
Is Anchor sufficient? YES
r
H
1 1'
Total Downward Force: 20,287 Ibs
Total Boyancy Force: 9,762 lbs
Total Safety Factor: 2.1
•
s:11319100011calcs\1277-PondSize-Pond 1 rev 90percentALS
Page 3 of 3
Permit No.
(to be provided by DWQ)
•
of w n r??
n?? O`er QG
O ?
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN 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 INFQWATION
Project name Jamestown Middle School
Contact person Steven Miller, PE
Phone number 919-319-6716
Date 5112/2009
Drainage area number Pond 1
111. DESIGN INFOROTION
Site Characteristics
Drainage area 778,855 fe
Impervious area, post-development 175,550 fe
% impervious 22.54 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development;
Rational C, post-development
Rainfall intensity: )-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment ceanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
•
16,411 ft3 OK
16,469 ft3 OK, volume provided is equal to or in excess of volume required.
ft
ft3
ft3
0 ft3
ft3
Y (Y or N)
3.0 in
0.30 (unitless)
0.45 (unitless)
2.93 in/hr OK
15.90 ft3/sec
23.39 ft3/sec
7.49 ft3/sec
776.70 fmsl
776.00 fmsl
765.00 fmsl
776.50 fmsl
775.50 fmsl
771.25 fmsl
770.25 fmsl
1.00 ft
N (Y or N)
fmsl
Forth SW401-Wet Detention Basin-Rev.6-2/20/09 Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
Ill. DESIGN INFORMATION
Surface Areas
Area, temporary pool 25,190 ft
Area REQUIRED, permanent pool 20,873 ftz
SAIDA ratio 2.68 (unitless)
Area PROVIDED, permanent pool, A,,,_,Oi 21,050 fC OK
Area, bottom of 1 Oft vegetated shelf, Aye "I 17,440 If
Area, sediment cleanout, top elevation (bottom of pond), Anw,.d 9,145 fC
Volumes
Volume, temporary pool 16,469 ft3 OK
Volume, permanent pool, Vp--Pw 65,180 ft3
Volume, forebay (sum of forebays if more than one forebay) 13,300 ft3
Forebay % of permanent pool volume 20.4% % OK
SAIDA Table Data
Design TSS removal 90.%
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 2.68 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) N (Y or N)
Volume, permanent pool, VP--DW 65,180 ft3 OK
Area provided, permanent pool, Ap.,w 21,050 OK
Average depth calculated ft
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) it
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
Area provided, permanent pool, Ap,,,,_pw 21,050 If OK
Area, bottom of 1Oft vegetated shelf, Am,_s,?ff
Area, sediment cleanout, top elevation (bottom of pond), Am_11nd 17,440 fe
9,145 fe OK
OK
"Depth" (distance b/w bottom of 10ft shelf and top of sediment) 4.25 It OK
Average depth calculated 3.70 It OK
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) 3.5 ft OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 2.50 in
Area of orifice (ff-non-circular) inz
Coefficient of discharge (Co) 0.60 (unitless)
Driving head (Ho) 0.70 It
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (C.) (unitiess)
Length of weir (L) It
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 15.90 ft /sec OK
Post-development 1-yr, 24-hr peak flow 23.39 ft3/sec OK
Storage volume discharge rate (through discharge orifice or weir) 0.13 ft/sec
Storage volume drawdowri time 2.60 days OK, draws down in 2-5 days.
Drawdown time varyinq from expected value by more than a half day.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 6 :1 OK
Length to width ratio 6.0 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 It OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK 10
Drain mechanism for maintenance or emergencies 6-IN WITH GATE VALVE
Form SW401-Wet Detention Basin-Rev.6-2/20/09 Parts I. & II. Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)
ill. REQUIRED ITEMS CHECKUST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
?3• z- 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),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROM,
- Overflow device, and
- Boundaries of drainage easement.
G 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
`? .LL
C ? T 3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
CAL
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
C 4.1 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
64 L. G
Sm° t< 7. The supporting calculations.
177- 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
? 4"P° k-- 10. A soils report that is based upon an actual field inv6stigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.

Form SW401-Wet Detention Basin-Rev.6-2/20/09 Part 111. Required Items Checklist, Page 1 of 1
•
i ; a£ a? s +¢ DATE
5-12-09
PROJECT NAME PROJECT NO +/ II
Jamestown Middle School 1277
LOCATION BY i'
Guilford County, NC KAL
Drainage Area, (DA) = 7.98 ac 11 Pre= 3.38 in/hr
Impervious Area c= 0.95 4.77 ac CcPre= 0.30
Pervious Area c= 0.30 3.21 ac Q1 Pre= 8.09 cfs
Cc = 0.69 11 Post= 3.12 in/hr
CN= Wilkes (Type C) 89.0 Q1Post= 17.14 cfs
Permanent Water Quality Pool
% Impervious = 60%
Permanent Pool Design Depth = 4.00 ft
SA / DA Ratio = 5.28 (from Tbl. 1.1)
Required Surface Area = 18,345 sf
Permanent Pool Volume Req.= 73,379 cf
Temporary Water Quality Pool
Design Storm Rainfall 1.00 in (Typically 1-in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.59 in/in
Required Volume (design rainfall)(Rv)(DA) = 17,031.96 cf
Surface Area Provided:
0
Permanent Pool Max. Depth = 5.00 ft
Area of Pond Bottom (Above PSS) = 9,480 sf (EL= 751.00)
Area Bottom of Shelf= 16,005 sf (EL= 755.50)
Area of Permanent Pool= 18,750 sf (EL= 756.00)
Area Top of Shelf= 21,660 sf (EL= 756.50)
Penn. Pool Volume Provided= 74,147 cf > 73,379 OK
Avg. Perm. Pool Depth Provided= 4.05 ft > 4.00 OK
Surface Area at 1" Storage Volume= 22,565 sf (EL= 757.00)
1" Storage Volume Provided= 21,159 cf > 17,032 OK
Temp. Storage Depth above Dewatering Hole = 1.00 ft
Diameter of Dewatering Hole = 2.50 in
Detention (Draw-Down) Time = 2.2 days (2-5 days Required)
T days=(Temp. Storage Vol / (0.6 * A * (2*g*(h))"1/2 ) * 86400
(where h = one third temp. storage depth measured to centroid of o rifice)
Max Drawdow Rate= 0.16 cfs
Permanent Pool Volume= 74,147 cf > 73,379 OK
Forebay Volume Required = 14,829 cf
Forebay Volume Provided = 14,946 cf
20.2 %
Table 1.1
•
SA / DA Ratios 90% TSS efficiency
Permanent Pool Depth (ft)
% Impervious 3.0 4.0 5.0 6.0
10 1.30 0.80 0.60 0.40
20 2.40 1.80 1.50 1.20
30 3.50 2.70 2.20 1.60
40 4.50 3.50 2.80 2.10
50 5.60 4.30 3.50 2.70
60 7.00 5.30 4.30 3.40
70 8.10 6.00 5.00 3.90
80 9.40 7.00 5.70 4.60
90 10.70 7.90 6.50 5.20
s:11319\00011caIcsN277-PondSize-Pond 2 rev 90percentALS
printed: 5/27/2009 2:11 PM
Page 1 of 3
fN DATE
5-12-09
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY ysi
r,itilfnrrt Cnuntv NC KAL
mot` n
Pond Stage / Storage Detail
Stage (ft) Elevation Area (sf) Storage (cf)
-6.50 749.50 700 390
-6.00 750.00 8,230 2,623
-5.50 750.50 8,845 6,891 Top of Sed. Stor. in Foreba
-5.00 751.00 9,480 11,473 Top of Sed. Stor. in Main Por
-4.50 751.50 10,135 16,376
-4.00 752.00 10,810 21,613
-3.50 752.50 11,500 27,190
-3.00 753.00 12,210 33,118
-2.50 753.50 12,935 39,404
-2.00 754.00 13,680 46,058
-1.50 754.50 14,440 53,088
-1.00 755.00 15,215 60,501
-0.50 755.50 16,005 68,306 Inside of Shelf Elev.
0.00 756.00 18,750 76,995 Normal Pool Elev.
0.50 756.50 21,660 87,098 Outside of Shelf Elev.
1.00 757.00 22,565 98,154
1.50 757.50 23,485 109,666
2.00 758.00 24,420 121,643
Forebay Baffle Volume
Stage (ft) Elevation Area (sf) Total Vol (cf) Solid Vol (cf)` ` 40% Voids
-6.00 750.00 1,020 0 0
-5.50 750.50 1,015 509 305
-5.00 751.00 1,000 1,013 608
-4.50 751.50 975 1,506 904
-4.00 752.00 940 1,985 1,191
-3.50 752.50 900 2,445 1,467
-3.00 753.00 845 2,881 1,729
-2.50 753.50 785 3,289 1,973
-2.00 754.00 715 3,664 2,198
-1.50 754.50 635 4,001 2,401
-1.00 755.00 545 4,296 2,578 Inside of Shelf Elev.
-0.50 755.50 445 4,544 2,726
0.00 756.00 365 4,746 2,848 Normal Pool Elev.
•
•
9
s:1131910001kmi1 11277-PondSiz Pond 2 rev 90pereent.XLS printed: 542712009 2:11 PM Page 2 of 3
•
0
•
DATE
5-12-09
PROJECT NAME PROJECT NO r
Jamestown Middle School 1277
LOCATION BY
-?;?
Guilford County, NC KAL
Forebay Volume
Stage (ft) Elevation Area (sf) Storage (cf)
-6.50 749.50 700 917
-6.00 750.00 860 1,307
-5.50 750.50 1,040 1,782 Top of Sed. Stor. in Foreba
-5.00 751.00 1,230 2,350
-4.50 751.50 1,440 3,017
-4.00 752.00 1,660 3,792
-3.50 752.50 1,900 4,682
-3.00 753.00 2,155 5,696
-2.50 753.50 2,425 6,841
-2.00 754.00 2,710 8,125
-1.50 754.50 3,005 9,553
-1.00 755.00 3,315 11,133
-0.50 755.50 3,640 12,872 Inside of Shelf Elev.
0.00 756.00 4,655 14,946 Normal Pool Elev.
Anti-Floatation
Invert of Riser: 752.00 ft
Crest of Riser: 757.00 ft
Inside Width of Riser 4.00 ft
Inside Length of Riser: 4.00 ft
Riser Wall Thickness: 8.00 in
Volume of Riser: 142.22 cf
Volume of Riser Walls: 62.22 cf
Weight of Concrete: 150 Ibs/cf
Buoyancy Force: 62.4 Ibs/cf
Weight of Riser Walls: 9,333 Ibs
Buoyancy Force of Riser: 8,875 Ibs
Weight of Riser minus Buoyancy Force 459 Ibs
Width of Anchor extension 6 in
Thickness of Anchor extension 12 in
Weight of Water acting on anchor exten sion 3640 Ibs
Weight of extension required (concrete) None Ibs
Safety Factor (SF) 1.3
Weight of extension required with SF 0 Ibs
Anchor Length: 6.33 ft
Anchor Width: 6.33 ft
Volume of Anchor: 40 cf
Weight of Proposed Anchor 6017 lbs
Is Anchor sufficient? YES
Total Downward Force: 18,990 lbs
Total Boyancy Force: 8,875 lbs
Total Safety Factor: 2.1
s:11 3 1 910 0 011c®ICS\1277-PondSize-Pond 2 rev 90percent.XLS printed: 5!272009 2:11 PM Page 3 of 3
Permit
0
AA'
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN 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.
(to be provided by DWQ)
q?OF W A
}_ ZI
O -c
!. PROJECT INFORMATION
Project name Jamestown Middle School
Contact person Steven Miller, PE
Phone number 919.319-6716
Date 4/7/2009
Drainage area number Pond 2
111. DESIGN INFORMATION
Site Characteristics
Drainage area 347,610 fe
Impervious area, post-development 207,785 ft
% impervious 59.78 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr stone peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: )-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the pens. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 1Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
•
17,032 ft3 OK
21,159 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
0W
ft
Y (Y or N)
3.0 in
0.30 (uni0ess)
0.69 (unitiess)
3.12 in/hr OK
7.54 ft3/sec
17.14 ft3/sec
9.60 ft3/sec
757.00 fmsl
756.00 fmsl
742.00 fmsl
756.50 fmsl
755.50 fmsl
751.00 fns]
750.00 fmsl
1.00 It
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.6-2120/09 Parts I. & H. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)

II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 22,565 ft
Area REQUIRED, permanent pool 18,354 If
SAIDA ratio 5.28 (unitless)
Area PROVIDED, permanent pool, A,.
pw 18,750 fiz OK
_
Area, bottom of 1Oft vegetated shelf, Ate, aa 16,005 f'
Area, sediment cleanout, top elevation (bottom of pond), kt-po„ d 9,480
Volumes
Volume, temporary pool 21,159 ft3 OK
Volume, permanent pool, Vn--P, 74,147 ft3
Volume, forebay (sum of forebays if more than one forebay) 14,946 ft3
Forebay % of permanent pool volume 20.2% % OK
SAIDA Table Data
Design TSS removal 90.%
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 5.28 (unitiess)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) N (Y or N)
Volume, permanent pool, VP,,,,-P-- ft3
Area provided, permanent pool, Ap._p, fe
Average depth calculated ft
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) ft
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
Area provided, permanent pool, Ap._pw 18,750 f? OK
Area, bottom of 1Oft vegetated shelf, Ab r 16,005 fe OK
Area, sediment cleanout, top elevation (bottom of pond), A,," 9,480 ft2 OK
"Depth" (distance b/w bottom of 10ft shelf and top of sediment) 4.50 ft OK
Average depth calculated 4.05 It OK
Average depth used in SAIDA, d., (Round to nearest 0.5ft) 4.0 ft OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 2.50 in
Area of orifice (if-non-circular) in2
Coefficient of discharge (Co) 0.60 (unitiess)
Driving head (Ho) 1.00 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (CW) (unitless)
Length of weir (L) it
Driving head (H) it
Pre-development 1-yr, 24-hr peak flow 7.54 ft3lsec OK
Post-development 1-yr, 24-hr peak flow 17.14 ft3lsec OK
Storage volume discharge rate (through discharge orifice or weir) 0.16 ft3lsec
Storage volume drawdown time 2.20 days OK, draws down in 2-5 days.
Drawdown time varyinq from expected value by more than a half day.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 It OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 1.7 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 it OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK •
Drain mechanism for maintenance or emergencies 4-IN WITH GATE VALVE
Form SW401-Wet Detention Basin-Rev.6-2/20/09 Parts I. & II. Design Summary, Page 2 of 2
Permit
(to be provided by DWQ)
ill. REQU1W ITEINS CHEMST
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
Initials Sheet No.
G3.3 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),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
C 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,

• - Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
-OM C 7 • 3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.

5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
r C 4.1 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
C'?4c
7. The supporting calculations.
L? 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
b°° /? 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.

Form SW401-Wet Detention Basin-Rev.6-2/20/09 Part Ill. Required Items Checklist, Page 1 of 1
•
•
DATE

5-12-09
PROJECT NAME PROJECT NO (j
Jamestown Middle School 1277
LOCATION BY 10
Guilford County, NC KAL
Drainage Area, (DA) =
Impervious Area c= 0.95
Pervious Area c= 0.30
Cc =
CN= Wilkes (Type C)
Permanent Water Quality Pool
% Impervious =
Permanent Pool Design Depth =
SA / DA Ratio =
Required Surface Area =
Permanent Pool Volume Req.=
Temporary Water Quality Pool
Design Storm Rainfall
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) _
Required Volume (design rainfall)(Rv)(DA) =
Surface Area Provided:
Permanent Pool Max. Depth =
Area of Pond Bottom (Above PSS) _
Area at Bottom of Shelf=
Area of Permanent Pool=
Area at Top of Shelf=
Perm. Pool Volume Provided=
Avg. Perm. Pool Depth Provided=
Surface Area at 1" Storage Volume=
3.18 ac 11 Pre= 3.63 in/hr
0.82 ac CcPre= 0.30
2.36 ac Q1 Pre= 3.46 cfs
0.47 11 Post= 3.63 in/hr
80.0 Q1 Post= 5.40 cfs
26%
3.00 ft
3.04 (from Tbl. 1.1)
4,206 sf
12,618 cf
1.00 in (Typically 1-in)
0.28 in/in
3,256 cf
6.50 ft
1,610 sf (EL= 756.50)
6,390 sf (EL= 761.50)
8,390 sf (EL= 762.00)
10,590 sf (EL= 762.50)
22,856 cf > 12,618 OK
3.57 ft > 3.00 OK
10,590 sf (EL=762.50)
1" Storage Volume Provided= 4,745 cf > 3,256 OK
Temp. Storage Depth above Dewatering Hole = 0.50 ft
Diameter of Dewatering Hole = 1.25 in
Detention (Draw-Down) Time = 2.4 days (2-5 days Required)
T days=(Temp. Storage Vol / (0.6 * A * (2*g*(h))^1/2 ) * 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Max Drawdow Rate= 0.03 cfs
Permanent Pool Volume= 27,695 cf > 12,618 OK
Forebay Volume Required = 5,539 cf
Forebay Volume Provided = 5,060 cf
18%
Table 1.1
•
SA / DA Ratios 90% TSS efficiency
Permanent Pool Depth (ft)
% Impervious 3.0 4.0 5.0 6.0
10 1.30 0.80 0.60 0.40
20 2.40 1.80 1.50 1.20
30 3.50 2.70 2.20 1.60
40 4.50 3.50 2.80 2.10
50 5.60 4.30 3.50 2.70
60 7.00 5.30 4.30 3.40
70 8.10 6.00 5.00 3.90
80 9.40 7.00 5.70 4.60
90 10.70 7.90 6.50 5.20
s:11 31 910 0011ca1cs11277-PondSfze Pond 3 90percent.XLS
printed: 5/27/2009 2:13 PM
Page 1 of 3
DATE
5-12-09
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Guilford County, NC KAL
Pond Stage / Storage Detail
Stage (ft) Elevation
-7.00 755.00
-6.50 755.50
-6.00 756.00
-5.50 756.50
-5.00 757.00
-4.50 757.50
-4.00 758.00
-3.50 758.50
-3.00 759.00
-2.50 759.50
-2.00 760.00
-1.50 760.50
-1.00 761.00
-0.50 761.50
0.00 762.00
0.50 762.50
1.00 763.00
1.50 763.50
2.00 764.00
Forebay Baffle Volume
Stage (ft) Elevation
-6.50 755.50
-6.00 756.00
-5.50 756.50
-5.00 757.00
-4.50 757.50
-4.00 758.00
-3.50 758.50
-3.00 759.00
-2.50 759.50
-2.00 760.00
-1.50 760.50
-1.00 761.00
-0.50 761.50
0.00 762.00
Area (so
50
875
1,230
1,610
2,005
2,420
2,850
3,300
3,770
4,260
4,765
5,285
5,830
6,390
8,390
10,590
11,295
12,015
12,750
Area (sf)
245
290
335
365
390
405
410
405
395
375
345
305
255
225
Storage (cf)
0
35
561
1,271
2,175
3,281
4,599
6,136
7,904
9,911
12,168
14,680
17,459
20,514
24,209
28,954
34,425
40,253
46,444
Total Vol (cf)
0
134
290
465
654
853
1,056
1,260
1,460
1,653
1,833
1,995
2,135
2,255
Top of Sed. Stor. in Forebal
Top of Sed. Stor. in Main Par
Inside of Shelf Elev.
Normal Pool Elev.
Outside of Shelf Elev.
Solid Vol (cf)' ' 40% Voids
0
80
174
279
392
512
634
756
876
992
1,100
1,197 Inside of Shelf Elev.
1,281
1,353 Normal Pool Elev.
•
•
9
s:\1319\0001kc lr \1277-PondSize-Pond 3 90pereent.XLS printed: 5127/2009 2:13 PM Page 2 of 3

0
•
t .kk 4 ?'; ` DATE
5-12-09 '

PROJECT NAME
l
PROJECT NO f i ?l
Jamestown Middle Schoo 1277
LOCATION BY
Guilford County
NC IG4L
,
Forebay Volume
Stage (ft) Elevation Area (sf) Storage (cf)
-7.00 755.00 550 0 Top of Sed. Stor. in Foreba
-6.50 755.50 700 917
-6.00 756.00 860 1,307
-5.50 756.50 1,040 1,782
-5.00 757.00 1,230 2,350
-4.50 757.50 1,440 3,017
-4.00 758.00 1,660 3,792
-3.50 758.50 1,900 4,682
-3.00 759.00 2,155 5,696
-2.50 759.50 2,425 6,841
-2.00 760.00 2,710 8,125
-1.50 760.50 3,005 9,553
-1.00 761.00 3,315 11,133
-0.50 761.50 3,640 12,872 Inside of Shelf Elev.
0.00 762.00 4,655 14,946 Normal Pool Elev.
Anti-Floatation
Invert of Riser: 758.50 ft
Crest of Riser: 763.50 ft
Inside Width of Riser 3.00 ft
Inside Length of Riser: 3.00 ft
Riser Wall Thickness: 8.00 in
Volume of Riser: 93.89 cf
Volume of Riser Walls: 48.89 cf
Weight of Concrete: 150 Ibs/cf
Buoyancy Force: 62.4 Ibs/cf
Weight of Riser Walls: 7,333 Ibs
Buoyancy Force of Riser: 5,859 Ibs
Weight of Riser minus Buoyancy Force 1,475 Ibs
Width of Anchor extension 6 in
Thickness of Anchor extension 12 in
Weight of Water acting on anchor exten sion 3016 Ibs
Weight of extension required (concrete) None Ibs
Safety Factor (SF) 1.3
Weight of extension required with SF 0 Ibs
Anchor Length: 5.33 ft
Anchor Width: 5.33 ft
Volume of Anchor: 28 cf
Weight of Proposed Anchor 4267 Ibs
Is Anchor sufficient? YES
Total Downward Force: 14,616 Ibs
Total Boyancy Force: 5,859 lbs
Total Safety Factor: 2.5
s:11319100011calcs\1277-PondSize-Pond 3 90percenl.XLS printed: 5127/2009 2:13 PM Page 3 of 3
•
Permit
A Af
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN 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.
(to be provided by DWQ)
`A0F WATE9W
O
P Y
I. PROJECT INFORMATION
Project name Jamestown Middle School
Contact person Steven Miller, PE
Phone number 919-3196716
Date 5112/2009
Drainage area number Pond 3
II. DESIGN INFORMATION
Site Characteristics
Drainage area 138,525 ftz
Impervious area, post-development 35,720 ft2
% impervious 25.79 %
Design rainfall depth 1.0 in
•
•
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre-development 1 -yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the 1yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: )-yr, 24-hr stone
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWf elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
Form SW401-Wet Detention Basin-Rev.6-2/20/09
3,256 ft3 OK
4,745 ft3
OK, volume provided is equal to or in excess of volume required.
to
ft3
0 ft3
ft3
Y (Y or N)
3.0 in
0.30 (unitless)
0.47 (unitless)
3.63 inlhr OK
3.50 ft3/sec
5.40 ft3/sec
1.90 ft3/sec
762.50 fmsl
762.00 fmsl
750.00 fmsl
762.50 fmsl
761.50 fmsl
756.50 fmsl
755.50 fmsl
1.00 ft
N (Y or N)
fmsl
Parts 1.8 II. Design Summary, Page 1 of 2
Permit No
(to be provided by DWQ)
IL DESIGN INFORMATION
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, A,._P,
Area, bottom of IN vegetated shelf, A,, awl
Area, sediment cleanout, top elevation (bottom of pond), kt?„d
Volumes
Volume, temporary pool
Volume, permanent pool, Vpe,,_pW
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, VP.-P,
Area provided, permanent pool, A? m_pw
Average depth calculated
Average depth used in SAIDA, da,,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, A,._,w
Area, bottom of 1 Off vegetated shelf, Aya
Area, sediment cleanout, top elevation (bottom of pond), AW-„d
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
10,590 fe
4,211 ffz
3.04 (unitless)
8,390 ftz OK
6,390
1,610
4,745 ft3 OK
22,856 ft3
4,600 ft3
20.1% % OK
go
%
.
N (Y or N)
Y (Y or N)
3.04 (unitiess)
N (Y or N)
22,856 ft3 OK
8,390 fe OK
ft
It
Y (Y or N)
8,390 f? OK
6,390 ft OK
1,610 tf O K
5.00 ft OK
3.57 ft OK
3.0 ft Insufficient. Check calculation.
Y (Y or N)
1.25 in
in2
0.60 (unitless)
0.50 ft
N (Y or N)
(unitless)
(unitless)
ft
It
3.50 ft3/sec OK
5.40 ft3/sec OK
0.03 ft3/sec
Storage volume drawdown time 2.40 days OK, draws down in 2-5 days.
Drawdown time varyinq from expected value by more than a half day.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 2.6 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 ft OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies 4-IN WITH GATE VALVE
is
C7
Forth SW401-Wet Detention Basin-Rev.6-2120/09 Parts 1. & II. Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)
111. REQUIRED ITEMS C14ECKUST
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.
Pagel Plan
Initials Sheet No.
_ G3 3 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),
Basin dimensions,
Pretreatment system,
High flow bypass system,
- Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
c 7 ?. 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
?' ?f• / 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
C4b?-
_ 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
?A- 9. A copy of the deed restrictions (if required).
'.'L- C.
k-- 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
0
Form SW401-Wet Detention Basin-Rev.6-2/20109 Part III. Required Items Checklist, Page 1 of 1
eir`I8 3p t ,?? r DATE
5-12-09
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
• Guilford County, NC KAL

Drainage Area, (DA) = 5.35 ac 11 Pre= 2.12 in/hr
Impervious Area c= 0.95 1.12 ac CcPre= 0.30
Pervious Area c= 0.30 4.23 ac Q1Pre= 3.40 cfs
Cc = 0.44 11 Post= 2.12 in/hr
CN= Wilkes (Type C) 80.0 Q1Post= 4.95 cfs
Permanent Water Quality Pool
% Impervious = 21 %
Permanent Pool Design Depth = 3.00 ft
SA / DA Ratio = 2.50 (from Tbl. 1.1)
Required Surface Area = 5,833 sf
Permanent Pool Volume Req.= 17,498 cf
Temporary Water Quality Pool
Design Storm Rainfall 1.00 in (Typically 1-in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.24 in/in
Required Volume (design rainfall)(Rv)(DA) = 4,630 cf
Surface Area Provided:
Permanent Pool Max. Depth = 5.00 ft
Area of Pond Bottom (Above PSS) = 3,195 sf (EL= 753.00)
Area at Bottom of Shelf= 8,060 sf (EL= 757.50)
Area of Permanent Pool= 10,240 sf (EL= 758.00)
Area at Top of Shelf= 12,620 sf (EL= 758.50)
• Volume Provided=
Avg. Perm. Pool Depth Provided= 27,941 cf
3.59 ft > 17,498 OK
> 3.00 OK
Surface Area at 1" Storage Volume= 12,920 sf (EL= 758.70)
1" Storage Volume Provided=
8,269 cf > 4,630 OK
Temp. Storage Depth above Dewatering Hole = 0.70 ft
Diameter of Dewatering Hole = 1.50 in
Detention (Draw-Down) Time = 2.0 days (2-5 days Required)
T days=(Temp. Storage Vol / (0.6 * A * (2*g*(h))^1/2) * 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Max Drawdow Rate= 0.05 cfs
Permanent Pool Volume= 27,941 cf > 17,498 OK
Forebay Volume Required = 5,588 cf
Forebay Volume Provided = 5,573 cf
20 %
Table 1.1
r
SA / DA Ratios 90% TSS efficiency
Permanent Pool Depth (ft)
% Impervious 3.0 4.0 5.0 6.0
10 1.30 0.80 0.60 0.40
20 2.40 1.80 1.50 1.20
30 3.50 2.70 2.20 1.60
40 4.50 3.50 2.80 2.10
50 5.60 4.30 3.50 2.70
60 7.00 5.30 4.30 3.40
70 8.10 6.00 5.00 3.90
80 9.40 7.00 5.70 4.60
90 10.70 7.90 6.50 5.20
s:11319\00011calw%1277-PondSiz Pond 4 90perced.XLS printed: 5/27/1009 2:14 PM Page 1 of 3
<nt??? DATE
1!1!1! 111,11gig
5-12-09
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Guilford County, NC KAL
Pond Stage / Storage Detail
Stage (ft) Elevation Area (sf) Storage (cf)
-6.50 751.50 220 0
-6.00 752.00 2,320 0
-5.50 752.50 2,745 0 Top of Sed. Stor. in Foreba
-5.00 753.00 3,195 35 Top of Sed. Stor. in Main Por
-4.50 753.50 3,660 1,749
-4.00 754.00 4,145 3,700
-3.50 754.50 4,650 5,899
-3.00 755.00 5,170 8,354
-2.50 755.50 5,715 11,075
-2.00 756.00 6,270 14,071
-1.50 756.50 6,850 17,351
-1.00 757.00 7,445 20,925
-0.50 757.50 8,060 24,801 Inside of Shelf Elev.
0.00 758.00 10,240 29,376 Normal Pool Elev.
0.50 758.50 12,620 35,091 Outside of Shelf Elev.
1.00 759.00 13,375 41,590
1.50 759.50 14,150 48,471
2.00 760.00 14,940 55,744
Forebay Baffle Volume
Stage (ft) Elevation Area (sf) Total Vol (cf) Solid Vol (cf)'
-6.00 752.00 510 0 0
-5.50 752.50 540 0 0
-5.00 753.00 560 0 0
-4.50 753.50 570 283 170
-4.00 754.00 570 568 341
-3.50 754.50 560 850 510
-3.00 755.00 545 1,126 676
-2.50 755.50 515 1,391 835
-2.00 756.00 480 1,640 984
-1.50 756.50 435 1,869 1,121
-1.00 757.00 380 2,073 1,244
-0.50 757.50 315 2,246 1,348
0.00 758.00 270 2,393 1,436
* 40% Voids I
Inside of Shelf Elev.
Normal Pool Elev.
•
•
4D
s:\1319\0001\calcs\1277-PondSize-Pond 4 90peicenl.XLS printed: &27/2009 2:14 PM Page 2 of 3
CJ
- TF t ?r ar no- DATE
t '? L? *Pfi'? .: d ,
5-12-09
PROJECT NAME PROJECT NO ?Jamestown Middle School 1277
LOCATION BY
Guilford County, NC KAL
Forebay Volume
Stage (ft) Elevation Area (sf) Storage (cf)
-6.50 751.50 105 0
-6.00 752.00 180 0
-5.50 752.50 260 0 Top of Sed. Stor. in
-5.00 753.00 350 153
-4.50 753.50 455 354
-4.00 754.00 565 609
-3.50 754.50 700 925
-3.00 755.00 845 1,311
-2.50 755.50 1,005 1,774
-2.00 756.00 1,175 2,319
-1.50 756.50 1,360 2,953
-1.00 757.00 1,560 3,683
-0.50 757.50 1,770 4,515 Inside of Shelf Elev.
0.00 758.00 2,460 5,573 Normal Pool Elev.
Anti-Floatation
•
Invert of Riser: 772.00 ft
Crest of Riser: 777.50 ft
Inside Width of Riser 4.00 ft
Inside Length of Riser: 4.00 ft
Riser Wall Thickness: 8.00 in
Volume of Riser: 156.44 cf
Volume of Riser Walls: 68.44 cf
Weight of Concrete: 150 Ibs/cf
Buoyancy Force: 62.4 Ibs/cf
Weight of Riser Walls: 10,267 Ibs
Buoyancy Force of Riser: 9,762 Ibs
Weight of Riser minus Buoyancy Force 505 Ibs
Width of Anchor extension 6 in
Thickness of Anchor extension 12 in
Weight of Water acting on anchor extension 4004 Ibs
Weight of extension required (concrete) None Ibs
Safety Factor (SF) 1.3
Weight of extension required with SF 0 Ibs
Anchor Length: 6.33 ft
Anchor Width: 6.33 ft
Volume of Anchor: 40 cf
Weight of Proposed Anchor 6017 Ibs
Is Anchor sufficient? YES
Total Downward Force: 20,287 lbs
Total Boyancy Force: 9,762 lbs
Total Safety Factor: 2.1
•
s:11 3 1 910 0 0 11calcs\7277-PondSize-Pond 4 90percent.XLS
printed: 5/27/2009 2:14 PM
Page 3 of 3
Permit
•
(to be provided by DWQ)
TAA of wA r?;y,
o`er vG
NCDENR Q
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN 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.
Ill. PROJECT INFORMATION '
Project name Jamestown Middle School
Contact person Steven Miller, PE
Phone number 919-319-6716
Date 41700
Drainage area number Pond 4
II. OtS IGN INFORMATION
Site Characteristics
Drainage area
Impervious area, post-development
% impervious
Design rainfall depth
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
• Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1 -yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
•
233,050 fe
48,790 fl2
20.94 %
1.0 in
4,630 ft3 OK
8,269 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
0 ft3
to
Y (Y or N)
3.0 in
0.30 (unifless)
0.44 (unitiess)
2.12 in/hr OK
3.44 ft3/sec
4.95 ft3/sec
1.51 ft3/sec
758.70 fmsl
758.00 fmsl
754.00 fmsl
758.50 fmsl
757.50 fmsl
753.00 fmsl
752.00 fmsl
1.00 It
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.6420/09 Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
II. DESIGN INFORMATION •
Surface Areas
Area, temporary pool 12,920 ft
Area REQUIRED, permanent pool 5,826 flz
SA/DA ratio 2.50 (unifless)
Area PROVIDED, permanent pool, Ap.,ay. 10,240 fe OK
Area, bottom of 1Oft vegetated shelf, Ate, a,& 8,060 fe
Area, sediment cleanout, top elevation (bottom of pond), kt p d 3,195
Volumes
Volume, temporary pool 8,269 ft3 OK
Volume, permanent pool, VI.-P. 27,941 ft3
Volume, forebay (sum of forebays if more than one forebay) 5,573 ft3
Forebay % of permanent pool volume 19.9% % OK
SAIDA Table Data
Design TSS removal 90
%
Coastal SAIDA Table Used? .
N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 2.50 (unifless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) N (Y or N)
Volume, permanent pool, Vp.
,,, 27,941 ft3 OK
_
Area provided, permanent pool, Ape,,,_,., 10,240 fl? OK
Average depth calculated ft
Average depth used in SAIDA, day, (Round to nearest 0.5ft) ft
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
Area provided, permanent pool, Ap._,,, 10,240 le OK
Area, bottom of 1Oft vegetated shelf, A4, sw 8,060 ft OK
Area, sediment cleanout, top elevation (bottom of pond), A,ya,d 3,195 rye OK •
"Depth' (distance b/w bottom of 1Oft shelf and top of sediment) 4.50 ft OK
Average depth calculated 3.59 ft OK
Average depth used in SAIDA, da,,, (Round to nearest 0.5ft) 3.0 ft Insufficient. Check calculation.
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 1.50 in
Area of orifice (if-non-circular) in'
Coefficient of discharge (CD) 0.60 (unitless)
Driving head (Hj 0.70 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (CW) (unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 3.44 ft3/sec OK
Post-development 1-yr, 24-hr peak flow 4.95 ft3/sec OK
Storage volume discharge rate (through discharge orifice or weir) 0.05 ft3/sec
Storage volume drawdown time 2.00 days OK, draws down in 2-5 days.
Drawdown time varying from expected value by more than a half day.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 It OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 2.3 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 ft OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK

Capures all runoff at ultimate build-out?
Y
(Y or N) •
OK
Drain mechanism for maintenance or emergencies 4-IN WITH GATE VALVE
Form SW401-Wet Detention Basin-Rev.6r2/20/09 Parts I. & II. Design Summary, Page 2 of 2
Permit
(to be provided by DWQ)
• !I( ftEQ1fIRED ITEMS 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.
Pagel Plan
Initials 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),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
•
w
C?•4 2. Partial plan (1" = 30' or larger) and details for the wet detention basin shouting:
Outlet structure with trash rack or similar,
- Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
G 7• 3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
?- C ?f• l
C'•4 L ?-
?- 7700
?n
Smo !?
(7d,L c
,'5" k-
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field inv6stigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.6-2/20109
Part III. Required Items Checklist, Page 1 of 1
0
STORMWATER MANAGEMENT
I MYR PRE P POST DEVELOPINENrANALYSIS
0
P-.?
.S.f• U i wcm "J / 5 r7 / P 14'v =& .i Vi/ '? GL
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?>

•
•
DATE
4-7-09
ZOJECT NAME PROJECT NO
)mestown Middle School 1277
)CATION BY
)mestown, NC KAL

Development: Rational Method
Site Area = 3.12 ac Tc = 5.00 min Ql-n = 4.09 cfs
Wt. CN = 73.0 Q2-yr = 5.11 cfs
Site Soils: Enon (Soil Group Q Q100-yr = 7.42 cfs
Il-yr 4.37 in/hr
I2-yr 5.46 in/hr
1100-yam 7.93 in/hr
Wooded Area: 3.12 ac CN= 73 C= 0.30
Impervious Area: 0.00 ac CN= 98 C= 0.95
Lawn Area: 0.00 ac CN= 74 C= 0.35
Weighted C: 0.30
Weighted CN: 73.0
-Development: Rational Method
Site Area = 2.51 ac Tc = 5.00 min Ql-yr = 3.29 cfs
Wt. CN = 73.0 Q2_yr = 4.11 cfs
Site Soils: Enon (Soil Group Q Q100-n = 5.97 cfs
Il-yr 4.37 in/hr
I2-yr 5.46 in/hr
1100_yr 7.93 in/hr
Wooded Area: 2.51 ac CN= 73 C= 0.30
Impervious Area: 0.00 ac CN= 98 C= 0.95
Lawn Area: 0.00 ac CN= 74 C= 0.35
Weighted C: 0.30
Weighted CN: 73.0
of Runoff Increase = [Qpost-Qpre]/Qpre
1-yr = -19.55 %
2-yr = -19.55 %
100-yr = -19.55 %
0
Increase is < Pre-development, therefore no detention required. 4-
o lu
a

?t

I I
I? I

g
0
I
I
r' -_yl I ??I
0 0 0
•
DATE
4-7-09
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Jamestown, NC KAL
I
Development: Rational Method
Site Area = 2.23 ac Tc = 5.00 min Q1-n = 2.92 cfs
Wt. CN = 73.0 Q2-, = 3.65 cfs
Site Soils: Wilkes (Soil Group Q Q100-,n = 5.31 cfs
I1-,r 4.37 in/hr
12-n 5.46 in/hr
1100-n 7.93 in/hr
Wooded Area: 2.23 ac CN= 73 C= 0.30
Impervious Area: 0.00 ac CN= 98 C= 0.95
Lawn Area: 0.00 ac CN= 74 C= 0.35
•
Weighted C: 0.30
Weighted CN: 73.0
Post-Development: Rational Method
Site Area = 1.81 ac Tc = 5.00 min Q1_yr = 2.37 cfs
Wt. CN = 73.0 Q2-n = 2.96 cfs
Site Soils: Wilkes (Soil Group Q Q1oo-,rt = 4.31 cfs
I1 -n 4.37 in/hr
12-n 5.46 in/hr
11oo-n 7.93 in/hr
Wooded Area: 1.81 ac CN= 73 C= 0.30
Impervious Area: 0.00 ac CN= 98 C= 0.95
Lawn Area: 0.00 ac CN= 74 C= 0.35
Weighted C: 0.30
Weighted CN: 73.0
of Runoff Increase = [Qpost-Qpre]/Qpre
1-yr = -18.83 %
2-yr = -18.83 %
100-yr = -18.83 %
Increase is < Pre-development, therefore no detention required. a*--
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DATE
r : 4-7-09

PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Jamestown, NC KAL
STORMWATER AN ALYSIS POINT: Ict
i 1
Pre-Development: Rational Method
Site Area = 43.77 ac Tc = 27.0 min Q1_n = 28.89 cfs
Wt. CN = 73.0 Q2-j,r = 36.11 cfs
Site Soils: Wikes (Soil Group Q Q100-,,r = 56.73 cfs
I1 -n 2.20 in/hr
12-n 2.75 in/hr
1100-,r 4.32 in/hr
Wooded Area: 43.77 ac CN= 73 C= 0.30
Impervious Area: 0.00 ac CN= 98 C= 0.95
Lawn Area: 0.00 ac CN= 74 C= 0.35
Weighted C: 0.30
Weighted CN: 73.0
Post-Development: Rational Method
Site Area = 46.85 ac Tc = 17.0 min Q1-,,r = 60.02 cfs
Wt. CN = 78.6 Q2-n = 75.24 cfs
Site Soils: Wikes (Soil Group Q Q100-, = 110.17 cfs
II-n 2.80 in/hr
12-n 3.51 in/hr
1100-n 5.14 in/hr
Wooded Area: 14.70 ac CN= 73 C= 0.30
Impervious Area: 9.62 ac CN= 98 C= 0.95
Lawn Area: 22.53 ac CN= 74 C= 0.35
Weighted C: 0.46
Weighted CN: 78.6

Percent of Runoff Increase = [Qpost-Qpre]/Qpre
1-yr = 107.75 %
2-yr = 108.35 %
100-yr = 94.22 %
Increase is > Pre-development, therefore post-development run-off shall be reduced to pre-development rates.
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_ DATE
4-7-09
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Jamestown, NC KAL
s

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i I11
l
Site Area = 27.86 ac Tc = 15.0 min Q1_n = 44.95 cfs
Wt. CN = 82.2 Q2-,,r = 56.16 cfs
Site Soils: Wi lkes (Soil Group Q Q100-n = 81.47 cfs
I1-,,r 2.93 in/hr
12-n 3.66 in/hr
I100-n 5.31 in/hr
Wooded Area: 1.20 ac CN= 73 C= 0.20
Impervious Area: 9.62 ac CN= 98 C= 0.95
Lawn Area: 17.04 ac CN= 74 C= 0.35
Weighted C: 0.55
Weighted CN: 82.2

Development: Rational Method
Site Area = 1.18 ac Tc = 15.0 min Q1-n = 1.11 cfs
Wt. CN = 76.0 Q2-jrz = 1.39 cfs
Site Soils: Wi lkes (Soil Group Q Q100-n = 2.01 cfs
I1-,T 2.93 in/hr
12-n 3.66 in/hr
lioo_n 5.31 in/hr
Wooded Area: 0.75 ac CN= 73 C= 0.20
Impervious Area: 0.13 ac CN= 98 C= 0.95
Lawn Area: 0.30 ac CN= 74 C= 0.35
Weighted C: 0.32
Weighted CN: 76.0
• a ANAL YSIS POINT: Ar ea tha t bypasses Pond
Development: Rational Method
Site Area = 18.99 ac Tc = 15.0 min Q1-n = 13.54 cfs
Wt. CN = 73.3 Q2-}, = 16.91 cfs
Site Soils: Wi lkes (Soil Group Q Q100-,,r = 24.54 cfs
I1-n 2.93 in/hr
I2-yr 3.66 in/hr
1100-n 5.31 in/hr
Wooded Area: 13.50 ac CN= 73 C= 0.20
Impervious Area: 0.00 ac CN= 98 C= 0.95
Lawn Area: 5.49 ac CN= 74 C= 0.35
Weighted C: 0.24
Weighted CN: 73.3
9
t a ?;?fM DATE
4-7-09
ZOJECT NAME PROJECT NO
imestown Middle School 1277
)CATION BY
)mestown, NC KAL
Pre-development:
Q1-yr = 28.89 cfs
Q1ao-yr = 56.73 cfs
r1 ?
# (r
Ii
Site-Bypass
Q1-yr = 13.54 cfs
Qioo-yr = 24.54 cfs
Pond Off-site
Q1-yr = 1.11 cfs
Q1oo-yr = 2.01 cfS
Total Allowable (Pre-development - Area Bypass + Pond Offsite Area)
Q1-yr = 16.46 cfs (Allowable Rates only Apply to 1-yr Storm per NPDES Ph II)
Q1oo-yr = 34.20 cfs
Pond Discharges (from Pond Routing Results)
Pond 1
Q1-yr = 4.64 Cfs
Q1oo-yr = 110.24 cfs
Pond 2
Q1-yr = 1.90 cfs
Q1oo-yr = 50.98 CfS
Pond 3
Q1-yr = 1.40 cfs
Q1oo-yr = 16.71 cfs
Total Combined from All Ponds
Q1-yr = 7.94 cfs < 16.46 cfs OK
Q1oo-yr = 177.93 cfs
Total Discharge at Analysis Point C From Area within Property Limits
Combinded Pond Discharges: Q1-yr = 7.94 cfs
Flow that By-Passes Ponds: Q1-yr = 13.54 cfs
Off-Site Flow through Site: Q1-yr = -1.11 cfs
Total: QI-Yr = 20.37 cfs •C 0 S.Sq-c FS
1]
•

QPRE E Po).dr C '-
•
j r i DATE -
rt{ i 8-26-08
PROJECT NAME PROJECT NO J1
Jamestown Middle School 1277
LOCATION BY I,
Guilford County, NC KAL
Sheet Flow
Manning's Coefficient (n)
Flow Length
2-yr, 24-hr Rainfall Depth
Hydraulic Change in Elevation
Slope
Time of Concentration (T,,)
Shallow Concentrated Flow
•
Flow Length
Hydraulic Change in Elevation
Watercourse Slope
Average Velocity
Time of Concentration (Tc)
Channel Flow
Side Slope
Depth
Channel Base / Pipe Dia.
Cross Sectional Area
Wetted Perimeter
Hydraulic Radius
Channel/Pipe Slope
Hydraulic Change in Elevation
Manning's Coefficient (n)
Velocity
Flow Length
Time of Concentration (Tc)
Subarea T,
0.41
50 ft
3.6 in
3.0 ft
0.060 ft/ft
7.6 min
875 ft
64.0 ft
0.073 ft/ft
4.4 ft/s
3.3 min
No. 1
Channel
4 :1
2.0 ft
2.0 ft
20.00 sf
18.49 sf
1.08 sf
0.0294 ft/ft
16.0 ft
0.41
0.65 ft/s
545 ft
13.9 min
27.1 min
(From TR-55 Figure 3.1,2nd Ed. 1986)
No. 2
Channel
4 :1
2.0 ft
6.0 ft
28.00 sf
22.49 sf
1.24 sf
0.0319 ft/ft
44.0 ft
0.03
10.24 ft/s
1380 ft
2.2 min
0
!+ _ DATE
8-26-08
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Guilford County, NC KAL
Sheet Flow
Manning's Coefficient (n)
Flow Length
2-yr, 24-hr Rainfall Depth
Hydraulic Change in Elevation
Slope
Time of Concentration (TO
Shallow Concentrated Flow
Flow Length
Hydraulic Change in Elevation
Watercourse Slope
Average Velocity
Time of Concentration (TO
Channel Flow
Side Slope
Depth
Channel Base / Pipe Dia.
Cross Sectional Area
Wetted Perimeter
Hydraulic Radius
Channel/Pipe Slope
Hydraulic Change in Elevation
Manning's Coefficient (n)
Velocity
Flow Length
Time of Concentration (Tc)
Subarea Tc
0.41
50 ft
3.6 in
3.0 ft
0.060 ft/ft
7.6 min
350 ft
47.0 ft
0.134 ft/ft
6.0 ft/s
1.0 min
No. 1
Channel
3 :1
2.0 ft
2.0 ft
16.00 sf
14.65 sf
1.09 sf
0.0542 ft/ft
15.0 ft
0.41
0.89 ft/s
277 ft
5.2 min
15.2 min
(From TR-55 Figure 3.1,2nd Ed. 1986)
No. 2
Pipe
2.0 ft
2.0 ft
3.14 sf
6.28 ft
0.50 ft
0.0171 ft/ft
14.0 ft
0.013
9.41 ft/s
820 ft
1.5 min
C7
•
:7
•
4 11 11i'll ','I DATE
mum?'? m 4-29-08
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Guilford County, NC KAL
Sheet Flow
Manning's Coefficient (n) 0.41
Flow Length 50 ft
2-yr, 24-hr Rainfall Depth 3.6 in
Hydraulic Change in Elevation 1.0 ft
Slope 0.020 ft/ft
Time of Concentration (T,) 11.9 min
Shallow Concentrated Flow
•
Flow Length 0 ft
Hydraulic Change in Elevation 0.0 ft
Watercourse Slope 1.000 ft/ft
Average Velocity 2.8 ft/s
Time of Concentration (Tc) 0.0 min
(From TR-55 Figure 3.1,2nd Ed. 1986)
Channel Flow No. 2
Pipe
Side Slope :1
Depth 2.0 ft
Channel Base / Pipe Dia. 2.0 ft
Cross Sectional Area 3.14 sf
Wetted Perimeter 6.28 ft
Hydraulic Radius 0.50 ft
Channel/Pipe Slope 0.0422 ft/ft
Hydraulic Change in Elevation 53.0 ft
Manning's Coefficient (n) 0.013
Velocity 14.80 ft/s
Flow Length 1255 ft
Time of Concentration (T,) 1.4 min
Subarea T, 13.3 min
0
} f, z` 6 W DATE -
e i 8-27-08
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Guilford County, NC KAL
Sheet Flow
Manning's Coefficient (n) 0.41
Flow Length 50 ft
2-yr, 24-hr Rainfall Depth 3.6 in
Hydraulic Change in Elevation 1.5 ft
Slope 0.030 ft/ft
Time of Concentration (T,) 10.1 min
Shallow Concentrated Flow
Flow Length 230 ft
Hydraulic Change in Elevation 21.0 ft
Watercourse Slope 0.091 fuft
Average Velocity 4.8 ft/s
Time of Concentration (Tc) 0.8 min
Channel Flow No. 2
Pipe
Side Slope
Depth 1.5 ft
Channel Base / Pipe Dia. 1.5 ft
Cross Sectional Area 1.77 sf
Wetted Perimeter 4.71 ft
Hydraulic Radius 0.38 ft
Channel/Pipe Slope 0.0895 ft/ft
Hydraulic Change in Elevation 17.0 ft
Manning's Coefficient (n) 0.013
Velocity 17.78 ft/s
Flow Length 190 ft
Time of Concentration (Tc) 0.2 min
Subarea T, 11.1 min
(From TR-55 Figure 3.1,2nd Ed. 1986)
•

C
0

K. x DATE 1-
4-7-09 ? ?
PROJECT NAME PROJECT NO L
Jamestown Middle School 1277
LOCATION BY " >>
Jamestown, NC KAL
YAT
ER AN
ALYSIS V
1 1 EI
Pre-Development: Rational Method
Site Area = 7.38 ac Tc = 12.0 min Q1-yr = 8.90 cfs
Wt. CN = 74.7 Q2-yr = 11.14 cfs
Site Soils: Wilkes (Soil Group C) Q100-, = 16.11 cfs
11-yr 3.26 in/hr
I2-yr 4.08 in/hr
1100_yr 5.90 in/hr
Wooded Area: 0.50 ac CN= 73 C= 0.30
Impervious Area : 0.24 ac CN= 98 C= 0.95
Lawn Area: 6.64 ac CN= 74 C= 0.35
Weighted C: 0.37
Weighted CN: 74.7
Post-Development: Rational Method
Site Area = 7.54 ac Tc = 30.0 min `.C1_yr = 6.60 cfs
Wt. CN = 77.3 Q2-yr = 8.24 cfs
Site Soils: Wilkes (Soil Group Q Q100-n = 13.30 cfs
11-yr 2.02 in/hr
12-yr 2.52 in/hr
1100-yr 4.07 in/hr
Wooded Area: 0.00 ac CN= 73 C= 0.30
Impervious Area: 1.05 ac CN= 98 C= 0.95
Lawn Area: 6.49 ac CN= 74 C= 0.35
Weighted C: 0.43
Weighted CN: 77.3
1 i / 1 I

Percent of Runoff Increase = [Qpost-Qpre]/Qpre
1-yr = -25.82 %
2-yr = -26.06 %
100-yr = -17.42 %
Increase is < Pre-development, therefore no detention required. 04-1 .
FRo?ioto Apr,- 7_!51S PCino?Q cr

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•
•
PROJECT NAME
Jamestown Middle School
LOCATION
Jamestown, NC
-Development:
DATE
4-7-09
PROJECT NO
1277
BY
KAL
Site Area = 4.10 ac Tc = 30.0 min
Wt. CN = 80.1
Site Soils: Wilkes (Soil Group C)
11-3"r - 2.02 in/hr
I2-yi 2.52 in/hr
1100-yr 4.07 in/hr
Wooded Area: 0.00 ac CN=
Impervious Area: 1.05 ac CN=
Lawn Area: 3.05 ac CN=
Weighted C:
Weighted CN:
Development:
Site Area = 1.25 ac Tc = 30.0 min
Wt. CN = 74.4
Site Soils: Wilkes (Soil Group C)
I1_yr 2.021n/hr
I2-,T 2.52 in/hr
1100-n 4.07 in/hr
Wooded Area: 1.00 ac CN=
Impervious Area: 0.06 ac CN=
Lawn Area: 0.19 ac CN=
Weighted C:
Weighted CN:
Site Area = 3.44 ac Tc = 30.0 min
Wt. CN = 74.0
Site Soils: Wilkes (Soil Group C)
I1-yr 2.02 in/hr
I2_yr 2.52 in/hr
I100-n 4.07 in/hr
Wooded Area: 0.00 ac CN=
Impervious Area: 0.00 ac CN=
Lawn Area: 3.44 ac CN=
Weighted C:
Weighted CN:
73
98
74
0.50
80.1
73
98
74
0.26
74.4
73
98
74
0.35
74.0
V
Rational Metho
Q1-y, = 4.17 cfs
Q2_, = 5.20 cfs
Q100-, = 8.40 cfs
C= 0.20
C= 0.95
C= 0.35
Rational Method
Q1_' = 0.65 cfs
Q2-, = 0.82 cfs
Q100-, = 1.32 cfs
C= 0.20
C= 0.95
C= 0.35
Rational Method
Q1-' = 2.43 cfs
Q2-, = 3.03 cfs
Q100-, = 4.90 cfs
C= 0.20
C= 0.95
C= 0.35
0
PROJECT NAME
Jamestown Middle School
LOCATION
Jamestown, NC
Pre-development:
QI-yr
Q 100-yr
Site-Bypass
Ql-yr -
Q100-yr -
Pond Off-site
Ql-yr =
Q100-yr =
Total Allowable
Ql-yr -
Q100-yr
8.90 cfs
16.11 cfs
2.43 cfs
4.90 cfs
0.65 cfs
1.32 cfs
DATE
4-7-09
PROJECT NO
1277
BY
KAL
'
,.

Jj
?

(Pre-Development - Area Bypass + Pond Off-Site Area)
7.12 cfs (Allowable Rates only Apply to 1-yr Storm per NPDES Ph II)
12.53 cfs
Pond Discharges (from Pond Routing Results)
Pond 4
Q1-yr = 1.06 cfs
Q100-yr = 20.27 cfs
Total Combined from All Ponds
Q1.Yr = 1.06 cfs <
Q100-yr = 20.27 cfs
7.12 cfs OK
Total Discharge at Analysis Point C From Area within Property Limits
Combinded Pond Discharges: Q1-yr = 1.06 cfs
Flow that By-Passes Ponds: Q1-Yr = 4.90 cfs
Off-Site Flow through Site: Q1-yr = -1.32 cfs
Total: Q1-yr = 4.64 cfs < Q•9 0 - c ?s o I ?-
0
•
?1
•
.4. 4 -?DATE NMI
9-23-08
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Guilford County, NC KAL
Sheet Flow
Manning's Coefficient (n)
Flow Length
2-yr, 24-hr Rainfall Depth
Hydraulic Change in Elevation
Slope
Time of Concentration (T,)
Shallow Concentrated Flow
C: ]
Flow Length
Hydraulic Change in Elevation
Watercourse Slope
Average Velocity
Time of Concentration (T,)
Subarea TC
0.41
50 ft
3.6 in
1.0 ft
0.020 ft/ft
11.9 min
230 ft
22.0 ft
0.096 ft/ft
5.0 ft/s
0.8 min
12.6 min
(From TR-55 Figure 3.1,2nd Ed. 1986)
0
DATE
• 8-27-08
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY Guilford County, NC KAL
Sheet Flow
Manning's Coefficient (n) 0.41
Flow Length 50 ft
2-yr, 24-hr Rainfall Depth 3.6 in
Hydraulic Change in Elevation 0.5 ft
Slope 0.010 ft/ft
Time of Concentration (Tc) 15.6 min
Shallow Concentrated Flow
Flow Length 160 ft
Hydraulic Change in Elevation 3.0 ft
Watercourse Slope 0.019 ft/ft
Average Velocity 2.2 ft/s (From TR-55 Figure 3.1,2nd Ed. 1986)
Time of Concentration (Tc) 1.2 min
Channel Flow No. 1 No. 2
Channel Pipe
Side Slope 3 :1
Depth 1.0 ft 1.5 ft
Channel Base / Pipe Dia. 2.0 ft 1.5 ft
Cross Sectional Area 5.00 sf 1.77
Wetted Perimeter 8.32 sf 4.71 ft
Hydraulic Radius 0.60 sf 0.38 ft
Channel/Pipe Slope 0.0093 ft/ft 0.0531 ft/ft
Hydraulic Change in Elevation 2.0 ft 17.0 ft
Manning's Coefficient (n) 0.41 0.013
Velocity 0.25 ft/s 13.70 ft/s
Flow Length 215 ft 320 ft
Time of Concentration (Tc) 14.4 min 0.4 min
Subarea T,
31.7 min
r?
r?
0 •
? DATE _.
Ali
e 8-27-08
ri
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Guilford County, NC KAL
Sheet Flow
Manning's Coefficient (n) 0.41
Flow Length 50 ft
2-yr, 24-hr Rainfall Depth 3.6 in
Hydraulic Change in Elevation 0.5 ft
Slope 0.010 ft/ft
Time of Concentration (T,) 15.6 min
Shallow Concentrated Flow
•
Flow Length 160 ft
Hydraulic Change in Elevation 3.0 ft
Watercourse Slope 0.019 ft/ft
Average Velocity 2.2 ft/s
Time of Concentration (Tc) 1.2 min
Channel Flow No. 1
Channel
Side Slope 3 :1
Depth 1.0 ft
Channel Base / Pipe Dia. 2.0 ft
Cross Sectional Area 5.00 sf
Wetted Perimeter 8.32 sf
Hydraulic Radius 0.60 sf
Channel/Pipe Slope 0.0093 ft/ft
Hydraulic Change in Elevation 2.0 ft
Manning's Coefficient (n) 0.41
Velocity 0.25 ft/s
Flow Length 215 ft
Time of Concentration (Tc) 14.4 min
(From TR-55 Figure 3.1,2nd Ed. 1986)
No. 2
Pipe
1.5 ft
1.5 ft
1.77
4.71 ft
0.38 ft
0.0531 ft/ft
17.0 ft
0.013
13.70 ft/s
320 ft
0.4 min
Subarea T,
31.7 min
C
C]
•
0
DATE
4-7-0 9
PROJECT NAME PROJECT NO
Jamestown Middle School 1277
LOCATION BY
Jamestown, NC KAL I
P ? ` AN ALYSIS POINT: Tv
1 11
Pre-Development: Rational Method
Site Area = 2.53 ac Tc = 5.00 m in Q1-,,r = 3.32 cfs
Wt. CN = 73.0 Q2-n = 4.14 cfs
Site Soils: Wilkes (Soil Group Q Q100_, = 6.02 cfs
11-n 4.37 in/hr
I2-,,I 5.46 in/hr
1100_yr 7.93 in/hr
Wooded Area: 2.53 ac CN= 73 C = 0.30
Impervious Area: 0.00 ac CN= 98 C= 0.95
Lawn Area: 0.00 ac CN= 74 C= 0.35
Weighted C: 0.30
Weighted CN: 73.0
Post-Development: Rational Method
Site Area = 0.97 ac Tc = 5.00 min Q1-yr = 1.48 cfs
Wt. CN = 74.0 Q2_n = 1.85 cfs
Site Soils: Wilkes (Soil Group Q Q100-n = 2.69 cfs
11-n 4.37 in/hr
12-n 5.46 in/hr
I1oo-n 7.93 in/hr
Wooded Area: 0.00 ac CN= 73 C= 0.30
Impervious Area: 0.00 ac CN= 98 C= 0.95
Lawn Area: 0.97 ac CN= 74 C= 0.35
Weighted C: 0.35
Weighted CN: 74.0
1 li , M, 1

Percent of Runoff Increase = [Qpost-Qpre]/Qpre
I -yr = -55.27 %
2-yr = -55.27 %
100-yr = -55.27 %
Increase is < Pre-development, therefore no detention required.
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•
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0
DATE
4-7-09
PROJECT NAME PROJECT NO .?_
Jamestown Middle School 1277 tl _ -
LOCATION BY
Jamestown, NC KAY

STORMWATER AN
ALYSIS POINT* 'Fl

Pre-Development: Rational Method
Site Area = 9.88 ac Tc = 5.00 min Q1_, = 12.95 cfs
Wt. CN = 73.0 Q2_j,r = 16.18 cfs
Site Soils: Wilkes (Soil Group C) Q100-,,r = 23.50 cfs
11 _YT 4.37 in/hr
I2_yr 5.46 in/hr
1100_n 7.93 in/hr
Wooded Area: 9.88 ac CN= 73 C= 0.30
Impervious Area: 0.00 ac CN= 98 C= 0.95
Lawn Area: 0.00 ac CN= 74 C= 0.35
Weighted C: 0.30
Weighted CN: 73.0
Post-Development: Rational Method
Site Area = 9.23 ac Tc = 5.00 min Q1-n = 12.21 cfs
Wt. CN = 73.1 Q2-,,r = 15.26 cfs
Site Soils: Wilkes (Soil Group C) Q100-, = 22.16 cfs
11-n 4.37 in/hr
12-n 5.46 in/hr
1100-n 7.93 in/hr
Wooded Area: 8.73 ac CN= 73 C= 0.30
Impervious Area: 0.00 ac CN= 98 C= 0.95
Lawn Area: 0.50 ac CN= 74 C= 0.35
Weighted C: 0.30
Weighted CN: 73.1

Percent of Runoff Increase = [Qpost-Qpre]/Qpre
1-yr = -5.74 %
2-yr = -5.74 %
100-yr =
itnuuj? -5.74 %
Increase is < Pre-development, therefore no detention required.
0 b)
I?L a L
06.
1
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0 0 0

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0 0 0
•
STORMWATER MANAGEMENT
BMP HYDRoGAmpHS
0

Hydrograph Summary Report
AN&
Page 1
yd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 28.48 1 723 81,809 --- --- ---- Area To Pond 1
2 Reservoir 4.64 1 750 61,706 1 777.46 36,695 Route Pond 1
4 SCS Runoff 21.21 1 721 54,036 ---- ----- ---- Area to Pond 2
5 Reservoir 1.90 1 758 31,549 4 757.40 30,535 Route Pond 2
7 SCS Runoff 6.05 1 721 14,645 -- ----- ----- Area to Pond 3
8 Reservoir 1.40 1 733 10,993 7 762.85 6,063 Route Pond 3
10 SCS Runoff 5.75 1 733 24,245 ---- ---- ---- Area to Pond 4
11 Reservoir 1.06 1 772 15,209 10 758.98 11,935 Route Pond 4
Proj. file: 1277-Ponds.gpw Return Period: 1 yr Run date: 04-08-2009
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuff) Hydrograph
description
1 SCS Runoff 127.18 1 723 368,530 ---- ------ ---- Area To Pond 1
2 Reservoir 110.24 1 727 342,862 1 778.95 79,505 Route Pond 1
4 SCS Runoff 69.96 1 721 190,274 --- ------ --- Area to Pond 2
5 Reservoir 50.98 1 726 164,698 4 758.65 60,881 Route Pond 2
7 SCS Runoff 26.59 1 720 65,951 ---- ------ ----- Area to Pond 3
8 Reservoir 16.71 1 726 61,752 7 764.35 19,355 Route Pond 3
10 SCS Runoff 26.27 1 732 109,325 --- ----- --- Area to Pond 4
11 Reservoir 20.27 1 742 99,016 10 760.20 29,364 Route Pond 4
Proj. file: 1277-Ponds.gpw Return Period: 100 yr Run date: 04-08-2009
Page
Hydraflow Hydrographs by Intelisolve
7?oNV ?
Reservoir Report Page 1
•
Reservoir No. 6 - Pond 1 -Rev Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00 776.00
0.50 776.50
1.00 777.00
2.00 778.00
3.00 779.00
4.00 780.00
Contour area (sqft)
21,050
24,820
25,750
28,560
31,195
33,830
Incr. Storage (cult)
0
11,468
12,643
27,155
29,878
32,513
Total storage (cuft)
0
11,468
24,110
51,265
81,143
113,655
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 30.0 2.5 0.0 0.0 Crest Len ft = 14.00 20.00 2.00 0.00
Span in = 30.0 2.5 0.0 0.0 Crest El. ft = 777.50 778.00 776.70 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.00 3.00 3.33 0.00
Invert El. ft = 772.00 776.00 0.00 0.00 Weir Type = Riser Broad Rect ---
Length ft = 82.0 0.5 0.0 0.0 Multi-Stage = Yes No Yes No
Slope % = 2.40 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 ft
• Note: All outBows have been analyzed under inlet and outlet control.
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 776.00 0.00 0.00 --- -- 0.00 0.00 0.00 --- --- 0.00
0.50 11,468 776.50 39.19 0.10 --- --- 0.00 0.00 0.00 --- --- 0.10
1.00 24,110 777.00 39.19 0.16 --- --- 0.00 0.00 1.09 --- --- 1.25
2.00 51,265 778.00 39.19 0.23 -- -- 14.85 0.00 9.87 --- --- 24.95
3.00 81,143 779.00 55.46 0.08 --- --- 44.06 60.00 11.32 --- -- 115.45
4.00 113,655 780.00 61.06 0.04 --- --- 50.15 169.71 10.84 - -- 230.74
0
0
Pond 1=Rev
4-
? 3-
..
a)
0) 2

?
1900 0000
1
0

0.0 138 00.5 276 00.9 41401.4 55201.9 69002.3 82802.8 96603.3 110403.8
Storage (cuft)
•

? 0
Pond 1-Rev
0
a?
CS
w
0.0 27.2 54.4 81.6 108.8 136.0 163.2 190.5 217.7
Discharge (cfs)
/ Total
/ Culv A
/ Culy B
/ Culy C
/ Culy D
Weir A
Weir B
/ Weir C
/ Weir D
/ Exfiltration

Hydrograph Plot
/1117-44-j klyv
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Area To Pond 1
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs *-
Drainage area = 17.88 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.00 in
Storm duration = 24 hrs
Peak discharge = 28.48 cfs
Time interval = 1 min
Curve number = 80
Hydraulic length = 0 ft
Time of conc. (Tc) = 15.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 81,809 cuft
1 - SCS Runoff - 1 Yr - Qp = 28.48 cfs
30
25
20
15-
CY
10-
5-
0
C
- r

i
I

.0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
Time (hrs)
Hyd. 1
of
0
61

Hydrograph Plot
0 - - - - --- --- - -- --
Hyd. No. 2
Route Pond 1
Hydrograph type = Reservoir
Storm frequency = 1 yrs •F.-
Inflow hyd. No. = 1
Max. Elevation = 777.46 ft
?o?0 2
Hydraflow Hydrographs by Intelisolve
Peak discharge = 4.64 cfs
Time interval = 1 min
Reservoir name = Pond 1-Rev
Max. Storage = 36,695 cuft
Storage Indication method used.
Hydrograph Volume = 61,706 cult
2 - Reservoir - 1 Yr - Qp = 4.64 cfs
? n-
r?
LV -
15
CY
10 --
0r.
0.0

2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
Time (hrs)
/ Hyd. 1 Hyd. 2
.0
n
U
Hydrograph Plot
Hyd. No. 1
Area To Pond 1
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 17.88 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
poN D /
Hydraflow Hydrographs by Intelisolve
Peak discharge = 127.18 cfs
Time interval = 1 min
Curve number = 80
Hydraulic length = 0 ft
Time of conc. (Tc) = 15.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 368,530 cuft
1 - SCS Runoff - 100 Yr - Qp = 127.18 cfs
150
10(
C3i
5(
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 1
i

0
•
•
0
•

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve

Hyd. No. 2
Route Pond 1
Hydrograph type = Reservoir
Storm frequency = 100 yrs +F
Inflow hyd. No. = 1
Max. Elevation = 778.95 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 110.24 cfs
= 1 min
= Pond 1-Rev
= 79,505 cult
storage Indication method used. Hydrograph Volume = 342,862 cuft
2 - Reservoir - 100 Yr - Qp = 110.24 cfs
1
1
V
/ Hyd. 1 / Hyd. 2
0
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
LJ
•
0
1P,0qC> Z.
Reservoir Report Page 1
• R VU; I _ R Hydraflow Hydrographs by Intelisolve
•
eserv®lr U. 7 -Pond 2 ev
Pond Data
Pond storage is based on known contour areas. A verage end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (tuft)
0.00 756.00 18,710 0 0
0.50 756.50 21,660 10,093 10,093
1.00 757.00 22,350 11,003 21,095
2.00 758.00 24,420 23,385 44,480
3.00 759.00 26,360 25,390 69,870
4.00 760.00 28,310 27,335 97,205
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in = 24.0 2.5 0.0 0.0
Span in = 24.0 2.5 0.0 0.0
No. Barrels = 1 1 0 0
Invert El. ft = 752.00 756.00 0.00 0.00
Length ft = 94.0 0.5 0.0 0.0
Slope % = 2.13 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No
Weir Structures
[A]
Crest Len ft = 14.00
Crest El. ft = 757.50
Weir Coeff. = 3.00
Weir Type = Riser
Multi-Stage = Yes
[Bl [C] [D]
10.00 2.00 0.00
758.00 757.00 0.00
3.00 3.33 0.00
Broad Rect ---
No Yes No
Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 ft
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft cuft ft cfs
0.00 0 756.00 0.00
0.50 10,093 756.50 26.20
1.00 21,095 757.00 26.20
2.00 44,480 758.00 26.20
3.00 69,870 759.00 36.77
4.00 97,205 760.00 39.94
Note: All outflows have been analyzed under inlet and outlet control.
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 --- --- 0.00 0.00 0.00 --- --- 0.00
0.10 --- --- 0.00 0.00 0.00 --- --- 0.10
0.16 --- --- 0.00 0.00 0.00 --- --- 0.16
0.23 --- 14.85 0.00 6.66 --- --- 21.74
0.05 --- --- 30.13 30.00 6.59 --- --- 66.77
0.03 --- --- 33.39 84.85 6.49 --- --- 124.76
0
•
Pond 2 Rev
cu
0.0 11808.9 23617.9 35426.8 47235.8 59044.7 70853.6 82662.6 94471.5
Storage (cuft)
•
0
•
Pond 2 Rev
4
3
a)
Cm 2
-Cu
10
C

0000010

.0 14.8 29 .5 44.3 59 .1 73 .9 88 .6 103.411!
/ Total
/ Culy A
/ Culv B
/ Culy C
/ Culy D
Weir A
Weir B
/ Weir C
/ Weir D
/ Exfiltration
1.2
Discharge (cfs)
C7
Hydrograph Plot

Hyd. No. 4
Area to Pond 2
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs t--
Drainage area = 7.98 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.00 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 21.21 cfs
Time interval = 1 min
Curve number = 89
Hydraulic length = 0 ft
Time of conc. (Tc) = 13.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 54,036 cult
4 - SCS Runoff - 1 Yr - Qp = 21.21 cfs
2
2
1
CY
1
- -

i

).0 2.4 4.8 7.2 9.6 12.0 14

.4 16.8 19 5
5
0
.2 21.6 24
Time (hrs)
Hyd. 4
0

0 ?

Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Area to Pond 2
Hydrograph type = SCS Runoff Peak discharge = 69.96 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 7.98 ac Curve number = 89
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 13.3 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 190,274 cuft
4 - SCS Runoff - 100 Yr - Qp = 69.96 cfs
•
CJ

i
i

0 i

0.0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
Time (hrs)
Hyd.4
.0

Hydrograph Plot
25
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Route Pond 2
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 4
Max. Elevation = 757.40 ft
Peak discharge = 1.90 cfs
Time interval = 1 min
Reservoir name = Pond 2 Rev
Max. Storage = 30,535 cuft
Storage Indication method used.
2(
1!
CY 1(

Hydrograph Volume = 31,549 cuft
5 - Reservoir - 1 Yr - Qp = 1.90 cfs

). 0 2. 4 4. 8 7. 2 9. 6 12.0 14 .4 16 .8 19 .2 21 .6 24
Time (hrs)
/ Hyd. 4 Hyd. 5
.0
C`
J
0 ?
9 ?
•
•
Hydrograph Plot
Hyd. No. 5
Route Pond 2
80
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 4
Max. Elevation = 758.65 ft
Vpd•Ov D 2-
U r J..>?, , /-oc -q1j I
Hydraflow Hydrographs by Intelisolve
Peak discharge = 50.98 cfs
Time interval = 1 min
Reservoir name = Pond 2 Rev
Max. Storage = 60,881 cuft
Storage Indication method used.
61
4(
2(
Hydrograph Volume = 164,698 cult
5 - Reservoir - 100 Yr - Qp = 50.98 cfs

I
).0 2.4 4.8 7.2 9.
6 12.0 14
.4 16.8 19
.2 21.6 24
/ Hyd. 4
Time (hrs)
Hyd. 5
0

•
•
0
Po..J o aS
i y Hydraflow Hydrographs by Intelisolve
Reservoir No. 8 - Pond 3
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult)
0.00 762.00 5,850 0 0
0.50 762.50 7,570 3,355 3:355
1.00 763.00 8,000 3,893 7,248
2.00 764.00 9,290 8,645 15,893
100 765.00 10,530 9,910 25,803
4.00 766.00 11,840 11,185 36,988
9
Reservoir Report
Culvert / Orifice Structures Weir Structures
[A] [Bl [C] [D] [A] [13] [C] [D]
Rise in = 15.0 1.3 0.0 0.0 Crest Len ft = 10.00 8.00 2.00 0.00
Span in = 15.0 1.3 0.0 0.0 Crest El. ft = 763.50 764.00 762.50 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.00 3.00 3.33 0.00
Invert El. ft = 758.50 762.00 0.00 0.00 Weir Type = Riser Broad Rect ---
Length ft = 90.0 0.5 0.0 0.0 Multi-Stage = Yes No Yes No
Slope % = 0.56 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Crif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/h r/sqft Tailwater Elev. = 0.00 ft
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft cuft ft cfs
0.00 0 762.00 0.00
0.50 3,355 762.50 8.65
1.00 7,248 763.00 8.65
2.00 15,893 764.00 11.25
3.00 25,803 765.00 12.49
4.00 36,988 766.00 13.54
Page 1
Note: All outflows have been analyzed under inlet and outlet control.
Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExfiI Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 --- --- 0.00 0.00 0.00 --- --- 0.00
0.03 --- --- 0.00 0.00 0.00 --- - 0.03
0.04 --- --- 0.00 0.00 2.35 --- - 2.39
0.01 --- --- 6.36 0.00 4.87 --- -- 11.25
0.00 --- --- 8.94 24.00 3.51 --- --- 36.45
0.00 --- --- 10.22 67.88 3.30 --- --- 81.40
9
•
Pond 3

N
0

0.0 4483.6 8967.3 13450.9 17934.5 22418.1 26901.8 31385.4 35869.0
Storage (cuft)

0
•
Pond 3

N
Cm
Cu
w
0.0 9.5 19.1 28.6 38.1 47.7 57.2 66.7 76.2
Discharge (cfs)
/ Total
/ Culv A
/ Culy B
/ Culy C
/ Culy D
Weir A
Weir B
/ Weir C
/ Weir D
/ Exfiltration
9
Hydrograph Plot
Po ? ? 3
iN??N Hyo i- y,c,
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Area to Pond 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
1 yrs 4.-
3.18 ac
0.0%
USER
3.00 in
24 hrs
Peak discharge = 6.05 cfs
Time interval = 1 min
Curve number = 80
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.1 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 14,645 cuft

6
402
0 4
CY
2
0
C
7 - SCS Runoff - 1 Yr - Qp = 6.05 cfs

.0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
Time (hrs)
/ Hyd. 7
.0

01
Ol ?
? 0
Hydrograph Plot
Hyd. No. 7
Area to Pond 3
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 3.18 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 26.59 cfs
Time interval = 1 min
Curve number = 80
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.1 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 65,951 cult
7 - SCS Runoff - 100 Yr - Qp = 26.59 cfs
U
30
25
20
15-
a
10
5
0
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 7

,7
Hydrograph Plot
poN D 3
i
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Route Pond 3
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 7
Max. Elevation = 762.85 ft
Storage Indication method used
Peak discharge = 1.40 cfs
Time interval = 1 min
Reservoir name = Pond 3
Max. Storage = 6,063 cuft
Hydrograph Volume e 10,993 cuft
8 - Reservoir - 1 Yr - Qp = 1.40 cfs
8
E
4
C3?
L
C

).0 2. 4 4. 8 7. 2 9. 6 12.0 14 .4 16 .8 19 .2 21 .6 24
Time (hrs)
/ Hyd. 7 Hyd. 8
.0
•
0 ?
9 ?
•
Hydrograph Plot
Hyd. No. 8
Route Pond 3
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 7
Max. Elevation = 764.35 ft
Hydraflow Hydrographs by Intelisolve
Peak discharge = 16.71 cfs
Time interval = 1 min
Reservoir name = Pond 3
Max. Storage = 19,355 cuft
Storage Indication method used.
Hydrograph Volume = 61,752 cuft
8 - Reservoir - 100 Yr - Qp = 16.71 cfs

3
2
2
1
Cy
1

i

0.0 2.4 4.8 7.2 9.6 12.0 14
.4 16.8 19 0
.2 21.6 24
Time (hrs)
/ Hyd. 7 Hyd. 8
0
10
C7
C]
9
141 Reservoir Report Page 1
• Reservoir NO. 9 - Pond 4? Hydraflow Hydrographs by Intelisolve
Pond Data
Fond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult)
0.00 758.00 10,240 0 0
0.50 758.50 12,620 5,715 5,715
1.00 759.00 13,190 6,453 12,168
2.00 760.00 14,930 14,060 26,228
3.00 761.00 16,830 15,880 42,108
4.00 762.00 18,740 17,785 59,893
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 18.0 1.5 0.0 0.0 Crest Len ft = 14.00 10.00 2.00 0.00
Span in = 18.0 1.5 0.0 0.0 Crest El. ft = 759.50 760.00 758.70 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.00 3.00 133 0.00
Invert El. ft = 755.00 758.00 0.00 0.00 Weir Type = Riser Broad Rect ---
Length ft = 82.0 0.5 0.0 0.0 Multi-Stage = Yes No Yes No
Slope % = 1.22 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 758.00 0.00 0.00 --• --- 0.00 0.00 0.00 --- --- 0.00
0.50 5,715 758.50 12.76 0.04 --- --- 0.00 0.00 0.00 --- --- 0.04
1.00 12,168 759.00 12.76 0.06 --- --- 0.00 0.00 1.09 --- --- 1.15
2.00 26,228 760.00 17.04 0.03 -- 11.55 0.00 5.46 --- --- 17.04
3.00 42,108 761.00 19.23 0.01 --- -- 15.30 30.00 3.91 --- 49.22
4.00 59,893 762.00 20.93 0.00 --- --- 17.11 84.85 3.70 --- 105.66
0
•
Pond 4
0
CJ
•
Pond 4
0
4
3
C 2
U)
1
C

00000 0000

1.0 12.4 24 .8 37.2 49.6 62.0 74 .4 86.8 99
Discharge (cfs)
/ Total
Cult' A
Cult' B
/ Cult' C
Cult' D
Weir A
Weir B
/ Weir C
/ Weir D
2 / Exfiltration
9
Hydrograph Plot
1°? N 0
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Area to Pond 4
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 5.35 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.00 in
Storm duration = 24 hrs
Peak discharge = 5.75 cfs
Time interval = 1 min
Curve number = 80
Hydraulic length = 0 ft
Time of conc. (Tc) = 31.7 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 24,245 cuft
6
5
4
lu 3
CY
2
1
0
C
10 - SCS Runoff - 1 Yr - Qp = 5.75 Us
).0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24
Time (hrs)
Hyd. 10
0
•
0 ?
9
Hydrograph Plot
p'?-yam
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Area to Pond 4
Hydrograph type = SCS Runoff Peak discharge = 26.27 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 5.35 ac Curve number = 80
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 31.7 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 109,325 cuft

2'
2(
110,
V
Cl
1(
10 - SCS Runoff - 100 Yr - Qp = 26.27 cfs
30

i
I
D.0 2.4 4.8 7.2 9.6 12.0 14 .4 4 8 19 .2 21.6 24
Time (hrs)
Hyd. 10
0
L?
Hydrograph Plot
pon/?
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Route Pond 4
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 10
Max. Elevation = 758.98 ft
Peak discharge = 1.06 cfs
Time interval = 1 min
Reservoir name = Pond 4
Max. Storage = 11,935 cuft
Storage Indication method used.
6
5
4-
3-
a
2
1
0
C
Hydrograph Volume = 15,209 cuft
11 - Reservoir - 1 Yr - Qp = 1.06 cfs

I
i
i

_0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
Time (hrs)
/ Hyd. 10 Hyd. 11
0
0
CJ
0
•
•
Hydrograph Plot
Hyd. No. 11
Route Pond 4
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 10
Max. Elevation = 760.20 ft
Storage Indication method used.
30
25
20
15
a
10
5
Hydraflow Hydrographs by Intelisolve
Peak discharge = 20.27 cfs
Time interval = 1 min
Reservoir name = Pond 4
Max. Storage = 29,364 cuft
Hydrograph Volume = 99,016 cuft
11 - Reservoir - 100 Yr - Qp = 20.27 cfs
01 1
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 10 Hyd. 11
•
•
•
•
•
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SOIL REPORT
0
0
AMACTEC
engineering and constructing a better tomorrow
July 13, 2005
Mr. Leroy Haskins
Guilford County Schools
900 English Road
High Point, North Carolina 27262
Subject: Report of Subsurface Exploration and Geotechnical Evaluation
Proposed Jamestown Middle School
Harvey Road and Fallingbrooks Drive
Jamestown, North Carolina
MACTEC Project No. 6264-05-0732-03
Dear Mr. Haskins:
MACTEC Engineering and Consulting, Inc. (MACTEC), is pleased to submit this report of our
subsurface exploration and geotechnical evaluation for the referenced project. Our services were
• provided in general accordance with Proposal No. PROP05GSBO-017, dated April 7, 2005, and
Guilford County Schools Purchase Order No. 41000041387, issued on June 16, 2005. This report
presents a review of the project information provided to us, a discussion of the site and subsurface
conditions, and our geotechnical recommendations. The Appendix contains a boring location plan,
the borings logs, and the results of laboratory tests.
The purpose of this exploration and evaluation was to characterize the subsurface conditions at the
designated boring locations, and to provide site development and foundation support
recommendations based on those conditions. The assessment of site environmental conditions or
determining the presence of pollutants in the soil, rock and groundwater of the site was beyond the
scope of this exploration. A Phase I Environmental Site Assessment and a Wetlands Delineation
have been performed for this project and have been reported under separate covers.
The conclusions and recommendations presented herein are based on a "Concept Plan", dated April
19, 2005, revised June 2, 2005, prepared and provided by CLH Design, P.A. (CLH). Once a final site
layout/grading plan has been developed, we should be given the opportunity to review our
conclusions and recommendations in light of the final plan, revising our conclusions and
recommendations, and/or providing additional recommendations as needed.
•
MACTEC Engineering and Consulting, Inc.
7347 West Friendly Avenue, Suite E 9 Greensboro, NC 27410 • Phone: [phone] Fax: [phone] www.mactec.com
Report of Subsurface Exploration and Geotechnical Evaluation July 13, 2005
Proposed Jamestown Middle School Page 2
Harvey Road and Fallingbrooks Drive, Jamestown, North Carolina
MACTEC Project No. 6264-05-0732-03
•
PROJECT INFORMATION
The site for the proposed construction is located at the west end of Fallingbrooks Drive, which is
west of Vickery. Chapel Road near Business 85, in Jamestown, North Carolina. Portions of the site
are bounded on the south by Wiley Park Drive, and to the west by Arrowood Lane and Hethwood
Drive. At the time of our subsurface exploration, the majority of the site was moderately to
heavily wooded. Exceptions were the southwestern portion and a section near the east property
line, which were open fields. A road has been cut through the site, going north off of Hethwood
Drive, circling around to the east and then south almost to Fallingbrooks Drive. The extreme
northern portion of the property drains to a pond situated in the northwest corner of the site. The
extreme southwest portion of the site drains to a pond situated in the southwest corner of the site,
which discharges to the south. The remainder (majority) of the site generally slopes down to the
south and east, toward two streams, one flowing to the south along the east property line, and the
other exiting the site near the southeast corner of the property.
Based on a topographic site plan provided by Hugh Creed Associates, Inc., PA, the elevation at the
northeast corner of the site is approximately Elevation 860 feet (MSL), and the northwest and
southwest ponds are at approximate grades of Elevation 820 feet and Elevation 765 feet,
respectively. The remainder of the site slopes down from Elevation 860 feet to the streams, which
generally flow from Elevations 770 to 726 feet.
Proposed for construction is a new middle school. Based on the previously referenced revised
Concept Plan, the proposed building is an approximate "T" shape, measuring approximately 500 •
feet long in both the north-south and east-west directions, and is to be located.in the eastern half of
the site. The primary entrances will be at the south and west ends of the building. Structural load
information was not available at the time of our evaluation.
The entrances to the campus will be in the southwest portion of the site - one off of Harvey Road,
and the other off of Arrowood Lane. Parking areas will be located south and west of the building,
with the bus loop (student drop-off) located to the south. A playing field/running track will be
located north of Hethwood Drive, while two softball fields will be located east of the running
track, north of the building. An additional recreation area will be located northeast of the building.
A service road will be on the east side of the building.
According to information provided by Mr. Andy Padiak of CLH on July 11, preliminary finished
floor grades of Elevation 780 feet (MSL) and Elevation 795 feet have been established for the
front/admin area and classroom/gym/cafeteria area of the building, respectively. Based on the
existing grades and these proposed grades, maximum depths of cut and fill in the building area will
be on the order of 11 feet and 23 feet, respectively. Mr. Padiak also stated that there would be
approximately 20 feet of cut in the ball field areas, and that there would be several retaining walls
on the site.

Report of Subsurface Exploration and Geotechnical Evaluation July 13, 2005
Proposed Jamestown Middle School Page 3
Harvey Road and Fallingbrooks Drive, Jamestown, North Carolina
MACTEC Project No. 6264-05-0732-03
•
FIELD EXPLORATION
As indicated on the revised Concept Plan provided to us, thirty-four soil borings were performed
across the site between June 21 and 29, 2005. The approximate locations are indicated on the
attached Boring Location Plan (Figure 1). The boring locations were selected by others and field
located by MACTEC personnel using information provided by Hugh Creed Associates, Inc., P.A.
(HCA) and survey methods.
The borings were performed using 2-i/4 inch (I.D.) hollow stem auger drilling procedures. Soil
sampling and penetration testing were performed in general accordance with ASTM D 1586. At
regular intervals, soil samples were obtained with a standard 1.4-inch I.D., 2-inch O.D., split-tube
sampler. The sampler was first seated 6 inches to penetrate any loose cuttings, and then driven an
additional 12 inches with a 140-pound hammer falling 30 inches. The number of hammer blows
required to drive the sampler the final 12 inches was recorded and is designated the "standard
penetration resistance". The standard penetration resistance, when properly evaluated, is an index
to the soil's strength and foundation supporting capability.
Boring logs with visual classifications of the soil samples were maintained in the field by the drill
crew. Portions of the soil samples were placed in glass jars and transported to the laboratory. In
the laboratory, the samples were manually classified by a Geotechnical Engineer in general
accordance with the Unified Soil Classification System (USCS), and the field classifications were
revised where necessary. Test Boring Records, showing the soil descriptions and standard
• penetration resistances, along with a brief summary of the USCS, are appended to this report. The
elevations indicated on the Test Boring Records were interpolated from a topographic site plan
provided by HCA. We will store the soil samples, available for inspection, for a period of sixty
days after which time they will be discarded unless requested otherwise.
AREA GEOLOGY
The project site is located in the Piedmont Physiographic Province, an area underlain by ancient
igneous and metamorphic rocks. The virgin soils encountered in this area are the residual product
of in-place chemical weathering of rock which was similar to the rock presently underlying the
site. In areas not altered by erosion or disturbed by the activities of man, 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. The boundary between soil and rock is.not sharply defined. This
transitional zone termed "partially weathered rock" is normally found overlying the parent
bedrock. Partially weathered rock is defined, for engineering purposes, as residual material with
standard penetration resistances in excess of 100 blows per foot. Weathering is facilitated by
fractures, joints and by the presence of less resistant rock types. Consequently, the profile of the
partially weathered rock and hard rock is quite irregular and erratic, even over short horizontal
distances. Also, it is not unusual to find lenses and boulders of hard rock and zones of partially
weathered rock within the soil mantle, well above the general bedrock level.
0
Report of Subsurface Exploration and Geotechnical Evaluation July 13, 2005
Proposed Jamestown Middle School Page 4
Harvey Road and Fallingbrooks Drive, Jamestown, North Carolina
MACTEC Project No. 6264-05-0732-03
•
SUBSURFACE CONDITIONS
The subsurface conditions encountered by the borings are summarized in the following
paragraphs. More detail of the subsurface conditions encountered at each boring location is
provided on individual Soil Test Boring Records in the Appendix.
Approximately 6- to 14-inches of forest litter and/or organic-laden soil is present at the boring
locations. Below this surficial material, undisturbed residual soil derived from in-place weathering
of parent rock is present to approximate depths of 2 to 30 feet. The residual material generally
consists of both fine- and coarse-grained soils. The fine-grained soils are SANDY ELASTIC SILT
(MH), SANDY LEAN CLAY (CL), SANDY FAT CLAY (CH), and SANDY SILT (ML), and are
present at B-1, B-4, B-5, B-7 through B-9, B-12 through B-14, B-16, B-23 through B-25, B-27
through B-31, B-33, and B-34. The coarse-grained soils are SILTY SAND (SM), CLAYEY
SAND (SC), and SILTY, CLAYEY SAND (SC-SM), and are present at B-3, B-6, B-8, B-10, B-11,
B-13, B-15 through B-23, B-26, B-27, B-30 through B-32, and B-34. Both fine-grained and
coarse-grained materials are present across the site, sometimes transitioning from fine- to coarse-
grained with depth, sometimes transitioning from coarse- to fine-grained with depth, and
sometimes being interbedded with each other.
Standard Penetration Test (SPT) resistance values (N-values) of 8 to 78 blows per foot (bpf) were
recorded in the fine-grained soils, indicating medium stiff to hard consistency, with the majority
being in the 17 to 50 bpf range (very stiff to hard consistency). SPT resistance values of 13 to 97
bpf were recorded in the coarse-grained materials, indicating medium dense to extremely dense •
relative density, with the majority being in the 25 to 55 bpf range (medium dense to very dense
relative density). Borings B-23, B-25 through B29, B-31, B-33, and B-34 were terminated in
residual soils. At B-23 and B-34, the material transitioned from Partially Weathered Rock (PWR)
to residual soil at the termination depth.
Partially Weathered Rock (PWR) is present above, below and/or interbedded with the residual
4 t, soils at each of the borings except B-7, B-9, B-25, B-27 through B-29, B-31, and B-33. PWR is
defined, for engineering purposes, as a residual material exhibiting SPT resistance values in excess
of 100 blows per foot. The PWR generally sampled as a silty sand or sandy silt. PWR is present
above a depth of 5 feet below the ground surface at B-2 through B-4, B-6, B-12 through B-15, B-
17, B-18, B-20 through B-22, B-24, and B-26. With the exception of the borings previously
identified as having been terminated in residual soil, the remaining borings were terminated in
PWR. Auger refusal was recorded at B-3 through B-7 _B-9, 8-11, B45,. B--18,- and B-22 at
approximate depths of 5 to 17 feet.
Groundwater was not encountered during or immediately after drilling operations. Water level
measurements obtained prior to demobilization indicated that the boreholes were dry. Caved
depths ranging from 1 to 25 feet were recorded, and the borings were backfilled prior to leaving
the site. It should be noted that groundwater levels may fluctuate several feet with seasonal and
rainfall variations. Normally, the highest groundwater levels occur in late winter and spring and
the lowest levels occur in late summer and fall.
0
Report of Subsurface Exploration and Geotechnical Evaluation July 13, 2005
Proposed Jamestown Middle School Page 5
Harvey Road and Fallingbrooks Drive, Jamestown, North Carolina
MACTEC Project No. 6264-05-0732-03
•
SOIL LABORATORY TESTING
Five bag samples and four jar samples were tested to aid in classification, determine pertinent
engineering properties, and determine their compaction characteristics (bag samples only). The
testing included natural moisture content determination, Atterberg Limits, percent finer than No. 200
sieve, and Standard Proctor. The testing was performed in general accordance with applicable
ASTM standards, and the results are summarized on the Laboratory Testing Summary Sheet attached
to this report. A brief summary of the results is discussed below.
One bag sample and two jar samples tested were fine-grained soils. These materials contained
approximately 52% (B-9) to 96% (B-1) material finer than the No. 200 sieve, with natural moisture
content values ranging from 16.3% (B-23) to 28.7% (B-1). Liquid Limit (LL) and Plasticity Index
(PI) values ranged from 35 (B-9) to 57 (B-1), and 10 (B-9) to 30 (B-1), respectively, indicating that
the materials tested exhibit slight to medium/high plasticity. Based on the test results, the fine-
grained materials tested classified as SANDY SILT (ML), SANDY LEAN CLAY (CL), and SANDY
FAT CLAY (CH) in accordance with the Unified Soil Classification System (USCS), ASTM D-
2487. The Standard Proctor maximum dry density and optimum moisture content values for the CL
material from B-23 were 112.1 pounds per cubic foot (pcf) and 16.3%, respectively.
Four bag samples and two jar samples tested were coarse-grained soils. These type materials tested
contained approximately 15% (B-26) to 49% (B-6) material finer than the No. 200 sieve, with natural
moisture content values ranging from 3.3% (B-26) to 15.8% (B-10). Liquid Limit (LL) and Plasticity
i Index (PI) values ranged from 23 (B-26) to 47 (B-34), and 4 (B-26) to 22 (B-34), respectively,
indicating that the materials tested exhibit slight to medium plasticity. Based on the test results, the
coarse-grained materials tested classified as CLAYEY SAND (SC), SILTY SAND (SM), and
SILTY, CLAYEY SAND (SC-SM) in accordance with the Unified Soil Classification System
(USCS), ASTM D-2487. Standard Proctor maximum dry density and optimum moisture content
values ranged from 106.7 pcf (B-30) to 121.3 pcf (B-26), and 11.1% (B-26) to 17.4% (B-30),
respectively.
EVALUATION AND CONSIDERATIONS
Evaluation
The soils present across the site are both fine- and coarse-grained in nature. In general, the fine-
grained soils in the upper portions of the borings vary from slight to medium plasticity. The bag
samples tested in the laboratory exhibited natural moisture content values near or below their
respective optimum moisture content values. Therefore, some wetting of soils may be necessary in
order to utilize these materials for structural fill, particularly if site grading is performed in the drier
parts of the year (late summer/early fall).
0
Report of Subsurface Exploration and Geotechnical Evaluation July 13, 2005
Proposed Jamestown Middle School Page 6
Harvey Road and Fallingbrooks Drive, Jamestown, North Carolina
MACTEC Project No. 6264-05-0732-03
•
Based on the preliminary finished floor grades for the building, site grading of the pad will include
both cut and fill. In the front/admin area (borings B-14 and B-15), cuts of approximately 6 and 10
feet, respectively, will be required. PWR is present at the approximate finished floor grade at B-14,
and auger refusal material was encountered at an approximate depth of 9 feet at B-15. Therefore,
difficult excavation should be anticipated. Light blasting may also be required, particularly for
footing excavation in the area around B-15.
In the remainder of the building (borings B-16 through B-23), the site grading will vary from
approximately 23 feet of fill to 11 feet of cut. Based on the borings in the cut areas (B-18, B-21, B-
23, and B-24), the cut will extend into PWR or dense sands. Therefore, difficult excavation should
also be anticipated in these areas, although blasting may not be required.
In the ball fields areas (borings B-25 through B-34), cuts of approximately 20 feet will extend into
stiff to hard silt, dense to very dense sand, or PWR. Therefore, standard excavation equipment
should be applicable, although areas where more difficult excavation techniques are required could
exist between boring locations.
In the access road and parking areas (borings B-1 through B-13), relatively shallow PWR or auger
refusal material was encountered, except at B-9 through B-11. Therefore, depending on the proposed
grades, difficult excavation techniques could be required. In fill areas, the subgrades are generally
suitable for placement of compacted fill following stripping as described in the Site Preparation
section of this report.
Seismic Site Class
Effective January 1, 2003, the State of North Carolina adopted the 2000 International Building Code
(IBC) for seismic site design. The code requires the assignment of a seismic Site Class based on
evaluation of the subsurface profile to a depth of 100 feet. Although we did not explore to 100 feet,
numerous borings were terminated in PWR, and auger refusal material was encountered at ten
borings. The PWR and auger refusal materials represent the top of known geologic conditions;
therefore exploration to 100 feet was not required. Using the N-value methodology as presented in
the code, seismic Site Class C is applicable for the site.
Site Preparation
The depths of forest litter, organic-laden soil, and root mat will generally be greater in the wooded
portions of the site than in the open portions of the site. Therefore, the depth of stripping will
probably be deeper, and could exceed the approximate depths of forest litter and organic-laden soil
indicated on the boring logs. The test borings indicate that the surficial soils in other areas of the
site are generally suitable for fill placement, although it is possible that isolated areas of marginal
or unsuitable soils exist between boring locations.

Report of Subsurface Exploration and Geotechnical Evaluation July 13, 2005
Proposed Jamestown Middle School Page 7
Harvey Road and Fallingbrooks Drive, Jamestown, North Carolina
MACTEC Project No. 6264-05-0732-03
•
Following stripping of forest litter, root mat, organic-laden soil, and grass cover, areas that will
receive structural fill should be evaluated for suitability by proofrolling with a 25 to 35 ton, four
wheeled, rubber tired roller or similar approved equipment, such as a loaded tandem-axle dump truck.
The proofroller should make at least four passes over the areas, with the last two passes perpendicular
to the first two. Proofrolling should be performed after a suitable period of dry weather to avoid
degrading an otherwise acceptable subgrade. Proofrolling should be observed by an engineering
technician working under the supervision of the geotechnical engineer. Any areas that pump, rut or
deflect excessively and continue to do so after several passes of the proofrolling equipment should be
evaluated by the geotechnical engineer. Subgrades in cut should also be proofrolled immediately
prior to placement of moisture barrier (floor slab) or stone base (pavement) material.
Subgrade soils can deteriorate and lose their support capabilities when exposed to environmental
changes and construction activity. Deterioration can occur in the form of freezing, formation of
erosion gullies, extreme drying, exposure to moisture, or exposure for a long period of time to
construction traffic. We recommend that floor slab and pavement subgrades that have deteriorated
or softened be proofrolled, scarified and recompacted (and additional fill placed, if necessary)
immediately prior to construction of the floor slab or placement of stone base. Additionally, any
excavations through the subgrade soils (such as utility trenches) should be properly backfilled and
compacted in thin loose lifts. Recompaction of subgrade surfaces and compaction of backfill
should be evaluated with a sufficient number of density tests to determine if adequate compaction
is being achieved.
The very dense and hard soil, and partially weathered rock that are present across the site may
present some difficulty during stripping and excavation. Heavy excavating equipment with ripping
tools may be required to remove some of this material. Confined excavations (footings, utility
trenches, etc.) in partially weathered rock, or below auger refusal depths, may require ripping tools
and pneumatic hammers.
In areas where several (generally greater than 10) feet of structural fill will be placed to achieve
finished grades, we recommend that construction be delayed to allow time for the underlying soils
and fill to "settle out" as they adjust to the overlying weight of materials. In the deepest fill areas,
a period of several weeks may be required for this adjustment. Settlement monuments installed at
the approximate mid-point and the top of the fill and monitored with a precision level would aid in
determining when settlements are negligible and construction could begin.
Structural Fill
Structural fill should be placed in horizontal 6- to 8-inch lifts and compacted to a minimum of 95%
of the maximum dry density obtained in accordance with ASTM Specification D-698 (Standard
Proctor). The moisture content of fill at the time of placement should be within plus or minus 3
percentage points of the optimum moisture content determined in the laboratory. The soils tested
in the laboratory generally met the following typically recommended criteria for fill material: 1)
contain no more than 5 percent (by weight) fibrous organic materials; 2) have a Liquid Limit (LL)
0
Report of Subsurface Exploration and Geotechnical Evaluation July 13, 2005
Proposed Jamestown Middle School Page 8
Harvey Road and Fallingbrooks Drive, Jamestown, North Carolina
MACTEC Project No. 6264-05-0732-03
less than 40; 3) have a Plasticity Index (PI) less than 20; and 4) have a Standard Proctor maximum
dry density greater than 90 pounds per cubic foot (pcf). Exceptions to the LL criteria were the
samples obtained from B-1, B-30, and B-34. Exceptions to the PI criteria were samples obtained
from B-1 and B-34. The extent of the CH material at B-1 may be limited, and the area may
actually be a fill area. The SC material at B-34 may be used for fill, although proper moisture
control should be provided during placement.
Although several samples have been tested to determine their compaction characteristics, it is
possible that materials that have not been tested will be encountered during site grading. If such
materials are encountered, a sample should be obtained and tested to determine the index
properties, maximum dry density, and optimum moisture content values.
Based on the optimum and natural moisture content values, most of the materials tested will likely
be near to or dry of optimum as excavated. Therefore, some wetting should be anticipated in order
to provide a properly compacted, stable fill.
Fills placed against sloping surfaces should be benched into the existing slope in horizontal layers
in such a manner as to provide a satisfactory bond and to avoid planar surfaces of potential sliding.
Materials should not be placed when either the fill material or the foundation surface is
excessively wet, frozen, improperly compacted, or otherwise unsuitable. Utility trench backfill
should also be placed and compacted to the same specifications as for structural fill.
A sufficient number of density tests should be performed during fill placement by an experienced •
engineering technician working under the supervision of the geotechnical engineer to measure the
degree of compaction being obtained. A minimum of one density test should be performed in
general accordance with ASTM Specification D-1556 for each 2500 square feet of lift area with a
minimum of two tests per lift. Inadequate compaction may result in differential settlement of
foundations.
Slopes
We recommend that all finished cut and fill slopes be no steeper than 3H:1 V to minimize sloughing
and maintenance, and for ease of mowing. Aggressive vegetation should be utilized to minimize
erosion and sloughing. Ditches, berms and/or pipes should be used to minimize surface water from
draining down slopes. Finished grades should slope away from the building on all sides. Exterior
grades should be at least one foot lower than the slab-on-grade subgrade elevation.
Temporary cut slopes in compacted fill or in-place soils should be no steeper than 1H:1V. Confined
excavations such as for utility installation or below-grade wall construction should conform to
Occupational Safety and Health Administration (OSHA) regulations. A "competent person", as
defined by OSHA, working for the contractor should monitor construction excavations and determine
suitable slopes.
0
Report of Subsurface Exploration and Geotechnical Evaluation July 13, 2005
Proposed Jamestown Middle School Page 9
Harvey Road and Fallingbrooks Drive, Jamestown, North Carolina
MACTEC Project No. 6264-05-0732-03
•
Foundation Suunort
An allowable soil bearing pressure of 3,000 pounds per square foot (psf) range can reasonably be
anticipated for shallow foundation systems bearing in undisturbed, firm consistency residual soils,
PWR, or properly placed and compacted structural fill. Minimum wall and column footing widths of
16 and 24 inches, respectively, should be used for design. Footings should bear at least 18 inches
below finished exterior grades to protect against environmental stresses.
We recommend that each footing excavation be evaluated by an experienced soil technician working
under the supervision of a Geotechnical Engineer. The evaluation program should include examining
footing areas using a Dynamic Cone Penetrometer (DCP) to a depth equal to at least the footing
width. Areas that are judged to be unsatisfactory for the design bearing pressure should be undercut
and replaced with properly compacted soil or ABC stone.
Exposure to the environment may weaken the soils at foundation bearing levels if the foundation
excavation remains open for an extended period of time. Therefore, we recommend that the
foundations be constructed as soon as possible following excavation to minimize the potential
deterioration of bearing soils. The foundation bearing area should be level or suitably benched and
should be free of loose soil, ponded water and debris. If the bearing soils are softened by surface
water intrusion or exposure, the softened soils should be removed from the bottom of the
foundation excavation prior to placement of concrete.
i Based on the preliminary finished floor grades in the building area, footings will bear on or near
rock, on PWR, and on compacted fill. Therefore, there is an increased potential for differential
settlement between adjacent footings bearing on different materials. Where footings transition
from very dense, hard soil or PWR to fill, the bearing grade in the residual material should be
lowered approximately 6-inches and backfilled with washed stone or compacted ABC in order to
reduce the effect of differential settlements.
Floor Slab
Floor slabs can be supported on either undisturbed, firm, slight to medium plasticity, residual soils
in cut, or on properly placed and compacted structural fill. Depending on the type of material
present at the design grades, subgrades could be difficult to work, particularly when they become
wet. Therefore, some undercut, stabilization, or a soil improvement technique, such as lime or
cement stabilization or mixing with aggregates, may be required, particularly under pavements
subjected to repeated construction traffic loads.
A washed stone moisture barrier, and possibly a crushed stone layer, may be required directly
below any slab-on-grade to provide a capillary break, and provide a leveling pad to minimize
subgrade deterioration and facilitate concrete placement. Alternatively, a 4- to 6-inch layer of
compacted ABC stone may be used in high construction traffic areas. A vapor barrier should also
be incorporated into the floor slab design.
0
Report of Subsurface Exploration and Geotechnical Evaluation July 13, 2005
Proposed Jamestown Middle School Page 10
Harvey Road and Fallingbrooks Drive, Jamestown, North Carolina
MACTEC Project No. 6264-05-0732-03
0
Pavement Design Considerations
Areas to be paved should be prepared as described in the "Site Preparation" section of this report.
Compacted fill placed within pavement areas should be adequately compacted, and crushed stone
for the aggregate base layer should be placed in layer(s) and compacted to 100% of Modified
Proctor maximum dry density (ASTM D-1557). With the exception of the medium plasticity CH,
MH, and CL soils present at B-1, B-4, B-7, B-13, B-14, B-23, B-24, B-28, B-31, and B-33, the
upper soils generally appear to be suitable for direct pavement support. In addition, the upper ML
soils present at B-5, B-8, B-9, B-12, B-25, B-27, and B-29 could be difficult to work with.
Therefore, pavement subgrades should generally consist of coarse-grained soils (SM, SC, PWR)
that exhibit low to medium plasticity.
The pavement areas should be provided with effective surface and subsurface drainage. Where
standing water develops, either on the pavement subgrade or within the base course layer, swelling
and softening of the subgrade, or other problems resulting in deterioration of the pavement, can be
expected.
For properly compacted soils such as those present on the site, and for stable soils in cut, CBR
values in the 5 to 8 range could be reasonably expected. Based on these values, stone base
thicknesses generally range from 6- to 8-inches for light-duty pavements, and from 8- to 10-inches
for heavy-duty pavements. In light-duty areas, a two-layer system is usually sufficient, with
asphalt thicknesses on the order of 2- to 2-'/z inches. For heavy-duty areas, a 3-layer system is
usually required, with base thicknesses ranging from 2-%2 to 4-V2 inches, and surface course
thicknesses on the order of 1-'/2 to 2-inches. Once a grading plan is available, the test borings can
be reviewed to determine what material will be at the approximate pavement subgrade, and
pavement thickness design recommendations can be provided.
Typically, a 6-inch concrete thickness for a rigid pavement section is a recommended minimum for
service areas. An aggregate base course is not required beneath the concrete. However, it is
recommended by AASHTO for the following reasons:
• It provides uniform, stable, and permanent support;
• It increases the modulus of subgrade reaction (K,);
• It minimizes the detrimental effects of frost action;
• It helps prevent pumping of fine-grained soils at joints, cracks, and edges;
• It provides a working platform for construction equipment; and
• It serves as a drainage layer, and will help reduce the possibility of water related pavement
distress.
In order to convey water away from below the pavement, the aggregate base course should extend 1
to 3 feet beyond the edge of the pavement. The dumpster pad should be extended so that the entire
refuse collection truck is on the pad during pick-up.
0
Report of Subsurface Exploration and Geotechnical Evaluation July 13, 2005
Proposed Jamestown Middle School Page I1
Harvey Road and Fallingbrooks Drive, Jamestown, North Carolina
MACTEC Project No. 6264-05-0732-03
E
GENERAL
We recommend that construction begin in the drier months of the year to minimize difficulties related
to the medium to high plasticity cohesive soils, which will become wet, soft, difficult to compact, and
unstable when rains occur. The surface soils should be protected from excessive infiltration and
surface water by grading the site to promote the rapid clearing of rainwater and surface runoff from
the building areas both during and after construction.
Based on information provide by CLH, we understand that several retaining walls will be constructed
on the site. We recommend that specific subsurface explorations and evaluations be performed for
each wall. The evaluation should include recommendations for wall foundation support, foundation
support of the reinforced zone, and strength testing of the soil to be used as backfill in the reinforced
zone.
QUALIFICATION OF REPORT
The information and conclusions reported herein are presented to assist in the evaluation and
design of the referenced site. Our conclusions have been based on our understanding of the site,
the limited project information available at the time of our evaluation, and the data obtained in our
exploration. After the site and building designs have been finalized, an additional geotechnical
investigation should be considered.
The general subsurface conditions utilized in our site evaluation have been based on subsurface
data encountered at the borings. In evaluating the boring data, we have considered previous
correlations between SPT resistance values and characteristics observed in soil conditions similar
to those at the site. The discovery of any site or subsurface conditions during construction which
deviate from the data outlined in this exploration should be reported to us for our evaluation.
There is a possibility that variations in soil conditions are present between boring locations. In
order to permit correlation between the data and the actual soil conditions encountered during
construction, a final geotechnical exploration and evaluation should be performed. It is also
recommended that MACTEC be retained to provide full-time materials testing services during
construction.
0
Report of Subsurface Exploration and Geotechnical Evaluation July 13, 2005
Proposed Jamestown Middle School Page 12
Harvey Road and Fallingbrooks Drive, Jamestown, North Carolina
MACTEC Project No. 6264-05-0732-03
CLOSURE
We appreciate the opportunity to provide our professional geotechnical services during this phase
of your project. Please contact us when we can be of further service or if you have any questions
concerning this report.
Respectfully,
MACTEC ENGINEERING AND CONSTINN
o
S `• y ,dA .iya*6
D,
D. Steven Copley, P.E. (Engineer f Recbr'
Principal Geotechnical Engineer s-, 7
Registered NC, No. 15979#
t
,? ,yam ? / l? ' . ?.`'rf C i/ i? Dlj (` ? \ S James E. Veith, P.E. (Reviewer)
Principal Geotechnical Engineer
Registered NC, No. 23232
DSC/JEV/sc
Attachments: Boring Location Plan, Figure 1
Key to Symbols and Descriptions
Soil Test Boring Records - B-1 through B-34
Laboratory Testing Summary Sheet
Compaction Test Reports (Plates 1 through 5)
cc: Mr. David Liberatore, AIA (Schenkel Shultz Architecture)
Mr. Andy Padiak (CLH Design, P.A.)
•
•
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•
BORING LOCATION PLAN
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SOIL TEST BORING RECORDS
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5
10
15
20
•
25
30
0
00
H
A
C7
ai
E9
C7
3
a 35
a
v?
w
0
40
•
SOIL CLASSIFICATION L E SAMPLES Pl-(%) NM (%) LL (
AND REMARKS E
G L
E I
T N-COUNT
? FINES (%)
E V E Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P c • SPT (bpO
SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
792
0 T E N N M 10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (8"+/-) , ,,.. .
RESIDUUM - Very stiff brown FAT CLAY (CH), trace sand,
moist
LL=57; PL=27; PI=30; NMC=28.7% SPT-1 10-11-17
% Fines=95.5%
- - - - - - - - - - - - - - - -
Hard brown SANDY SILT (ML), moist
SPT-2 12-17-28
5
787.0
PARTIALLY WEATHERED ROCK (P WR) - samples as silt
with sand SPT-3 5015"
SPT4 50/3"
30
Boring terminated at 9.3 feet. - 10
Groundwater not encountered during or immediately after 782.0
drilling.
Caved at 3 feet.
Backfilled upon completion.
LL = Liquid Limit
PL = Plastic Limit
PI = Plasticity Index
NMC = Natural Moisture Content 1
-777.0- 5
20
772.0
2
767.0 5
0
762.0 3
0
757 35
.
(Q
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: West end of access road, near Harvey Road Elevation
based on information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIDIES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U IU LU SU 4U M 6U /U so 90 IOU
SOIL TEST BORING RECORD
r
PROJECT: Jamestown Middle School BORING NO.: B-1
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 29, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
D
E
P
T
H
(ft
0
5
10
15
20
25
30
h
0
n
H
q
0]
(7
3
35
40
SOIL CLASSIFICATION L E SAMPLES PL (°r°) NM (°r°> LL (°io>
AND REMARKS

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW. E
E
N
D L
V

(ft) I
D

T
N
Y
P N-COUNT

o c
°
A FINES (%)
• SPT (bpO

10 20 30 40 50 60 70 80 90 100
Organic-laden soil (8"+/-) . 774.0
PARTIALLY WEATHERED ROCK (PWR) - samples as fine
to coarse silty sand
?
SPT-I
37-5015"
PT
2 50/2"
Boring terminated at 3.7 feet. -
S
Groundwater not encountered during or immediately after
769
0
drilling. . 5
Caved at 1 foot.
Backfilled upon completion.
764
0 10
.
15
759.0
20
754.0
25
749.0
30
744.0
35
739.0
717 n
U lv Lv Jv 'iv Jv ov /v ou Yu Ivv
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Access road off of Arrowood Lane. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
SOIL TESL' BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-2
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 29, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF
AMACTEC _
L
f
F
7
F
(f
•
11
2(
25
30
0
m
r
F
A
(D
W
m
V
3
35
a
V
vi
a
O
40

DRILLER: E. Ford
EQUIPMENT : D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: West parking lot entrance. Elevation based on information
provided by others.
SOIL CLASSIFICATION L E SAMPLES PL /.) NM (%) LL (%)
AND REMARKS

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW. E
G
E
N
D L
E
V

(ft)

785
0 I
D
E
N
T
T
Y
P N-COUNT

o c

v
? FINES (%)

• SPT (bpf j

10 20 30 40 50 60 70 80 90 100
Organic-laden soil 7"+/- r .: .
RESIDUUM - Very dense tan fine to coarse SILTY SAND
(SM), moist
SPT
1
17
22
50/2"
40
PARTIALLY WEATHERED ROCK (PWR) - samples as silty - -
-
sand
SPT-2 50/1

Auger refusal at 5 feet. 780.0 5
Groundwater not encountered during or immediathly after
drilling.
Caved at 2 feet.
Backfilled upon completion.
1
775.0 0
770
0
. 15
765
0 20
.
760
0
. 25
755
0
. 30
750
0
. 35
7A1 o
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U IU LU SU 4U DU bU /U iSU 9U IUU
I SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-3
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 28, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
JMACTEC1I
I
I
1
I
(f
5
15
20
25
30
3
.4, 35
a?
O
SOIL CLASSIFICATION L E SAMPLES PL (%) NM (%) LL (%)
AND REMARKS E L I N-COUNT
D FINES (%)
E V E Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N P - • SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E 4 C b
= cv M 10 20 30 40 50 60 70 80 90 100
Organic-laden soil 7"+/- _
778.0
RESIDUUM -Very stiff brown SANDY ELASTIC SILT
(MH), moist
SPT-I 10-14-16 4 0"
"
Hard olive brown SANDY SII T (ML), moist
SPT-2 24-34-44
PARTIALLY WEATHERED ROCK (PWR) - samples as silty 773.0 5
sand
SPT-3 50/3"
Auger refusal at 8 feet.
Groundwater not encountered during or immediately after
drilling.
Caved at 2 feet 768
0

Backfilled upon completion. . 10
763
0
. 15
758
0
. 20
753
0
. 25
748
0
. 30
743
0
. 35
?zu n
DRILLER: E. Ford
EQUIPMENT : D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: South end of west parking lot. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U lU 6U SU 4U ?IU DU /U 8U 9U IUO
SOIL, TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: 13-4
LOCATION: Harvey Road, Jamestown, North Carolina
II DRILLED:
6264-05-0732-03 2005
PAGE I OF
MACTEC
D
E
P
T
H
(0)
•
5
10
15
20
•
25
30
0
00
h
F
A
C7
W
CG
C7
I
3
35
C.
V
y
N
W
a
0
40
•
SOIL CLASSIFICATION L E SAMPLES P L?r") NM (%) U (")
AND REMARKS G E D T N COUNT ? FINES (%)
E V E Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P • SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
790
0 T E
-
N ]0 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (I 1"+/-) ..; .
RESIDUUM - Very stiff to hard brown SILT WITH SAND
(ML), moist SPT-1 7-11-17
SPT-2 28-32-50/3"
5
785.0
SPT-3 28-38-40
PARTIALLY WEATHERED ROCK (PWR) - samples as
SPT 4
50/2"
brown silty sand
10
780.0
Auger refusal at 11 feet.
Groundwater not encountered during or immediately after
drilling.
Caved at 3 feet.
Backfilled upon completion.
1
775.0 5
20
770.0
2
765.0 5
30
?60.0
55
0 35
7
.
?cn n
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Middle of west parking lot. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U It) lU 3U 4U ')U bU /U bu 9U 1UU
SOIL TEST BORING RECORDI
PROJECT: Jamestown Middle School BORING NO.: B-5
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 28, 2005
PROJ. NO.: 6264-05-0732-03 PAGE I OF I
,OMACTEC
i
I
1
I
(f
5
15
20
25
30
h
0
3
¢a 35
v
w
a
O
40
SOIL CLASSIFICATION L E SAMPLES PL (%) NM (%) LL (%)
AND REMARKS E L I N-COUNT o 0
D ? FINES
(%)
E V Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P o p • SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E H e 72
" - 10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (12"+/-)
788 0
RESIDUUM - Very dense SILTY SAND (SM), moist
SPT-I 12-28-32 O
s?
LL=28; PL=23; PI=5; NMC=7.2%
% Fines=49. I%
PARTIALLY WEATHERED ROCK (PWR) - samples as
sandy silt SPT-2 48-50/5" 40
783
0
. 5
Very dense gray SILTY SAND (SM), moist
SPT-3 44 44-34
PARTIALLY WEATHERED ROCK (PWR) - samples as
brown silty sand
SPT-4 50/5"
778
0
. 10
Auger refusal at 12.5 feet.
Groundwater not encountered during or immediately after
drilling.
Caved at 4 feet.
B
kfill
l
i 773
0
ac
ed upon comp
et
on. . 15
LL = Liquid Limit
PL = Plastic Limit
PI = Plasticity Index
NMC = Natural Moisture Content
768
0 20
.
2
763.0 5
30
758.0
35
753.0
ono n-
0 10 20 30 4U SU 6U '/U 80 9U 1UU
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: North end of west parking lot. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-6
LOCATION: Harvey Road, Jamestown, North Carolina
11 DRILLED: June 28, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF
D
E
P
T
H
(ft
0
5
]f
H
20
•
25
3
35
0
N 40
•
SOIL CLASSIFICATION L E SAMPLES PL (%) NM (%) LL (%}
AND REMARKS

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW. E
G
E
N
D L
E
V

(ft)
775
0 I

D

T
N
T
Y
P
E N-COUNT

o
N
A FINES (%)

• SPT (bpo
10 20 30 40 50 60 70 80 90 100
Or anic4aden soil 7'+/- ,a y.. .
RESIDUUM -Very stiffbrown SANDY ELASTIC SILT
(MH), moist

- - -
SPT-1
6-7-10
- - - - - - - - - - - - - - - -
Very stiff to hard olive brown SANDY SILT (ML), moist
SPT-2 7-8-10
770.0 5
SPT-3 12-21-32
Auger refusal at 8 feet.
Groundwater not encountered during or immediately after
drilling.
Caved at 2 feet. 765.0 10
Backfilled upon completion.

?60.0 15

755.0 20

750.0 25
45
Q
7
. 30
740
0
. 35
?zc n
30
DRILLER: E. Ford
EQUIPMENT : D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: West end of south parking lot. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U lU ZU SU 4U _*U 6U 7U SU 9U lUU
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-7
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 28, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
IMACTEC
D
E
P
T
H
(0)
5
10
15
20
25
30
0
i"
F
O
W
Rl
V
3
a 35
a
vi
w
O
40
SOIL CLASSIFICATION L E SAMPLES PL (%) NM (%) LL (%)
AND REMARKS

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW. E
E
N
D L
V

(ft)
754
0 I
D
N
T
Y
P N-COUNT

a n

4-1 A
A FINES (%)
• SPT (bpf)

10 20 30 40 50 60 70 80 90 100
Organic-laden soil (10"+/-) .
RESIDUUM - Very stiff brown SANDY SILT (ML), moist

- - - SPT-I 10-10-19
- - - - - - - - - - - - - - - -
Dense tan fine to coarse SILTY SAND (SM), moist -
SPT-2 25-25-23
749.0 5
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand
SPT-3
37-50/3"
SPTA 50/2" 4 1
Boring terminated at 8.7 feet.
Groundwater not encountered during or immediately after
1
drilling. 744.0 0
Caved at 5 feet.
Backfilled upon completion.
15
739.0
20
734.0
25
729.0
30
724.0
35
719.0
?mn
U 1V LU JV 4V JV oV /V oV YV 1VV
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: East end of south parking lot. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-8
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 29, 2005
?PROJ. NO.: 6264-05-0732-03 PAGE 1 OF
,4MACTEC

•
CLASSIFICATION L E SAMPLES (°%o) LL (°%o)
/o> NM
PL
SOIL COUNT
N e
C
AND REMARKS G
D E T - FINES (%)
E V E Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P o o • SPT (bpP
SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
775
0 T E N ev ° 10 20 30 40 50 60 70 80 90 100
Organic-laden soil (8"+/-) ,. .
RESIDUUM - Stiff to hard gray SANDY SILT (ML), moist
SPT-1 X 5-8-8
LL=35; PL=25; PI=10; NMC=22.8% SPT-2 4-5-8 A
5
% Fines=52.4% 770.0 I
SPT-3 7-12-26
SPT-4 25-25-32
]0
765.0
SPT-5 22-22-50/3"
1
PARTIALLY WEATHERED ROCK (PWR) - samples as 760.0 5
sand silt
Auger refusal at 16 feet.
Groundwater not encountered during or immediately after
drilling.
Caved at 6 feet.
Backfilled upon completion.
LL = Liquid Limit 20
PL = Plastic Limit 755.0
PI = Plasticity Index
NMC = Natural Moisture Content
25
750.0
30
745.0
35
740.0
'7'1 c A
D
E
P
T
H
(0
5
10
15
20
25
30
0
iq
n
3
35
0 10 20 30 40 50 60 70 80 90 100
0
40
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Access road adjacent to south parking lot. Elevation based
on information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
SOIL TEST BORING RECORD
r
PROJECT: Jamestown Middle School BORING NO.: B-9
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 28, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
D
E
P
T
H
(0)
5
10
15
20
25
30
0
ib
r
3
a
a
(7
vi
W
¢
.7
O
En
35
40
SOIL CLASSIFICATION L E SAMPLES PL/o) NM (!)LL
AND REMARKS E L I N-COUNT
D A FINES (%)
E V Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P e p • SPT (bpt)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E ti N °
10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (13"+/-) 766.0
RESIDUUM - Medium dense olive brown fine SILTY SAND
(SM), moist U - - SPT-1 6-8-I1
- - - - - - - - - - - - - - - - - -
Medium dense olive brown fine to medium CLAYEY SAND
(SC), moist
L
LL=31; PL= 19; PI= 12; NMC=15.8% SPT-2 8-8-14 O A
% Fines=45
9% 761
0
. . 5
Dense olive brown fine to medium SILTY SAND (SM), moist
SPT-3 8-16-21
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand
SPT-4 25-50/5" 1 1
756
0
. 10
SPT-5 50/4"
751
0
. 15
"
Boring terminated at 18.8 feet. SPT-6 50/4
Groundwater not encountered during or immediately after 746
0 20
drilling. .
Backfilled upon completion.
LL = Liquid Limit
PL = Plastic Limit
P1= Plasticity Index
NMC = Natural Moisture Content
741
0 25
.
0
736.0 3
35
731.0
n
'714
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Access road at south end of bus loop. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U IU 2U 3U 4U DU ou /U bu YU 1UU
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-10
LOCATION: Harvey Road, Jamestown, North Carolina 11
DRILLED: June 24, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF
0-M-ACTEC _ I
D
E
P
T
H
(0)
•
5
10
15
20
25
30
0
00
35
a.
C7
vi
w
f 1
U

SIFICATION SAM PLES PL (%) NM (%) LL C,o)
SOIL CLAS
AND REMARKS

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW.
G
E
E
N
D i
E
V

(ft)
770
0
D
E
N
T
T
Y
P
E N COUNT

o o
n N = -°
• FINES (%)

• SPT (bpf)
10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (I 1 .
RESIDUUM - Medium dense, very dense, and extremely
dense tan fine to coarse SILTY SAND (SM), moist SPT-1
X

5-6-7
SPT-2 8-13-16
5
765.0
SPT-3 20-31-50/5"
SPT-4 31-29-31
10
760.0
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand
SPT-5 50/4"
15
755.0
Auger refusal at 16 feet.
Groundwater not encountered during or immediately after
drilling.
Caved at 6 feet.
Backfilled upon completion.
20
750.0
25
745.0
30
740.0
35
735.0
71n n
40
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-I/4"
REMARKS: West side of bus loop. Elevation based on information
provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
V IV LV JV Y JV VV IV UV ]V IVV
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-11
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 24, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
11 A
SMACTEC II
D
E
P
T
H
(0)
5
10
15
20
25
30
0
F
A
C7
W
V
I
3
35
40
SOIL CLASSIFICATION L E SAMPLES PL (%) NM (%) LL (%)
AND REMARKS E L 1 N COUNT
D A FINES (%)
E V Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P o o • SPT (bpo
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E N b
10 20 30 40 50 60 70 80 90 l00
Forest litter and organic-laden soil (13"+/-) 775.0
RESIDUUM - Very stiff to hard brown SANDY SILT (ML),
moist SPT-1 12-9-9
SPT-2 8-32-50/3" -
70
0
7
PARTIALLY WEATHERED ROCK (PWR) - samples as silty -
. 5
sand
SPT-3 50/4"
"
Boring terminated at 8.8 feet. SPT-4 50/4
Groundwater not encountered during or immediately after 765
0 10
drilling. .
Caved at 4 feet.
Backfilled upon completion.
760
0
. 15
7 20
55.0
750
0 25
.

745.0 30
35
740.0
??c n
U lU lU 3U 4U DU OU /U MU VU lUV
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Bus parking lot. Elevation based on information provided
by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDMONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
SOIL TEST BORINGRECORD
PROJECT: Jamestown Middle School BORING NO.: B-12
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 24, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF
D
E
P
T
H
(0'
•
5
10
15
20
25
3
35
5C
•
SOIL CLASSIFICATION L E SAMPLES PL (%o) NM
AND REMARKS E L I
T N-COUNT
G E D ? FINES (%)
E V E Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P o •SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E N N
10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (12"+/-) 770.0
RESIDUUM - Very stiff brown SANDY ELASTIC SILT
(MH), moist SPT-1 7-10-13 0-1
- - - - - - - - - - - - - - - - - - -
Very dense brown fine to coarse SILTY SAND (SM), moist
SPT-2 26-32-36
PARTIALLY WEATHERED ROCK (PWR) - samples as silty 765.0 5
sand
SPT-3 50/5"
Medium dense tan fine to coarse SILTY SAND (SM), moist

760
0 SPT-4 12-13-14
1
. 0
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand
"
Boring terminated at 14 feet.
SPT-5
50/6
4
1
Groundwater not encountered during or immediately after 755
0

drilling. . 15
Caved at 10 feet.
Backfilled upon completion.
750
0
. 20
745
0
. 25
740
0
. 30
735
0
. 35
730.0
o ? 30
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: East side of bus loop. Elevation based on information
provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TDAES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U tU GU JU 4U N 60 7U SU 90 100
I SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-13
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 24, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
SMACTEC
D
E
P
T
H
(0
5
10
15
20
25
30
0
3
35
i%
v
vi
w
.a
O
40
SOIL CLASSIFICATION L E SAMPLES P L;io) NM (%) LL
AND REMARKS E L 1 N-COUNT
D A FINES (%)
SEE KEY SYMBOL SHEET FOR EXPLANATION OF E
N V E Y
P c D 0 SPT
ropy
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E d v
cv 10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (10"+/-) r.'
786.0
RESIDUUM - Very stiff brown SANDY ELASTIC SILT
(MH), moist
SPT-1 10-12-12
PARTIALLY WEATHERED ROCK (PWR) - samples as fine
to coarse silty sand SPT-2 12-50/5"
4
0
781
0
. 5
SPT-3 50/1"
SPT-4 22-40-50/4"
Boring terminated at 9
8 feet 776
0
.
.
Groundwater not encountered during or immediately after . 10
drilling.
Caved at 3 feet.
Backfilled upon completion.
771
0
. 15
766
0
. 20
761
0
. 25
756
0
. 30
751
0
. 35

DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Southwest corner of building. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U lU 20 30 4U 5U 6U 7U 8U 90 100
1
J
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-14
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 27, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
D
E
P
T
H
(0)
•
5
10
15
20
25
30
0
00
r
ti
A
v
ER
v
3
a 35
4
V
N
Q
a
0
40
•
SOIL CLASSIFICATION L E SAMPLES PL (°r°) NM (°r°> LL
N-COUNT
AND REMARKS G E I) T FINES (%)
E v E Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P t o • SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
0
790 T E cv ` 10 20 30 40 50 60 70 80 90 100
Organic-laden soil 7"+/- .
RESIDUUM - Medium dense brown fine to medium
CLAYEY SAND (SC), moist
SPT-1 7-11-13 Q b A ,
(see below for Sample/Plate No. 5 soil properties) j
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand SPT-2 40-50/4"
5
785.0
SPT-3 25-50/6"
SPT 4 50/1"
Auger refusal at 8.6 feet.
Groundwater not encountered during or immediately after
10
drilling. 780.0
Caved at 6 feet.
Backfilled upon completion.
Sample/Plate No. 5
LL=31; PL=19; PI= 12; NMC=11.5%
Maximum Dry Density (ASTM D-698)=1 18.5 pcf
Optimum Moisture Content=11.8%
15
LL = Liquid Limit 775.0
PL = Plastic Limit
PI = Plasticity Index
NMC = Natural Moisture Content
1 20
770.0
25
765.0
30
760.0
35
755.0
7,;n n -j
U lu LU 3U 4U 3U oU /U 6V W IUU
DRILLER: E. Ford
EQUIPMENT : D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Southeast comer of building. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-15
LOCATION: Harvey Road, Jamestown, North Carolina
II ROJLNO.: 6264-05-0732-03 PAGE 1 OF III
II/1MACTEC II
D
E
P
T
H
(p)
5
10
15
20
25
30
0
F
Q
C7
G1
W
3
35
a.
v?
m
w
a
0
Cn 40
SOIL CLASSIFICATION L E S A MPLES PL (° io> NM (°r°) L L (°i° )
AND REMARKS E L I N-COUNT
D A FIN ES ( %)
E V E Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N P o
10 " • SP T (bp f)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E y 20- °

772
0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 1 00
Forest litter and organic-laden soil (12"+/-) ,. .
RESIDUUM - Dense to medium dense tan fine to coarse
SILTY SAND (SM), moist SPT-1 28-16-14

7
0 SPT-2 29-14-14
5
.
76

- SPT-3 7-9-12
- - - - - - - - - - - - - - - - - - -
Very stiff to hard brown SANDY SILT (ML), moist - --
SPT-4 10-13-17
10
762.0
SPT-S 19-22-33
757.0 15

1 SPT-6 19-30-22
20
-752.0-
PARTIALLY WEATHERED ROCK PWR SPT
7 5011"
Boring terminated at 23.6 feet. -
Groundwater not encountered during or immediately after
25
drilling. 747.0
Caved at 21 feet.
Backfilled upon completion.
30
742.0
35
737.0
U lU LU sV 4U DU DU N ?5V 7U WU
DRILLER: E. Ford
EQUIPMENT : D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: West end of building. Elevation based on information
provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-16
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 27, 2005
?PROJ. NO.: 6264-05-0732-03 PAGE 1 OF
fiMACTEC
D
E
P
T
H
(0)
•
5
10
15
20
25
30
0
ao
r
3
35
6.
C7
y
W
--1
40
•
SOIL CLASSIFICATION L E SAMPLES PL I.) NM ("/o) LL (%)
AND REMARKS

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW. E
G
E
N
D L
E
V

(ft)
0
793 I

D
N
T
T
Y
P
E N COUNT

o 'c
cv °
? FINES (%)

• SPT (bpf)
10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (12"+/-) , ,.. .
RESIDUUM - Dense to very dense tan fine to coarse SILTY
SAND (SM), moist SPT-1 13-15-17
SPT-2 13-25-50/4"

PARTIALLY WEATHERED ROCK (P)WR) - samples as silty 788'0 5
sand
SPT
3 50/6"
Boring terminated at 6.5 feet. -
Groundwater not encountered during or after drilling.
Caved at 4 feet.
Backfilled upon completion.
10
783.0

778.0 15
20
773.0

768.0 25
763
0 0
. 3
758
0 5
. 3

DRILLER: E. Ford
EQUIPMENT : D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: West central portion of building. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
0 10 20 30 40 50 60 70 80 90 100
SOIL TEST BORING IZECORD
PROJECT: Jamestown Middle School BORING NO.: B-17
LOCATION: Harvey Road, Jamestown, North Carolina 1?
DRILLED: June 27, II ROJ NO.: 6264-05-0732-03 PAGE 1 OF 1 II
MACTEC
D
E
P
T
H
(0)
5
10
15
20
25
30
0
F-
35
F.
W
.d
O
u) 40
SOIL CLASSIFICATION L E SAMPLES PL (°r°) NM (% LL (°ro)
AND REMARKS

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW. E
G
E
N
D L
E
V

(ft)
800
0
D
I
E
N
T
T
Y
P
E N-COUNT

;o o
.N cv `
? FINES (%)

•SPT (bpf)
10 20 30 40 50 60 70 80 90 100
Organic-laden soil 6"+/- '
RESIDUUM - Medium dense olive brown fine to medium
SILTY SAND (SM), moist
SPT-1 6-10-14
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand
SPT-2
50/4"

Dense olive brown fine to medium SILTY SAND (SM), moist 795.0 5
SPT-3 31-15-28
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand SPT-4 5015"
10
790.0
Auger refusal at 12.5 feet.
Groundwater not encountered during or immediately after
drilling.
Caved at 8 feet.
Backfilled upon completion. 785.0 15
20
780.0

25
775.0
0
770.0 3
35
765.0
'7An n
U R1 N w 'iu Ju ou /u DV YV 1VV
DRILLER E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: East central portion of building. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-18
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 23, 2005
?PROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
I? fiMACTEC
D
E
P
T
H
(0?
•
5
10
15
20
•
25
30
0
00
F
A
C7
W
E9
C7
I
3
35
a
C7
vi
W
O
40
0
SOIL CLASSIFICATION L E SAMPLES PL/.) NM (?ro> LL (-/.)
ANDS E L l N-COUNT o e?
D A FINES (%)
E V Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P o o •SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E N

789
0 ]0 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (12"+/-) r. .
RESIDUUM - Dense to very dense olive brown fine to
medium SILTY SAND (SM), moist SPT-1 11-17-17
SPT-2 12-17-21
784.0 5
SPT-3 21-32-43

79 SPT-4 17-32-50
10
PARTIALLY WEATHERED ROCK (PWR) - samples as silty .0
7
sand
SPT-5 50/4"

774.0 15
SPT
6 50/4"
Boring terminated at 18.8 feet. -
Groundwater not encountered during or after drilling.
64
Caved at 12 feet. 7
.0 20
Backfil led upon completion.
764
0
. 25
759
0
. 30
754
0 3
. 5
7AQ n
DRILLER: E. Ford
EQUIPMENT : D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: East end of building. Elevation based on information
provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
0 10 20 30 40 50 60 70 80 90 100
SOIL TEST BORLrG RECORD
PROJECT: Jamestown Middle School BORING NO.: B-19
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 23, 2005
PROD. NO.: 6264-05-0732-03 PAGE 1 OF I
li SMACTEC it
D
E
P
T
H
(0)
5
10
15
20
25
30
0
o°
n
3
i
w
a
0
ti
35
40
SOIL CLASSIFICATION L E SAMPLES PLC/o) NM
(%) LL (%)
AND REMARKS

SEE KEY SYMBOL S14EET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW. E
C,
E
N
D
E
L
V
(ft)
794
0
D
1
E
N
T
T
Y
P
E N-COUNT

D ° o
N ° e
? FINES (%)

0 SPT (bpf)
10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (12"+/-) .
RESIDUUM - Dense to extremely dense brown fine to coarse
SILTY SAND (SM), moist SPT-] X 20-18-27
SPT-2 18-32-50
5
PARTIALLY WEATHERED ROCK (PWR) - samples as silty 789.0
sand
SPT
3 50/5"
32
Boring terminated at 6.9 feet. - -
Groundwater not encountered during or after drilling.
Caved at 3 feet.
Backfilled upon completion.
10
784.0
15
779.0
20
774.0

25
769.0
30
764.0
35
759.0
75n n
DRILLER: E. Ford
EQUIPMENT : D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Southwest comer of north wing of building. Elevation
based on information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-20
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 27, 2005 q
IPROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
SMACTEC
D
E
P
T
H
•
5
10
15
20
25
30
0
n
F
A
C7
V
I
3
35
40
•
0 10 20 30 40 50 60 70 80 90 100
SOIL CLASSIFICATION L E SAMPLES PL (%) NM (%) LL (%)
AND REMARKS

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW. E
E
N
D L
V

(ft)
804
0 I
D

T
N
Y
P
E N-COUNT

'o
H o
A FINES (%)
• SPT (bpf)

10 20 30 40 50 60 70 80 90 100
Organic-laden soil 7"+/- *=:
.
RESIDUUM - Medium dense to extremely dense tan fine to
coarse SILTY SAND (SM), moist
SPT-1 4-11-15
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand 799
0 SPT-2 18-32-50/4" 4 1
. 5
SPT-3 50/2"
PT
4 /
"
Boring terminated at 8.8 feet. -
S 50
3
Groundwater not encountered during or after drilling. 794
0

Caved at 5 feet. . 10
Backfilled upon completion.
789
0
. 15
784
0
. 20
779
0 2
. 5
774
0
. 30
769
0
. 35
X64 n
(0)
DRILLER. E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers .
HOLE DIA.: 2-1/4"
REMARKS: Southeast comer of north wing of building. Elevation
based on information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-21
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 23, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
??MACTEC J
D
E
P
T
H
(0)
5
10
15
20
25
30
0
n
F
A
m
?I
3
a 35
n.
v
w
d
O
40
SOIL CLASSIFICATION L E SAM PLES PL (°/") NM ("/o) LL C/")
AND REMARKS G E T N-COUNT A FINES (%)
E V D
E Y

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
N
N
P -
o n
•SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
793
0 T E N 10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (12"+/-) .
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand SPT-l 42-50/5"
SPT-2 50/5"
5
788.0
SPT-3 48-50/5"
RESIDUUM - Very dense brown fine to coarse SILTY SAND
(SM), moist
SPT-4 31-32-34
10
783.0
SPT-5 31-38-31
15
778.0

PARTIALLY WEATHERED ROCK PWR SPT-6 5011"
Auger refusal at 17.1 feet.
Groundwater not encountered during or after drilling.
Caved at 7 feet.
Backfilled upon completion.
0
773 20
.
25
768.0
30
763.0
0
58 35
7
.
753.0 30 40 cn rn ' 7n un nn t nn
0 10 20
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Northwest comer of north wing of building. Elevation
based on information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
FF-7- SOIL TEST BORING RECORD
I PROJECT: Jamestown Middle School BORING NO.: B-22
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 28, 2005
PROJ. NO.: 6264-05-0732-03
PAGE 1 OF
MACTEC
D
E
P
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(0)
•
5
10
15
20
25
c ? 30
3
35
0
L40
•
SOIL CLASSIFICATION L E SAMPLES PL ("/o) NM ("/o) LL (%)
AND REMARKS E L I N COUNT
D
? FINES (%)
E V Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P p `o SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T v
v
!2
N

806
0 A
10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (14"+/-)
.
RESIDUUM - Hard to very stiff brown SANDY LEAN
X
CLAY (CL), moist SPT-1 10-15-18 O lb- I"
Sample/Plate No. 4
LL=39; PL=23; PI=16; NMC=16.3%
Max. Dry Density (ASTM D-698)=J 12.1 pcf SPT-2 6-10-16
timum Moisture Content=16
3%
O 801
0
p
. . 5
Very dense tan fine to coarse SILTY SAND (SM), moist
SPT-3 22-30-26

79
0 SPT-4 23-26-32
6. 10
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand SPT-5 50/4"
791
0
. 15
Extremely dense tan SILTY SAND (SM), moist
SPT-6 21-37-50/4"
Boring terminated at 19.8 feet 786.0 20
Groundwater not encountered during or immediately after
drilling.
Caved at 9 feet.
Backfilled upon completion.
LL = Liquid Limit
PL = Plastic Limit
PI = Plasticity Index
781
0
NMC = Natural Moisture Content . 25
776
0
. 30
771
0
. 35
'76F n
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Northeast comer of north wing of building. Elevation
based on information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U IU LU SU 4U W oU /0 su 9U 1UU
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-23
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 27, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
D
E
P
T
H
(0
5
10
15
20
25
30
0
i"
3
a
0.
V
v]
Ul
35
W
40
SOIL CLASSIFICATION L E SAMPLES PL (%) NM (%) LL (%)
AND REMARKS E
G L
E 1
T N-COUNT
• FINES('/,)
E V D Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P n o • SPT (bpo
SYMBOLS AND ABBREVIATIONS BELOW. D (ft)

798
0 T
v

]0 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (9"+/-)
.
RESIDUUM - Very stiff to hard brown SANDY ELASTIC
SILT (MH), moist SPT-1 8-9-13
SPT-2 7-12-27
5
PARTIALLY WEATHERED ROCK (PWR) - samples as 793.0
sandy silt
SPT-3 33-50/3"
SPT-4 50/5"
10
788.0
Hard gray and white SANDY SILT (ML), moist
SPT-5 26-32-30
IS
783.0 I
PARTIALLY WEATHERED ROCK (PWR) - samples as
sandy silt
SPT 6
50/2" 1 0
Boring terminated at 18.7 feet.
Groundwater not encountered during or after drilling.
20
Caved at 13 feet. 778.0
Backfilled upon completion.

25
773.0
30
768.0
35
763.0
TiR n
V IV LV JV rI JV w .v ov ?? •vv
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: East of school and service drive. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
0
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-24
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 23, 2005
l PROJ. NO.: 6264-05-0732-03
PAGE 1 OF
MACTEC
D
E
P
T
H
(0)
0 ?
5
10
15
20
25
30
0
F
O
C7
Ci
CI
35
m
a
0
40
•
SOIL CLASSIFICATION L E SAMPLES PL (/.) NM (-/.)
LL (%)
AND REMARKS E L I
T N-COUNT
G E D ? FINES (%)
E V E Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P o
o •SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E y c v
804
0 10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (8"+/-) = .
RESIDUUM - Hard gray and white SANDY SILT (ML),
moist
SPT-1
8-12-26
799
0 SPT-2 17-21-32
5
.
SPT-3 16-21-26

794
0 SPT-4 17-19-24
10
.
SPT-5 18-20-21
789.0 15

784
0 SPT-6 10-15-26
Boring terminated at 20 feet. . 20
Groundwater not encountered during or after drilling.
Caved at 13 feet.
Backfilled upon completion.
7
9
0
7
. 25
774
0
. 30
769
0
. 35
IfA n -
U 10 2U 30 40 50 60 70 80 90 100
DRILLER: E. Ford
EQUIPMENT : D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Southeast end of east play field. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
?- SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-25
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 22, 2005
PROD. NO.: 6264-05-0732-03 PAGE 1 OF 1
JMACTEC
D
E
P
T
H
(0)
5
10
15
20
25
30
0
m
3
a
a
v
35
w
40
SOIL CLASSIFICATION L E S AM PLES P LC 0 ) e (°i°) L ?i° )
AND REMARKS

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW. E
G
E
N
D L
E
V

(ft) I
D
E
N
T
T
Y
P
E N-COUNT

o o
4 r 72

1

2

3
?

4
FIN

SP

0 5
ES (

T (bp

0 6
%)

f)

0 7

8

9

]0

0
Forest litter and organic-laden soil (8"+/-) 812.0
RESIDUUM - Very dense brown fine to coarse SILTY,
CLAYEY SAND (SC-SM), moist
SPT-1
15-25-50/6"
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand SPT-2 50/6"
'
1 5
Sample/Plate No. 3 (obtained from 1
to 10
) 807.0
LL=23; PL=19; PI=4; NMC=3.3%
Max. Dry Density (ASTM D-698)=121.3 pcf
Optimum Moisture Content-11.1%
SPT-3
5015"
SPT-4 45-50/4"
10
802.0
SPT-5 50/6"
1
15
797.0
SPT-6 50/6"
20
792.0
SPT-7 50/5"
25
787.0
SPT
8 42
50/3"
Boring terminated at 29.3 feet. - - 30
Groundwater not encountered during or immediately after 782.0
drilling.
Caved at 19 feet.
Backfilled upon completion.
LL = Liquid Limit
PL = Plastic Limit
PI = Plasticity Index
NMC = Natural Moisture Content 35
777 0
77) n
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Northwest end of east play field. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TMIES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

I SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-26
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 22, 2005
PROJ. NO.: 6264-05-0732-03 PAGE I OF 1
1? fiMACTEC
D
E
P
T
H
(0
5
10
IS
20
25
30
0
00
h
35
o?
40
•
SOIL CLASSIFICATION L E SAMPLES PL (%) NM (%) LL (%)
E L N-COUNT
AND REMARKS G E I
D T ? FINES (%)
E V E Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P 0 v • SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
787
0 T E y ° 10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (14"+/-) , ,.' . '
RESIDUUM - Stiff to hard brown SANDY SILT (ML), moist
SPT-I 2-3-5
SPT-2 4-6-8
5
782.0
SPT-3 12-21-25
SPT4 14-16-21
10
777.0
Very dense brown fine to medium SILTY SAND (SR, moist F 7.
I
SPT-5 24-29-33
Boring terminated at 15 feet. 772.0 15
Groundwater not encountered during or after drilling.
Caved at 10 feet.
Backfilled upon completion.

-767.0-
-
2 2
-76
.0 5
0
757. 30
7
2
5
.0
'7e7 n 35
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Left field of south softball field. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER I M ES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U W ZU SU 4U W bU 7U 8U 9U 1UU
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-27
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 22, 2005
PROJ. NO.: 6264-05-0732-03 PAGE I OF I
MACTEC
D
E
P
T
H
(0)
5
10
IS
20
25
30
0
00
n
F
Q
W
C7
I
3
35
a
C7
Cn
a3
O
` 40
SOIL CLASSIFICATION L E SAMPLE'S PL/.) NM (%) LL (%)
AND REMARKS E L I N-COUNT
D FINES (%)
E V Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P c • SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E c
10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (I1"+/-)
802.0
RESIDUUM - Very stiff brown SANDY ELASTIC SILT
(NM), moist SPT-1 5-7-10
Hard brown SANDY SILT (MI.), moist

79
0 SPT-2 9-2143
7. 5
SPT-3 9-16-26

792
0 SPT-4 21-32-35
1
. 0
SPT-5 16-18-22
Boring terminated at 15 feet. 787.0 15
Groundwater not encountered during or after drilling.
Caved at 10 feet.
Backfilled upon completion.
20
782.0
2
777.0 5
30
772.0
35
767.0
'7fl n
U It) ZU SU 4U :11) oU /U bu YU 1UU
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Right field of south softball field. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER MIES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-28
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 22, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF
D
E
P
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(0)
•
5
10
15
20
25
30
0
00
3
35
ii
m
a
0
L40

SOIL CLASSIFICATION L E SAM PLES PL (%) NM (%) LL (%)
E L I N-COUNT
AND REMARKS G E
D T ? FINES (%)
E V Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P o e • SPT (bpo
SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
0
818 T E ev 10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (12"+/-) .
RESIDUUM - Hard to very stiff brown SANDY SILT (ML),
moist SPT-I 13-16-32
SPT-2 17-24-27
5
813.0
SPT-3 10-15-17
SPT-4 10-15-17
] 0
808.0
SPT-5 20-15-19
15
803.0
SPT-6 13-15-15
Boring terminated at 20 feet. 798'0 20
Groundwater not encountered during or after drilling.
Caved at 13 feet.
Backfilled upon completion.
25
793.0
30
788.0

783.0
'77Q n 35
0 10 20 3U 40 50 6U 70 80 90 100
DRILLER: E. Ford
EQUIPMENT : D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: West end of soccer fieldhrack. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-29
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 21, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
D
E
P
T
H
(0)
5
10
15
20
25
30
0
0
3
J
0.
V
v?
ui
Q
O
35
40
SOIL CLASSIFICATION L E SAMPLES PL (%) NM (%) LL (%)
AND REMARf<:
S E L l N-COUNT
. D T A FINES (%)
E V
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P o • SPT (bpo
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E °
N 10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (9"+/-) 826.0
RESIDUUM - Dense brown and gray SILTY SAND (SM),
moist
SPT-1
13-15-27
Sample/Plate No. 2
4
LL=44; PL=27; PI=17; NMC=9.5%
Max. Dry Density (ASTM D-698)=106.7 pcf
O
ti
M
i
t
t
t=17
4%
C 821
0 SPT-2 8-13-18 C 0
p
mum
o
s
ure
on
en
. . 5
SPT-3 13-11-18

- SPT-4
X 13-14-25
N
Hard brown and gray SANDY SILT (ML), moist 816.0
- 10

811
0 SPT-5 12-14-17
. 15

806
0 SPT-6 12-17-18
20
.

8
1 SPT-7 32-30-26
25
0
.0
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand
SP /6"
Boring terminated at 29 feet. T-8 50
Groundwater not encountered during or immediately after 796
0 30
drilling. .
Caved at 19 feet.
Backfilled upon completion.
LL = Liquid Limit
PL = Plastic Limit
PI = Plasticity Index
NMC = Natural Moisture Content
35
791.0
DRILLER: E. Ford
EQUIPMENT : D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Middle of soccer field/track. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U IV LV JU 4u JU oV /U bV VU 1UV
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-30
LOCATION: Harvey Road, Jamestown, North Carolina
I l ROJLNO.: 6264-05-0732-03 PAGE 1 OF 1) I
?MACTEC_
D
E
P
T
H
(0)
5
10
15
20
•
25
•
L CLASSIFICATION L E SAM PLES PL (°i°> n(%) LL (°r°)
SOI N-COUNT
AND REMARKS G E D T FINES (%)
E V E Y -
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P o • SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
817
0 T E 10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (8"+/-) , '..` .
RESIDUUM - Medium stiff brown and gray mottled SANDY
ELASTIC SILT (MH), moist
SPT-1
7-4-4
- - - - - - - - - - - - - - - -
Stiff and very stiffbrown SANDY SILT (ML), moist
SPT-2 8-10-12
5
812.0
SPT-3 2-4-10
SPT-4 10-11-14
10
807.0
SPT-5 10-15-15
15
Extremely dense brown fine to medium SILTY SAND (SM), 802'0
moist
SPT-6 21-52-45
20
Boring terminated at 20 feet. 797.0
Groundwater not encountered during or after drilling.
Caved at 14 feet.
Backfilled upon completion.
25
792.0
30
787.0
35
782.0
"YT7 n
r 30
0
F
A
v
o;
m
c?
3
35
u w Lu )u Itu :)u ou N to Yu IM
40
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: East end of soccer field/track. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
-? SOIL, TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-31
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 21, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF 1
,OMACTEC
D
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P
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H
(0)
5
10
15
20
25
30
0
3
n.
v?
w
.a
0
35
40
SOIL CLASSIFICATION L E SAMPLES Pl-(%) NM (%) LL (%)
AND REMARKS E L I N-COUNT `
E D • FINES (%)
E Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P c o • SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E ti b
8
0
0 10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (11"+/-) y
3
.
RESIDUUM - Dense to extremely dense brown fine to
medium SILTY SAND (SM), moist SPT-1 14-17-21

25
0 SPT-2
X

10-21-26

5
.
SPT-3 17-21-27
SPT-4 24-34-39
10
820.0
SPT-5 21-39-41
1
815.0 5
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand
SPT-6 50/3"
20
810.0 I
SPT
7 50/4"
32 ,
Boring terminated at 24.3 feet. - - 25
Groundwater not encountered during or after drilling. 805.0
Caved at 14 feet.
Backfilled upon completion.
30
800.0
35
795.0
-ron n
DRILLER: E. Ford
EQUIPMENT : D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Between softball fields. Elevation based on information
provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
V 1V LV JV Y JV VV /V oV 7V ?VV

?`B`EST BURTIVG RECORD.
PROJECT: Jamestown Middle School BORING NO.: B-32
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 22, 2005
PROJ. NO.: 6264-05-0732-03 PAGE I OF
fjMACTEC
D
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•
5
10
15
20
•
25
30
0
3
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•
SOIL CLASSIFICATION L E SAMPLES P vra) NM( LL (°ro)
AND REMARKS G E D T N COUNT A FINES (%)
E V E Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P `o • SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
838
0 T E N cv ° 10 20 30 40 50 60 70 80 90 100
Forest litter and organic-laden soil (12"+/-) .
RESIDUUM - Very stiff red-brown SANDY ELASTIC SILT
X
(MH), moist
- SPT-1 13-7-10
- - - - - - - - - - - - - - - - - -
Stiff to very stiff red-brown to brown slightly micaceous
SANDY SILT (ML), moist
SPT-2 5-5-7
5
833.0
SPT-3 X 4-4-5
SPT-4 5-5-5
10
828.0 I

SPT-5
6-7-8 I

15
823.0
SPT-6 6-6-9
20
818.0
SPT-7 7-8-10
25
813.0
SPT-8 9-12-IS
30
Boring terminated at 30 feet. 808.0
Groundwater not encountered during or after drilling.
Caved at 22 feet.
Backfilled upon completion.

803.0
X04 n 35
DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Left field of north softball field Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER I M ES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U IU LU SU 4U )U bU /U 8U YU IOU
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-33
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 22, 2005
PROJ. NO.: 6264-05-0732-03 PAGE I OF I
1? SMACTEC
?1
D
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5
10
15
20
25
30
0
00
n
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SOIL CLASSIFICATION L E S A MPLES PL /o) NM (%) L L (% )
AND REMARKS E L I
T N COUNT
G E D ? FIN ES ( %)
E V E Y
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P o fc
' • SP T (bp f)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft)
T E v
°
845
0 4
cv 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 1 00
Forest litter and organic-laden soil (12"+/-)
.
RESIDUUM - Medium dense and dense brown CLAYEY
SAND (SC), moist SPT-1 6-9-12
Sample/Plate No. I
LL=47; PL=25; PI=22; NMC=9.0%
Max. Dry Density (ASTM D-698110.9 pcf SPT-2 6-8-9
5
Optimum Moisture Content=15.0% 840.0
SPT-3 9-13-17
SPT-4 12-15-16
10
Very stiff to hard brown SANDY SILT (ML), moist 835.0
SPT-5 8-9-I1
830.0 15
SPT-6 15-23-26
20
825.0
SPT-7 10-11-21
25
820.0
PARTIALLY WEATHERED ROCK (PWR) - samples as silty
sand
SPT-8 42-50/5"
30
815.0
Hard brown SANDY SILT (ML), moist

1 5PT-9 32.42-50/6"
35
Boring terminated at 35 feet. -810.0-
Groundwater not encountered during or immediately after
drilling.
Caved at 25 feet.
Backfilled upon completion.
LL = Liquid Limit; PL = Plastic Limit
PI = Plasticity Index; NMC = Natural Moisture Content
Qnc n
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DRILLER: E. Ford
EQUIPMENT: D-50
METHOD: Hollow Stem Augers
HOLE DIA.: 2-1/4"
REMARKS: Right field of north softball field. Elevation based on
information provided by others.
THIS RECORD IS A REASONABLE INTERPRETATION
OF SUBSURFACE CONDITIONS AT THE EXPLORATION
LOCATION. SUBSURFACE CONDITIONS AT OTHER
LOCATIONS AND AT OTHER TIMES MAY DIFFER.
INTERFACES BETWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
SOIL TEST BORING RECORD
PROJECT: Jamestown Middle School BORING NO.: B-34
LOCATION: Harvey Road, Jamestown, North Carolina
DRILLED: June 22, 2005
PROJ. NO.: 6264-05-0732-03 PAGE 1 OF
ACTEC
•
•
0
LABORATORY TESTING SUMMARY SHEET
AND
COMPACTION TEST REPOTS
•
•
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COMPACTION TEST REPORT
114
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I

112 I

110

U

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:

108

106
? i

- ZAV f
or
Sp.G. _
104 - 2.55
9 11 13 15 17 19 21
Water content, %
Test specification: ASTM D 698-00 Procedure A Standard
Elev/ Classification Nat. % > % <
S p .G. LL PI
Depth USCS AASHTO Moist. No.4 No.200
-I'to-10' SC 9.0 47 22 34.9
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density = 1 10.9 pcf Light tan clayey sand.
Optimum moisture = 15.0 %
Project No. 64050732.03 Client: Guilford County Schools Remarks:
Project: Jamestown Middle School Jamestown, NC 06-27-05
Location: Boring B - 34
COMPACTION TEST REPORT
MACTEC Engineering & Consulting, Inc. Plate I
COMPACTION TEST REPORT
•
•
109
107
105
U
Q
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:(n
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103
101
as
Water content, %
•
Test specification: ASTM D 698-00 Procedure A Standard
ZAV for
Sp.G. _
2.55
Elev/ Classification Nat. % > % <
Depth USCS AASHTO Moist. Sp.G. LL PI No.4 No.200
-11to-10' SM 9,5 44 17 30.9
TEST RESULTS MATERIAL DESCRIPTION
Olive silty sand.
Maximum dry density = 106.7 pcf
Optimum moisture = 17.4 %
Project No. 64050732.03 Client: Guilford County Schools Remarks:
Project: Jamestown Middle School Jamestown, NC 06-27-05
• Location: Boring B - 30.
COMPACTION TEST REPORT
MACTEC Engineering & Consulting, Inc. Plate 2
COMPACTION TEST REPORT
125
.
T?
i

123 I

121
U
?
i

:

119

117 j

ZAV f
or
Sp.G. _
115 2.55
5 7 9 11
Water content, %
Test specification: ASTM D 698-00 Procedure A Standard 13 15 17
Elev/ Classification Nat.
S
G
LL
PI % > % <
Depth USCS AASHTO Moist. p.
. No.4 No.200
-1' to -10' SC-SM 3.3 23 4 15.0
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density = 121.3 pcf
Optimum moisture= 1 1.1 % Tan clayey silty sand.
Project No. 64050732.03 Client: Guilford County Schools
Project: Jamestown Middle School Jamestown, NC
• Location: Boring, B - 26. Remarks:
06-27-05
COMPACTION TEST REPORT
MAC EC Engineering & Consulting,
Inc.
Plate
3
COMPACTION TEST REPORT
•
r
0
COMPACTION TEST REPORT
121
119
117
U
Q
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N
0
115
11,
ZAV for I
Sp.G. _
2.60
11'
6 8 1U 1z I4 ,v ,.,
Water content, %
Test specification: ASTM D 698-00 Procedure A Standard
Elev/ Classification Nat. % > % <
Sp.G. LL PI No.4 No.200
Depth USCS AASHTO Moist.
-1' to -5' SC 11.5 31 12 39.4
TEST RESULTS MATERIAL DESCRIPTION
Tan clayey sand.
Maximum dry density = 1 18.5 pcf
Optimum moisture= l 1.8 %
Project No. 64050732.03 Client: Guilford County Schools Remarks:
Project: Jamestown Middle School Jamestown, NC 07-06-05
• Location: Boring B - 15
COMPACTION TEST REPORT
MACTEC Engineering & Consulting, Inc. Plate 5