20001195 Ver 12_More Info Received_20120305

FaR I Solutions ONE COMPANY Transmittal
� . Many Solutions
Attention Annette M Lucas PE Date 3/1/12 Job No 100062 75476 018
Environmental Engineer
To NCDENR I DWQ I Wetlands and Stormwater Branch Phone [phone]
1650 Mail Service Center Raleigh NC 27699 1650
Regarding CDIA SWMP West Blvd
We are sending you ® Attached ❑ Under separate cover via _ the following items
❑ Shop drawings ❑ Prints ® Plans ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change Order ® Reports ❑ CDs ❑ Other
Copies Date No Descnption
3
3/1/12
1
Updated BMP Operation and Maintenance Plan onginal sign copy
3
3/1/12
2
Bioretention Cell Supplements and Calculations
3
3/1/12
3
New Sheet 14A 14B and 6A of SWMP Colored Plans
3
3/1/12
4
Updated Sheets 1 and 6 of SWMP Colored Plans
These are transmitted as checked below
® For approval ❑ Approved as submitted
® For your use ❑ Approved as noted
® As requested ❑ Returned for corrections
❑ For review /comment ❑ Other_
❑ Forbids due
Remarks Enclosed are only the updated documents
If enclosures are not as noted please notify us at once
C 1pwworkingltpa 1d02274811Transmittal Fom1201201D3 doc
HDR Engineering Inc of the Carolinas
Employee -owned
® Resubmit 3 copies for approval
❑ Submit _ copies for distnbubon
❑ Return _corrected prints
❑ Prints returned after loan to us
00
MAR 5 2012
OEM WATER QUALITY
NDSAW STORMWATER BRANCH
Ronald A Geiger PE
128 S Tryon Street Suite 1400 Telephone [phone]
Charlotte NC 28202 5004 1 Fax [phone]

March 1 2012
Annette M Lucas PE
Environmental Engineer
NCDENR I DWQ I Wetlands and Stormwater Branch
1650 Mail Service Center Raleigh NC 27699 1650
Re Charlotte Douglas International Airport s (CDIA)
UT to Coffey Creek [0308834 11 137 4 C]
Dear Ms Lucas
On January 9 1212 HDR Engineering Inc of the Carolinas received a letter from the Division of
Water Quality (DWQ asking for additional information regarding the CDIA s Modified Storm
Water Management Plan (SWMP) specifically the addition of the West Blvd project to the plan
We modified the SWMP with bolded text and we are subrrutting only the drawings for West Bl, d
that are essential for your review as requested Attached are the relevant document-, which
constitute our previous Express Review Stormwater Management Plan submittal package for the
above referenced project
The following addresses your questions to the letter
Bioretention Cell #1
I Does the drainage received by the pipe under Vest Blvd contain runoff from any impervious area? If not
it may be better to bypass that runoff and around the cell Bioretention cells work best treating runoff from
impervious areas
a The pipe does receive water from the impervious area of West Blvd and a future
Intermodal facility The plan sheets have been modified to illustrate this The area
of treatment only addresses the West Blvd impervious area as required by the
permit
2 The plan and supplement show the temporary pool at 711 but it should beat the overflow were at 710
a Plan has been adjusted to comply
3 The supplement states the planting elevation is at 708 75 but the plans show 708 to 709 5
Bioretention cells must be flat throughout their section to function properly
a Plan has been adjusted to reflect a flat basin
4 The supplement shows the bottom of the media at 708 58 but it should be the planting elevation minus
the 3 of planting media
440 S Church Street Phone [phone]
HDR Engineering Inc of the Carolinas Suite 1000 Fax [phone]
Charlotte NC 28202 1919 www hdrinc corn
NCBELS License No F0116

Ms Annette Lucas
March 1 2012
Page 2 of 3
a Plan has been adjusted to comply
5 The supplement shows the depth of sand as an elevation This should be shown as the depth (thickness) of
the sand in feet
a Plan has been adjusted to comply
Bioretention Cell #2
1 On sheet 14B a spot elevation is needed at the overflow to show that it is to be built to elevation 701 (as
done on sheet 14A)
a Plan has been adjusted to comply
2 The supplement states the planting elevation is at 702 35 but the plans show 702 7 to 703
Bioretention cells must be flat throughout their section to function properly
a Plan has been adjusted to reflect a flat basin
3 The depth of sand on the supplement should be shown in feet not inches
a Plan has been adjusted to comply
4 The supplement shows the top of the upturned elbow at 700 03 but the plans chow it at 699 7 Please
make it consistent
a Plan has been adjusted to comply
Both Bioretention Cells
1 Please be sure that any changes are consistently reflected or all documents (plans ( ahj rupplement form j
O&M forms etc)
a Plans and other documents have been updated to be consistent with one another
2 Plans and calculations must be sealed signed and dated by an appropriate NC licensed design pro/essaonat
a Plans and calculations are signed and sealed as requested
3 Please venfy the drainage area delineations for the BMPs They do not appear to follow the counters
a Plans have been adjusted to include more information as requested with available
data
4 The surfaces of the cells are sloped Bioretention cells murt be flat not sloped Please revise
a Plan has been adjusted to reflect a flat basin
S The plan show pondang over 12 Ponding shall not be greater than 12 Please revue
a Plans have been re-, ised to reflect maximum pondang depth
HDREngineering Inc ottheCarohnas

Ms Annette Lucas
March 1 2012
Page 3 of 3
6 An ongznal O&M agreement form must be submitted None were submitted It can be downloaded from
http //portal ncdenr � web /wq /su /bmp ch12
a An original O &M agreement is being submitted with this re submittal
7 The SHWT elevation was left blank on the supplements Also a soils report must be provided that states
that the SHWT is based on a boring within the footpnnt of each of the proposed cells
a Additional information is provided in the re subtruttal to reflect SHWT elevation
data received at each BMP location
8 The type of grass sod must be specified Also it should be specified that the sod shall not be fmm a farm
grown in taght clay soil that would restrict flow through
a Plan has been revised to state sod requirements
9 Both supplements state that a vegetated filter stnp (VFS) isprovided but there are not any Note howeve-
that a propery designed VFS per chapter 8 of the BMP Manual is not required for bzoretention cells
a The calculations have been revised to reflect the design of the BMP as shown on
the plans
70 Please provide supportang calculations for the drawdown and underdrazn sv� ng for each cell
a Calculations for the underdrazn sizing and drawdown are included in this re
submittal
If � ou have anv questions concerning the information in this letter or need additional information
please feel free to contact me at [phone]
Sincerely
HDR Engineering, Inc of the Carolinas
Ronald A Geiger PE
Project Manager
cc Jack Christine CDIA
Jimmy Jordan CDIA
HDR Engineering Inc of the Carolinas

AREA WEST
O
2 ND PARALLEL RUNWAY
REVISED OCTOBER 24, 2008
UPDATED MARCH 1, 2012
PREPARED BY
TALIART& MIGHT
4944 Parkway Plaza Boulevard SUITE 350
Charlotte NC 28217
704 426 6070
704 426 6080 (FAX)
DR ONE COMPANY I Mang Solutions
440 South Church St Suite 1000 1 Charlotte NC 128202 5004
Phone [phone] Fax [phone]
,�,t1i1969194 .,a
''e►r®e°ea ° ° °3I1 1

OPERATION AND MAINTENANCE AGREEMENT
I acknowledge and agree by my signature below that I am responsible for the
performance of the six maintenance procedures listed in this OMP I agree to notify
DWQ of any problems with the system or prior to any changes to the system or
responsible party
Print name T J Orr
Title Aviation Director
Address 5501 Josh Birmingham Pkwv Charlotte, NC 28208
Phone [phone]
Signature
Date
I f�©h e v � A ri � f PS S a Notary Public for the State of North
Carolina County of Mecklenburg do hereby certify that
T S oa-R- personally appeal before me this Z15�
day of NOoew 6evr bland acknowledge the due execubon of the forgoing
Operation & Maintenance requirements Witness my hand and iffic alseo
SEAL
My commission expires
161-65&W2 a J4.. -
-aki2 Ar -,2c-ss
l
L
SEAL
My commission expires
161-65&W2 a J4.. -
-aki2 Ar -,2c-ss

Permit No
(to be assigned by DWQ)
��� o`'�� WnT �9p�
NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out printed and submitted
The Required Items Checklist (Part 111) must be printed filled out and submitted along with all of the required information
I PROJECT INFORMATION
Project name Charlotte Douglas International Airport
Contact name Ron Geiger
Phone number
Date
Drainage area number
II DESIGN INFORMATION
Site Characteristics
704 338 6825
March 2012
Y2 (Bio #1)
Drainage area
445 589 0 ft2
Impervious area
34 848 0 ft2
Percent impervious
78% %
Design rainfall depth
10 inch
Peak Flow Calculations
Is pre /post control of the 1 yr 24 hr peak flow required?
N (Y or N)
1 yr 24 hr runoff depth
in
1 yr 24 hr intensity
in /hr
Pre development 1 yr 24 hr peak flow
ft3 /sec
Post development 1 yr 24 hr peak flow
ft3 /sec
Pre /Post 1 yr 24 hr peak control
ft3 /sec
Storage Volume Non SA Waters
Minimum volume required
4 470 2 ft3
Volume provided
4 500 0 ft3
Storage Volume SA Waters
15 runoff volume
ft3
Pre development 1 yr 24 hr runoff
ft3
Post development 1 yr 24 hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Form SW401 Bioretention Rev 3
X21
F T (BIO -1- J
Part III Page 1 of 3

Y2 (B lo 1)
Form SW401 Bioretention Rev 3 Part III Page 2 of 3
Permit No
(to be assigned by DWQ)
Cell Dimensions
Pondmg depth of water
12 inches
OK
Ponding depth of water
100 ft
Surface area of the top of the bioretention cell
4500 0 f{2
OK
Length
300 0 ft
OK
Width
15 0 ft
OK
-or Radius
ft
Media and Sods Summary
Drawdown time ponded volume
8 hr
OK
Drawdown time to 24 inches below surface
16 hr
OK
Drawdown time total
24 hr
In situ sod
Sod permeability
0 60 in /hr
OK
Planting media soil
Sod permeability
150 in/hr
OK
Sod composition
% Sand (by volume)
85%
OK
% Fines (by volume)
10%
OK
% Organic (by volume)
5%
OK
Total
100%
Phosphorus Index (P Index) of media
(unitless)
Basin Elevations
Temporary pool elevation
710 5 fmsl
Type of bioretention cell (answer Y to only one of the two following
Is this a grassed cell?
Y (Y or N)
OK
Is this a cell with trees /shrubs?
N (Y or N)
Planting elevation (top of the mulch or grass sod layer)
709 5 fmsl
Depth of mulch
017 inches
Insufficient mulch depth unless
Bottom of the planting media sod
706 33 fmsl
Planting media depth
317 ft
Depth of washed sand below planting media sod
0 3 ft
Are underdrains being installed?
Y (Y or N)
How many clean out pipes are being installed?
8
OK
What factor of safety is used for sizing the underdrams? (See BMP
10
OK
Additional distance between the bottom of the planting media and the
1 ft
Bottom of the cell required
705 0 fmsl
SHWT elevation
696 6 fmsl
Distance from bottom to SHWT
8 4 ft
OK
Y2 (B lo 1)
Form SW401 Bioretention Rev 3 Part III Page 2 of 3

Internal Water Storage Zone (IWS)
Does the design include IWS
Y
(Y or N)
Elevation of the top of the upturned elbow
706 8 fmsl
Separation of IWS and Surface
2 7 ft
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the bioretention
Y
(Y or N)
Does volume in excess of the design volume flow evenly distributed
Y
(Y or N)
What is the length of the vegetated filter?
ft
Does the design use a level spreader to evenly distribute flow?
N
(Y or N)
Is the BMP located at least 30 feet from surface waters (50 feet if SA
Y
(Y or N)
Is the BMP located at least 100 feet from water supply wells?
Y
(Y or N)
Are the vegetated side slopes equal to or less than 31 ?
N
(Y or N)
Is the BMP located in a proposed drainage easement with access to
Y
(Y or N)
Inlet velocity (from treatment system)
1 9 ft/sec
Is the area surrounding the cell likely to undergo development in the
N
(Y or N)
Are the slopes draining to the bioretention cell greater than 20 %?
N
(Y or N)
Is the drainage area permanently stabilized?
Y
(Y or N)
Pretreatment Used
Gravel and grass
Grassed swale
Forebay
Y
Other
Permit No
(to be assigned by DWQ)
OK
Ell
Show how flow is evenly distributed
OK
OK
Insufficient vegetated side slopes
OK
Insufficient inlet velocity unless energy
OK
OK
OK
NOTES
The 10 year design storm flow is evenly distributed through weirs leaving the forbay and entering the bioretention basins and the bypass weir
leaving the end forebay The basin has a 40 ft weir leaving the basin An additional weir is located at the end of the forebay for higher
storms
The side slopes are 21 do to the limited space
The inlet velocity from the forbay is entering a bioretention basin that is using grass for its pollutant removal
Y-2(-B -io 17
Form SW401 Bioretention Rev 3 Part III Page 3 of 3

dwi-
STORMWATER F `N F
MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out printed and submitted
The Required Items Checklist (Part Ill) must be printed filled out and submitted along with all of the required information
I PROJECT INFORMATION
Project name Charlotte Douglas International Airport
Contact name Ron Geiger
Phone number 704 338 6825
Date March 2012
Drainage area number L1-4 (Bio #2)
II DESIGN INFORMATION
Site Characteristics
Drainage area
199 543 ff
Impervious area
45142 ff
Percent impervious
226% %
Design rainfall depth
10 inch
Peak Flow Calculations
Is pre /post control of the 1 yr 24 hr peak flow required? N (Y or N)
1 yr 24 hr runoff depth in
1 yr 24 hr intensity in /hr
Pre development 1 yr 24 hr peak flow ft3 /sec
Post development 1 yr 24 hr peak flow ft3 /sec
Pre /Post 1 yr 24 hr peak control ft3 /sec
Storage Volume Non SA Waters
Minimum volume required 1 715 9 ft3
Volume provided 1 740 00 ft3 OK
Storage Volume SA Waters
n/a
15 runoff volume
ft3
Pre development 1 yr 24 hr runoff
ft3
Post development 1 yr 24 hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
1-1 4 (BIO 2)

Cell Dimensions
Pondmg depth of water
12 inches
OK
Ponding depth of water
100 ft
OK
Surface area of the top of the bioretention cell
1740 00 ft OK
How many clean out pipes are being installed?
Length
58 00 ft
OK
Width
30 00 ft
OK
or Radius
ft
Media and Sods Summary
Drawdown time ponded volume
8 hr
OK
Drawdown time to 24 inches below surface
16 hr
OK
Drawdown time total
24 hr
How many clean out pipes are being installed?
In situ soil
What factor of safety is used for sizing the underdrains? (See
10 OK
Sod permeability
0 60 in /hr
OK
Planting media sod
and the bottom of the cell to account for underdrains
Sod permeability
1 50 in /hr
OK
Sod composition
Distance from bottom to SHWT
3 02 ft OK
% Sand (by volume)
85%
OK
% Fines (by volume)
10%
OK
% Organic (by volume)
5%
OK
Total 100%
Phosphorus Index (P Index) of media
(urntless)
Basin Elevations
Temporary pool elevation 703 50 fmsl
Type of bioretention cell (answer Y to only one of the two
following questions)
Is this a grassed cell? y (Y or N) OK
Is this a cell with trees /shrubs? (Y or N)
Planting elevation (top of the mulch or grass sod layer) 702 5 fmsl
Depth of mulch 017 inches Insufficient mulch depth unless
installing grassed cell
Bottom of the planting media sod
699 35 fmsl
Planting media depth
315 ft
Depth of washed sand below planting media soil
0 33 ft
Are underdrains being installed?
Y (Y or N)
How many clean out pipes are being installed?
4 OK
What factor of safety is used for sizing the underdrains? (See
10 OK
BMP Manual Section 12 3 6)
Additional distance between the bottom of the planting media
1 ft
and the bottom of the cell to account for underdrains
Bottom of the cell required
698 02 fmsl
SHWT elevation
695 fmsl
Distance from bottom to SHWT
3 02 ft OK
1-1 4 (1310 2)

Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly
distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute
flow?
Is the BMP located at least 30 feet from surface waters (50 feet
if SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 31
Is the BMP located in a proposed drainage easement with
access to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development
in the future?
Are the slopes draining to the bioretention cell greater than
20 %?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an X in the shaded cell)
Gravel and grass
(811nches gravel followed by 3 5 ft of grass)
Grassed swale
Forebay
Other
Y (Y or N)
699 81 fmsl
2 69 ft OK
Y (Y or N) OK
(Y or N)
ft
N (Y or N) Show how flow is evenly distributed
Y (Y or N) OK
Y (Y or N) OK
N (Y or N) Insufficient vegetated side slopes
Y (Y or N) OK
15 ft/sec Insufficient inlet velocity unless energy
dissipating devices are being used
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X
KI
NOTES
The 10 year design storm flow is evenly distributed through weirs leaving the forbay and entering the bioretention basins The
basin has a 24 ft weir leaving the basin An additional weir is located at the end of the forebay for higher storms
The side slopes are 21 do to the steep terrain
The inlet velocity from the forbay is entering a biorentention basin that is using grass for its pollutant removal
1-1 4 (BIO 2)

CDIA SWMP West Blvd Supplement
Bioretention Calculations for CDIA West Blvd
HDR Engineering Inc
March 2012
Drainage Drainage Pervious Impervious Impervious
Section Area Area (ac) Area (sqft) Area (sqft) Area (ac)
Y2 (Bio #1) 445 589 102 410 741 34 848 08
L1 4 Bio #2 199 543 46 154 401 45 142 1 0
Total 148 18
Ponding Depth 1 ft
Calculated using the Simple Method
Design storm rainfall depth 1 in
Drainage Area Y2 (Bio #1)
Y2 (Bio #1) = Impervious portion of Drainage Area =
008
Total Drainage Area
R„= 005 +091A =
012
Volume 3630 *Rp *R,*A =
4 470 cft
Width =
15 0 ft
Length -
300 ft
Dimensions of Bioretention Cell =
4 500 sqft
Drainage Area 1-1-4 (Bio #2)
L1 4 (Bio #2) = Impervious portion of Drainage Area =
023
Total Drainage Area
R„= 005 +091A =
025
Volume 3630 *Rp *R„ *A =
1 716 cft
Width =
30 0 ft
Length =
58 ft
Dimensions of Bioretention Cell =
1 740 sqft

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CDIA SWMP West Blvd Supplement
Drainage Area Y2 (Bio #1)
Drawdown Calculations
Total volume to be treated
Permeability of Soil (POS)
Surface Area of Soil (SA)
Type of rooted plants
Target Pollutant
Draw down time for ponded area
V to be treated
PoS * SA of Soil
4470
0 125 4 500
Drawdown Time to 24 in below surface
1 ft of Pondmg Depth into sod is
2 ft of soil is
Total Drawdown time
Underdrain Sizing for a PVC
Q in Volume 4 470 cft
Time 24 hr
HDR Engineering Inc
March 2012
4 470 cft
1 5 in /hr
4 500 cft
Grass
TSS
V _
T
Q 0 05 cfs
S 0 005 ft/ft Where Q * a1
n 0 011 =1V Sos
D 0 07 in
D 0 66 in (min) Appling Safety Factor of 10
Using Orifice Equation and a 4 inch pvc
CD
04
D
4 in 8 4419E -06
Area
0 09 sqft
Havg
1 5 ft
g
32 17 ft/s ^2
Q out = Cd * A * SQRT (2gH) _
7 9 hrs
7 9 hrs
15 9 hrs
23 8 hrs
0 052 cfs
0 34 cfs
Using a 4 in underdrain exceeds the flow into the underdrains by 0 29 cfs
No backwater will occur

CDIA SWMP West Blvd Supplement
Drainage Area 1-1 -4 (Bio #2)
Drawdown Calculations
Total volume to be treated
Permeability of Soil (PoS)
Surface Area of Sod (SA)
Type of rooted plants
Target Pollutant
Draw down time for ponded area
HDR Engineering Inc
March 2012
1716 cft
1 5 in /hr
1 740 cft
Grass
TSS
V to be treated
PoS * SA of Soil
1716 _ 7 9 hrs
0125 1740
Drawdown Time to 24 in below surface
1 ft of Pondmg Depth into sod is 7 9 hrs
2 ft of sod is 15 8 hrs
Total Drawdown time 23 7 hrs
Underdrain Sizing
Q in Volume 1 716 cft
Time 24 hr
V = 002 cfs
T
Q 0 02 cfs
3
S 0 005 ft/ft Where
n 0011 'D 1� Sos j
D 0 03 in
D 0 25 in (min) Appling Safety Factor of 10
Using Orifice Equation and a 4 inch pvc
CD 04
D 4 in
Area 0 09 sqft
Havg 1 5 ft
g 32 17 ft/s ^2
Q out = Cd * A * SQRT (2gH) = 0 34 cfs
Using a 4 in underdrain exceeds the flow into the underdrains by 0 32 cfs
No backwater will occur

Groundwater Determination to Support Bioretention Basin Siting
22 February 2012
Introduction
In order to obtain groundwater and limited hydrogeological data with respect to proposed bio retention
basin siting areas along West Boulevard the Charlotte Douglas International Airport Environmental
Affairs Manager Mr Jimmy D Jordan contracted with Probe Technology Inc a licensed North Carolina
Well Driller to conduct a limited subsurface investigation at the site(s) of the proposed basins The sites
of the proposed basins are shown on those drawings prepared and held by HDR Engineering Charlotte
North Carolina
Investigation
On February 21 2012 Probe Technology a North Carolina Licensed Well Driller Concord NC arrived at
the two areas shown on the attached figure and installed a 15 foot piezometer at each location
denoted (BR land BR 2) The piezometer probe points were constructed by use of a DT 66 Geo probe
track mounted Direct Push vehicle driving 2 75 diameter hollow push point tooling Sod samples were
collected continuously at each location from the ground surface to a depth of approximately 15 feet
below grade level (BGL) The samples were collected in disposable acetate liners Once procured from
the tooling strand the samples were observed and the lithology recorded by Mr Jordan a North
Carolina Licensed Geologist The resultant Irthologic descriptions from this work and the locations of the
borings are included as Figures 1 and 2
Upon completion of each piezometer the % inch PVC well material was installed into the borehole and
constructed as a temporary water level monitoring device A 10 foot long 010' slotted screen section
was installed from the bottom of the hole up to an elevation of 5 feet BGL and each well was completed
flush to the ground surface by the addition of a 5 foot PVC riser with a compression fitting cap A sand
filter pack was placed around the screen section of each piezometer
esults
The initial observations for the sod profile from BR 1 indicated moisture and damp conditions at
approximately 13 feet BGL Approximately 1 hour after installation of the BR 1 a disposable PVC bailer
was lowered into the well to check for the presence of water A measurable volume of water was
present in the bailer and the depth to water was initially measured by a water level detection device as
being approximately 13 4 feet BGL
The observations for the sod profile from BR 2 indicated no significant moisture and only slightly moist
conditions at approximately 11 feet BGL Approximately 1 hour after installation of the piezometer, a
disposable PVC bailer was lowered into the well to check for the presence of water No water was
present in the bailer and a static water table surface was not evident when checked with a water level
detection device
Approximately 24 hours after installation, Mr Jordan returned to the site to check for the presence of
groundwater At location BR 1 no groundwater had collected into the piezometer and no measureable

amount of water could be collected by the bailer Likewise at location BR 2 no groundwater had
collected into the piezometer and no measurable water could be collected into the bailer
Conclusions
Despite the occurrence of water initially seen at location BR 1 it is the opinion of this investigation that
the depth to the shallow water table or surficial aquifer' is greater than 12 feet Within 36 hours prior
to the investigation a measurable and prolonged rainfall event had occurred and it is likely that the
water initially collected into the well bore was from percolating precipitation through the upper sod
column, and not representative of a surfiaal aquifer or static permanent groundwater condition
Assuming the piezometer had been installed and screened into the 'static water table then the well
would have supplied water as it was being bailed or pumped which it did not Thus this well was dry
on the morning of the 22"d
AT location BR 2 there was no measurable groundwater penetrated by the installation of the
piezometer It is therefore, the professional opinion of the Geologist that the suficial water table at this
location is also greater than 12 feet below the surface
Limitations
The findings conclusions opinions and observations expressed in this report are relative to those
activities conducted and those site conditions which existed at the time and date of the investigation
and location of the field investigations with respect to the measurements made No warranties are
made written or implied with respect to site conditions specifically including geological and
hydrogeological conditions that may exist elsewhere in the same geographical locale or that may have
existed at different times before or after the investigations were made All measurements expressed in
this report should be considered approximate
!f
G'
Jimmy D Jordan,P,�
North Carohna`Licented76eologisf 41777
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22 Feburary 2012
West Blvd. Proposed Bioretention Basin Area Boring Logs
Hole # BR-1
Depth
Description
0-5
Reddish Brown slightly sandy Clay
5-10
Reddish Brown firm slightly sandy Clay
10-11
Tan, moist sandy Silt or Clay
Tan to Deep Brown, M-C sandy Silt w mica, iron, feldspar, Si02 - quite moist, but not
11-15
water bearing.
Boring Log
Figure 1 Location of Boring
UNDERDRAIN PIPE TURN
JU-4 Oft #01
'
'
DITCH
'roe O'F PVC-
Tor 0"
Figure 1 Location of Boring
UNDERDRAIN PIPE TURN
JU-4 Oft #01
'
'
DITCH

22 Feburary 2012
Hole # BR -2
Depth
Description
0 -5
micaceous Reddish Brown fine sandy Silt
5 -7
Same as above
7 -10
Micaceous Brown M sandy Silt; dry
10 -14
Same as above
14 -15
1 Brown to Tan silty F to C Sand as Saprolite with mica, Mn, Iron, etc... moist at 13 ft.
Boring Log
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3 75,
0
0
IC ,
Figure 2 Location of Boring
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