20071334 Ver 2_Stormwater Info_20081219

ColeJenest
& Stone
Charlotte
Raleigh
Wilmington
07-1339 ?2-
Shapwq the Environment
Realising the Possibilities
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
200 South Tryon Street, Suite 1400 Charlotte, NC 28202
704 376 1555 1+ 704 376 7851 www.colejeneststone.com
TRANSMITTAL
Date: December 18, 2008
Reference: 3911 - Piedmont Town Center Stormwater Management Plan
Attention: Ms. Annette Lucas
Company: North Carolina Department of Environment and Tel: [phone]
Natural Resources
Division of Water Quality
Mail Service Center 1650
Raleigh, North Carolina 27699-1650
We Are
Transmitting:
® Herewith ? Under Separate Cover
Copies Dated Description
3 12/18/08 UMUD Submittal Sets See Attached Sheet List
3 12/18/08 Calculations for: Wet Pond and Bypass Storm
System
1 12/18/08 Required Items Checklist
1 12/18/08 Wet Detention Basin Operation and Maintenance
Agreement
1 12/18/08 Deed Restrictions
1 12/18/08 Soils Report

Transmitted ? Mail ® Overnight ? Courier ? Hand Delivery ? Pick-Up
Via:
? For Approval ? For Your Use ? As Requested ® For Review
Remarks: Attached is the initial Division of Water Quality submittal for the referenced
project.
Please call with any questions or if you need additional information. Thank
you.
D
DEC 1 9 By.
2008
WETLANDS AND STORMW R BRANCH
cc

Chris J. Todd, El (? I
sm*
Mr. Timothy A. Dison - CR
Mr. Dudley D. Stone, PE - CJS
Ms. Susan G. Fryler, RLA - CJS
Mrs. Allison W. Merriman, RLA, LEED AP - CJS
Mr. Frank G. Miller, El - CJS
Mr. David T. Baker, PE - CJS
+ M:` lo1c?, t Fikl'.3911t2008`SRANSUP.18t Luc?3s, A. DWQ 1st %hinittat 1cc
Charlotte
Raleigh
Wilmington
Cole Jen@St
& Stone
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
200 South Tryon Street, Suite 1400
Charlotte, North Carolina 28202
P+ 704 376 1555 f+ 704 376 7851
PTC Stormwater Management
CJ S # 3911
CALCULATIONS FOR:
STORMWATER DETENTION & WATER OVALITY
STORM DRAINAGE ANALYSIS
DEC 19 2008
DATE. 12.18.08 ?NR wmmauAUAN
y LgNDS AND ST10iR0ATE1kBRANCH
-REV'
L M••w. ? ?^
SEAL
_s ; c-1981 _ .
c-1a3
? Ty CARS' . .
`???L11111Y 111j?'
CAR
,, ,gip
/` SEAL A-"
O? •• ......•• .\" .
Ey D . S
1111100% •
Permit No.
(to be provided by DWQ)
OF W A TFR
O ,"C
NCDE.NR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
Site Characteristics
Drainage area
Impervious area, post-development fe
% impervious 74.11 %
Design rainfall depth 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 storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: l-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 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
ft3 OK
ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
0 ft3
ft3

Form SW401-Wet Detention Basin-Rev.5 Parts I. & II. Design Summary, Page 1 of 2
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.
Permit
(to be provided by DWQ)
Surface Areas
Area, temporary pool fe
Area REQUIRED, permanent pool 21,349 ft
SAIDA ratio (unitless)
Area PROVIDED, permanent pool, Apemiyod fe
Area, bottom of 1 Oft vegetated shelf, Abot shelf ft`
Area, sediment cleanout, top elevation (bottom of pond), Anet-Pond ft
Volumes
Volume, temporary pool ft3
Volume, permanent pool, Vpermyool ft3
Volume, forebay (sum of forebays if more than one forebay) ft3
Forebay % of permanent pool volume 20.5% %
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.M,=i
Area provided, permanent pool, Apermyoo
Average depth calculated
Average depth used in SAIDA, d.„ (Round to nearest 0.511)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Aperrn.yom
Area, bottom of 1 Oft vegetated shelf, Abet shef
Area, sediment cleanout, top elevation (bottom of pond), Abet_ond
"Depth" (distance blw 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 (CD)
Driving head (He)
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)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
Form SW401-Wet Detention Basin-Rev.5
OK
OK
OK
o?
(Y or N)
(Y or N)
2.82 (unitless)
(Y or N)
ft3
fe
It
ft
(Y or N)
if OK
ft` OK
OK
It OK
It OK
It OK
(Y or N)
(unitless)
(unitless)
It
It
ft3/sec
ft3/sec
ft3/sec
OK
OK
OK, draws down in 2-5 days.
OK, drawdown time is correct.
OK
OK
OK
OK
OK
Trash rack or similar device recommended.
OK
OK
OK
OK
Parts 1. & II. Design Summary, Page 2 of 2
Charlott
NCDENR- WO Pond Analysis +ColeJenest
TC Stormwater Management Raleigh
P
CJS PROJECT NO.: 3911 Wilmington
DATE: 12.18.08 BY: DTB & Stone
REVISED: RVW: DDS Land Planning + Landscape Architecture + Civil Engineering + Urban Design
NCDENR BMP Design Manual, September 2007
SURFACE AREA REQUIREMENTS
Total Drainage Area to Pond = 17.38 Acres
Post-Developed Impervious Area = 12.88 Acres, or 74.1 %
Average pool depth = 5.49 ft
Designed permanent pool elevation = 639.5
From Table 10-3 in the BMP Design Manual. The required Surface Area to Drainage Area
Ratio (SA/DA) for the average permanent pool depth shown above = 2.82
Surface Area Required = SA/DA / 100 x Drainage Area: 0.49 Acres
21,349 Sq. Ft.
Surface Area Provided (at permanent pool): 22,793 Acres
Refer to Storage - Elevation Data Chart
WATER QUALITY VOLUME G1v
Rv = runoff coefficient (Runoff/Rainfall)
WQv = Water Quality Volume (1.5-inch water quality control)
I = % Impervious
("Simple Method" - Schueler)
Rv = 0.05 + 0.009(1)
WQv = 1.5"RvA
12
Rv = 0.72
WQv = 1.56 Ac. Ft.
67850 Cubic Feet Required
This volume must be released over a period of 2-5 days
I ELEVATION TO HOLD WOv
Refer to Storage - Elevation Data Chart
WQv Elevation = 642
Page 1 of 2
RELEASE RATE
Release Rate for W0 control:
Water quality control volume is to be released over a 2 - 5 day duration.
W0 Release Rate = 0.393 cfs
ORIFICE SIZING FOR WATER QUALITY VOLUME' I
Avg Head = (Mv Elev - Perm Pool Elev) / 2 = 1.25 ft
Use orifice equation
0 = CA(2g ) "0,5
I A= 0/ )"0.5)
A=I 10.503 in-2
A = (T*) /4
d = ((A*4)/1f)"0.5
d = 3.66 inches
Page 2of2
Water Quali Pond Cha rlott
gh
palelington
+ColeJenest PTC Stormwater na ement
CJS PROJECT NO.: 3911 Wilm
DATE: 12.18.08 BY: DTB & Stone
REVISED: RVW: DDS Land Planning + landscape Architecture+ Civil Engineering + Urban Design
BMP Basin Stora e - Elevation Data

Elevation
Areas
Area ac Inc. Vol.
(ac-ft) Total Accum.
Vol. (ac-ft) Accum. Dot.
Vol. ac-ft)
Notes
632.00 8413 0.19 0.000
633.00 9747 0.22 0.208 0.208
634.00 11136 0.26 0.240 0.448
635.00 12580 0.29 0.272 0.720
636.00 14080 0.32 0.306 1.026
637.00 15637 0.36 0.341 1.367
638.00 17250 0.40 0.377 1.745
639.00 19234 0.44 0.419 2.164
639.50 22793 0.52 0.241 2.405 0.00 PPsa
640.00 26551 0.61 0.283 2.688 0.28
641.00 28347 0.65 0.630 3.318 0.91
642.00 30139 0.69 0.671 3.990 1.58 WQv
643.00 31927 0.73 0.712 4.702 2.30
644.00 33711 0.77 0.753 5.455 3.05
645.00 35485 0.81 0.794 6.250 3.84
646.00 37589 0.86 0.839 7.089 4.68
Required PPsa = 0.49 ac
Design Permanent Pool Elevation = 639.50
WQv = 1.56 ac-ft
Elevation to hold Water Quality Volume = 642
Page 1 of 1
TIME OF CONCENTRATION O
Charlott
e
PTC Stormwater Management Raleigh
CJS PROJECT NO.: 3911 .0,eJenest Wilmington
DATE: 12.18.08 BY: DTB & Stone
REVISED: RVW: DDS Land Planning + Landscape Architecture + Civil Engineering + Urban Design
WET POND TIME OF CONCENTRATION
PRE-DEVELOPMENT
Pre-development Type: Sheet Flow
Flow Phase One Length: 100 ft
"N" Value: 0.011 from tables
Slope: 0.02 ft/ft
11 Com uted 'T' 1.2 Minutes
Pre-development Type: Shallow Concentrated Flow
Flow Phase Two Surface:
Length: 179 ft
u=unpaved Slope: 0.018 ft/ft
p= paved Velocity. 2.73 ft/sec
Com uted 'T': 0.018 hr, or 1.08 Minutes
Pre-development T e: Open Channel Flow
Flow Phase Three
I Length: 1717 ft
lVelocity, 5 ft/sec assumed
Com uted 'T': 0.095 hr, or 5.7 Minutes
Pre-development Time of Concentration
Total Flow Total Tc= 8.0 Minutes
Summary La Time
T LAC = 4.8 Minutes
11 T „ac =0.6 x T T L.AC = 0.08 Hours
TIME OF CONCENTRATION O Charlotte
PTC Stormwater Management Raleigh
ColeJenest Wilmington
CJS PROJECT NO.: 3911
DATE: 12.18.08 BY: DTB &Stone
REVISED: RVW: DDS Land Planning + Landscape Architecture + Civil Engineering + Urban Design
WET POND TIME OF CONCENTRATION
POST-DEVELOPMENT
Post-development Type. Sheet Flow
Flow Phase One Length: 45 ft
"N" Value: 0.24 from tables
Slope: 0.12 ft/ft
Com uted 'T' 3.7 Minutes
Post-development Type: Shallow Concentrated Flow
Flow Phase Two Surface:
Length: 0 ft
u=unpaved
7 Slope: 0 ft/ft
p= paved
Velocity 0 ft/sec
Com uted 'T': 0 hr, or 0 Minutes
Post-development T e: Open Channel Flow
Flow Phase Three Len the 1816 ft
Veloci : 5 ft/sec assumed
Com uted 'T': 0.101 hr, or 6.1 Minutes
Post-development Time of Concentration
Total Flow Total T c = 9.8 Minutes
Summary La Time
T LAC = 5.9 Minutes
T LAG =0.6 x T c T LAG = 0.10 Hours
TIME OF CONCENTRATION
Charlotte
PTC Stormwater Management Raleigh
CJS PROJECT NO.: 3911 +coleknest Wilmington
DATE: 12.18.08 BY: DTB & Stone
REVISED: RVW: DDS Land Planning + Landscape Architecture + Civil Engineering + Urban Design
STREAM BYPASS TIME OF CONCENTRATION
POST-DEVELOPMENT
Post-development T e: Sheet Flow
Flow Phase One Length: 0 It
"N" Value: 0 from tables
Slope: 0 ft/ft
Com uted 'T' 0 Minutes
Post-development Type: Shallow Concentrated Flow
Flow Phase Two Surface:
Length: 333 ft
u=unpaved Slope: 0.02 ft/ft
= aved Veloci : 2.87 ft/sec
Com uted 'T': 0.032 hr, or 1.92 Minutes
Post-development T e: Open Channel Flow
Flow Phase Three Length: 2106 ft
V5 ft/sec assumed
Com uted 'T': 0.117 hr, or 7.0 Minutes
Post-development Time of Concentration
Total Flow Total Tc= 8.9 Minutes
Summary La Time
T LAC = 5.4 Minutes
T LAG =0.6 x T T LAC = 0.09 Hours
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... P:\SDSKPROJ\3911\Engineering\PondPack\3911-Wet Pond Design.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: 24-Hr 1, 2, 10,
Total
Depth
Return Event in
1 2.5800
2 3.1200
10 4.8000
25 5.7600
50 6.4800
100 6.9600
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun min cfs ft ac-ft
------
POST ---------
BYPASS -- ----
AREA ------
1 ---------- --
1.333 ---------
720.00 -------- -------- ------------
22.04
POST BYPASS AREA 2 1.770 720.00 28.97
POST BYPASS AREA 10 3.199 720.00 50.78
POST BYPASS AREA 25 4.041 720.00 63.22
POST BYPASS AREA 50 4.679 720.00 72.51
POST BYPASS AREA 100 5.107 720.00 78.69
*POST OUT JCT 1 4.013 720.00 22.44
*POST OUT JCT 2 5.194 720.00 29.43
*POST OUT JCT 10 8.986 720.00 61.21
*POST OUT JCT 25 11.194 720.00 94.58
*POST OUT JCT 50 12.862 720.00 118.84
*POST OUT JCT 100 13.977 720.00 126.74
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Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... P:\SDSKPROJ\3911\Engineering\PondPack\3911-Wet Pond Design.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node
----- ID
----
- Type
- Event ac-ft Trun

POST
TO -----
POND - ----
AREA ------
1 ----------
2.684
POST TO POND AREA 2 3.429
POST TO POND AREA 10 5.792
POST TO POND AREA 25 7.158
POST TO POND AREA 50 8.187
POST TO POND AREA 100 8.875
PRE AREA
PRE AREA
PRE AREA
PRE AREA
PRE AREA
PRE AREA
1
2
10
25
50
100
2.167
2.971
5.679
7.306
8.548
9.384
*PRE OUT JCT
*PRE OUT JCT
*PRE OUT JCT
*PRE OUT JCT
*PRE OUT JCT
*PRE OUT JCT
WET DETENTIONIN POND
WET DETENTIONIN POND
WET DETENTIONIN POND
WET DETENTIONIN POND
WET DETENTIONIN POND
WET DETENTIONIN POND
WET DETENTIONOUT POND
WET DETENTIONOUT POND
WET DETENTIONOUT POND=
WET DETENTIONOUT POND
WET DETENTIONOUT POND
WET DETENTIONOUT POND
1
2
10
25
50
100
1
2
10
25
50
100
1
2
10
25
50
100
2.167
2.971
5.679
7.306
8.548
9.384
2.684
3.429
5.792
7.158
8.187
8.875
2.680
3.424
5.787
7.154
8.183
8.870
Max
Qpeak Qpeak Max WSEL Pond Storage
min cfs ft ac-ft
---------
720.00 --------
42.49 -------- ------------
720.00 53.52
720.00 87.48
720.00 106.67
720.00 121.00
720.00 130.52
720.00 36.44
720.00 49.65
720.00 92.42
720.00 117.19
720.00 135.78
720.00 148.16
720.00 36.44
720.00 49.65
720.00 92.42
720.00 117.19
720.00 135.78
720.00 148.16
720.00 42.49
720.00 53.52
720.00 87.48
720.00 106.67
720.00 121.00
720.00 130.52
825.00 1.80 642.29 1.786
755.00 4.76 642.67 2.055
730.00 32.06 643.94 2.999
730.00 47.24 644.49 3.426
730.00 49.52 645.01 3.840
730.00 50.69 645.36 4.125
SIN: AAYXYWJ5P269
PondPack (10.00.016.00)
12:52 PM
ColeJenest & Stone
12/18/2008
Type.... Tc Calcs
Name.... POST BYPASS
Page 1.01
File.... P:\SDSKPROJ\3911\Engineering\PondPack\3911-Wet Pond Design.ppw
........................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Shallow
Hydraulic Length 333.00 ft
Slope .020000 ft/ft
Paved
Avg.Velocity 2.87 ft/sec
Segment #1 Time: 1.93 min
------------------------------------------------------------------------
Segment #2: Tc: User Defined
Segment #2 Time: 7.00 min
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: 8.93 min
-------------------------
-------------------------
S/N: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 12:34 PM 12/18/2008
Type.... Tc Calcs
Name.... POST BYPASS
Page 1.02
File.... P:\SDSKPROJ\3911\Engineering\PondPack\3911-Wet Pond Design.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: AAYXYWJ5P269
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12:34 PM
ColeJenest & Stone
12/18/2008
Type.... Tc Calcs
Name.... POST TO POND
Page 1.01
File.... P:\SDSKPROJ\3911\Engineering\PondPack\3911-Wet Pond Design.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
20 ft/sec
Segment #1 Time: 3.73 min
------------------------------------------------------------------------
Segment #2: Tc: User Defined
Segment #2 Time: 6.10 min
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: 9.83 min
-------------------------
-------------------------
.2400
45.00 ft
3.1200 in
120000 ft/ft
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 12:35 PM 12/18/2008
Type.... Tc Calcs
Name.... POST TO POND
Page 1.02
File.... P:\SDSKPROJ\3911\Engineering\PondPack\3911-Wet Pond Design.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * L.f)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SIN: AAYXYWJ5P269
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12:35 PM
ColeJenest & Stone
12/18/2008
Type.... Tc Calcs
Name.... PRE
Page 1.01
File.... P:\SDSKPROJ\3911\Engineering\PondPack\3911-Wet Pond Design.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .0110
Hydraulic Length 100.00 ft
2yr, 24hr P 3.1200 in
Slope .020000 ft/ft
Avg.Velocity 1.36 ft/sec
Segment #1 Time: 1.23 min
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 179.00 ft
Slope .018000 ft/ft
Paved
Avg.Velocity 2.73 ft/sec
Segment #2 Time: 1.09 min
------------------------------------------------------------------------
Segment #3: Tc: User Defined
Segment #3 Time: 5.70 min
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: 8.02 min
SIN: AAYXYWJ5P269 ColeJenest & Stone
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Type.... Tc Calcs
Name.... PRE
Page 1.02
File.... P:\SDSKPROJ\3911\Engineering\PondPack\3911-Wet Pond Design.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
___= SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 12:35 PM 12/18/2008
Type.... Runoff CN-Area
Name.... POST BYPASS
Page 1.01
File.... P:\SDSKPROJ\3911\Engineering\PondPack\3911-Wet Pond Design.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description
- CN acres %C %UC CN
-------
--------------------
Residential Districts - 1/2 ---- -
acre ---
70 ---------
1.350 ----- ----- ------
70.00
Residential Districts - 1/2 acre 80 .300 80.00
Urban Districts - Commercial & Busi 92 3.520 92.00
Urban Districts - Commercial & Busi 94 .500 94.00
Urban Districts - Commercial & Busi 95 1.450 95.00
Impervious Areas - Paved par king to 98 2.490 98.00
Woods - good 70 1.430 70.00
COMPOSITE AREA & WEIGHTED CN
............................
............................ --->
........
........
....
.... 11.040
..........
..........
............
............ 87.97 (88)
.............
.............
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Type.... Runoff CN-Area
Name.... POST TO POND
Page 1.01
File.... P:\SDSKPROJ\3911\Engineering\PondPack\3911-Wet Pond Design.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description
-
- CN acres %C %UC CN
--------------
------
------
Residential Districts - 1/2 ---- -
acre ---
70 ---------
.710 ----- ----- ------
70.00
Residential Districts - 1/2 acre 80 .310 80.00
Woods - good 70 .390 70.00
Urban Districts - Commercial & Busi 94 1.350 94.00
Urban Districts - Commercial & Busi 95 14.620 95.00
COMPOSITE AREA & WEIGHTED CN
............................
............................ --->
........
........
....
.... 17.380
..........
..........
............
............ 93.07 (93)
.............
.............
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 12:36 PM 12/18/2008
Type.... Runoff CN-Area
Name.... PRE
Page 1.01
File.... P:\SDSKPROJ\3911\Engineering\PondPack\3911-Wet Pond Design.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres
- %C %UC CN
------
--------------------------------
Impervious Areas - Paved parking to ----
98 ---
-----
1.610 ----- ----- 98.00
Open space (Lawns,parks etc.) - Fai 79 .400 79.00
Open space (Lawns,parks etc.) - Fai 84 9.050 84.00
Woods - good 70 2.650 70.00
Residential Districts - 1/2 acre 70 2.100 70.00
Residential Districts - 1/2 acre 80 .610 80.00
Urban Districts - Commercial & Busi 92 3.610 92.00
Urban Districts - Commercial & Busi 94 .510 94.00
Urban Districts - Commercial & Busi 95 1.550 95.00
COMPOSITE AREA & WEIGHTED CN ---> 22.090 84.12 (84)
S/N: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 12:36 PM 12/18/2008

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DEC 1 9 2008
?,ANDSNAW STORMWATER BRAAW
_._.. -r FILE COP
FOR Jnj
aiS (F?ATI{?N DOC. #
1' 3" CJ S TIME t % 3 ( PVC
10159 6 PAGE t
REC FEE 13' .
srTb'r A. G18SON, REGISTER OF DEEDS
mank)_%WRURG COUNTY. NC
RELOADING COPY
MASTER DECLARATION OF
EASEMENTS AND RESTRICTIONS FOR
PIEDMONT TOWN CENTER
THIS MASTER DECLARATION OF EASEMENTS AND RESTRICTIONS FOR
PIEDMONT TOWN CENTER (this "Declaration"), dated 2005, is made
by CRESCENT RESOURCES, LLC, a Georgia limited liability company ("Declarant').
RECITALS
A. Declarant is the owner of four (4) parcels of real property containing an aggregate
of approximately 10.56 acres, located on the north side of Fairview Road, in the City of
Charlotte, Mecklenburg County, North Carolina (collectively, the "Phase I Property"). The
Phase I Property is more particularly shown as Lots 1 through 4 on that plat entitled "Revised
Final Plat of Piedmont Town Center, Phase I - Lots 1-4," prepared by ESP Associates, P.A.,
dated October 14, 2005 and recorded in Map Book 44 at Page 580 in the Mecklenburg County
Public Registry (the "Phase I Plat").
B. Pursuant to the Phase I Plat, the Phase I Property has been subdivided into four
parcels, and portions of the Phase I Property have been dedicated for public use. Each legally
subdivided portion of the Phase I Property is referred to in this Declaration as a "Parcel."
C. Declarant will convey Lot 1, as shown on the Phase I Plat, to Piedmont Town
Center One, LLC, a North Carolina limited liability company ("PTC One"), and will convey
Lot 2, as shown on the Phase I Plat, to Piedmont Town Center Two, LLC, a North Carolina
limited liability company ("PTC Two'). PTC One and PTC Two each is developing a similar
eight-story office building (collectively, the "Office Buildings") on Lot 1 and Lot 2,
respectively. Lot 1 and Lot 2 are sometimes collectively referred to in this Declaration as the
"Office Parcels."
D. Declarant will convey Lot 3 and Lot 4, as shown on the Phase I Plat, to Piedmont
Row Development, LLC, a Delaware limited liability company ("Piedmont Row"). Piedmont
Row is developing two similar seven-story mixed use buildings (the "Mixed-Use Buildings"),
Drawn By and Return To:
Robinson, Bradshaw & Hinson, P.A.
Attention: Brent A.. Torstrick
101 N. Tryon Street, Suite 1900
Charlotte, NC 28246
and two adjacent structured parking facilities (the "Parking Decks") on Lot 3 and Lot 4. Lot 3
and Lot 4 are sometimes collectively referred to in this Declaration as the "Mixed-Use Parcels."
E. Piedmont Row, PTC One and PTC Two are developing the Phase I Property as a
mixed-use commercial development, to be known as Piedmont Town Center, in substantial
accordance with the site plan attached hereto as Exhibit A (the "Site Plan"). In connection with
that proposed development, Declarant desires that the various Parcels comprising the Phase I
Property be developed in conjunction with one another as an integrated commercial development
in accordance with the Site Plan, the approved conditional zoning plan for the Phase I Property,
and the various governmental approvals obtained (or to be obtained) for the project by Declarant
or its successors. In addition, Declarant desires to create non-exclusive reciprocal easements
over the exterior portions of the Property that are designed for the common use of all owners, to
impose certain use restrictions and maintenance standards on each Parcel, and to provide a
mechanism for the sharing of the cost of maintaining certain common improvements within the
Property that are located outside of the Office Buildings, the Mixed-Use Buildings and the
Parking Decks.
F. PTC One and PTC Two are contributing to the cost of constructing the Parking
Decks. Following the completion of the Mixed-Use Buildings and the Parking Decks, Piedmont
Row will subject the Mixed-Use Parcels (including the improvements on the Mixed-Use Parcels)
to the condominium form of ownership, by executing and recording a Declaration of
Condominium for Piedmont Row Master Condominium (the "Master Condominium
Declaration"). There will be two condominium units representing the Parking Decks (one for
each Parking Deck), which will be conveyed to PTC One and PTC Two, respectively, subject to
certain easements in favor of the owners and occupants of the Mixed-Use Buildings for the use
of designated parking spaces in the Parking Decks, which easements are to be established by the
Master Condominium Declaration. In addition, pursuant to the Master Condominium
Declaration, a condominium owner's association (the "Master Association") will be formed,
and the Master Association will assume responsibility for the operation, maintenance and repair
of the Parking Decks and the other common amenities within the Mixed-Use Buildings.
G. Declarant also is the owner of another parcel of real property, located adjacent to
the western boundary of the Phase I Property, containing approximately 7.75 acres, and more
particularly described on Exhibit B attached hereto and made a part hereof (the "Phase II
Property"). Declarant's plans for the development of the Phase II Property are incomplete at
this time, and the Phase H Property may or may not be developed as an expansion of the project
on the Phase I Property. However, until the Phase II Property is subjected to this Declaration in
its entirety, the Phase II Property is burdened by certain of the easements created in this
Declaration, and certain of the use restrictions set forth in this Declaration, to the extent and in
the manner provided below.
H. In order to accomplish the foregoing, Declarant is executing and recording this
Declaration.
NOW, THEREFORE, Declarant, by this Declaration, hereby declares that the Phase I
Property is and shall be held, transferred, sold, conveyed and occupied subject to the covenants,
conditions, restrictions, easements, charges and liens set forth in this Declaration, all of which
2
shall run with the Phase I Property (as defined below) and be binding on any Person (as defined
below) owning any right, title or interest in any Parcel, and its heirs, successors and assigns, and
all of which shall inure to the benefit of each Owner (as defined below) of any Parcel, and its
heirs, successors, designees and assigns. In addition, Declarant hereby declares that the Phase II
Property is and shall be held, transferred, sold, conveyed and occupied subject to the easements
set forth in Article III, Section 1 of this Declaration, and the restrictions set forth in Article VII,
Section 3 of this Declaration, and Declarant reserves the right to subject the Phase If Property to
all of the covenants, conditions, restrictions, easements, charges and liens set forth in this
Declaration, in the manner set forth below.
ARTICLE I
DEFINITIONS
In addition to the terms defined in the Recitals or elsewhere in this Declaration, the
following terms shall have the following meanings when capitalized and used in this
Declaration:
Section 1. "Board" shall mean the Board of Directors of the Master Association.
Section 2. "Buildings" shall mean the Office Buildings, the Mixed-Use Buildings,
the Parking Decks and any other buildings that may exist from time to time on the Property.
Section 3. "Building Areas" shall mean all areas on the Property outside of the
Roadway Easement Areas, the Drainage Easement Areas, any setback areas shown on any Plat
or imposed by the Zoning Ordinance of the City of Charlotte, and any other "no-build" areas
identified on the Site Plan.
Section 4. "Commercial Association" shall mean, if applicable, a property owners'
association comprised of two or more Owners of the Commercial Units.
Section 5. "Commercial Units" shall mean the two commercial condominium units
to be created by the Master Condominium Declaration, consisting of most of the first two levels
of each Mixed-Use Building, and any units into which those two units may be subdivided in
accordance with the terms of the Master Condominium Declaration.
Section 6. "Common Areas Costs" shall mean the costs of operating, maintaining
and insuring the Designated Maintenance Items, as more particularly described in Article V,
Section 2, pursuant to and in accordance with this Declaration.
Section 7. "Common Areas" shall mean all facilities and Improvements located on
the Property (including those within adjacent Right-of-Way Areas), but outside of the Buildings,
that are designed, constructed and intended for the general use, in common, of the Occupants of
the Property. The term "Common Areas" shall include, but shall not be limited to, internal
private roadways, the traffic circle, surface parking areas, sidewalks, walkways, entrances and
exits, traffic control devices, retaining walls, streetscape improvements, the Project Signs, plants
(including trees, shrubs, flowers, ground cover and grass) and landscaped areas, benches,
3
shelters, signs, banners, flags, lighting facilities (including light poles, fixtures, gas lighting,
bulbs, tubes, ballasts, wiring and all equipment related thereto), common private utility lines
(including sewer, water, electric, gas and telecommunication lines), common storm drainage
facilities, fountains and related plumbing, and sprinkler and irrigation systems. The term
"Common Areas" also shall include all the real property and Improvements located within the
Roadway Easement Areas, the Drainage Easement Areas and the Phase II Easement Areas,
including the Storm Water Detention Facilities. The term "Common Areas" shall not include
signs, banners, furniture or other property of individual tenants or occupants of the Project, even
if located within the Roadway Easement Areas. The determination of whether a particular
facility or improvement (outside of the Roadway Easement Areas, the Drainage Easement Areas
and the Phase II Easement Areas) shall be treated as part of the Common Areas shall be made
from time to time by the Master Association.
Section 8. "Declarant" shall mean Crescent Resources, LLC, a limited liability
company organized and existing under the laws of the State of Georgia, or any successor entity;
provided, however, that Declarant may transfer any rights created or reserved under this
Declaration to any person or entity acquiring fee simple title to all or part of the Phase II
Property, by an instrument evidencing the transfer duly recorded in the Office of the Register of
Deeds for Mecklenburg County.
Section 9. "Designated Maintenance Items" shall mean the following portions of
the Common Areas, the cost of operating, maintaining and insuring which shall be shared by the
Owners in the manner provided in Article IV, Section 3: (a) all Improvements located within the
Roadway Easement Areas (including paved roadways, surface parking areas, sidewalks and
walkways, pavement striping, curbs, gutters, curb cuts, entrances, exits, medians, traffic control
devices, signs (including the Project Sign), light poles and gas lights, banners, flags, landscaping,
irrigation systems, and fountains); (b) all landscaping and similar streetscape improvements
located within the Right-of-Way Areas around the perimeter of the Property, or located within
the portions of the Property identified on the Site Plan as "Common Landscaping Areas;" (c) the
Storm Water Detention Facilities; and (d) all common utility lines serving more than one Parcel
that are not operated and maintained by a municipality or public utility company.
Section 10. "Drainage Easement Areas" shall mean those portions of the Phase I
Property that are identified as "Drainage and Utility Easement" on the Phase I Plat, on or within
which will be constructed underground storm drainage lines and related facilities, including, but
not limited to, the Storm Water Detention Facilities. In addition, Declarant shall have the
unilateral right, from time to time, to designate portions of the Phase II Property (excluding
portions of the Phase II Property that already have been conveyed or leased by Declarant to third
parties, in which event the written consent of the affected Owner or ground lessee shall be
required) as Drainage Easement Areas by recording a Plat or a Supplemental .Declaration, as
provided in Article II, Section 3, so long as the additional Drainage Easement Areas are
reasonably consistent with the Drainage Easement Areas on the Phase I Property.
Section 11. "Improvements" shall mean all improvements located on the Property
other than the Buildings, including, but not limited to, utility and irrigation facilities, ponds and
fountains, slope alterations, roads, driveways, surface parking areas, sidewalks, boardwalks,
fences, screening walls and barriers, retaining walls, stairs, decks, windbreaks, plants, trees,
4
shrubs, poles, signs, loading areas and all other site work improvements or landscaping
improvements of every type and kind located on the Property.
Section 12. "Management Firm" shall mean the property management firm engaged
by the Master Association in accordance with Article IV, Section 4.
Section 13. "Master Condominium" shall mean Piedmont Row Master
Condominium, as established by the submission of the Mixed-Use Parcels (and the
improvements thereon) to the terms of the North Carolina Condominium Act by the Master
Condominium Declaration.
Section 14. "Mortgage" shall mean a mortgage or deed of trust constituting a first
lien on a Parcel.
Section 15. "Mortgagee" shall mean an owner or holder of a Mortgage that has
notified the Master Association in writing of its name and address, and that it holds a Mortgage
on a Parcel.
Section 16. "Occupant" shall mean any person or persons in possession of a Parcel,
including Owners, lessees and sublessees from Owners, and their employees, guests, invitees and
contractors.
Section 17. "Owner" shall mean any record owner of fee simple title to any Parcel,
excluding any Mortgagee (in which event the grantor shall remain the Owner). Notwithstanding
the foregoing, (a) if a Parcel is owned by more than one person or entity as tenants in common,
those parties shall designate one person or entity to act as "Owner" of that Parcel for purposes
of this Declaration; absent such a designation, the owner of the largest undivided interest shall be
deemed the "Owner" of that Parcel; (b) for so long as the Master Condominium is in existence,
the Residential Association and the Commercial Association (or, of there is no Commercial
Association, the owners of fee simple title to the Commercial Units) shall jointly be deemed the
"Owners" of the Mixed-Use Parcels, but each shall be responsible only for the Proportionate
Share of Common Areas Costs allocated to the Residential Units and the Commercial Units,
respectively; and (c) in a deed of conveyance executed in connection with a sale/leaseback
transaction, the grantor/lessee may specify that it remains an "Owner" for purposes of this
Declaration, and that designation shall be binding upon all other Owners so long as such
grantor/lessee, or its successor or assignee, retains a leasehold interest in its Parcel.
Section 18. "Parldng Units" shall mean the two parking units to be created by the
Master Condominium Declaration, consisting of the Parking Decks, which shall be owned by the
Owners of the Office Parcels.
Section 19. "Parcel" shall mean any portion of the Property which has been properly
subdivided for any purpose, including conveyancing or ground leasing, or for real property tax
purposes. As of the date of recording of this Declaration, the Parcels are as shown on the Phase I
Plat, but the term "Parcel" shall, in the future, also refer to any smaller Parcels into which the
Parcels shown on the Phase I Plat may be legally subdivided, or any Parcels into which one or
more Parcels may be recombined.
5
Section 20. "Person" shall mean any natural person, corporation, partnership, trust or
other legal or commercial entity, or any combination thereof.
Section 21. "Phase II Easement Areas" shall mean those portions of the Phase II
Property that are identified as "Detention Easement" and "Temporary Access Easement" on the
Phase I Plat, which are subject to the easements set forth in Article III, Section 1. The Owner of
the Phase II Property shall have the right to relocate the Phase II Easement Areas in the manner
provided in Article III, Section 1.
Section 22. "Plat" shall mean any recorded subdivision plat of the Property, including
without limitation the Phase I Plat.
Section 23. "Project" shall mean the mixed-use residential and commercial project
located on the Property, which initially shall be known as Piedmont Town Center.
Section 24. "Project Signs" shall mean the free-standing monument signs or similar
entry features identifying the Project as a whole (as opposed to any signs identifying a single
Building or tenant), and associated improvements such as utility connections, lighting fixtures
and landscaping.
Section 25. "Property" shall mean the Phase I Property, and any portion of the Phase
II Property which is subjected to this Declaration under the provisions of Article II.
Section 26. "Proportionate Share" shall mean the percentage share of general
common expenses that are allocated to each unit within the Master Condominium under the
terms of the Master Condominium Declaration, which also shall be used to calculate each unit's
share of the Common Areas Costs under this Declaration; provided, however, that before the
formation of the Master Condominium, and after the termination of the Master Condominium,
the Proportionate Share for each Parcel shall be the following percentages: (a) 27.37% as to Lot
1, (b) 26.01% as to Lot 2, (c) 23.31% as to Lot 3 and (d) 23.31% as to Lot 4. If Declarant
exercises its right to subject all or any part of the Phase II Property to the operation of this
Declaration, the Supplemental Declaration required by Article II, Section 3 shall specify the
amount payable by the Parcel so subjected as its share of the Common Areas Costs under this
Declaration (or a formula for calculating such amount), and in that event all amounts received
from the Owner(s) of Parcels within the Phase II Property shall be deducted from the Common
Areas Costs before they are allocated among the Owners of Parcels within the Phase I Property
as provided above.
Section 27. "Residential Association" shall mean the property owners' association
comprised of the Owners of the Residential Units.
Section 28. "Residential Units" shall mean the two master residential condominium
units to be created by the Master Condominium Declaration, consisting of the third through the
seventh levels of each Mixed-Use Building, and any units into which those two units may be
subdivided in accordance with the terms of the Master Condominium Declaration.
Section 29. "Right-of-Way Areas" shall mean those portions of the public rights-of-
way of Fairview Road, Assembly Street and Carnegie Boulevard that are immediately adjacent
6
to the Property, which have been dedicated by Declarant or by others for public use, and on
which may be. constructed paved roadways, entrances and exits, landscaping, and related
streetscape improvements.
Section 30. "Roadway Easement Areas" shall mean those portions of the Property
more particularly identified as "Ingress/Egress Easement" or "Piedmont Place Way (Private
Drive)" on the Phase I Plat, which will be subject to the easements created by Article III of this
Declaration and on which will be constructed paved roadways, entrances and exits, medians,
sidewalks and related improvements. In addition, Declarant shall have the unilateral right, from
time to time, to designate portions of the Phase II Property (excluding portions of the Phase II
Property that already have been conveyed or leased by Declarant to third parties, in which event
the written consent of the affected Owner or ground lessee shall be required) as Roadway
Easement Areas by recording a Plat or by recording a Supplemental Declaration, as provided in
Article II, Section 3, so long as the additional Roadway Easement Areas are reasonably
consistent with the Roadway Easement Areas on the Phase I Property.
Section 31. "Site Plan" shall mean the site plan of the Property attached hereto as
Exhibit A.
Section 32. "Storm Water Detention Facilities" shall mean the storm water
detention facilities serving the Buildings and Improvements on the Property, including without
limitation a storm water detention pond and related facilities (including an access road) to be
constructed within the Phase II Easement Areas.
Section 33. "Supplemental Declaration" shall mean an amendment or supplement to
this Declaration that subjects additional property to this Declaration and/or imposes, expressly or
by reference, additional easements, restrictions and obligations on the real property described
therein.
Section 34. "Unit" shall mean any condominium unit created by the Master
Condominium Declaration, including, without limitation, each Commercial Unit, each Parking
Unit and each Residential Unit.
ARTICLE II
PROPERTY SUBJECT TO THIS DECLARATION
Section 1. Pro e . The Property shall be held, transferred, sold, conveyed and
occupied subject to the covenants, conditions, restrictions, easements, charges and liens created
by this Declaration. Except as expressly provided with respect to the Phase II Property under
Article III, Section 1, and under Article VII, Section 3, this Declaration shall not encumber any
other real property owned by Declarant, or by affiliates of Declarant, outside the boundaries of
the Property.
Section 2. Bindin Effect. The terms and conditions of this Declaration: (a) shall run
with title to each Parcel, (b) shall be binding on any Person owning any right, title or interest in
7
any Parcel, and its heirs, successors and assigns, and (c) shall inure to the benefit of each Owner
of any Parcel, and its heirs, successors, designees and assigns.
Section 3. Supplemental Declarations. Declarant shall have the unilateral right, from
time to time, to subject to the provisions of this Declaration all or any portion of the Phase II
Property, so long as the property being annexed is contiguous to the Phase I Property, or to other
portions of the Phase II Property that previously have been annexed. Declarant shall give written
notice to all other Owners at least ten (10) days prior to such annexation, which notice shall be
accompanied by a copy of the proposed Supplemental Declaration referenced below. Each such
annexation shall be accomplished by filing in the Office of the Register of Deeds for
Mecklenburg County a Supplemental Declaration describing the portion of the Phase II Property
being annexed, and shall be effective upon recording. The Supplemental Declaration may
contain such complementary additions, deletions, and modifications of the covenants, conditions
and restrictions contained in this Declaration as may be necessary, in the judgment of Declarant,
to reflect the different character of the additional property; provided, however, that no such
Supplemental Declaration shall: (a) modify the method of calculating assessments under Article
IV of this Declaration, or - (b) result in an increase of more than ten percent (10%) in the
anticipated amount of annual assessments to be paid by any Owner under Article IV, Section 3,
in either event without the prior written consent of all other Owners. In addition, Declarant shall
have the unilateral right, from time to time, to execute and record Supplemental Declarations in
order to designate portions of the Phase II Property owned by it as additional Drainage Easement
Areas or Roadway Easement Areas, so long as the additional easement areas are reasonably
consistent with the Drainage Easement Areas or Roadway Easement Areas on the Phase I
Property. Except as specifically provided in this Article 11, Section 3, any Supplemental
Declaration shall not require the consent of any party other than Declarant.
ARTICLE III
EASEMENTS AND COMMON AREAS
Section 1. Easements Over Phase II Property. Subject to the terms of this
Declaration, each Owner shall have the following easements over the Phase II Property, which
shall be appurtenant to and run with title to its Parcel:
(a) A temporary construction easement over the Phase II Property to construct
the Storm Water Detention Facilities within the portion of the Phase II Easement Areas
identified as "Detention Easement" on the Phase I Plat (the "Phase II Detention Area").
(b) A temporary construction easement over the Phase II Property to construct
an access road within the portion of the Phase II Easement Areas identified as
"Temporary Access Easement" on the Phase I Plat (the "Phase II Access Area").
(c) A perpetual non-exclusive easement over the Phase II Detention Area to
drain surface water from its Parcel into the storm water detention pond and related
drainage facilities (including, but not limited to, the Storm Water Detention Facilities)
within the Phase II Detention Area.
8
(d) A perpetual non-exclusive easement over the Phase II Access Area to use
the roadways and related Improvements within the Phase II Access Area for the purpose
of providing access to the Storm Water Detention Facilities.
(e) Subject to the terms of Article V, Section 1, a perpetual non-exclusive
easement to maintain, repair and replace all of the drainage facilities and other
Improvements located within the Phase II Detention Area (including, but not limited to,
the Storm Water Detention Facilities), and all roadways and related Improvements within
the Phase II Access Area, together with a perpetual non-exclusive right of access over the
remainder of the Phase II Property as may be reasonably necessary to exercise the
easement rights set forth above.
The Owner of the Phase II Property shall have the right to relocate the Phase II Easement
Areas, at its sole cost and expense, provided that each of the following conditions is satisfied:
(w) the Owner of the Phase II Property shall notify each other Owner in writing of its intent to
relocate the Storm Water Detention Facilities; (x) the Owner of the Phase II Property shall
construct at its expense new Storm Water Detention Facilities in the new location, including but
not limited to any necessary extensions of underground storm drainage lines, of at least equal
quality and capacity to the drainage lines and Storm Water Detention Facilities existing at the
time of such relocation, (y) the Owner of the Phase II Property shall construct at its expense a
new access road providing vehicular access from the Phase I Property to the relocated Storm
Water Detention Facilities, and (z) the Owner of the Phase II Property shall grant to the other
Owners an easement over the new location of the Storm Water Detention Facilities, containing
the same terms and conditions as those contained in this Declaration, at which time the other
Owners will release the existing easement over the Phase II Easement Areas, it being agreed that
such grant and release may be accomplished by an amendment. Any such relocation work
undertaken by the Owner of the Phase II Property shall be performed in a manner that does not
interfere with storm water drainage and retention from the Phase I Property during the period of
construction.
Section 2. Drainage and Roadway Easements. Subject to the terms of this
Declaration, each Owner shall have the following easements, which shall be appurtenant to and
run with title to its Parcel:
(a) A perpetual non-exclusive easement over the Drainage Easement Areas to
drain surface water from its Parcel through the underground storm water pipes located
within the Drainage Easement Areas.
(b) A perpetual non-exclusive easement over the Roadway Easement Areas to
use all of the roadways, sidewalks, and related Improvements within the Roadway
Easement Areas for the purpose of providing pedestrian and vehicular access between
each Parcel, each Building and the Right-of-Way Areas surrounding the Property,
(c) Subject to the terms of Article V, Section 1, a perpetual non-exclusive
easement to maintain, repair and replace all of the drainage facilities and other
Improvements located within the Drainage Easement Areas, and all roadways, sidewalks
and related Improvements within the Roadway Easement Areas, together with a perpetual
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non-exclusive right of access to the Drainage Easement Areas and the Roadway
Easement Areas as may be reasonably necessary to exercise the easement rights set forth
above.
Section 3. Other Cross Easements. Subject to the terms of this Declaration, each
Owner shall have:
(a) A perpetual non-exclusive easement to use all of the roadways, entrances
and exits, drive aisles, sidewalks and similar Improvements designed for common use
located within the Property, but outside of the Roadway Easement Areas, for pedestrian
and vehicular access between each Parcel, each Building and the Right-of-Way Areas
surrounding the Property, and other purposes for which those common Improvements are
designed, without payment of any fee therefor, subject to the right of each Owner to
relocate the Common Areas on its Parcel from time to time in accordance with the
provisions of Article VIII, Section 3.
(b) A perpetual non-exclusive easement to use all of the paved surface
parking areas located within the Property, outside of the Parking Decks, for the purpose
of parking of motor vehicles, without payment of any fee or therefor, subject to the right
of each Owner to relocate the Common Areas on its Parcel from time to time in
accordance with the provisions of Article VIII, Section 3, and subject further to the right
of each Owner to reserve such exterior parking spaces on its Parcel for the exclusive use
(at all times, or during certain times) of certain tenants and occupants of the Project.
No barriers, fences or other obstructions shall be erected within the Property so as to
interfere with the free flow of pedestrian and vehicular traffic between those portions of the
Property from time to time devoted to vehicular roadways, pedestrian sidewalks or paved surface
parking areas; provided, however, that the foregoing provisions (and the provisions of Article III,
Section 2(b) above) shall not prohibit the reasonable designation and relocation of traffic and
pedestrian lanes. In addition, each Owner may block traffic on its Parcel for the time necessary
to prevent the creation of prescriptive easement rights, or as may be reasonably required for the
purpose of repairing or replacing the roadways, sidewalks and parking areas on its Parcel. If
possible, however, such action shall be taken on a day or at a time when the building
Improvements on the Property would not otherwise be open for business.
Nothing in this Article III, Section 3 shall be deemed to grant to the owner of any
property outside of the Property any rights to use the parking areas located on the Property for
the parking of motor vehicles, nor shall it be deemed to grant any Person the right to park motor
vehicles on any portion of the Property not striped with parking spaces, such as roadways,
entrances and exits, fire lanes and parking aisles.
Section 4. Utility and Other Easements. Subject to the terms of this Declaration,
each Owner shall have a perpetual non-exclusive easement to install, use, maintain and replace
all sanitary sewer, domestic water, fire protection water, natural gas, electric,
telecommunications and other utility lines and facilities located or to be located within the
Property, including those facilities (if any). shown and identified on the Site Plan, to serve or
benefit the Buildings and other Improvements on its Parcel, subject to the following limitations:
10
(a) All utility installations shall be underground, except as indicated on the
Site Plan and except for equipment like junction boxes, meters, transformers and
backflow preventers.
(b) The initial location of any utility lines and facilities shall be subject to the
prior written approval of the Owner of the Parcel under or across which the utility lines
and facilities are to be installed, and in no event shall any utility line be installed under
any Building constructed within the Property.
(c) Each Owner shall have the right to pave and landscape the surface within
its Parcel over any underground utility lines, and to grant additional easements to third
parties within the areas in which those utility lines are located, so long as such actions do
not unreasonably interfere with the use and enjoyment of the easement rights created
hereby.
(d) To the extent that responsibility for such maintenance is not assumed by
the appropriate public utility, (1) the maintenance of any utility line or facility located
within the Property that serves only the Office Parcels shall be the responsibility of the
Owner(s) of the Office Parcel(s) served by that utility line or facility, regardless of the
location of that line or facility; (2) the maintenance of any utility line or facility located
on the Property that serves only the Mixed-Use Parcels shall be the responsibility of the
Master Association under the terms of the Master Condominium Declaration, and the
cost of that maintenance shall be allocated solely to the Units in the Master
Condominium that are served by that utility line or facility, and (3) the maintenance of
any utility line or facility located on the Property that serves both the Office Parcels and
the Mixed-Use Parcels shall be a Designated Maintenance Item.
(e) Any Owner going onto the Parcel of another Owner to install or maintain
utility lines or facilities shall perform such work in a manner to minimize any disruption
of business on the Parcel on which the utility lines or facilities are located, and shall
promptly repair at its expense any damage (including damage to paved or landscaped
areas) caused by such installation or maintenance, so as to restore such Parcel to its
original condition.
(f) Each Owner shall have the right to relocate the utility lines and facilities
located on its Parcel at its expense if necessary for the development of Buildings or other
Improvements on its Parcel, so long as the approval of the appropriate municipal utility
department or public utility, if applicable, is obtained and arrangements are made for
continued utility service to all other Owners benefited by the utility being relocated, and
provided that no such relocation shall be undertaken on the Mixed-Use Parcels during the
months of November or December.
Notwithstanding the foregoing, each Owner (the "Dominant Owner") who installs, uses,
maintains or replaces any utility lines or facilities under or across the Parcel of another Owner
(the "Servient Owner") shall indemnify and hold the Servient Owner harmless from and against
any and all claims, damages, losses, costs and expenses that may be caused or occasioned by the
Dominant Owner, its tenants, contractors, agents or employees, in connection with its installation
11
or maintenance work under this Article III, Section 4, and the Dominant Owner shall promptly
discharge or bond (within thirty (30) days after receipt of notice of filing) any and all liens filed
against the Servient Owner's Parcel or any portion thereof as a result of or relating to any
installation or maintenance undertaken by or on behalf of the Dominant Owner. In addition each
Dominant Owner shall indemnify and hold the Servient Owner and its successor in title harmless
from and against all claims, damages, losses, costs and expenses that may arise as a direct result
of any toxic or hazardous substance that the Dominant Owner causes by its action or the actions
of its tenants, contractors, agents or employees.
Section 5. Project Sign Easement. Declarant or any Owner shall have the right to
erect the Project Signs within the "Project Sign Location Areas" shown on the Site Plan. If the
City of Charlotte or another appropriate governmental agency requests that any Project Sign be
relocated, as a result of a road widening or otherwise, the Master Association may relocate the
Project Sign and the related sign easement area with the prior written consent of the Owner of
the Parcel on which the sign easement area is located, not to be unreasonably withheld. In that
event, the Master Association and such Owner may execute and record an amendment to this
Declaration, substituting a revised Site Plan showing the new location of the Project Sign and the
related sign easement area, without the joinder of any other party.
Following the installation of each Project Sign, the Master Association shall have a
perpetual exclusive easement over the area on which such Project Sign is located, for the purpose
of installing, maintaining, operating, illuminating, repairing or replacing that Project Sign,
including a perpetual non-exclusive right of access as may be reasonably necessary for it to
exercise the foregoing easement rights, so long as it repairs any damage resulting from its entry.
The Master Association shall exercise its easement rights under this Article III, Section 5 in a
manner that minimizes interference with the operations of any permitted use on the Parcel on
which each Project Sign is located, and in particular shall limit its access rights, to the extent
practical, to the paved areas on such Parcel.
Section 6. Construction Easements. Each Owner shall have full rights of ingress and
egress to and through, over and about the Common Areas during such period of time as such
Owner is engaged in any construction or improvement work on or within the Property. Provided
that the constructing Owner complies with the standards set forth in Article VIII, Section 7, no
other Owner, or its guests or invitees, shall in any way interfere with or hamper such Owner, its
employees, successors or assigns in connection with such construction.
Section 7. Easement for Maintenance. The Master Association, or any person
authorized by it (including, but not limited to, the Management Firm) shall have the right of
access over the Common Areas to the extent necessary for performance of its obligations of
maintenance, repair, or replacement of the Designated Maintenance Items, as provided in Article
V, Section 1.
Section 8. Dele&ation of Use. The easements granted to every Owner in this Article
III may be delegated by each Owner, in connection with its development and use of its Parcel, to
its tenants, employees, contract purchasers, agents, contractors and invitees.
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Section 9. Easements and Property Rights Appurtenant to Parcel. All easements and
other property rights of Owners created in this Article III shall be appurtenant to each Parcel and
shall run and pass with the title to such Parcel.
Section 10. Terms and Conditions of Easements. All easements and other property
rights of Owners created in this Article III shall be deemed appurtenant to each benefited Parcel,
shall inure to the benefit of each benefited Owner, and are granted subject to the following
conditions and reservations:
(a) The right of any burdened Owner to dedicate or transfer all or any part of
the Phase II Easement Areas, Roadway Easement Areas or Drainage Easement Areas to
any public agency, authority, or utility for such purposes, and subject to such conditions
not materially inconsistent with the terms of this Declaration, as may be agreed to by
such Owner;
(b) The right of any burdened Owner to grant and reserve additional
easements and rights-of-way through, under, over and across the Phase II Easement
Areas, Roadway Easement Areas or Drainage Easement Areas, for the installation,
maintenance and inspection of utility facilities; and
(c) The right of the Master Association to establish reasonable rules and
regulations for the use of any of the Common Areas, subject to the limitations set forth in
Section 7.13 of the Master Condominium Declaration.
provided, however, that any such dedication, conveyance or rules and regulations shall not
materially and adversely affect the use and enjoyment of the rights and easements created in this
Article III by the other Owners.
ARTICLE IV
COVENANT FOR MAINTENANCE ASSESSMENTS
Section 1. Agreement to Pay for Maintenance. Declarant, for each Parcel owned by
it within the Property, and each subsequent Owner of any Parcel, by acceptance of a deed
therefor (whether or not it shall be so expressed in such deed), is deemed to have agreed to all of
the covenants contained in this Declaration and expressly to have agreed to pay a share,
calculated as provided below, of all Common Areas Costs.
Section 2. Rights and Obligations in Absence of Master Association. Until such time
as the Master Association is formed, all of the rights and obligations of the Master Association
set, forth in this Declaration, including, but not limited to, the right to collect assessments under
this Article IV and the obligation to maintain the Designated Maintenance Items under Article V,
shall be exercised by Piedmont Row, or its successor as the Owner of the Mixed-Use Parcels.
Following the dissolution of the Master Association, and until such time as this Declaration is
amended to create another association of Owners with responsibility for such matters, all of the
rights and obligations of the Master Association set forth in this Declaration, including but not
limited to the right to collect assessments under this Article IV and the obligation to maintain the
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Designated Maintenance Items under Article V, shall be exercised by PTC One, or its successor
as the Owner of Lot 1 of the Office Parcels.
Section 3. Payment of Assessments. The Owner of each Parcel shall pay to the
Master Association its Proportionate Share of the Common Areas Costs in each calendar year, in
accordance with the provisions of this Article IV,. Section 3; provided, however, that for so long
as the Master Condominium is in existence:
(a) The Proportionate Share payable by the Owner of each Office Parcel shall
be the percentage share of the Common Areas Costs allocated to the Parking Unit owned
by it under the terms of Sections 10.2(e) and 10.3 of the Master Condominium
Declaration;
(b) The Proportionate Share payable by the Residential Association shall be
the percentage share of the Common Areas Costs allocated to the Residential Units, as a
group, under the terms of Section 10.2(e) of the Master Condominium Declaration;
(c) Unless and until the Commercial Association is formed, the Proportionate
Share payable by the Owner of each Commercial Unit shall be percentage share of the
Common Areas Costs allocated to its Commercial Unit under the terms of Section 10.2(e)
of the Master Condominium Declaration;
(d) If and when a Commercial Association is formed, the Proportionate Share
payable by that Commercial Association shall be the aggregate percentage share of the
Common Areas Costs allocated to the Commercial Units belonging to that Commercial
Association, as a group, under the terms of Section 10.2(e) of the Master Condominium
Declaration; and
(e) The Proportionate Share payable by the Owner of each Parcel within the
Phase H Property shall be its Proportionate Share of the Common Areas Costs, as set
forth in the Supplemental Declaration subjecting such Parcel to this Declaration, and all
contributions from the Owners of Parcels within the Phase II Property shall be deducted
before the remaining Common Area Costs are allocated among the Owners of Units in
the Master Condominium as provided above.
The obligation of each Owner to pay its Proportionate Share of the Common Areas Costs
shall commence on the date of recordation of the Master Condominium Declaration (or, in the
case of each Parcel within the Phase II Property, on the date of recording of the Supplemental
Declaration subjecting such Parcel to this Declaration). Once the obligation of each Owner to
pay its Proportionate Share of Common Areas Costs under this Article IV, Section 2 has
commenced, such obligation shall not be affected by the subsequent closing, abandonment or
removal of any Building or other Improvements on its Parcel.
On or before the date that the Master Condominium Declaration is executed and
recorded, and thereafter on or before January 1 of each year, the Master Association shall
prepare a budget of the estimated Common Areas Costs for the ensuing calendar year, and shall
furnish a copy of that budget to each Owner, together with a calculation of each Owner's
estimated Proportionate Share of Common Areas Costs for the ensuing calendar year. This
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estimated annual charge shall be paid to the Master Association in twelve (12) equal monthly
installments, in advance on or before the first day of each calendar month. Within ninety (90)
days after the end of each calendar year, the Master Association will furnish to each Owner a
statement showing in reasonable detail the actual amount of Common Areas Costs incurred in
the preceding calendar year, and the actual Proportionate Share of Common Areas Costs payable
by each Owner. If the estimated monthly payments made by an Owner in that calendar year are
less than its actual Proportionate Share of Common Areas Costs, the Owner shall pay the deficit
to the Management Firm within thirty (30) days after the annual statement. If the estimated
monthly payments made by an Owner in that calendar year are greater than its actual
Proportionate Share of Common Areas Costs, any surplus will, at the election of the
Management Firm, either be refunded to that Owner, or credited by the Management Firm
against the monthly estimated payments thereafter coming due.
Section 4. Management Firm. The Master Association may designate a qualified
property management firm, properly licensed in the State of North Carolina (the "Management
Firm"), to oversee and coordinate the operation, maintenance, repair and replacement of the
Designated Maintenance Items, and to act on behalf of the Master Association in the
performance of its duties and obligations under this Declaration, including, but not limited to, the
preparation of budgets, the collection of assessments, the maintenance of insurance policies, the
payment of taxes and the enforcement of the covenants set forth in this Declaration. The
Management Firm as so designated shall contract for and supervise such work, and shall pay the
taxes assessed against the Drainage Easement Areas and the Roadway Easement Areas, and shall
bill each Owner on behalf of the Master Association for its Proportionate Share of such costs,
calculated as provided in Article IV, Section 3, no more frequently than monthly. The
Management Firm shall at all times be answerable to the Master Association and subject to its
direction.
Section 5. Failure to Maintain. If any Owner (the "Defaulting Owner") fails to
maintain its Parcel and the Improvements thereon in the condition required under Article V, then
the Master Association (or the Management Firm acting on its behalf) may undertake to maintain
such area upon fifteen (15) days prior written notice to the Defaulting Owner, and the Defaulting
Owner shall pay all costs and expenses of such maintenance to the Master Association within ten
(10) days after receipt of a detailed invoice for such costs and expenses.
Section 6. Effect of Nonpayment. Any amount due under the terms of this
Declaration which is not paid within thirty (30) days after the due date shall bear interest from
the due date at the rate of fifteen percent (15%) per annum or the maximum interest rate
permitted to be legally charged under the laws of the State of North Carolina at the time of such
delinquency, whichever is less, and shall be a charge on the land and shall be a continuing lien
upon the Parcel or Unit of the Defaulting Owner, as applicable. The Master Association (or the
Management Firm acting on its behalf) may bring an action at law against any Owner (or, if
applicable, the Residential Association or any Commercial Association) obligated to pay
amounts due under the terms of this Declaration or may foreclose the lien against the Parcel or
Unit of the Defaulting Owner, and interest, late payment fees, costs and reasonable attorney's
fees of such action or foreclosure shall be added to the amount due. No Owner may waive or
otherwise escape liability for its share of Common Areas Costs or other charges provided in this
Declaration by abandonment of its Parcel, by the closing of the Building or other Improvements
15
on its Parcel, or by its non-use of the Drainage Easement Areas, the Roadway Easement Areas,
or the other Common Areas.
In addition to any rights that the Master Association may have to enforce the collection of
assessments under the Master Condominium Declaration, any sum assessed by the Master
Association under this Article IV, Section 6 that remains unpaid for a period of thirty (30) days
or longer shall constitute a lien on the Parcel or Unit with respect to which such sum was
assessed upon filing in accordance with N.C.G.S. §47F-3-116, and shall be enforceable by the
Association in accordance with N.C.G.S. §47F-3-116 and the Bylaws of the Master Association.
Section 7. Subordination of the Lien to Mortgages. The liens provided for in Article
IV, Section 6 shall be subordinate to the lien of any first or second lien Mortgage on a Parcel or a
Unit, provided the holder of such mortgage is a Mortgagee. The sale or transfer of a Parcel or a
Unit shall not affect any lien, but the sale or transfer of a Parcel or a Unit that is subject to a
Mortgage to which the lien is subordinate, pursuant to a foreclosure of such deed of trust or any
proceeding in lieu of foreclosure thereof, shall extinguish such lien as to any amount which
became due prior to such sale or transfer. No such sale or transfer shall relieve such Parcel or
Unit from liability for any amount thereafter becoming due or from the lien thereof and the liens
provided for in this Article IV shall continue to be subordinate to the lien of the Mortgages
identified in the first sentence of this Article IV, Section 7.
Section 8. Records and Audit. The Master Association shall maintain detailed books
and records of all costs and expenses incurred by it in the performance of its maintenance and
repair obligations under this Article IV, for a period of at least three (3) years following the end
of each calendar year. Any Owner, and any tenant or other occupant of the Project authorized in
writing by any Owner, shall have the right to inspect, audit and copy such books and records at
the office of the Master Association and/or the Management Firm during business hours upon
five (5) days' advance written notice.
Section 9. Certificates. The Master Association shall, upon demand and payment of
a reasonable charge, furnish to any Owner a certificate in writing signed by an authorized officer
of the Master Association and/or the Management Finn setting forth whether the assessments
against such Owner's Parcel or Unit have been paid to date, and if not, the amount due and
owing. These certificates shall be conclusive as evidence for third parties as to the status of
assessments against such Parcel or Unit.
Section 10. Reserve Funds. From and after the recording of this Declaration, the
Master Association may establish and maintain a reserve fund or funds for replacement and
maintenance of the Designated Maintenance Items. In that event, the Master Association shall
allocate revenues from assessments to such reserve fund or funds in such amounts and in such
manner as may be established from time to time by the Board. The reserve fund or funds shall
be segregated from operating funds of the Master Association and may be in the form of a cash
deposit, or invested in certificates of deposit or similar obligations issued by a federally-insured
bank or savings and loan association. The reserve fund or funds shall be used for the purpose of
repairing, replacing and maintaining any facilities owned by the Master Association, and for
such other purposes as may be determined by the Board.
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ARTICLE V
MAINTENANCE OF DESIGNATED MAINTENANCE ITEMS
Section 1. Maintenance of Designated . Maintenance Items. The operation,
maintenance, repair and replacement of the Designated Maintenance Items shall be the
responsibility of the Master Association (or the Management Firm acting on its behalf) in the
manner provided in this Article V. In particular, the Master Association shall be responsible for
maintaining all Improvements located within the Roadway Easement Areas to the standards set
forth in Article VI, Section 2, and for maintaining the Storm Water Detention Facilities.
Notwithstanding the foregoing,
(a) During the period of construction and/or installation of any Designated
Maintenance Item, the party performing such construction or installation (the "Installing
Owner") shall be responsible, at its expense, for the ongoing maintenance of such
Designated Maintenance Item, and upon completion, the Installing Owner shall cause
such Designated Maintenance Item to be turned over to the Master Association for
maintenance, or conveyed in fee to the Master Association, in good condition and repair,
and in compliance with all applicable governmental ordinances and regulations; and
(b) During the period of any construction warranty applicable to any
Designated Maintenance Item, the Installing Owner shall use commercially reasonable
good faith efforts, upon request from the Master Association, to enforce such warranty
against the applicable contractor or vendor on behalf of the Master Association. To the
extent assignable, the Installing Owner shall assign to the Master Association all
warranties received by it with respect to any Designated Maintenance Items.
Except to the extent provided in the Master Condominium Declaration, the operation,
maintenance, repair and replacement of all other Buildings and Improvements within the
Property (including, without limitation, any Common Areas that are not Designated Maintenance
Items) shall be the responsibility of the Owner on whose Parcel such Buildings or Improvements
are located, as provided in Article VI.
Section 2. Definition of Common Areas Costs. As used in this Declaration, the term
"Common Areas Costs" shall mean the following costs associated with the operation,
maintenance, repair and replacement of the Designated Maintenance Items:
(a) The cost and expense of operating, maintaining, repairing and replacing all
Improvements located within the Roadway Easement Areas, and the landscaping and
related improvements within the Right-of-Way Areas around the perimeter of the
Property, or located within the portions of the Property identified on the Site Plan as
"Common Landscaping Areas" (including the operation and maintenance of irrigation
systems).
(b) The cost and expense of operating, maintaining, repairing and replacing
the Storm Water Detention Facilities.
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. (c) The cost and expense of any other operation, maintenance, repair or
replacement of the Common Areas undertaken by the Master Association, net of any
reimbursements that the Master Association may receive from the Owner(s) of such
Common Areas.
(d) The cost of all utility services (such as electricity and water) used in
connection with the operation of the Designated Maintenance Items, and the cost of
repairing or replacing any common utility lines that constitute Designated Maintenance
Items.
(e) The cost of lighting, operating, maintaining, repairing and replacing all
identification signs on the Property, including, but not limited to, the Project Signs.
(f) The payment of ad valorem real property taxes on the Roadway Easement
Areas and the Drainage Easement Areas, to the extent those areas are separately assessed
for tax purposes.
(g) The payment of insurance premiums for the insurance policies maintained
by the Master Association on the Roadway Easement Areas and the Drainage Easement
Areas.
(h) The establishment of reserves in accordance with Article IV, Section 10.
(i) The cost of attorneys and accountants employed to represent the Master
Association in matters relating to the Designated Maintenance Items when appropriate.
0) If the Master Association engages a Management Firm, a commercially
reasonable management fee payable to the Management Firm, and all other expenses
reimbursable to the Management Firm, under the terms of the management agreement.
ARTICLE VI
MAINTENANCE STANDARDS
Section 1. Maintenance Prior to Development. Until such time as Buildings or other
Improvements are constructed on its Parcel, each Owner shall maintain its Parcel as a seeded or
landscaped area, shall keep the grass mowed to a height of six (6) inches or less, shall promptly
remove all trash and debris and generally shall maintain its Parcel in a safe, neat and clean
condition at all times.
Section 2. Maintenance Following Development. Except to the extent provided in
the Master Condominium Declaration, following construction of Buildings and other
Improvements on its Parcel, each Owner shall maintain or cause to be maintained its Parcel in a
safe, clean and attractive condition, and shall maintain and repair at its expense all Buildings and
Improvements on its Parcel (other than the Designated Maintenance Items, which shall be the
responsibility of the Master Association) in order to keep the same in good condition and repair
in compliance with then current zoning laws, building codes and other governmental regulations
18
and in a condition substantially similar to that existing upon the initial completion of the
Improvements. Such maintenance obligation shall include, without limitation, the following:
(a) Keeping and maintaining the exterior of all Buildings and all sidewalks,
walkways, roadways and paved parking surfaces in a good, safe, clean and sightly
condition.
(b) Removing promptly, to the extent reasonably practicable, snow, ice,
surface water and debris from paved areas.
(c) Keeping all directional signs, pavement signs and striping of paved areas
distinct and legible.
(d) Periodically mowing (at least once every ten (10) days during the growing
season), leaf blowing and fertilizing all grassed areas on its Parcel, including areas in the
adjoining public rights-of-way between the property line and the back of the curb line.
(e) Caring for, fertilizing, pruning and replanting all landscaped and planted
areas within its Parcel, including areas in the adjoining public rights-of-way between the
property line and the back of the curb line, and removing and replacing all dead or dying
plants within thirty (30) days, except when prevented by seasonal conditions (e.g., middle
of summer).
(f) Maintaining all utility lines or facilities located within its Parcel, to the
extent not maintained by the applicable public utility.
(g) Keeping its Parcel clean, orderly, sanitary and free from objectionable
odors and from termites, insects, vermin and other pests.
If any Owner (a "Defaulting Owner") fails to maintain its Parcel or the Buildings or
Improvements thereon, or if the need for maintenance, repair, or replacement of any portion of
the Designated Maintenance Items is caused through the willful or negligent act of an Owner, its
agents, employees, guests, lessees, invitees, or designees and is not covered or paid. for by a
policy of insurance maintained by the Master Association, then the Master Association shall
have the right to undertake the necessary maintenance upon fifteen (15) days' prior written
notice to the Defaulting Owner, and the Defaulting Owner shall pay all costs and expenses of
such maintenance to the Master Association within ten (10) days after receipt of a detailed
invoice for such costs and expenses. The Master Association shall have the remedies specified
in Article IV, Section 6 for non-payment of any such amount.
ARTICLE VII
PERNUTTED USES
Section 1. Permitted Uses. No Parcel shall be used in violation of the use restrictions
set forth in the conditional zoning plan applicable to the Property, as it may be amended from
time to time. In addition, the Property shall be used only for commercial purposes compatible
19
with the operation of a first-class mixed use development, and not in violation of the following
restrictions:
(a) No portion of the Property shall be used for industrial or manufacturing
purposes, for any agricultural or refining operation, or as a commercial warehouse or
storage facility.
(b) No portion of the Property shall be used for any purpose which is a public
or private nuisance, or which creates vibrations or strong, unusual or offensive odors,
fumes, dust or vapors which are noticeable outside of any Building, or any use which
creates any noise or sound which can be heard outside of any Building and which is
offensive due to intermittency, beat, frequency, shrillness or loudness, provided,
however, that: (i) a typical paging system shall be allowed, and (ii) live entertainment
consisting of, but not limited to, vocalists, piano, bass, guitars and drums consistent with
that typically offered in "lounge" areas of high quality restaurants shall be permitted in
portions of the Project devoted to restaurant uses (and in adjacent patio and outside
dining areas), so long as any associated noise does not create a nuisance for other tenants
and occupants of the Project, and the use complies with all applicable legal requirements.
(c) No portion of the Property shall be used as a surplus or second-hand store,
a flea market, a laundromat, a tattoo parlor or body-piercing establishment, a massage
parlor, or for the sale or display of illicit drug paraphernalia.
(d) No portion of the Property shall be used as an adult book store or
establishment selling or exhibiting pornographic materials. As used herein, an "adult
book store or establishment selling or exhibiting pornographic materials" shall include,
without limitation, a store displaying for sale or exhibit books, magazines or other
publications containing any combination of photographs, drawings, or sketches of a
sexual nature which are not primarily scientific or educational (collectively, "Sex
Magazines") (it being acknowledged, however, that Playhoy, Playgirl and Penthouse are
not deemed to be Sex Magazines), or a store offering for exhibition, sale or rental video
cassettes, DVDs or other medium capable of projecting, transmitting or reproducing,
independently or in conjunction with another device, machine or equipment, an image or
series of images, the content of which is pornographic; provided that the foregoing shall
not be deemed to prohibit the sale or rental of video tapes of adult nature so long as such
sale or rental is incidental to the operation of a full line video store or full line video
department within a store and provided that such items are not openly displayed and are
access controlled.
(e) No portion of the Property shall be used as a junkyard, or for the dumping,
disposing, incineration or reduction of garbage (exclusive of dumpsters or compactors
ancillary to a permitted use), or for the storage of explosives or other unusually hazardous
materials (other than materials sold or used in the normal course of an occupant's
business, provided that the same are handled in accordance with all governmental rules,
regulations and requirements applicable thereto).
20
(f) No portion of the Property shall be used for the sale, leasing, display or
repair of mobile homes, motor vehicles, boats, trailers, motorcycles or recreational
vehicles.
(g) No portion of the Property shall be used or operated as a service station, a
car wash, or for the sale of motor vehicle fuels.
(h) No portion of the Property shall be used for the operation of a carnival,
off-track betting facility, other gambling facility, discotheque or dance hall, or movie
theater.
(i) No portion of the Property shall be used for the operation of a skating rink,
bowling alley, video parlor, billiard parlor, bingo parlor, game room, amusement arcade
or other place of recreation and amusement not customarily found in a first-class mixed-
use development; provided, however, that the foregoing restriction shall not be deemed to
limit or restrict billiard tables, pinball machines, electronic games, and other similar coin-
operated amusement machines which are incidental to the operation of any other
permitted use.
0) No portion of the Property shall be used for the operation of a funeral
parlor, mortuary or a crematorium, a veterinary hospital, or for the overnight boarding of
animals.
(k) No portion of the Property shall be used for the operation of a central
laundry, dry cleaning plant or laundromat; provided, however, this prohibition shall not
be applicable to on-site service oriented to pickup and delivery by the ultimate consumer,
including nominal supporting facilities, such as on-site dry cleaning and laundry
facilities, as the same may be found in first-class mixed-use developments in the
Charlotte metropolitan area.
(1) No portion of the Property shall be used for the operation of a auditorium,
meeting hall, church or other house of worship, or similar place of general public
assembly; provided, however, that this restriction shall not be deemed to restrict or
prohibit the operation of conference rooms or meeting rooms within the Office Buildings,
or within the business center on the mezzanine level of the Mixed-Use Building on Lot 4
of the Property, or of conference rooms or meeting rooms that are ancillary to the
operation of any permitted business in the Office Buildings or the Commercial Units,
such as a restaurant.
Section 2. Restricted Actions by Owners. No Owner shall permit anything to be
done or kept on the Property which would be in violation of any law, or which would constitute a
nuisance to any other Occupant of the Property. Each Owner shall comply with all laws,
regulations, ordinances (including without limitation, applicable environmental laws, building
codes and zoning ordinances) and other governmental rules and restrictions applicable to its
Parcel.
Section 3. Restrictions Applicable to Phase II Property. The Phase II Property shall
be used for residential purposes only; provided, however, that this restriction shall not be deemed
21
to prohibit the operation of commercial uses on the Phase II Property that are ancillary to the
primary residential use of the Phase II Property, and that are not in violation of the restrictions
set forth in Article VII, Section 1.
ARTICLE VIII
BUILDING AND DEVELOPMENT RESTRICTIONS
Section 1. General Standards. All Buildings and Improvements on the Property shall
comply with the terms of the zoning plans and site plans for the Property that have been
approved by the City of Charlotte.
Section 2. Site Improvement Restrictions. All Improvements constructed on any
Parcel shall comply with the following requirements and restrictions:
(a) All curbs and gutters shall be poured in place standard-sized concrete type
curbs.
(b) All utility lines and equipment shall be entirely underground, except as
indicated on the Site Plan and except for equipment like junction boxes, meters,
transformers and backflow preventers.
(c) No on-site septic system or sanitary sewer treatment facility will be
permitted on any Parcel.
(d) Pavement markings, directional signs, and other traffic indicators upon
each Parcel shall be in accordance with the Manual on Uniform Traffic Control Devices,
and shall provide for a reasonable traffic flow scheme consistent with that shown on the
Site Plan.
(e) All buffer strips and other undeveloped land areas shall be landscaped
with trees, shrubs, or suitable ground cover (which includes grass) in a uniform manner.
(f) During the term of the lease of space in the Office Building on Lot 1 with
Piedmont Natural Gas Company, Inc., the streetscape improvements within the Roadway
Easement Areas shall include gas lanterns consistent with the requirements of that lease.
Section 3. Site Plan Restrictions. All Buildings and Improvements constructed on
the Property shall be located substantially in accordance with the Site Plan. In particular, the
paved parking and roadway areas on the Property shall be substantially consistent with the
parking layout and traffic patterns indicated on the Site Plan. Any material deviation from the
Site Plan, including any material deviation in the location of the Buildings or Improvements on
the Property from the layout or the location shown on the Site Plan, shall require an amendment
to the Site Plan pursuant to an amendment to this Declaration; minor deviations shall be
permitted without such an amendment. For the purposes of the foregoing, a "material
deviation" shall be any deviation that changes the location of any Building or any Common
22
Areas, or that has a material effect on traffic flow, parking arrangements, or access to any Parcel
or any Building from the Right-of-Way Areas or the public streets bounding the Property.
Section 4. General Building Standards. No Building shall be constructed on any
Parcel outside of the Building Areas. No structure of a temporary nature shall be allowed on any
Parcel at any time, except that of an Owner's contractors and subcontractors during the period of
construction of Buildings or Improvements. Each Building located on the Property shall be
equipped with adequate roof drainage, and no downspout water shall be permitted to be
deposited directly into landscaped areas or open ditches. All Buildings and Improvements
constructed upon the Property shall conform to the minimum standards specified by the
applicable governmental building codes in effect at the time of the permitting of such
construction, as well as to all other rules, regulations, requirements, ordinances and laws of any
local, state or federal governmental unit(s) or authorities having jurisdiction thereof.
Section 5. Building Plan Approval. It is the intent of Declarant that the Buildings
located on each Parcel blend harmoniously and attractively with one another, use the same
exterior building materials (brick, masonry and pre-cast concrete) and roofing materials
(celadon, copper and slate), and be of the same general architectural design. Declarant has
approved the plans and specifications for the initial Buildings and Improvements being
developed on the Property. However, no renovations, additions, alterations or replacements of
such Buildings or Improvements that affect the landscaping, lighting, paved areas, sidewalks or
free-standing signs (other than replacement of sign identification panels) on that Parcel, or the
exterior appearance of the Buildings (specifically including any building-mounted signs) on that
Parcel, shall be constructed until the following items have been approved in writing by the
Master Association:
(a) A site plan showing the location and dimensions of the Building(s),
landscaped areas, paved areas (roadway, sidewalks and parking), monument signs and
other Improvements to be constructed or installed on the Parcel.
(b) A landscape plan identifying all species of trees and plants to be planted
on the Parcel, with sizes specified.
(c) An exterior lighting plan (including site photometrics), confirming that
exterior lighting will be focused on the Parcel, and will not create direct glare onto
adjoining Parcels.
(d) A sign drawing for any free-standing sign to be constructed or installed on
the Parcel, consistent with the requirements in Article VIII, Section 8.
(e) Plans showing the exterior elevations of all sides of the Building(s) and
building-mounted sign(s) to be constructed or installed on the Parcel, and specifications
describing the principal building and roofing materials and colors to be used on the
exterior of the proposed Building(s) (which exterior finishes shall be the same as those
used on the balance of the Property).
23
The approval requirements of this Section 5 also shall apply to any Buildings constructed
on the Phase II Property if and when the Phase II Property is subjected to this Declaration, as
provided in Article H, Section 3.
Section 6. Screening and Related Requirements. All water towers, storage tanks,
maintenance facilities, heating and air conditioning equipment, loading docks and utility service
areas located on any Parcel shall either be housed within a Building, or otherwise screened from
public view in a manner architecturally compatible with the Building(s) located on that Parcel.
All trash receptacles not located within the service areas of a Building shall be located in a
permanent gated enclosure that is constructed from the same primary building material as the
Building(s) on that Parcel. All loading areas shall be screened from public view to the extent
practical. All loading docks and associated areas shall have adequate space on each Parcel so
that loading and maneuvering of trucks and service vehicles will not be carried out within the
Roadway Easement Areas.
Section 7. Construction Standards. Each Owner, throughout the entire period of
construction on its Parcel, shall:
(a) Store all construction materials within a temporary staging and/or storage
area located wholly within its Parcel, at a location that will not unreasonably interfere
with access between any other Parcel and the Roadway Easement Areas.
(b) Install and maintain effective erosion control measures that meet or exceed
code requirements, in order to prevent the runoff of sediment, dirt and debris from its
Parcel.
(c) Cause trucks, construction equipment or machinery to park only within the
boundaries of its Parcel, and cause construction vehicles and traffic to follow the routes
that may be designated by the Master Association for construction traffic.
(d) Not permit mud, dirt, construction materials, trash or debris to accumulate
or remain outside of the building site on its Parcel; or permit construction to proceed in a
manner that interferes with the visibility of, access to or the operation of any other
permitted use being conducted on the Property.
(e) Repair any damage to (including without limitation damage to paving and
landscaping), and promptly remove any trash or construction debris from, the Access
Easement Areas, the Right-of-Way Areas, or other portions of the Property outside of its
Parcel, caused by the activities of such Owner's contractors, subcontractors or agents.
Section 8. Sign Standards. All exterior signs, including free-standing signs and
building-mounted signs, erected on the Property shall be subject to the prior approval of the
Master Association, as provided in Article VIII, Section 5, and shall not violate the following
prohibitions, except with the prior written consent of the Master Association, which may be
granted or withheld for any reason:
(a) The content and wording of all exterior signs (with the exception of
directional, traffic control, and parking signs, and signs advertising property for sale or
24
lease) shall be restricted to setting forth the name of a business operating on the Property,
and its logo or trade name. Slogans, mottoes or other text shall not be permitted on any
exterior sign, and underwriters' or sign fabricators' labels and permits shall be located so
as to be inconspicuous.
(b) There shall be no signs advertising businesses that are not located on the
Property.
(c) No sign shall be painted on the exterior surface of any Building, or
mounted on the roof of any Building.
(d) All building-mounted signs shall be individually cut and mounted letters,
or raised letters on panels, and shall be either backlighted or internally illuminated, and
there shall be no "box" type signs or Da-Lite or Da-Glo fluorescent plastic signs on the
exterior of any Building.
(e) All sign cabinets, conductors, transformers, ballasts, attachment devices,
wiring and other equipment shall be concealed.
(f) There shall be no flashing, blinking, moving, animated or audible signs.
(g) There shall be no sign trailers, hot air balloons, or motor vehicles used to
display signage, and there shall be no signs made of cloth, paper or cardboard material.
(h) There shall be no-freestanding signs located on the Property except for the
Project Signs, traffic control signs, and, to the extent permitted by applicable sign
ordinances, (1) "coming soon" signs not in excess of eight (8) feet in height, and (2) one
or more free-standing common identification signs identifying the Property and various
occupants of the Property.
(i) All signs shall comply with the relevant sign control ordinances of the
City of Charlotte and/or Mecklenburg County, North Carolina, as well as to the terms of
the rezoning conditions, if any, applicable to the Property.
Section 9. Landscaping and Irrigation Standards. Each Owner shall provide
landscaping for all surface parking lots, buffer areas, and parking lot perimeters, and foundation
plantings around Buildings, all in compliance with the terms of this Declaration, its approved site
plan, and applicable ordinances of the City of Charlotte and/or Mecklenburg County, North
Carolina. Any areas not covered by Buildings or paving shall be landscaped with trees, shrubs,
ground covers, or irrigated lawn areas.
ARTICLE IX
INSURANCE, CONDEMNATION AND REBUILDING
Section 1. Property Insurance and Rebuilding. Each Owner shall obtain and
maintain in force a policy of property insurance (ISO Special Form or its equivalent), covering
25
all Buildings on its Parcel in an amount equal to the full replacement cost thereof, less a
commercially reasonable deductible amount, and excluding the cost of any non-destructible
items such as paving, foundations and footings; provided, however, that for so long as the Master
Condominium is in existence, the Master Association shall obtain and maintain in force such
property insurance for the Parking Decks and the Mixed-Use Buildings, all in accordance with
the Master Condominium Declaration. The Master Association also shall obtain and maintain in
force such a policy covering the insurable Improvements included within the Designated
Maintenance Items and any other Common Areas maintained by the Master Association,
including, but not limited to, the Project Signs, and the premiums for this policy shall be
included in Common Areas Costs.
If any Building or Improvements on any Parcel are destroyed or damaged by fire or other
casualty, the Owner of that Parcel shall elect to rebuild or not to rebuild the damaged Building or
Improvements. If the Owner elects not to rebuild, it shall promptly demolish the damaged
Building or Improvements, remove or clean up all rubbish and debris, grade and landscape or
pave the area, and thereafter maintain its Parcel in accordance with the provisions of Article VI,
Section 1. If the Owner elects to rebuild, it shall proceed with due diligence to repair or restore
the damaged Building or Improvements to as good a condition as existed before such damage or
destruction, and shall comply in all respects with the provisions of Article VIII. If any
Designated Maintenance Item or other Common Area maintained and insured by the Master
Association is damaged or destroyed by fire or other casualty, then the Master Association shall
rebuild the damaged Improvement, and the cost of restoration or rebuilding in excess of the
available insurance proceeds shall be a Common Areas Cost.
Nothing in this Section 1 shall be deemed to affect or modify the rights or obligations of
the Owners of Units in the Master Condominium, or of the Master Association, with respect to
the damage or destruction of the Mixed-Use Buildings or the Parking Decks, all of which are
addressed and governed by the terms of the Master Condominium Declaration.
Section 2. _Release of Claims; Waiver of Subrogation . To the extent covered by a
policy of insurance actually maintained by such Owner, or required to be maintained by such
Owner under this Declaration (without giving effect to deductible amounts or Self-Insurance),
each Owner releases each other Owner from any and all liability for any loss or damage to
property, or for lost rents or profits, caused by fire or other casualty, even if the fire or other
casualty was caused by the fault or negligence of the Owner being released, or by any other party
for whom that Owner may be responsible. Each policy of property insurance required by this
Declaration shall incorporate a provision (or include an endorsement) in which the insurance
company waives any right of subrogation that it may acquire against any other Owner by virtue
of payment of any loss under such policy.
Section 3. Condemnation. In the event of a taking by condemnation or otherwise by
governmental authority which damages any part of a Building or other Improvements, the Owner
of the damaged portion of the Building or Improvements shall immediately use the
condemnation proceeds and other funds, to the extent needed, to repair and restore the damaged
Building to an integrated and architecturally complete building or structure, if the remaining
portion of the Building is capable of being. so repaired and restored in the discretion of that
Owner, and to repair and restore all other Improvements so that they may continue to be used for
26
their intended purposes, if the remaining portion of the Improvements is capable of being so
repaired and restored in the discretion of that Owner. If any remaining portion of the Building or
Improvements is not so capable of being repaired and restored, then the Owner of that Parcel
shall promptly demolish the damaged Building or Improvements, remove or clean up all rubbish
and debris from the Parcel, grade and landscape or pave the area, and thereafter maintain its
Parcel in accordance with the provisions of Article VI, Section 1.
In the event of a taking by condemnation or otherwise of any Parcel, the entire award or
purchase price shall belong to the Owner of that Parcel. Notwithstanding the foregoing, any
Owner may file a separate claim with the condemning authority over and above the value of the
Parcel being taken in fee simple to the extent of any damage suffered by that Owner as a result of
the loss of easement or other rights; provided, however, that such claim does not reduce the
claim payable to the Owner of fee simple title to the Parcel being taken.
Nothing in this Section 3 shall be deemed to affect or modify the rights or obligations of
the Owners of Units in the Master Condominium, or of the Master Association, with respect to
the condemnation of any portion of the Mixed-Use Parcels, the Mixed-Use Buildings or the
Parking Decks, all of which are addressed and governed by the terms of the Master
Condominium Declaration.
Section 4. Liability Insurance. Each Owner at all times shall maintain a policy of
commercial general liability insurance (current ISO Form or its equivalent) with a combined
single limit of at least $5,000,000.00 per occurrence and a general aggregate limit of at least
$5,000,000.00, covering its Parcel. The Master Association shall have the right, by delivery of
written notice to the other Owners, to increase these minimum liability insurance limits from
time to time to levels maintained by prudent owners of similar commercial properties in the
Charlotte metropolitan area. All liability insurance policies required under this Section 4 shall
name each other Owner of any Parcel, and the Master Association, as additional insureds. In
addition, the Master Association at all times shall obtain and maintain in force a policy of
commercial general liability insurance (current ISO Form or its equivalent) covering the
Common Areas, with a combined single limit of at least $5,000,000.00 per occurrence, which
minimum limit may be increased from time to time in the reasonable discretion of the Board.
The premiums for this policy shall be included in Common Areas Costs.
Section 5. Blanket Policies and Certificates. Any policy of insurance required to be
carried by any Owner under this Article IX shall be carried with a reputable insurance company
licensed to do business in the State of North Carolina on an admitted basis, and may be provided
as part of a so-called blanket policy of insurance covering other locations, as long as the
coverage limits set forth in this Article IX are satisfied as to its Parcel. Each Owner shall deliver
to the Master Association, within thirty (30) days after written request therefor, a certificate of
insurance evidencing that the policies of insurance required to be maintained by it under this
Article IX are in full force and effect.
Section 6. Self-Insurance. Any insurance required to be maintained by any Owner
under this Declaration, other than the policy of liability insurance covering the Common Areas to
be maintained by the Master Association, may be maintained either under a plan by self-
insurance, or a large deductible program, or a captive insurance arrangement (in any event,
27
"Self-Insurance"); provided, however, an Owner shall be entitled to utilize Self-Insurance
(a) for property insurance, only during such periods that such Owner's tangible net worth,
determined in accordance with generally accepted accounting principles ("GAAP") exceeds One
Hundred Million and No/100 Dollars ($10.0,000,000.00), or (b) for commercial general liability
insurance, only during such periods that such Owner's tangible net worth, determined in
accordance with GAAP, exceeds Five Hundred Million and No/100 Dollars ($500,000,000.00).
The Master Association shall have the right, by delivery of written notice to the other Owners, to
increase these minimum net worth requirements from time to time to amounts required by
prudent owners of similar commercial properties in the Charlotte metropolitan area. In no event
may the amount of the self-insured portion of the property or liability coverage exceed one
percent (1%) of any Owner's tangible net worth, determined in accordance with GAAP.
If any Owner elects to maintain Self-Insurance, it shall notify the Master Association in
writing, specifying the risks covered by such Self-Insurance, and accompanied by a current
audited financial statement evidencing its compliance with the net worth requirements set forth
above. Each Owner maintaining Self-Insurance (a "Self-Insuring Owner") shall indemnify,
protect, defend and hold each other Owner, and the Master Association, harmless from and
against claims, actions, damages, liabilities and expenses (including court costs and reasonable
attorneys' fees) arising out of, relating to or in any manner connected with the Self-Insuring
Owner's failure to maintain the policies of insurance required by this Declaration, which
indemnity will cover, among other matters, any amount of exposure resulting from: (x) the Self-
Insuring Owner's election to maintain Self-Insurance for any coverage required by this
Declaration, (y) the deductible amount under any insurance coverage for which the Self-Insuring
Owner is responsible under this Declaration, or (z) any other uninsured or underinsured liability
for which the Self-Insuring Owner is responsible under this Declaration.
ARTICLE X
GENERAL PROVISIONS
Section 1. Enforcement. Any Owner and (if applicable) the Management Firm shall
have the right to enforce, by any proceeding at law or in equity, all restrictions, conditions,
covenants, reservations, easements, liens and charges now or hereafter imposed by the provisions
of this Declaration. Failure by any such party to enforce any covenant or restriction contained in
this Declaration shall not be deemed a waiver of the right to do so thereafter.
Section 2. Exculpation. Notwithstanding any provision to the contrary contained in
this Declaration, it is specifically understood and agreed that there shall be absolutely no
personal liability on the part of any Owner, its shareholders, officers, directors, members,
managers, or partners, with respect to the performance or non-performance of any of its
obligations under this Declaration. Each Owner shall look solely to the Parcel owned by any
Defaulting Owner, the Improvements located thereon and any insurance or condemnation
proceeds related thereto, for the satisfaction of any remedy of the non-Defaulting Owner
resulting from the breach of any of the obligations or covenants of this Declaration by the
Defaulting Owner; provided, however, that this provision shall be not deemed to affect the right
of any Owner to seek injunctive relief or to bring suit for specific performance. If any Owner
28
conveys its fee simple interest in its Parcel, that Owner shall be relieved from all obligations
under this Declaration accruing after the date of the conveyance.
Section 3. Force Majeure. If any Owner is delayed in the performance of any
obligation under this Declaration as a result of an act of God, labor dispute, shortage of materials
or supplies or other event beyond its reasonable control (it being agreed that the financial
inability of any Owner to perform any obligation shall never be deemed an event *beyond its
reasonable control), the time for performance of that obligation shall be extended for the
reasonable period of that delay.
Section 4. Estoppel Certificates. The Master Association shall, within fifteen (15)
days after the written request of any Owner, certify by a written instrument, duly executed and
acknowledged, to any purchaser or proposed purchaser, or Mortgagee or proposed Mortgagee, or
any other party specified in the request: (a) whether this Declaration has been supplemented or
amended, and if so, the nature of the supplement or amendment; (b) whether there exists any
default under this Declaration, and if so, a description of that default; (c) whether there exists any
offset, defense or counterclaim on the part of the certifying party as to the performance of its
obligations under this Declaration, and if so, a description of the nature and amount of any such
offset, defense or counterclaim; and (d) such other matters as may reasonably be requested.
Section 5. No Partnership. The provisions of this Declaration are not intended to
create, and shall not be interpreted to create, a joint venture, a partnership or any similar
relationship between the Owners.
Section 6. Severability. Invalidation of any covenant or restriction contained in this
Declaration by judgment or court order shall not affect any other provisions. of this Declaration
all of which shall remain in full force and effect.
Section 7. Duration. The covenants and restrictions contained in this Declaration
shall run with and bind the Property for a period of ninety-nine (99) years from the date this
Declaration is recorded, after which time the term shall be automatically extended for ten (10)
successive periods of ten (10) years each, for a total (including the initial term) of one hundred
ninety-nine (199) years, unless at least seventy-five percent (75%) of the Owners elect not to
extend the term of this Declaration. Notwithstanding the foregoing, the perpetual easements
created in Article III of this Declaration shall not be affected by the expiration or termination of
this Declaration.
Section 8. Amendment. Except as expressly provided in Article 11, Section 3, and in
Article III, Section 5, this Declaration may be amended, modified or terminated only by an
instrument signed by all Owners, and by Declarant (so long it owns any portion of the Phase II
Property), and properly recorded in the Office of the Register of Deeds for Mecklenburg County.
Section 9. Governing Law. This Declaration has been entered into under, and shall
be construed in accordance with, the laws of the State of North Carolina.
Section 10. Private Agreement. This Declaration shall not be construed to grant any
rights to the public in general.
29
Section 11. Reasonable Consent/Approval. Whenever the consent or approval of a
party is required by the terms of this Declaration, such consent or approval shall not be
unreasonably withheld, delayed or conditioned.
Section 12. Consent of Owners. Wherever in this Declaration the approval or consent
of a specified percentage of Owners is required, it shall mean the approval or consent of Owners
who own Parcels or Units to which is allocated an aggregate Proportionate Share of Common
Areas Costs comprising at least the specified percentage.
(remainder of page intentionally left blank)
30
IN WITNESS WHEREOF, Declarant has executed this Declaration as of the day and
year first above written.
STATE OF NORTH CAROLINA
COUNTY OF MECKLENBURG
CRESCENT RESOURCES, LLC, a Georgia
limited liability company
By:
Name: C. /-A k
Title: Prm,Vf
I, a *'_a
N
otary Public for said County and State, do hereby
certify that G a Vice President of CRESCENT RESOURCES, LLC, a
Georgia limited liabi 'ty company, personally appeared before me this -day and acknowledged the
due execution of the foregoing instrument on behalf of the company.
WITNESS my hand and official
My commission expires:
D_.3--J -off
[NOTARIAL SEAL],
the day of
31
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LEGAL DESCRIPTION OF PHASE H PROPERTY
Lying and being in the City of Charlotte, Mecklenburg County and being more particularly
described as follows:
BEGINNING at a set iron pin in the western margin of Carnegie
Boulevard (80' public right-of-way), a corner of Tract 1 as hereinabove described
("Tract I'), and being located the following two (2) courses and distances from
the western terminus of the curve formed by the intersection of the southern
margin of the right-of-way of Carnegie Boulevard and the western margin of the
right-of-way of Assembly Street (60' public right-of-way): (1) S. 89-45-30 W.
268.55 feet to an existing iron pin; and (2) with the are of a circular curve to the
right having a radius of 180.00 feet, an arc length of 115.13 feet and a chord
bearing and distance of N. 71-55-05 W. 113.18 feet to the point and place of
Beginning; thence, with and along the boundary line of Tract 1, S. 36-17-56 W.
387.65 feet to a set iron pin in the boundary line of the property of G&I Parkview,
LLC (now or formerly) as described in Deed Book 9951, Page 150 in the
Mecklenburg County Public Registry (hereinafter the "Registry"); thence, with
and along the boundary line of the property of G&I Parkview, LLC, the following
two (2) courses and distances: (1) N. 62-34-03 W. 303.31 feet to an existing iron
pin (#4 rebar); and (2) S. 27-22-05 W. 19.90 feet to an existing iron pin 2" pipe
(pinched top), a comer of Lot 5A, Block 4 as shown on that map recorded in Map
Book 8, Page 457 (hereinafter the "Map") in the Registry; thence, with and along
the boundary line of Lots 5A, 6A, 7A, 8A, and 9A, Block 4 as shown on the Map
and with the boundary line of Lots 10, 11 and 12 as shown on that map recorded
in Map Book 8, Page 281 in the Registry, the following three (3) courses and
distances: (1) N. 62-30-57 W. 63.01 feet to an existing iron pipe 2" pipe; (2) N.
24-47-59 W. 498.78 feet to an existing iron pin; and (3) N. 54-45-30 E: 65.67 feet
to an existing iron pin, a comer of the. property of Jobst Institute, Inc. (now or
formerly) as described in Deed Book 6915, Page 869 in the Registry; thence, with
and along the boundary line of the property of Jobst Institute, Inc., N. 89-45-47 E.
645.31 feet to an existing iron pin in the western margin of the right of way of
Carnegie Boulevard; thence, with and along the western margin of the right of
way of Carnegie Boulevard as it curves to the east, the following two (2) courses
and distances: (1) S. 00-15-20 E. 187.99 feet to an existing iron pin; and (2) with
the arc of a circular curve to the left having a radius of 180.00 feet, an arc length
of 167.57 feet and a chord bearing and distance of S. 26-55-30 E. 161.58 feet to a
set iron pin, the point and place of BEGINNING, containing 7.6324 acres, more
or less, as shown as Tract 2 on a "Boundary Survey of Carnegie Town Center
Site, Fairview Road" prepared by ESP Associates, PA, Michael S. Miller,
NCPLS, dated December 3, 2001, last revised January 22, 2002.
TOGETHER WITH that tract or parcel of land more particularly described as follows:
Error! Unknown document property name.
Lying and being in Mecklenburg County, North Carolina as shown on that plat
entitled "Revised Final Plat of Piedmont Town Center, Phase 1 - Lots 14"
prepared by ESP Associates, P.A., dated October 14, 2005 (hereinafter the
"Plat"), recorded in Map Book 44, at Page 580 in the Mecklenburg County Public
Registry, and being more particularly described as follows:
To locate the point and place of Beginning, commence at a set iron pin (Control
Comer), the northwestern corner of Lot 4 as shown on the Plat (hereinafter "Lot
4'), said Control Corner having coordinates of N=515,914.95 and
E=1,449,836.08; thence, with and along the boundary line of Lot 4, S. 00-27-46
E. 104.45 feet to a point, the point and place of BEGINNING; thence, with and
along the boundary line of Lot 4, S. 00-27-46 E. 154.43 feet to a set iron pin
(Control Corner) having grid coordinates of N=515,656.08 and E=1,449,838.17;
thence, continuing with and along the boundary line of Lot 4, S. 90-00-00 W.
114.68 feet to a set iron pin; thence N. 36-17-56 E. 191.61 feet to a point, the
point and place of BEGINNING, containing 8,855 square feet, more or less, all as
shown on the Plat.
LESS AND EXCEPT that tract or parcel of land more particularly described as follows:
Lying and being in Mecklenburg County, North Carolina, and being a portion of
Lot 4 (hereinafter "Lot 4") as shown on that plat entitled "Revised Final Plat of
Piedmont Town Center, Phase 1 - Lots 14" prepared by ESP Associates, P.A.,
dated October 14, 2005 (hereinafter the "Plat"), recorded in Map Book 44, at Page
580 in the Mecklenburg County Public Registry (hereinafter the "Registry"), and
being more particularly described as follows:
BEGINNING at a set iron pin (Control Corner), the northwestern corner of Lot 4,
said Control Comer having coordinates of N=515,914.95 and E=1,449,836.08;
thence, with and along the boundary line of Lot 4, N. 89-32-14 E. 78.03 feet to a
set iron pin; thence, a line in and through Lot 4, S. 36-17-56 W. 130.38 feet to a
point in the boundary line of Lot 4; thence, with and along the boundary line of
Lot 4, N. 00-27-46 W. 104.45 feet to a set iron pin, the point and place of
BEGINNING, containing 4,075 square feet, more or less, all as shown on the Plat.
Error! Unimowo document property name 2
TRANSMITTAL
Date: December 11, 2008
Reference: 3484 - Hagood Reserve
Attention: Mr. Harold Smith
Company: City of Charlotte Tel: [phone]
City Engineering
441 Beaumont Avenue
Charlotte, North Carolina 28204
We Are
Transmitting:
® Herewith ? Under Separate Cover
Copies Dated Description
2 12/11/08 Bulletin Drawing BD9.0
2 12/08/08 Drainage Area Exhibit
2 12/08/08 Spread Calculations

Transmitted ? Mail ? Overnight ® Courier ? Hand Delivery ? Pick-Up
Via:
? For Approval ® For Your Use ® As Requested ? For Review
Remarks: Per our phone conversation, I have attached a revised bulletin drawing,
drainage area exhibit, and spread calculations for the storm revisions in
Colony Road.
Please call with any questions.
By:
Daniel J. McGlamery, El, LEED AP
smm
cc: Ms. Susan G. Freyler, RLA - CJS
Ms. Allison W. Merriman, RLA - CJS
Mr. Frank G. Miller, El -CJS
MAProject Files\3484\2008\trans\1211t Smith, H. Colony Road Storm Revisions.doc
Permit No.
(to be provided by DWQ)
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.
VPS _ 60.0 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.
`?O S OW 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.
DDS cy 4.O 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.
'>D S r Y .0 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.
b D 5 k- 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
D D 5 C.V ( .0 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
PD5 ? 7. The supporting calculations.
VD 5 ? 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
b1>5 ? 9. A copy of the deed restrictions (if required).
DD S 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.5 Part III. Required Items Checklist, Page 1 of 1

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determ ine 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 . J feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 5.5 feet in the forebay [and m icro-pool], the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation (031.50
Sediment moval El. - - - - - - - - - - - - - ° Sediment Rem oval Elevation (O 3 `'f • 0 © 75%
Bottom E -aion 5/o \75%
-----------------------------------------?- 5%
Bottom Elevatinn (o;?2.00 1 9.X;01.
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland pl ants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm .
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basi n system shall be maintained in good working order.
Page 1 of 2
w .ry
r
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the enti re flow spreading structure. Any dow n gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DW Q of any problems with the system or prior to any
changes to the system or responsible party.
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 subdiv ision has been named the president.
1, h e r y 4. a N otary Public for the State of
'Yk
County of v r• _,do hereby certify that C . Ja Se n !YI aJ1'Ir??i u
%j k
personally appeared before me thi s /O' day of 7Geem ed- and acknowledge the due
execution of the forgoing wet [w etland] detention basin m aintenance requirem ents. Witness my hand and
official seal,
CHERYL L LCY
Nft" Pubft
meemenburp Cour*r
aa. or Nora Cam wio
4010
SEAL
My commission expires .3A D /-) oi0
Wft
Page 2 of 2
Print name: C. Jf W4 M &Ar&K
Info ation
JJ!W!mf-VA;JFT Build On
Engineering • Consulting • Testing
GEOTECHNICAL ENGINEERING
SERVICES REPORT
PROPOSED 8-LEVEL PARKING DECK
THE CAPITOL
Carnegie Boulevard
Charlotte, North Carolina
PSI Project 460-65063C
Prepared For:
CRESCENT RESOURCES
400 South Tryon Street, Suite 1300
Charlotte, North Carolina 28201-1003
October 19, 2007
wwig?
DEC 19 2008
DEWETI ANDSN STORE
s
A
EOTECHNICAL ENGINEERING SERVICES REPORT
PROPOSED 8-LEVEL PARKING DECK
AT THE CAPITOL
Carnegie Boulevard
Charlotte, North Carolina
PSI Project No: 460-65063C
Prepared For:
CRESCENT RESOURCES
400 South Tryon Street, Suite 1300
Charlotte, North Carolina 28201-1003
Prepared By:
PROFESSIONAL SERVICE INDUSTRIES, INC.
5021 West W.T. Harris Boulevard
Charlotte, North Carolina 28269
October 19, 2007

Donald W. Brown Jr., P.E.
Geotechnical Department M
H.CA1P6ly`°?.
saio?l7lbl,?l?
Q, Karl E. Suter, P.E.
Ito
;.>
Regional Engineer
r?? .

TABLE OF CONTENTS
1.0 SYNOPSIS.......
2.0 PROJECT INFORMATION .............................................................
2.1 Project Authorization & History ............................................
2.2 Project Description ..............................................................
2.3 Purpose and Scope of Services ..........................................
3.0 SITE AND SUBSURFACE CONDITIONS ............................................
3.1 Site Location and Description ....................................................
3.2 Site Geology ..............................................................................
3.3 Field Services ............................................................................
3.4 Laboratory Testing Program ......................................................
3.5 Subsurface Conditions ..............................................................
3.6 Groundwater Information ...........................................................
.....1
................... 2
................... 2
................... 2
................... 3
............... 5
............... 5
............... 5
............... 6
............... 6
............... 7
............... 8
4.0 EVALUATION AND RECOMMENDATIONS ....................................................................9
4.1 Site Preparation ................................................................................................... ..9
4.2 Groundwater ........................................................................................................ ..9
4.3 Construction Considerations ............................................................................... 10
4.4 Fill Selection, Placement and Compaction .......................................................... 11
4.5 Foundation Recommendations ........................................................................... 11
4.5.1 Spread Footings with Geopier Support ........................................ 11
4.5.2 Caissons ...................................................................................... 12
4.5.3 Auger-Cast Piles .......................................................................... 14
4.6 Floor Slab Recommendations ............................................................................. 15
4.7 Below-Grade Walls .............................................................................................. 16
4.8 Seismic Site Classification .................................................................................. 17
5.0 REPORT LIMITATIONS .................................................................................................19
Appendix
Boring Location Diagram
Boring Logs (with Core Logs)
Rock Core Photographs
Laboratory Test Results
Subsurface Profile
General Notes
1.0 SYNOPSIS
Professional Service Industries, Inc., (PSI) has completed a geotechnical evaluation at the
site of the proposed 8-level parking deck at The Capitol development in Charlotte, North Carolina.
Our findings, conclusions, opinions and recommendations with regard to site development are
summarized in this section.
1. In brief, the project will consist of the construction of an 8-level parking deck, one
level of which will be below grade. Other portions of the development will include a
second smaller parking deck and a 12-story office/residential building.
2. This exploration for the 8-level parking deck consisted of six soil test borings that
were extended to auger refusal material at depths ranging from approximately 24 to
66'/4 feet below the current ground surface. Rock cores were also extracted from
two of the six borings to evaluate the auger refusal material.
3. Subsurface conditions at the site generally consist of fill soils underlain by alluvial
soils (at one of the six borings), residual soils, soft weathered rock and hard rock.
4. Groundwater was encountered in five of the six borings performed at the site at
depths ranging from approximately 19'/2 to 23 feet below the existing grade, or
elevations ranging from approximately 6471/ to 642 feet.
5. In general, the site appears suitable for the proposed development, provided that
the engineering recommendations herein are implemented.
6. The site meets the criteria for a Seismic Site Class "C".
7. The results of the field testing program and geotechnical analysis indicate that a
Geopier-supported spread foundation or deep foundations (caisson or auger-cast
piles) are suitable foundation systems for the support of the structure given the
heavy loading.
The owner/designer/contractor should not rely solely upon the synopsis, and must read and
evaluate the entire contents of this report prior to utilizing our engineering recommendations in the
preparation of design and construction documents. PSI cannot be responsible for the interpretation
or implementation of this report by others. PSI should be retained to perform sufficient services to
determine compliance with the recommendations in this report. Detailed analyses of subsurface
conditions and pertinent design recommendations are included in the following sections of this
report. A boring location diagram, site photographs, boring logs and laboratory test results are
presented in the Appendix.
Proposed 8-Level Parking Deck at The Capitol October 19, 2007
Charlotte, North Carolina PSI Project 460-65063C
2.0 PROJECT INFORMATION
2.1 Project Authorization & History
This report presents the results of a geotechnical evaluation for the proposed parking deck
at The Capitol (formerly referred to as Piedmont Town Center Phases 2 and 3) in Charlotte, North
Carolina. Our original services were authorized by Mr. Tim Dison of Crescent Resources by means
of signed PSI Proposal No. 460-650112 (Revised), dated September 21, 2006. An evaluation of
the proposed development was also authorized by the same proposal, which was submitted under
a separate cover (PSI Project No. 460-65063B).
PSI originally conducted a subsurface exploration and assessment in October 2006 for an
18-story office/condominium building in the same location as the proposed parking deck addressed
within this report. Those findings and recommendations were provided in PSI Report No. 460-
65063A, dated October 27, 2006. As mentioned above, at that time the development was referred
to as Piedmont Town Center Phases 2 and 3. The data collected during that evaluation was utilized
in this assessment. No additional field or laboratory testing was considered necessary to prepare
this report.
The proposed building footprint for the aforementioned 18-story office/condominium building
has since been shifted to the central region of this site. The building has also been reduced to 13-
stories (including basement). Additional exploration was required for the new location, which is
discussed in PSI Report No. 460-65063A (REVISED).
2.2 Project Description
PSI was provided with a site plan in Adobe Acrobat (PDF) format that presents the
proposed building configuration. The provided drawings were prepared by ColeJenest & Stone
(dated October 1, 2007).
The Capitol development will include an 8-level parking deck structure with a footprint of
approximately 35,840 square feet (280 feet long by 130 feet wide). Although no construction details
were provided at the time of this report, we expect that the proposed structure will consist of
concrete construction.
It is also our understanding that one of the 8-levels will be constructed below (or partially
below) the surrounding grade. As such, the lower level will incorporate concrete basement retaining
walls. Based on our experience with the existing parking decks in the neighboring Piedmont Town
Center complex, we anticipate maximum column loads of 1,100 kips for this structure.
The information presented in this section was utilized in our geotechnical analysis.
Therefore, if any of the noted information is incorrect or has changed, please inform PSI so that we
may amend the recommendations presented in this report, if appropriate or necessary.
2
Proposed 8-Level Parking Deck at The Capitol
Charlotte, North Carolina
October 19, 2007
PSI Project 460-65063C
2.3 Purpose and Scope of Services
The purpose of this geotechnical evaluation was to determine pertinent subsurface
conditions at this site in order to provide conclusions and recommendations regarding the design of
foundation system(s) and other geotechnical aspects and to provide construction guidelines with
regards to our understanding of the proposed site development. For this project, the following
scope of services was performed:
• Contacted local utility locating service (NCOCC) to locate existing underground
public utilities (October 2006);
• Performed a site reconnaissance and reviewed the geologic and surface conditions
of the site.
• Located and advanced six soil test borings within the proposed 8-level parking deck
footprint. All borings were advanced to auger refusal material (October 2006);
• Extracted a rock core of the auger refusal material (bedrock) at two of the six
borings to evaluate rock quality and for laboratory testing (October 2006);
• Installed a temporary piezometer in one of the six boreholes to facilitate stabilized
groundwater measurements (October 2006);
• Prepared a Boring Log for each test location describing the types of soil and/or rock
encountered and other pertinent information (October 2006);
• Prepared a boring location diagram and subsurface profiles for reference.
• Performed laboratory tests on selected soil samples in order to determine
unconfined compressive strength of rock, in-situ moisture contents, moisture-
plasticity relationships (Atterberg Limits), and sieve analysis including washed #200
(October 2006);
• Conducted a geotechnical engineering evaluation of the available data to provide
recommendations regarding foundation type(s) and axial capacities, anticipated
deep foundation lengths, lateral earth pressures, slab-on-grade design parameters,
IBC seismic site classification (based on N-values to the depths explored) and
pavement design; as well as general construction considerations pertaining to
shallow rock conditions, excavation (including drilled shaft construction), fill selection
and placement and groundwater elevations.
• Prepared this engineering report presenting all data, boring/core logs, observations
and recommendations.
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic materials in the soil, bedrock, surface
water, groundwater, or air, on or below or around this site. Any statements in this report or on
the boring logs regarding odors, colors, unusual or suspicious items or conditions are strictly for
the information of the client.
3
Proposed 8-Level Parking Deck at The Capitol
Charlotte, North Carolina
October 19, 2007
PSI Project 460-65063C
As dictated by the agreed scope of work, PSI did not provide any service to investigate
or detect the presence of moisture, mold or other biological contaminants in or around any
structure, or any service that was designed or intended to prevent or lower the risk of the
occurrence of the amplification of the same.
4
Proposed 8-Level Parking Deck at The Capitol October 19, 2007
Charlotte, North Carolina PSI Project 460-65063C
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Location and Description
This geotechnical evaluation considers the site for the proposed 8-level parking deck, which
will be located to the west of the southwest corner of Carnegie Boulevard in Charlotte, North
Carolina. Carnegie Boulevard is a "loop" type road adjacent to the west side of Barkley Downs and
north of Fairview Road.
At the time of our visit, the ground surface across this portion of the site was generally flat
and level with grass and gravel covering. The ground surface beyond the western edge of the site
sloped downward to the west at an inclination estimated to be about 2H:1V (horizontal: vertical). In
the southwest corner of the site, a drainage feature was observed with flow toward the southwest.
PSI was provided with existing topographic information at the time of the original field work in
October 2006; however, this information did not appear to be accurate within the northern site, then
or now. Based on site observations, the relief (difference in elevation between the highest and
lowest points) within the proposed parking footprint is estimated to be less than approximately 5
feet. Numerous underground utilities, including water, sewer, phone and power, were located in the
eastern portion of the northern site.
At the time of our drilling operations, the ground surface was paved and our equipment
experienced no difficulty moving across the site.
3.2 Site Geology
The project site is located within Mecklenburg County, North Carolina, and lies within the
Charlotte Belt of the Piedmont Physiographic Province of the eastern United States. This province
is characterized by broad, gently rolling ridges formed on the stronger bedrock of the area.
Between these ridges, lowlands and drainage areas are formed on the less resistant bedrock. The
Piedmont is a complex assemblage of igneous (volcanic and plutonic) and sedimentary rocks that
were generally formed during the Late Proterozoic Era and the Early Cambrian Period
(approximately 550 to 900 million years ago). During and subsequent to formation these rocks were
subjected to several major tectonic events, including plate collisions, folding, faulting, and igneous
intrusions, that resulted in the uplift and metamorphism of the preexisting rocks. The tectonic
activity generally stopped about 200 to 250 million years ago and erosional forces have formed the
current ground surface. Review of the USGS Geologic Map of the Charlotte 10 by 2° Quadrangle
(1988, by Goldsmith, Milton and Horton) indicates that the site area is underlain primarily by
metamorphic rocks, primarily meta quartz diorite and meta volcanic rock of late Proterozoic to Early
Cambrian age. In addition, a large mass of plutonic, intrusive, igneous rock comprised of Silurian to
Ordovician age granodiorite outcrops across much of the Charlotte, North Carolina area.
Residual soils are the result of in-place physical and chemical weathering of the parent
bedrock. In this area residual soils generally consist of an upper layer of fine-grained SILT or CLAY
underlain by Sandy SILT or Silty SAND. The sand content generally increases with depth.
Separating the residual soil from the underlying parent bedrock is typically a transition zone of high
consistency material referred to as weathered rock. Weathered rock is subdivided into two classes
by the N.C. State Building Code: Soft Weathered Rock (SWR) and Hard Weathered Rock (HWR).
Soft Weathered Rock is defined as "broken or partially weathered rock with standard penetration
resistance (ASTM D1586) between 50 blows per six inches and 50 blows per inch". Hard
Weathered Rock is defined as "broken or partially weathered rock normally having Standard
Penetration resistances (ASTM D1586) in excess of 50 blows per inch".
5
s
Proposed 8-Level Parking Deck at The Capitol October 19, 2007
Charlotte, North Carolina PSI Project 460-65063C
The weathering processes that produced the residual soils and partially weathered rock
were extremely variable, due to such factors as rock type and mineralogy, past groundwater
conditions, and the tectonic history of the specific area (resulting in localized fractures, joints and
faults within the bedrock). Differential weathering of the parent bedrock has resulted in highly
variable subsurface conditions, and can include abrupt changes in soil type and consistency over
relatively short horizontal and vertical distances. Furthermore, depths to rock can also be highly
variable; and suspended boulders, discontinuous rock layers/lenses, or rock pinnacles can be
present within the residual soils and transitional zones of soft weathered rock.
3.3 Field Services
The subsurface conditions at the parking deck site were evaluated in October 2006 with six
soil test borings within the proposed parking deck footprint. All six of the borings were extended to
auger refusal material, which was encountered at depths ranging from approximately 24 feet to
66'/4 feet below the exposed ground surface. In addition, rock cores were extracted from two of the
borings to evaluate the refusal material (bedrock). The number and location of the borings were
determined by PSI and then located in the field using the provided site plan and the onsite features
for reference. A boring location diagram (Drawing No. 1), which indicates the approximate boring
locations, is presented in the Appendix of this report.
Soil test borings were advanced at this site utilizing a track-mounted Dietrich D-50 drilling rig
using hollow-stemmed, continuous-flight augers. All boring and sampling operations were
conducted in general compliance with ASTM D 1586. At regular intervals, soil samples were
obtained with a standard 2-inch O.D. split-barrel sampler. The sampler was rested on the bottom of
the borehole and driven to a penetration of 18 inches (or a maximum of 50 blows in 6 inches) with
blows of a 140-pound hammer falling 30 inches. The first 6 inches of sampler penetration is
considered seating, and the sum of the second and third 6-inch increments of penetration (or
fraction thereof) is termed the Standard Penetration Resistance (N-values). NQ2-sized coring
tools were used extract the rock samples.
3.4 Laboratory Testing Program
The soil samples obtained during the drilling operation were sealed in labeled containers,
and transported to our office. Representative samples were selected and tested in the laboratory to
determine material properties for our evaluation. The samples were observed and visually
classified by a geotechnical engineer in accordance with ASTM D 2488. The Boring Logs are
followed by General Notes that explain the terms used in classification. Unless notified to the
contrary, all samples will be disposed of after 2 months.
In addition to the visual classification of the soil samples, moisture content determination
(ASTM D 2216), sieve analysis including washed #200 (ASTM D 422) and moisture-plasticity
relationship (Atterberg Limits) (ASTM D 4318) tests were conducted on selected samples. The
results of this testing at this site, are included in the Appendix of this report.
6
Proposed 8-Level Parking Deck at The Capitol
Charlotte, North Carolina
3.5 Subsurface Conditions
October 19, 2007
PSI Project 460-65063C
Details of subsurface conditions encountered by the field exploration program are shown on
the individual Boring Logs (B-1 through B-6) included in the Appendix of this report. The boring
elevations shown on the logs were surveyed in the field by representatives of PSI using sewer
manhole rim elevations presented on the provided site plan for reference.
The following subsurface description is of a generalized nature, provided to highlight the
major soil strata encountered. The logs should be reviewed for specific information as to individual
boring locations. The stratification of the soils/rock, as shown on the logs, represents the conditions
in the actual test locations; therefore, variations may occur and should be expected between
borings. Lines of demarcation represent the approximate boundary between subsurface materials,
and the transition may be gradual. It should be noted that, whereas the test borings are drilled and
sampled by experienced drillers, it is sometimes difficult to record changes in stratification within
narrow limits, especially at great depths. In the absence of foreign substances, it is also difficult to
distinguish between discolored soils and clear soil fill. A brief description of the soils encountered at
this site is presented in this section.
Initially, a thin layer of topsoil ranging from approximately 1 to 2 inches in thickness was
encountered in three of the six borings (B-1, B-2 and B-6). Although only 1 to 2 inches of topsoil
was encountered in these borings, deeper pockets may exist in unexplored areas of the site.
Please note that the term topsoil is a general designation given to soil with elevated organic
content. No laboratory testing was performed on the topsoil to determine its organic content;
therefore, we cannot comment on the topsoil's applicability for use in horticultural applications.
Fill soils were encountered from the ground surface or underlying the topsoil layer in all of
the six borings, to depths ranging from approximately 6'/2 to 13 feet below the existing grade. The fill
generally consisted of Clayey SILT (MH), Sandy SILT (ML), Lean CLAY (CL), Fat CLAY (CH) and
Silty SAND (SM). In addition, the fill encountered in borings B-1, B-5 and B-6 contained some
rootlets, wood fragments and other organic matter. The Standard Penetration Resistances (N-
values) ranged from 8 to 24 blows per foot (bpf), suggesting the fill soils are generally moderately to
well compacted.
Alluvial soils were encountered below the fill in boring B-1 at approximately 13 feet below
the current grade. The layer of alluvial soil was approximately 9'/2 feet thick. The alluvial soils,
which are water-deposited sediments, generally consisted of very stiff fat CLAY (CH) and very stiff
lean CLAY (CL). The N-values within the alluvium were 17 and 20 bpf.
Residual soils were encountered underlying the alluvial soils in boring B-1 and beneath the
fill soils in the remaining five borings. The residual soils encountered consisted stiff to very hard
Sandy SILTS (ML), medium dense to very dense Silty SANDS (SM) and very dense Clayey
SANDS (SC). The N-values within the residuum ranged from 14 to 68 bpf.
Soft weathered rock (SWR) was encountered below the residual soils in all of the borings at
depths ranging from approximately 22 to 49 feet below the existing grade. In addition, a lens or
boulder of SWR was encountered within the residual soils in boring B-6 (from approximately 14 to
14'/2 feet). The weathered rock consisted of weathered granodiorite and metavolcanic rock, which
were sampled as a Silty Fine SANDS and Fine Sandy SILTS, respectively. All of the borings were
advanced to auger refusal, which was encountered at depths ranging from approximately 24 to 66'/4
feet.
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Charlotte, North Carolina PSI Project 460-65063C
Rock cores were extracted at two boring locations (B-1 and B-4) using NQ2 coring tools.
In boring B-1 rock coring was conducted with three core runs which extended from approximate
elevation 622% to approximate elevation 610% feet. Core recovery and rock quality designation
(RQD) both ranged from 0% to 77%. At boring B-1, two different rock types were recovered;
medium to coarse grained, hard, gray granodiorite and fine grained moderately hard, gray mafic
volcanic rock. Both rock types recovered were very slightly weathered (little staining, few joints,
slight chemical alteration). The fracture or joint spacing ranged from close (2 inches to 1 foot) to
wide (greater than 3 feet). Iron oxide staining (suggesting groundwater flow) was typically
observed along the fractures and joints. In addition, two layers of severely weathered rock
(comparable to soft weathered rock) were encountered beneath the top of rock elevation. None
of the severely weathered rock, encountered from approximately 44.2 to 46.3 and 49.9 to 52.3
feet in B-1, was recovered.
In boring B-4 rock coring was conducted with four core runs which extended from
approximate elevation 628'/4 to approximate elevation 613%2 feet. Core recovery and RQD
ranged from approximately 77% to 100% and 0% to 34%, respectively. At boring B-4, fine
grained, soft to moderately hard, dark brown/gray mafic volcanic rock was recovered. The core
recovered was moderate to moderate severely weathered (discolored or stained, chemical
alteration and multiple joints). The fracture or joint spacing ranged from close (2 inches to 1
foot) to very close (less than 2 inches). Again, iron oxide staining was typically observed along
the fractures and joints.
3.6 Groundwater Information
Groundwater level measurements were recorded at the time of completion of drilling and
approximately 1 to 5 days after drilling at each boring performed at the site, except as noted on
the boring logs. In addition, a temporary piezometer was installed in boring B-4 to facilitate long
term groundwater level measurements. Groundwater was encountered in all six of the borings
at the approximate depths and elevations presented in Table 1.
Table 1: Groundwater Measurements (October 2006)
Boring 0-Hr Reading (ft) 24-Hr Reading (ft) 5-Day Reading (ft) Approx.
Elevation (ft)
B-1 22'/4 19'/2 --- 647'/2
B-2 22'/4 19'/2 --- 644%2
B-3 22'/2 19'/2 --- 643'/2
B-4 24'/4 21% 19% 642%
B-6 24'/4 23 --- 643
The groundwater levels presented in this report are the levels that were measured at the
time of field activities and fluctuation should be anticipated. We recommend that the Contractor
determine the actual groundwater levels at the time of construction to determine groundwater
impact on the construction procedures.
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4.0 EVALUATION AND RECOMMENDATIONS
The evaluation and recommendations presented in this report are based on the data
obtained from the field exploration and laboratory testing programs, information regarding the
proposed construction, and our knowledge of geotechnical engineering.
4.1 Site Preparation
Prior to construction, all vegetation, pavement (including stone base), underground utilities,
construction materials/debris or any other deleterious materials must be removed from the
proposed building area. The crushed stone associated with the existing pavements, which will be
removed during stripping can be stockpiled for future use in construction entrances or as project fill
provided it can be segregated from asphalt, soil or any other unsatisfactory constituents.
The on-site soils, including those encountered at the proposed lower level elevation, contain
sufficient amounts of silt and/or clay to render them moisture sensitive. These materials will
become unstable when exposed to excess moisture and construction equipment operating over
them. If the surface soils become softened/unstable during wet weather or excavation to/below the
groundwater table, or frozen during the winter months, these soils should be removed before
additional fill is placed. Therefore, these soils should be protected from excessive moisture and
excavation/site preparation operations should not be performed during or immediately following
periods of high precipitation. The ground surface within the construction limits should be graded so
that surface water flows away from the site. It is recommended that the surface of all fill areas be
sealed with a smooth-wheel roller at the completion of each day's earthwork activities. Further
protection of the site should include the construction of temporary ditches, berms or other surface
water diversion devices in order to divert surface water from and not across the site.
An "all-weather" surface may be necessary for heavy construction traffic to reduce
degradation of the subgrade during construction. Options for stabilizing all weather surfaces
include compacted crushed stone or chemical (cement or lime) stabilization. Construction traffic
should be limited in areas that are unprotected after precipitation events.
4.2 Groundwater
Based on information collected during our fieldwork in 2006, groundwater was encountered
in this area at depths ranging from elevation 642% to 647'/2. Although the region is currently
experiencing an ongoing drought, the groundwater levels in the recent borings completed for the
adjacent mixed-use building are consistent with those recorded in 2006 (generally within 1-foot).
Given the depth to groundwater, we do not expect that groundwater will impact the excavation to
the planned lower level and the construction of the basement slab (concrete pavement); however,
wet or saturated soil strata could still be encountered in isolated areas, as a result of perched
(trapped) groundwater. This potential will increase with depth, particularly in the areas underlain by
alluvium. We anticipate that the groundwater inflows from such sources can be handled using
conventional pumping techniques from the point of seepage or sump pit.
It is important to remember that if construction grading begins during the wet season
(typically considered November through April in this region), the difficulties handling water will be
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Charlotte, North Carolina PSI Project 460-65063C
much greater than if it begins during the dry season. Adequate safety precautions should be
exercised when working around potentially contaminated groundwater, particularly in confined
spaces such as drilled shaft and utility excavations.
4.3 Construction Considerations
Based on the data available from the borings, it appears that excavations to reach finished
subgrade for the below grade parking level will encounter relatively stiff soils. Weathered rock and
bedrock are not expected to be encountered above this elevation. Weathered rock and/or rock were
encountered at elevations shown in Table 2.
Table 2: Weathered Rock and Bedrock Elevations
Boring
No. Ground Surface
Elevation (feet) Weathered Rock
Elevation (feet) Auger Refusal
Elevation (feet)
B-1 667 628 622%
B-2 664 629'/2 626
B-3 663 634 615
B-4 662 638 628'/4
B-5 663 641 639
B-6 666 617 599%
In evaluating grading considerations, please keep in mind that subsurface conditions,
particularly the level and location of rock, whether in boulder or massive form, vary erratically in the
Piedmont Geologic Province of which Mecklenburg County and this site are parts. Therefore,
additional rock may be encountered at shallow depths. If large boulders or massive rock is
encountered during the grading operations between boring locations, blasting may be necessary to
facilitate removal. In addition, confined excavations such as utility trenches are more likely to
require rock excavation techniques than large open cuts. All excavations should be sloped or
shored in accordance with applicable OSHA regulations.
In Federal Register Volume 54, No. 209 (October 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, Part 1926, Subpart P." This document was issued to better
insure the safety of workmen entering trenches or excavations. It is mandated by this federal
regulation that all excavations, whether they be utility trenches, basement excavations, or footing
excavations, be construction in accordance with the reviewed OSHA guidelines. It is our
understanding that these regulations are being strictly enforced and if they are not closely followed,
the owner and the contractor could be liable for substantial penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to maintain
stability of both the excavation sides and bottom. The contractor's responsible person, as defined
in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's
safety procedures. In no case should slope height, slope inclination, or excavation depth, including
utility trench excavation depth, exceed those specified in local, state, and federal safety regulations.
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We are providing this information solely as a service to our client. PSI is not assuming
responsibility for construction site safety or the contractor's activities; such responsibility is not being
implied and should not be inferred.
4.4 Fill Selection, Placement and Compaction
After completion of the site preparation, the placement of any fill required to achieve
finished subgrade level can proceed. Any material utilized as fill should not contain rocks
greater than 3 inches in diameter or greater than 30% retained on the %-inch sieve. Fill
material should not contain more than 3% (by weight) of organic matter or other deleterious
material. Typically, the Plasticity Index (PI) for the material should not exceed 25, and the
Liquid Limit (LL) for the material should not exceed 50 (Unified Soil Classifications of GW, GM,
GC, SW, SM, ML and some SC and CL), as determined by Atterberg Limit (AL) testing (ASTM
D4318). Structural fill should possess a maximum dry density (MDD) of at least 95 pounds per
cubic foot (pcf) as determined by the Standard Proctor Compaction Test (ASTM D 698). We
recommend allowing PSI to evaluate the proposed borrow material for suitability, prior to the start of
construction.
Fill soils should be placed in loose lifts of eight inches or less in thickness when using
conventional large rollers. When using small hand-tamping equipment, lifts should be limited to 6
inches (loose). All controlled fill should be compacted to at least 98% of the material's maximum dry
density, as determined by the Standard Proctor Compaction Test (ASTM D 698). The moisture
content of the controlled fill should be maintained within 3% of the material's optimum moisture
content as determined by the Standard Proctor Compaction Test.
It is recommended that the placement and compaction of the fill be monitored by a soil
technician, working under the direction of the Geotechnical Engineer, to document that the specified
degree of compaction is being obtained. We recommend a minimum of one test per 2,000 square
feet (per lift) within the building area. Trench backfill should be tested with a minimum of one test
per 150 linear feet (per lift) of trench.
4.5 Foundation Recommendations
Based on the standard penetration testing, presence of old fill and alluvium and the
anticipated column loads (maximum 1,100 kips) we recommend that the proposed parking deck
be founded on spread footings with Geopier support or a deep foundation (caissons or auger-
cast piles). Conventional soil-supported spread footings are not recommended due to the
potential for excessive settlements under the heavy foundation loads.
4.5.1 Spread Footings with Geopier Support
Geopiers are constructed by drilling a hole to create a cavity, removing a volume of
compressible subsoil materials, then building a bottom bulb of clean, open-graded stone while
vertically pre-stressing and pre-straining subsoils underlying the bottom bulb. The aggregate
pier shaft is built on top of the bottom bulb, using well-graded highway base course stone
placed in thin lifts (12 inches compacted thickness) above groundwater levels. For shaft-
portions that may exist below the groundwater table, clean open-graded aggregate is used.
Densification of the bottom bulb and of the undulating shaft lifts is accomplished by using the
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Charlotte, North Carolina PSI Project 460-65063C
impact ramming action of a modified hydraulic hammer. The tamper consists of a special steel
alloy shaft and a round, beveled tamper head. The beveled tamper head assists in transferring
force laterally during impact densification, resulting in pushing of aggregate against the confined
walls of the cavity. The nature of the soil is to "push back", creating significant lateral pressure
buildup in the matrix soil resulting in lateral confinement to the Geopier elements. In addition to
increasing shear resistance at the Geopier element perimeter, the increased horizontal stress in
the matrix soil improves the matrix soil.
For preliminary design purposes, the Geopier-supported spread footings can be designed
for a net allowable bearing capacity of 8,000 psf. The allowable bearing pressure should include
dead load plus sustained live load. To reduce the detrimental effects of seasonal moisture
variations in the soils, for frost protection and for bearing considerations, it is recommended that all
foundations be embedded at least 36 inches below the lowest adjacent grade.
Laboratory testing was not performed to determine the consolidation characteristics of the
soils at this site. Based on the site preparation recommendations provided earlier in this report,
along with maximum estimated column and wall loads of 1,100 kips and the above recommended
bearing capacity, post-construction settlements for the proposed structure are expected to be on
the order of 1 inch. Differential settlements are expected to be '/z-inch or less located along a
40-foot spaced adjacent footings. These settlement estimates are based on the subsurface
conditions encountered at the boring locations and assume that similar conditions exist across the
site. Further, loading conditions different than those described in this report will result in settlements
different than the estimates presented in this report.
Footing excavations should be protected from surface water run-off and freezing. If water is
allowed to accumulate within a footing excavation and soften the bearing soils, or if the bearing soils
are allowed to freeze, the deficient soils should be removed from the excavation prior to concrete
placement.
We recommend that PSI be retained to monitor the Geopier installer's operations as a
Quality Assurance service. PSI's services will supplement the installer's internal Quality Control
program. Together, the QA and QC programs will monitor drill depths, Geopier element lengths,
average lift thickness, installation procedures, aggregate quality and densification of lifts. At the time
of footing excavation, PSI will also check the pier alignment to verify that they are within the footing
footprint.
4.5.2 Caissons
Due to the heavy loading and differing bearing material, the use of caissons bearing in
the bedrock encountered during the subsurface exploration is considered a suitable foundation
system. Based on an estimated maximum axial load of 1,100 kips, we anticipate that 48-inch
diameter (or greater) caissons will be required to achieve the necessary axial and lateral
capacities (lateral typically controls). No uplift or lateral loads were provided at the time of this
evaluation; however, such loading will impact the final caisson sizing and lengths.
For the design of the caissons, we recommend the end bearing and skin friction values
presented in Table 3. Caisson depths are expected to differ greatly depending on subsurface
conditions. Based on the boring and rock core data, we anticipate that a 3'h-foot socket into rock
will be required to achieve the required compressive capacity for a 48-inch caisson. This equates to
caisson depths ranging from approximately 20 to 60 feet below the finished subgrade elevation;
however, we recommend an average caisson depth of 40 feet be assumed for bidding purposes,
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Charlotte, North Carolina PSI Project 460-65063C
only. The total settlement for each caisson, designed in accordance with the recommendations
presented in this report are expected to be negligible. Differential settlements are expected to be
negligible as well.
Table 3: Allowable Design Capacities
Stratum End Bearing
Capacity (ksfl Skin Friction
Capacity(')(ksfl
Soil N/A '/2
Soft Weathered Rock 30 3
Rock 60(3) 8 (2) (3)
(1) The upper portion of the stratum equal to the shaft diameter or 5 feet, whichever is greater, should be ignored in skin friction
capacity computations. (3) For caissons designed using hard rock skin friction in capacity determination, we recommend noting the
assumed hard rock embedment depth on the plans for inspection purposes. (4) The design values in this table are reduced below
commonly used values for sound rock due to the severe weathering of the bedrock encountered during the exploration.
Because existing conditions cannot be fully determined in advance, the design must
accommodate possible changes. Caissons should be inspected individually during construction to
confirm that they will achieve the required depth/capacity. A shaft-by shaft evaluation of the soil
and/or rock conditions is required to confirm adequate support without undue movement. If
competent or fractured rock is encountered during construction, above the plan depths, a field
adjustment to the shaft length may be performed. However, the shaft lengths must achieve the
minimum embedment depths required for lateral loading (if applicable). For inspection purposes, it
is helpful to have the design load noted for each caisson; therefore, we recommend that the
Structural Engineer consider incorporating such notation on the foundation plans.
We recommend that the contractor be required to provide drilling equipment capable of
producing a torque of 1 million inch-pounds with a downward pressure of at least 50,000 pounds
on the drill at full crowd. In any case, drilling equipment should have adequate power to
excavate the maximum diameter shaft, to a depth of 20 percent beyond the depths shown on
the plans.
Since the shafts are expected to require penetration into weathered rock or rock, the
definition of these materials will be important from a cost standpoint. Weathered rock shall be
described as material that is not penetrable with conventional earth augers (1 inch or less of
penetration in 5 minute) at full crowd and requires the use of rock auger with hardened cutting
bits. Rock is defined as a rate of penetration of less than 1 inch in a 15-minute period using a rock
auger with hardened cutting bits.
The shafts should be cased during construction to allow safe working conditions and to
provide a quality installation. Since groundwater will be encountered above the anticipated
termination depth of the shaft, the casing will have to be sealed off in the soft weathered rock or
rock to reduce groundwater and mud inflows. Pumping should also be expected.
Caissons should be evaluated via a drilled test hole, advanced to a depth of 2 times the
shaft diameter (6 feet minimum) below the shaft bottom, once advancement of the drilled shaft to
the bearing elevation/material is complete. Using a steel "scratch" rod, the test hole should then be
evaluated by PSI in order to assess the fracturing and continuity of the material below the shaft
bottom. If unsuitable material is detected, it may be necessary to deepen the caisson to penetrate
through the unsatisfactory material. The proposed bearing surface should be generally level,
which should also be verified by a representative of PSI prior to placement of concrete in the
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shaft. Once PSI completes a bearing material check, the bottom of the excavation should be
thoroughly cleaned before concrete is placed.
We recommend using concrete with a 28-day compressive strength of 4,000 psi or greater
if recommended by the Structural Engineer. During the placement of concrete we recommend
that the slump of the concrete be between 4 and 6 inches for concrete placed "in the dry" where
there will be no pulling of casing. The slump should be 5 to 7 inches if casing will be pulled, or
the shaft is exceptionally heavily reinforced. The slump should be between 7 and 9 inches for
concrete that is to be placed by tremie or pumping methods, and the maximum aggregate size
should be % inch. This will allow for proper distribution of the concrete and limit the potential for
segregation and air pockets. When a tremie is used, the tremie pipe should be embedded in
fresh concrete a minimum of 3 to 5 feet throughout concrete placement.
If groundwater accumulates in the drilled shaft prior to concrete placement, a tremie pipe
should be utilized to place concrete; however, a clean shaft bottom should be confirmed prior to
concrete placement. Precautions should be taken to prevent contamination of initial concrete with
water. Additionally, the bottom of the tremie should be maintained at least five feet below the top of
the concrete. Concrete placement operations should be observed by PSI.
Project specifications should require that, prior to commencing concreting operations on
each shaft, the contractor should have a sufficient volume of concrete onsite to complete the
caisson construction. This will reduce the likelihood of delays during concrete placement
operations that could impair shaft continuity.
4.5.3 Auger-Cast Piles
It is our opinion that auger-cast piles are also a suitable foundation support system for
the proposed structure. Auger-cast piles (a.k.a. cast-in-place, cast-insitu, grout-injected,
intruded, or auger press piles) are deep foundation elements that are constructed by advancing
continuous-flight, hollow-stemmed augers into the subgrade and injecting grout as the augers
are removed. For a typical 18-inch diameter auger-cast pile bearing on bedrock, we recommend
an allowable capacity of 400 kips per pile.
Grout used in constructing the piles should have a minimum compressive strength of
6,000 psi and be placed with a positive displacement pump with a minimum displacement
pressure of 350 pounds per square inch (psi). During the forming of the pile, the minimum
required pump strokes per linear foot of pile, as determined by pump calibration and load test,
shall be achieved. Pressure of the grout during pumping is to be maintained between 75 and
150 psi and the pump should have an easily visible pressure gauge. If the pressure falls below
75 psi, the auger should be advanced to a point 3 feet lower than the elevation at which the
pressure loss occurred. The auger hoisting equipment shall be capable of withdrawing the
auger smoothly and at a constant rate. If the auger jumps upward during withdrawal, if the
process is interrupted, or if there is decreased grouting pressure, the auger should be reinserted
at least 3 feet below the point in question and the pumping process continued.
All auger-cast pile rigs should be equipped with automated monitoring equipment to
electronically measure and record the incremental grout placement, which is the single most
important parameter in installation control. The leads should be marked for the purpose of
measurement of auger penetration, at a minimum of 1-foot intervals, in such a manner that the
elevation of the auger tip can easily be determined from observations made at the ground level.
Auger flights should be continuous and have a nominal outside diameter equal to the pile's
design diameter. A plug should be provided at the point of discharge for protection of the
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hollow shaft during augering. Excessively worn augers should not be used. The bit should be a
bottom discharge type or should discharge at a point below the auger cutting teeth. Cutting
teeth should periodically be replaced as they wear.
We recommend a minimum spacing between adjacent auger-cast piles of 3 pile
diameters, center-to-center. Augered cast-in-place piles will require special attention during
construction to assure that recently placed pile grout is not damaged by adjacent pile
installation. A minimum edge-to-edge spacing of at least six pile diameters should be
maintained between piles installed on the same day.
We recommend that detailed field records be maintained by a geotechnical engineer to
verify pile type, location, length, diameter, tip and butt elevations, the quantity of grout actually
pumped into each pile hole, and any pertinent remarks. Grout volumes should be monitored
both by recording actual pump displacement and by observing the time rate of auger
withdrawal. Compressive strength of the grout should be confirmed by casting, curing, and
testing grout cubes on a regular basis. We request that we be allowed to review the
contractor's proposed equipment and installation procedure prior to mobilization and
construction.
Total settlements for this type of foundation, considering the estimated loading and
subsurface conditions, is anticipated to be less than %-inch; however, this should be verified by
the pile designer.
4.6 Floor Slab Recommendations
In order to provide uniform support beneath any proposed floor slab-on-grade, we
recommend that floor slab be underlain by a minimum of 6 inches of open-graded crushed
stone, such as No. 57 stone. In designing the concrete slab-on-grade, we recommend using a
modulus of subgrade reaction of up to 130 pci.
The crushed rock is also intended to provide a capillary break to limit migration of
groundwater through the slab. Additional protection against moisture vapor transmission
(through the slab) is recommended. A vapor retarding membrane, sealed with waterproof tape
at the joints, penetrations (such as for utilities), and tears should be incorporated into the design
per the manufacturer's specifications.
The precautions listed below should be closely followed for construction of slabs-on-grade.
These details will not prevent the amount of slab movement, but are intended to reduce potential
damage should some settlement of the supporting subgrade take place.
Cracking of slabs-on-grade is normal and should be expected. Cracking can occur not only
as a result of heaving or compression of the supporting soil, but also as a result of concrete
curing stresses. The occurrence of concrete shrinkage cracks, and problems associated
with concrete curing may be reduced and/or controlled by limiting the water to cement ratio
of the concrete, proper concrete placement, finishing, and curing, and by the placement of
crack control joints at frequent intervals, particularly, where re-entrant slab comers occur.
The American Concrete Institute (ACI) recommends a maximum panel size (in feet) equal
to approximately three times the thickness of the slab (in inches) in both directions. For
example, joints are recommended at a maximum spacing of 12 feet assuming a four-inch
thick slab. We also recommend that control joints be scored three feet in from and parallel
to all foundation walls. Using fiber reinforcement in the concrete can also control shrinkage
cracking.
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• Some increase in moisture content is inevitable as a result of development and associated
landscaping; however, extreme moisture content increases can be largely controlled by
proper and responsible site drainage, building maintenance and irrigation practices.
All backfill in areas supporting slabs should be moisture conditioned and compacted as
described earlier in this report. Backfill in all interior and exterior utility line trenches should
be carefully compacted.
• Exterior slabs should be isolated from the building. These slabs should be reinforced to
function as independent units. Movement of these slabs should not be transmitted to the
building foundation or superstructure.
4.7 Below-Grade Walls
The proposed parking deck will include below-grade walls that will act as earth retaining
structures. These retaining walls are expected be constructed with cast-in-place concrete or pre-
cast concrete panels.
To reduce hydrostatic pressure on the wall(s), we recommend that a free-draining backfill
material be used behind the wall. In designing the wall, we recommend using the following earth
pressure coefficients, which are estimated for the subgrade soils encountered during the
exploration. For walls that are restrained from lateral movement at the top, such as the case with
basement walls, we recommend the use of the "at-rest" condition. The below recommendations are
for a drained condition and assume that water will not be allowed to accumulate behind the wall by
means of a drainage system(s).
Table 4: Retaining Wall Design Data
Material Internal Angle Moist Unit Active At-Rest Passive

Group
of Friction, (°)
Weight, y ,
K. ,
K. ,
Kp
Symbol c
SM 30 125 0.33 0.50 3.00
ML 26 115 0.39 0.56 2.56
#57 Stone 36 120 0.26 0.41 3.85
Notes: (1)A coefficient of sliding friction of 0.35 can be used for foundations bearing on the sands and silts
encountered at the site, respectively. (2) These lateral earth pressure recommendations are for backfill placed
against a retaining structure without a slope or consideration of line loads or surcharges.
It should be understood that the estimated values presented above are ultimate and no
factor of safety has been applied. We recommend a minimum factor of safety of 2 or more be
used when computing restraining forces because no strength tests have been performed on the
backfill materials. The previously recommended soil parameters are average values based on
our experience. Triaxial shear tests of soils in this geologic region indicate that there could be
potential scatter of about 30 percent in soil parameters. Remolded triaxial shear tests on
retaining wall backfill are necessary to obtain more precise design parameters. This testing
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Charlotte, North Carolina PSI Project 460-65063C
was not included in the present scope of work. If authorized, we will perform laboratory tests to
obtain site-specific design parameters.
Regardless of the material utilized to backfill the below-grade walls, we recommend that a
drain consisting of a 4-inch diameter, perforated plastic pipe be placed behind the wall, at the top of
footing level. This drain should be installed with adequate fall (elevation change) to route water to
daylight under gravity flow.
4.8 Seismic Site Classification
The project site is located within a municipality that employs the 2006 N.C. State
Building Code (effective July 1, 2006), which is an amended adoption of the International
Building Code, (2003 edition). As part of this code, the design of structures must consider
dynamic forces resulting from seismic events. These forces are dependent upon the magnitude
of the earthquake event as well as the properties of the soils that underlie the site. As part of
the procedure to evaluate seismic forces, the code requires the evaluation of the Seismic Site
Class, which categorizes the site based upon the characteristics of the subsurface profile within
the upper 100 feet of the ground surface. To define the Site Class for this project, we have
interpreted the results of soil test borings drilled within the project site and estimated appropriate
material properties below the base of the borings to a depth of 100 feet, as permitted by Section
1615.1.1 of the code. The estimated soil properties were based upon our experience with
subsurface conditions in the general site area.
Based upon the recorded SPT N-values recorded in the field exploration, the support
soils within the site are consistent with the characteristics of a Site Class "C" as defined in Table
1615.1.1 of the building code. The associated USGS-NEHRP (2002) probabilistic ground
acceleration values and site coefficients for the general site area were obtained on the USGS
geohazards webpage (http://earthquake.usgs.gov/research/hazmaps/design) and are presented
in Table 5 below.
Table 5: Ground Motion Values*

Period (seconds) Spectral Response
Acceleration** %
Site Coefficients
PGA 14.81 ---
0.2 SS 32.75 Fa 1.20
1.0 S, 10.79 F„ 1.69
*2% Probability of Event in 50 years for Latitude 35.153689 and Longitude -80.841178.
**At 8-C interface.
The Site Coefficients, Fa and F„ presented in the above table were also obtained from the
noted USGS webpage, as a function of the site classification and mapped spectral response
acceleration at the short (Ss) and 1-second (Si) periods, but can also be interpolated from IBC
Tables 1615.1.2(1) and 1615.1.2(2).
For sites that are classified as Seismic Design Category C, D, E or F, which is contingent
upon the Seismic Use Group, the code requires an assessment of slope stability, liquefaction
potential and surface rupture due to faulting or lateral spreading. Detailed evaluations of these
factors were beyond the scope of this study. However, the following table presents a qualitative
assessment of these issues considering the site class, the subsurface soil properties, the
groundwater elevation and probabilistic ground motions.
17
Proposed 8-Level Parking Deck at The Capitol
Charlotte, North Carolina
Table 6: Qualitative Seismic Site Assessments
October 19, 2007
PSI Project 460-65063C
Hazard Relative Risk Comments
The subsurface profile within the upper 66 feet of
Liquefaction Low the ground surface contains relatively stiff and
medium dense materials, with sufficient fines that
are not typically susceptible to liquefaction.
Based on the grading plans, 2H:1 V fill slopes are
planned for the west side of the site. Such slopes
Low to could potentially be compromised during a seismic
Slope Stability* Moderate event, depending on fill types and crest loading
conditions. To assess the risk of failure during such
an event, a slope stability evaluation would be
necessary.
Surface Rupture Low No known active faults are known to underlie the
site.
*A slope stability analysis, including it's stability during a seismic event, was beyond the scope of work.
18
Proposed 8-Level Parking Deck at The Capitol October 19, 2007
Charlotte, North Carolina PSI Project 460-65063C
5.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by
PSI and design details furnished by Crescent Resources for the proposed project. If there are any
revisions to the plans for this project or if deviations from the subsurface conditions noted in this
report are encountered during construction, PSI should be notified immediately to determine if
changes in the foundation, or other, recommendations are required. If PSI is not retained to
perform these functions, PSI cannot be responsible for the impact of those conditions on the
performance of the project.
The geotechnical engineer warrants that the findings, recommendations, specifications, or
professional advice contained herein have been made in accordance with generally accepted
professional geotechnical engineering practices in the local area. No other warranties are implied
or expressed.
After the plans and specifications are more complete, the geotechnical engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents. At that
time, it may be necessary to submit supplementary recommendations. This report has been
prepared for the exclusive use of Crescent Resources for the specific application to the proposed 8-
level parking deck at The Capitol in Charlotte, North Carolina.
19
BORING LOCATION DIAGRAM
SONN?
i
E
oAr-
L
IL .
R
7
A
p ?
11

i
BORING LOGS
(with Core Logs)
BORING LOG
Report No.: 460-65063C
Information
[Aw To Build On
DATE: October 20, 2006 Engineering - Consulting - Testing
Project: The Capitol - 8-Level Parking Deck
Client: Crescent Resources Location: Charlotte, North Carolina
Boring No.: B- 1
I
Total
h 56.2'

Surface Elev: 667 (approx.)

Location Diagram: See Figure #1 .
Type of Boring: HSA Equipm't: D50 TX Started: 10/12/06 Completed: 10/12/06 Driller: RDD

Approx.
Elevation**
Depth**
DESCRIPTION OF MATERIALS
(Cla
sifi
ti
n)
Sample
Bl
* Sample
Depth N VAL UE (bpf) A
PL /oMC LL
N
s
ca
o ows (Feet)
2 5 10 20 30 40 50 60 80
666
8 0
2 TOPSOIL 1
0 A
. . .
FILL - Red/Brown, Clayey SILT (MH) with 3-5-5 2.5
10
rootlets and slight organic odor - moist. 4-7-10 3.5 17
661.0 6.0 5.0
FILL - Brown and Gray, Clayey SILT (MH) 4-6-7 6.0 • 13
with gravel
and some organics (and organic 7
5
,
odor) -moist.
5-5-6 .
8.5 •:
...... .......:...:...:.....
....:...:...
..:........
11
10.0 :
.
654.0 13.0
ALLUVIAL - Very Stiff, Tan and Light Gray,
5-9-11 13.5
1
0 A
.....:...:....: -
20
Silty Lean CLAY (CL) - moist. 5.
648
0 19
0
. . 8
8
9 18.5 .A 17
ALLUVIAL - Very Stiff
Tan and Gray
Silt -
- 20
0
,
,
y .
644.5 22.5 Fat CLAY (CH) with rootlets - moist.
RESIDUAL - Medium Dense
Brown
Tan
23
,
, .5
and Black
Micaceous
Silty Fine to Medium
ty 10-12-16
2
......
....
....
...
...
.... ;....:....:...:..; ..:
..
.. 28
,
, 5.0 .
.
.
.
:
:
.
639.5 27.5 SAND (SM) - moist.
Very Dense
Dark Gray
Silty Fine SAND 28
5 :
,
,
(SM) - moist 20-20-35 . :A 55
. 30.0

23-25-30 33.5 A_
....
:
.
.
:
:
;
:
:
:
:
. 55
35.0 .
.
. ..
. ...
..
....
..
....
...
..
...
.
.......
628
0 39
0
. .
SOFT WEATHERED ROCK - Sampled as
25 " 38.5

39.4
100
Tan and Black, Silty SAND (SM).
622
8 44
2 43
5
. . 7-5 . 100
Auger Refusal @ 44.2 feet 43.7 .....:...:....:.... ......................
Boring advanced with NQ2 coring tools from
44.2 to 56.2 feet. Please see attached core
boing log.
610.8 56.2
Coring Terminated @ 56.2 feet
Groundwater:
0 Hour - 22.3 feet
24 Hour -19.6 feet; Caved at 25.2 feet
-NUmoer or Diows requreo Tor a 14u iD nammer dropping 3l1" to dnve 2" O.D., 1.375" 1. D. sampler a total of 18 inches in three 6" increments. The sum of the last
two increments of penetration is termed the standard penetration resistance, N. **Depths and elevations rounded to the nearest tenth of a foot.
DATE: OCTOBER 12, 2006
CORE BORING REPORT
PSI PROJECT: PTC II I.D. NO.: 460-65063C BORING NO.: B-1 LOGGED BY: STEEGE
DESCRIPTION: THE CAPITOL - 8 LEVEL PARKING DECK DRILLER: SEILER
LOCATION: Charlotte, North Carolina COLLAR ELEVATION: 667. FT TOTAL DEPTH: 56.2 FEET SHEET: 1 of 1

Elev.
ft
Depth
(ft) Drill
Rate
min./ft Run
Length
ft REC
(ft)
% RQD
(ft)
%
Sample
#
FIELD CLASSIFICATION AND REMARKS
622.8 FT 44.2 FT
622.80 44.20 2.00 0.00 0.00 44.2 TO 46.3 FEET: WEATHERED ROCK - NO RECOVERY
0.0% 0.0% R
U
N
1
620.80 46.20
620.80 46.20 5.00 3.60 2.40 46.3 TO 49.9 FEET: VERY SLIGHTLY WEATHERED, MODERATELY HARD, GRAY, MAFIC METAVOLCANICS. CLOSE TO
MODERATELY CLOSE FRACTURE SPACING. LOW AND HIGH ANGLE FRACTURES WITH IRON OXIDE STAINING.
72.0% 48.0% R
U
N

2 49.9 TO 52.3 FEET: WEATHERED ROCK - NO RECOVERY
615.80 51.20
615.80 51.20 5.00 3.85 3.85
77.0% 77.0% U 52.3 TO 56.2 FEET: VERY SLIGHTLY WEATHERED, HARD, GRAY, GRANODIORITE. CLOSE TO WIDE FRACTURE
SPACING. LOW ANGLE FRACTURES WITH SOME IRON OXIDE STAINING.
N
3
610.80 56.20 610.8 FT 56.2 FT
CORING TERMINATED AT 610.8 FT (56.2 FT)

DRILLING EQUIPMENT:
Dietrich 0-50TX with manual hammer
HOLE ADVANCEMENT:
NSA from 0.0 to 44.2 feet using 2.25' hollow stem augers
Casing set at 44.2 feet. NQ2 coring tools 44.2 to 56.2 feet. NOTES:
BORING LOG
Report No.: 460-65063C
N , Information
/r To Build On
DATE: October 20, 2006 Engineering - Consulting - Testing
Project: The Capitol - 8-Level Parking Deck
Client: Crescent Resources Location: Charlotte, North Carolina
Boring No.: B-2
Total
epth 38.0' 1
D

Surface Elev: 664 (approx.)

Location Diagram: See Figure #1 .
Type of Boring: HSA Equipm't: D50 TX Started: 10/12/06 Completed: 10/12/06 Driller: RDD

Approx.
El
ti
"
Depth**
DESCRIPTION OF MATERIALS
Cl
if
ti
Sample
Bl
' Sample
a Depth
p N VAL UE (bpf) A
PL /oMC LL
N
eva
on (
ass
ica
on) ows (Feet) 2 5 10 20 30 405060 80
663
8 0
2 TOPSOIL 1
0
. . . A
FILL - Tan, Brown and Gray, Clayey Sandy 8-11-13 2 5 24
SILT (ML) - moist. 7-11-13 3.5
16 A

24
O.U A

656
0
8
0

6-7-8

6.0 ,

15
. . 7
5
RESIDUAL - Very Stiff to Very Hard, Brown 5-12-14 .
8.5 ?A
......:...:....:...:...:.....:..............:. 26
and Tan, Clayey Sandy SILT (ML). 10.0
1
8-10-14 3.5
1
0 1r 24
5. .
9-11-18 18.5 ...:.
. . . 29
20.0
23
5
10-15-22 .
. ..;....
..
.....:....:....:. ...... 37
25.0
2 .
15-30-38 8.5 68
30.0 ............ ...
.
. . . .
629.5 34.5 20-38 33.5 100

626.0

38.0
SOFT WEATHERED ROCK - Sampled at
Brown, Sandy SILT (ML) - moist.
50/4" 34.8 ............................. .
Auger Refusal @ 38 feet
Groundwater:
0 Hour - 22.3 feet
24 Hour - 19.5 feet
°Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments. The sum of the last
two increments of penetration is termed the standard penetration resistance, N. "Depths and elevations rounded to the nearest tenth of a foot.
BORING LOG
Report No.: 460-65063C
mb Information
To Build On
DATE: October 20, 2006 Engineering - Consulting - Testing
Project: The Capitol - 8-Level Parking Deck
Client: Crescent Resources Location: Charlotte, North Carolina

Boring No.: B-3 Total
Depth 48.1'
Surface Elev: 663 (approx.)
Location Diagram: See Figure #1 .
Type of Boring: HSA Equipm't: D50 TX Started: 10/12/06 Completed: 10/12/06 Driller: RDD
Sample N VAL UE (bpf) A
Approx.
El
ti
** Depth** DESCRIPTION OF MATERIALS
Cl
if
ti Sample
Bl
* Depth PL /oMC LL N
eva
on (
ass
ica
on) ows (Feet)
2 5 10 20 30 405060 80
FILL - Brown/Gra
Sand
Elastic SILT (MH)
y,
y 1.0 y
18
660
0 3
0 with small rock fragments
rootlets - moist 12-9-9 2
5
. . .
, .
FILL - Brown/Red and Gray, Sandy Elastic 3-4-6 3.5 10
657.0 6.0 SILT (MH) and Fat CLAY (CH) - moist to wet. 5.0
FILL -Brown/Red and Gray, Clayey Sandy
4-4-9
6.0
13
SILT (ML) with some rock fra
me
ts
moist 7
5
g
n
-
. .

651.0 12.0 10.0
RESIDUAL - Hard and Very Stiff, Tan/Gray,
13
5
Fine Sandy SILT (ML) - moist. 12-15-20 .
15
0
................................:....:...:..:.:..:.. 35
.
18
5 A
6-8-10 .
20
0 ..... .........
.... 18
.
23
5
20-25-20 .
25
0 ..... :.......:.. 0.:.....

.:.......
..
...
....
.. 45
. .
.
.
634
0 29
0 28
5
. . SOFT WEATHERED ROCK - Sampled as
35 5015" .

29.4

..... :..:....:...:...:.......:.

100
Brown/Gray, Silty Fine SAND (SM) - moist to
wet.
33
5
!16 35 .
;
: 100
"

50/5
34.4
......
...................
....
..
38
5

37 6014" . 100
39.3
.:.......:............................
.....

bu7b 43.5 100
43.9 .................................
614.9 48.1
Auger Refusal @ 48.1 feet
Groundwater:
0 Hour - 22.5 feet
24 Hour - 19.6 feet
-Numoer or DHOWS requrea Tor a 14u iD nammer aropping Ju" to anve "l' U.U., 1A15" I.U. sampler a total of 18 inches in three 6" increments. The sum of the last
two increments of penetration is termed the standard penetration resistance, N. **Depths and elevations rounded to the nearest tenth of a foot.
BORING LOG
Report No.: 460-65063C
AN Information -Wi; l 'E To Build On
Engineering - Consulting - Testing
DATE: October 20, 2006
Project: The Capitol - 8-Level Parking Deck
Client: Crescent Resources Location: Charlotte, North Carolina
Boring No.: B-4 De tlh 48.5' Surface Elev: 662 (approx.) Location Diagram: See Figure #1 .
Type of Boring: HSA Equipm't: D50 TX Started: 10/12/06 Completed: 10/12/06 Driller: RDD
Sample N VAL UE (bpf) A
Approx.
El
ti
** **
Depth** DESCRIPTION OF MATERIALS
Cl
ifi
ti Sample
Bl
*
Depth PL /oMC LL
N
eva
on (
ass
ca
on) ows t)
2 5 10 20 30 40 50 60 80
FILL - Brown
Sand
SILT (ML) with small
,
y 1.0
659
0 3
0 rock fragments - moist 6-7-11 2 18
. . . .5
FILL - Gray/Brown, Clayey Sandy SILT (ML) 5-6-6 3.5 12
655
5 6
5 with some small rock fragments - moist. 5.0
. . 6
11 6
0 y 18
654
0 8
0 RESIDUAL - Ver
Stiff
Tan/Gra
Cla
e -7- .
. . ,
y,
y
y
y 7
5
Sandy SILT (ML) - moist. 8-16-32 .
8
5 ' 48
Hard to Very Hard, Brown/Gray, Fine Sandy .
10
0 ...... .......
...:..:.......... .........
SILT (ML) - moist. .

12-24-40 13.5
1
0 .....:...:...:. ?.:.....:....:.
. 64
5.
18
25-28-26 .5
20
0 ..
......:...:. 54
.
638
0 24
0 23
5
. . .
? 100

SOFT WEATHERED ROCK - Sampled as
24.4 .........
.
Brown/Gray, Sandy Silt (ML).
28
5
' 100
50/5"
29.4
.............................
628.2 33
8
.
Auger Refusal @ 33.8 feet 33.5

33.8

0
00
Boring advanced with NQ2 coring tools from
33.8 to 48.5 feet. Please see attached core
boring log.
613.5 48.5
Coring Terminated @ 48.5 feet.
Groundwater:
0 Hour - 24.3 feet; Caved at 30.2 feet
24 Hour - 21.7 feet
5 Day - 19.8 feet
Number of blows required tor a 14U lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments. The sum of the last
two increments of penetration is termed the standard penetration resistance, N. **Depths and elevations rounded to the nearest tenth of a foot.
DATE: OCTOBER 12, 2006
CORE BORING REPORT
PSI PROJECT: PTC II I.D. NO.: 460-65063C BORING NO.: B4 LOGGED BY: STEEGE
DESCRIPTION: THE CAPITOL - 8 LEVEL PARKING DECK DRILLER: SEILER
LOCATION: Charlotte, North Carolina COLLAR ELEVATION: 662. FT TOTAL DEPTH: 48.5 FEET SHEET: 1 of 1

Elev.
(ft)
Depth
ft Drill
Rate
min./ft Run
Length
ft REC
(ft)
% ROD
(ft)
%
Sample
#
FIELD CLASSIFICATION AND REMARKS
628.2 FT 33.8 FT
628.20 33.80 2.20 1.70 0.00 33.8 TO 48.5 FEET: MODERATE TO MODERATE SEVERELY WEATHERED, SOFT TO MODERATELY HARD, DARK
BROWN/GRAY, MARC METAVOLCANICS. CLOSE TO VERY CLOSE FRACTURE SPACING. LOW AND HIGH ANGLE
77.3% 0.0% R
U FRACTURES WITH IRON OXIDE STAINING.
N
1
626.00 36.00
626.00 36.00 5.00 5.00 0.00
100.0% 0.0% R
U
N
2
621.00 41.00
621.00 41.00 5.00 5.00 1.70
100.0% 34.0% R
U
N
3
616.00 46.00
616.00 46.00 2.50 2.30 0.50
92.0% 20.0% R
U
N
4
613.50 48.50
CORING TERMINATE 613.5 FT (48.5 FT)

DRILLING EQUIPMENT:
Dietrich D-50TX with manual hammer
HOLE ADVANCEMENT:
HSA from 0.0 to 33.8 feet using 2.25" hollow stem augers
Casing set at 33.8 feet. NC2 coring tools 33.8 to 48.5 feet. NOTES:
BORING LOG
Report No.: 460-65063C
~?li Information
/r To Build On
DATE: October 20, 2006 Engineering - Consulting - Testing
Project: The Capitol - 8-Level Parking Deck
Client: Crescent Resources Location: Charlotte, North Carolina
Boring No.: B- 5
9 Total 24.0'
Depth Surface Elev: 663

(approx.) Location Diagram: See Figure #1 .
Type of Boring: HSA Equipm't: D50 TX Started: 10/12/06 Completed: 10/12/06 Driller: RDD

Approx.
Elevation**
Depth-
DESCRIPTION OF MATERIALS
(Classification)
Sample
Bl
* Sample
Depth N VAL UE (bpf) A
pL /oMC LL
N
ows (Feet)
2 5 10 20 30 405060 80
FILL - Brown/Tan
Cla
e
Sand
SILT (ML)
,
y
y
y
with trace to some small rock fragments -
6-9-8 1.0
ti
17
2.5
moist. 6-8-11 3.5
.
:
: 19
657.0 6.0 5.0 ....
....
.........
...
655
0 8
0 FILL -Brown, Clayey Sandy SILT (ML) with 6-9-14 6.0 23
. . trace rootlets
small wood fragments -moist 7
5
,
.
RESIDUAL (POSSIBLE FILL) - Ver
Stiff 7-10-16 .
8.5 ti
.. ...
.....
...
...
...
....
. 26
651.0 12.0 ,
y
Tan and Gray, Clayey Sandy SILT (ML) with 10.0 :
.
.
.
:
.
some Fat CLAY (CH) seams -moist.
:
RESIDUAL - Hard, Brown and Tan, Clayey 10-17-28 13.5
1
0 ?.....:.A

...:...:..:..:.
45
646.0 17.0 Sandy SILT (ML) - moist. 5.
Very Dense, Tan/Gray, Clayey Fine to
Coarse SAND (SC) - moist. 21-22-34 18.5
: 56

641.0
22.0 20.0 .........
.
639.0 24
0 SOFT WEATHERED ROCK - Sampled as
. Tan/Gray, Silty SAND (SM). 23
8
Auger Refusal @ 24 feet
Groundwater:
0 Hour - Dry; Caved at 21.4 feet
24 Hour - Dry .
- Numoer OT Diows required tor a i40 id nammer dropping ;3u" to dnve 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments. The sum of the last
two increments of penetration is termed the standard penetration resistance, N. **Depths and elevations rounded to the nearest tenth of a foot.
BORING LOG L : I nformation
/To Build On
Report No.: 460-65063C DATE: October 20, 2006 Engineering - Consulting - Testing
Project: The Capitol - 8-Level Parking Deck
Client: Crescent Resources Location: Charlotte, North Carolina
Boring No.: B-6 To

tal 66.3'
Depth

Surface Elev: 666 (approx.)

Location Diagram: See Figure #1 .
Type of Boring: HSA Equipm't: D50 TX Started: 10/13/06 Completed: 10/13/06 Driller: RDD

Approx.
**

Elevation

Depth**
DESCRIPTION OF MATERIALS

(Classification)
Sample

Bl
* Sample

Depth N VAL UE (bpf) A
PL /oMC LL

N
ows (Feet) 2 5 10 20 30 405060 80
665
8 0
2 TOPSOIL
. . 1.0 A
FILL - Brown/Gray, Elastic SILT (MH) with 4-4-4 2.5 8
small rock fragments, trace rootlets - moist to 4-5-6 3.5 •
:
: 11
660.0 6.0 wet. 5.0 ..............
.....
...
658
0 8
0 FILL -Red/Brown/Gray, Elastic SILT (MH) 3-4-5 6.0 A
9
. . with rootlets
small wood fra
ments - moist 7
5
,
g
. 4
4
6 .

655.0

11.0

FILL - Red/Brown, Sandy Fat CLAY (CH) with -
-
8.5
. 10
small rock fragments - moist. 10.0
652.2 13.8 RESIDUAL - Tan/Brown
Clayey Sandy SILT

651.7
14.3
:• • ,
jr
(ML) - moist.
5016-- 13.5

14.0

............:..........:....:.....
.... 100
" RESIDUAL Boulder.
Medium Dense, Brown and Tan, Silty Fine to
Coarse SAND (SM) - moist to wet. 5-5-9 18'5
20
0
. 14
.
2

5-8-9 3.5
.
:
: ;
:
:
17
639.0 27.0 25.0 ....
...
....
...
.... ........
Medium Dense, Brown, Silty Fine SAND (SM)
.: - moist to wet. 9-12-15 28.5
:
:
:
:
. 27
30.0 ...................
.....
...
....
......
.........
•: 10-9-11 33.5 : 20

629.0
37.0 35.0 .....
.
.
Hard to Very Hard, Gray and Brown, Fine
Sandy SILT (ML) - moist to wet. 15-19-29 38'5 :
:
:
: 48
40.0 ...............:................
....
...
.........:..
15-29-30 43.5
:
' 59

617
0

49
0 45.0 ......
. ......
.
.....
. .
SOFT WEATHERED ROCK - Sampled as

Fine Sandy SILT (ML). 48.5

49.5

........................:...; ...
100
53.5
54.0

58
5
..... .......:. ................

1 0
0
.
58.8
63
5
......:...:....:...:..:.....:....:....:...: 100

599.7
66.3 50/2" .
63.7 ...........................:.................. 100
Auger Refusal @ 66.3 feet
Groundwater:
0 Hour - 24.3 feet; Caved at 29.1 feet
24 hour - 23 feet
rvumuei ui uiuws requireu ror a i40 io hammer dropping 3u° to anve z•• u.D., 1.315" I.D. sampler a total of 18 inches in three 6" increments. The sum of the last
two increments of penetration is termed the standard penetration resistance, N. **Depths and elevations rounded to the nearest tenth of a foot.
ROCK CORE PHOTOGRAPHS
The Capitol - 8 Level Parking Deck
Charlotte, North Carolina
PSI Project No. 460-65063C
LABORATORY TEST RESULTS
Rock Core Compression Test Results (ASTM D7012-04. Method C)
Core ID B-1 B-4 B-8
Sample Depth (ft) 47 - 47.3 47.2-47.5 50.2-50.6
Core Length (in) 4.279 4.292 4.561
Core Dia. (in.) 1.99 1.97 1.99
Max. Load (lb) 32,790 2,060 2,240
Cross-Sectional
Areas . in. 3.11 3.05 3.11
Compressive
Strength (psi) 10,543.408 675.410 720.257
Rock cores prepared in general accordance with ASTM D4543-04.
LIQUID AND PLASTIC LIMITS TEST REPORT
110
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LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %<#40' %<#200 uscs
• Fat CLAY 90 24 66 97.0 86.1 CH
• Clayey SAND 51 19 32: 67.5 47.6 SC
? Sandy SILT 49 28 21 8010 68.8 ML

Project No. 460-65063 Client: 'Crescent Resources Remarks:
Project: Piedmont Town Center Phase II &III Received 643.7%a Moisture
¦Received aa) 15.6% Moisture

* Source: B-
1 'Elev./Depth: 18.5'- 24' • Received @ 25.0%> Moisture
¦ Source: B- 5 EIevJDepth: 18,5'- 20'
A Source: B-9 EIev.lDepth 1' - 2.51
Professional Service Industries, Inc.
Charlotte, NC
Report No.
Particle Size Distribution Report
M1'4AI'M C171= _ mm
SOIL DATA
+31,
% Gravel
Coarse
Fine
Coarse
% Sand
Medium
Fine
% Fines
Sift
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SOIL DATA
SYMBOL
SOURCE
SAMPLE
DEPTHNO. ft
Material Description
USCS
0
B-1
183- 20'
Fat CLAY
CH
B-5
185- 20'
Clayey SAND
SC
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B-9
V- 2.5'
Sandy SILT
ML
Professional Service Client: Crescent Resources
Industries, Inc, Project: Piedmont Town Center`Pbase 11 & III

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SITE PHOTOGRAPHS

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GENERAL NOTES
s
GENERAL NOTES
SAMPLE (DENTFICATION
TERMS (COHESNE SOIL*
Very Sell
Soft
Firm (Medium)
Still
Very SK
Hard
Very Hard
The Willed Soil Clanillcation System (1SCS) Is used to idendfy all soil samples unless
otherrvko noted.
RELATNE DENSITY & CONSISTENCY CLASSIFICATIONS
TERMS ZION-COHESR(E SOILS) STANDARD PENETRATION RESISTANCE
Very Loose 0-4
Loose 5-10
Medium Dense 11 - 30
Dense 30-50
Very Dense Over 50
PARTICLE SIZE
SOIL CLASSIFICATION KEY
Rock ¦ Asphalt
Weathered Rock Concrete
® Rubble Fig Material
Topsoil Or" (Fill
Boulders 81n. + Coarse Sand 5 mm - 0.6 mm SIR 0.074 mm - 0.005 mm
Cobbles 6 In. - 3 In. Medium Sand 0.6 mm - 0.2 mm Clay Less than 0.005 mm
Gravel 3 in. - 5 mm Firm Sand 0.2 mm - 0.074 mm

DRILLING SYMBOL KEY

Auger Probe Q Groundwater @
A N Value Plotted Liquid Limit (LL) &
H Plastic Limit (PQ
_ Time of Drilling
Plotted
Undisturbed Sample
. = Groundwater @ Moisture Content HSA- Hollow Stem Auger Drilling
(Shelby Tube) _ 24+ Hours Plotted (Mc%) WD - Wash Drilling
MUD - Mud Drilling
11r r01711at1011
TO Build On
Englaeodng • Consrrhing - Tosd"
STANDARD PENETRATION RESISTANCE
0-2
3-4
5-8
9-15
16-30
31 - 50
Over 50

M1 SO/ SAND (SM)
® Sandy or Silty
CLAY (CL)
(LOW Plesucim

Clayey SAND (SC)
VXA
® Sandy or SOW
CLAY (CH)
VZA (Nigh Ptaat?cso
Peony Oreded SAND Sandy SILT (MLA
(SP) fl] (Low Ef ft#A
Weq Orsded SAND Clayey SLT (MH)
mm ® (H1W? EhMk#A

J,
GEOTECHNICAL ENGINEERING
SERVICES REPORT
PROPOSED 12-STORY MIXED-USE BUILDING
THE CAPITOL
Carnegie Boulevard
Charlotte, North Carolina
PSI Project 460-65063A (Revised)
Prepared For:
CRESCENT RESOURCES
400 South Tryon Street, Suite 1300
Charlotte, North Carolina 28201-1003
October 26, 2007

GEOTECHNICAL ENGINEERING SERVICES REPORT
PROPOSED 12-STORY MIXED-USE BUILDING
AT THE CAPITOL
Carnegie Boulevard
Charlotte, North Carolina
PSI Project No: 460-65063A (Revised)
Prepared For:
CRESCENT RESOURCES
400 South Tryon Street, Suite 1300
Charlotte, North Carolina 28201-1003
Prepared By
PROFESSIONAL SERVICE INDUSTRIES, INC.
5021 West W.T. Harris Boulevard
Charlotte, North Carolina 28269
October 26, 2007

Donald W. Br r-,1nr`E.
Geotechnical Department Manager
G. Pete Singh, P.E.
District Manager
M% 92%
w%wo
s

TABLE OF CONTENTS
1.0 SYNOPSIS ........................................................................................................................1
2.0 PROJECT INFORMATION .............................................................................................:.2
2.1 Project Authorization & History .............................................................................. 2
2.2 Project Description ................................................................................................2
2.3 Purpose and Scope of Services ............................................................................ 3
3.0 SITE AND SUBSURFACE CONDITIONS ........................................................................4
3.1 Site Location and Description .............................................................................. ..4
3.2 Site Geology ........................................................................................................ ..4
3.3 Field Services ...................................................................................................... ..5
3.4 Laboratory Testing Program ................................................................................ .. 5
3.5 Subsurface Conditions ........................................................................................ .. 6
3.6 Groundwater Information ..................................................................................... ..6
4.0 EVALUATION AND RECOMMENDATIONS .................................................................. ..8
4.1 Site Preparation ................................................................................................... ..8
4.2 Groundwater ........................................................................................................ ..8
4.3 Construction Considerations ............................................................................... .. 9
4.4 Fill Selection, Placement and Compaction .......................................................... 10
4.5 Foundation Recommendations ........................................................................... 10
4.6 Floor Slab Recommendations ............................................................................. 11
4.7 Below-Grade Walls .............................................................................................. 12
4.8 Seismic Site Classification .................................................................................. 13
5.0 REPORT LIMITATIONS .................................................................................................15
Appendix
Boring Location Diagram
Boring Logs
Laboratory Test Results
Subsurface Profile
Site Photographs
General Notes
•
1.0 SYNOPSIS
Professional Service Industries, Inc., (PSI) has completed a geotechnical evaluation at the
site of the proposed 12-story mixed-use building at The Capitol development in Charlotte, North
Carolina. Our findings, conclusions, opinions and recommendations with regard to site
development are summarized in this section.
1. In brief, the project will consist of the construction of a 12-story mixed-use building,
with an additional basement level. Other portions of the development will include two
parking decks.
2. This exploration for the 12-story mixed-use building consisted of six soil test borings
that were extended to depths ranging from approximately 32'/2 to 73'/2 feet below
the current ground surface.
3. Subsurface conditions at the site generally consist of fill soils underlain by alluvial
soils (at one of the six borings), residual soils, weathered rock and hard rock.
4. Groundwater was encountered in all of the six borings performed at the site at
depths ranging from approximately 19'/4 to 38 feet below the existing grade, or
elevations ranging from approximately 645 % to 626 feet.
5. In general, the site appears suitable for the proposed development, provided that
the engineering recommendations herein are implemented.
6. The site meets the criteria for a Seismic Site Class "C".
7. The results of the field testing program and geotechnical analysis indicate that a
Geopier-supported spread foundation is a suitable foundation system for the support
of the structure given the heavy loading.
The owner/designer/contractor should not rely solely upon the synopsis, and must read and
evaluate the entire contents of this report prior to utilizing our engineering recommendations in the
preparation of design and construction documents. PSI cannot be responsible for the interpretation
or implementation of this report by others. PSI should be retained to perform sufficient services to
determine compliance with the recommendations in this report. Detailed analyses of subsurface
conditions and pertinent design recommendations are included in the following sections of this
report. A boring location diagram, site photographs, boring logs and laboratory test results are
presented in the Appendix.

i
Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
2.0 PROJECT INFORMATION
2.1 Project Authorization & History
This report presents the results of a geotechnical evaluation for the proposed 12-story
mixed-use building at The Capitol (formerly referred to as Piedmont Town Center Phases 2) in
Charlotte, North Carolina. Our original services were authorized by Mr. Tim Dison of Crescent
Resources by means of signed PSI Proposal No. 460-650112 (Revised), dated September 21,
2006. Our recent work was conducted under PSI Change Order No. 460-65063-1 dated October 4,
2007.
PSI originally conducted a subsurface exploration and assessment in October 2006 for an
18-story mixed-use (office/condominium) building in the northern portion of the subject property.
Those findings and recommendations were provided in PSI Report No. 460-65063A, dated October
27, 2006. As mentioned above, at that time the development was referred to as Piedmont Town
Center Phases 2 and 3. Since that time, development plans changed and the proposed mixed-use
building was reduced to 12-stories (with a basement level) and shift to the central portion of the
property. This area of the site was not previously evaluated with test borings so additional
exploration and analyses were requested for this new building location.
2.2 Project Description
PSI was provided with a site plan in Adobe Acrobat (PDF) format that presents the
proposed building configuration. The provided drawings were prepared by ColeJenest & Stone
(dated October 1, 2007).
The Capitol development will include a 12-story mixed-use building structure with a footprint
of roughly 25,000 square feet (width varies from about 64 to 135 feet, with a total length of about
240 feet). No finished floor elevations (FFE) were available at the time of this report; therefore, we
have assumed for the purpose of this assessment that the basement service level will be about 10
feet below the current grade (approximate FIFE of 656 feet). Although no construction details were
provided at the time of this report, we expect that the proposed structure will consist of steel
construction. No structural loading conditions were available at the time of this proposal; however,
based on our experience with similar sized structures, we based our settlement analyses on a
maximum column load of 1,400 kips.
The information presented in this section was used in the evaluation. Estimated loads and
corresponding foundation sizes have a direct affect on the recommendations, including the type of
foundation, the allowable bearing pressure, and the estimated settlement. In addition, estimated
subgrade elevations and cut/fill depths can also have a direct affect on the provided
recommendations. If any of the noted information is incorrect or has changed, please inform PSI so
that we may amend the recommendations presented in this report, if appropriate. If PSI is not
retained to perform this function, PSI can not be responsible for the impact of the changes on the
performance of the project. The same applies to traffic loading estimates and their impact to our
pavement recommendations.
2

Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
2.3 Purpose and Scope of Services
The purpose of this geotechnical evaluation was to determine pertinent subsurface
conditions at this site in order to provide conclusions and recommendations regarding the design of
foundation system(s) and other geotechnical aspects and to provide construction guidelines with
regards to our understanding of the proposed site development. For this project, the following
scope of services was performed:
• Contacted local utility locating service (NCOCC) to locate existing underground
public utilities;
• Performed a site reconnaissance and reviewed the geologic and surface conditions
of the site;
• Located and advanced six soil test borings within the proposed 12-story mixed-use
building footprint;
• Prepared a Boring Log for each test location describing the types of soil and/or rock
encountered and other pertinent information;
• Prepared a boring location diagram and subsurface profiles for reference.
• Performed laboratory tests on selected soil samples in order to determine, in-situ
moisture contents, moisture-plasticity relationships (Atterberg Limits), and sieve
analysis including washed #200;
• Conducted a geotechnical engineering evaluation of the available data to provide
recommendations regarding foundation type and soil bearing capacity, estimated
settlement, lateral earth pressures, slab-on-grade design parameters, and IBC
seismic site classification (based on N-values to the depths explored); as well as
general construction considerations pertaining to shallow rock conditions,
excavation, fill selection and placement and groundwater elevations.
• Prepared this engineering report presenting all data, boring/core logs, observations
and recommendations.
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic materials in the soil, bedrock, surface
water, groundwater, or air, on or below or around this site. Any statements in this report or on
the boring logs regarding odors, colors, unusual or suspicious items or conditions are strictly for
the information of the client.
As dictated by the agreed scope of work, PSI did not provide any service to investigate
or detect the presence of moisture, mold or other biological contaminants in or around any
structure, or any service that was designed or intended to prevent or lower the risk of the
occurrence of the amplification of the same.
3
Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Location and Description
This geotechnical evaluation considers the site for the proposed 12-story mixed-use
building, which will be located to the west of the southwest corner of Carnegie Boulevard in
Charlotte, North Carolina. Carnegie Boulevard is a "loop" type road adjacent to the west side of
Barkley Downs and north of Fairview Road.
At the time of our site visit, the ground surface across this portion of the site was generally
flat with grass and gravel covering. The ground surface beyond the western edge of the site
sloped downward to the west at an inclination estimated to be about 2H:1V (horizontal: vertical). In
the southwest corner of the site, a drainage feature was observed with flow toward the southwest.
PSI was provided with existing topographic information at the time of the original field work in
October 2006; however, this information did not appear to be accurate within the northern site, then
or now. Based on surveying measurements performed by PSI, the relief (difference in elevation
between the highest and lowest points) within the proposed building footprint is about 3 feet.
Numerous underground utilities, including water, sewer, phone and power, were located in the
eastern portion of the northern site.
At the time of our drilling operations, the ground surface was paved and our equipment
experienced no difficulty moving across the site.
3.2 Site Geology
The project site is located within Mecklenburg County, North Carolina, and lies within the
Charlotte Belt of the Piedmont Physiographic Province of the eastern United States. This province
is characterized by broad, gently rolling ridges formed on the stronger bedrock of the area.
Between these ridges, lowlands and drainage areas are formed on the less resistant bedrock. The
Piedmont is a complex assemblage of igneous (volcanic and plutonic) and sedimentary rocks that
were generally formed during the Late Proterozoic Era and the Early Cambrian Period
(approximately 550 to 900 million years ago). During and subsequent to formation these rocks were
subjected to several major tectonic events, including plate collisions, folding, faulting, and igneous
intrusions, that resulted in the uplift and metamorphism of the preexisting rocks. The tectonic
activity generally stopped about 200 to 250 million years ago and erosional forces have formed the
current ground surface. Review of the USGS Geologic Map of the Charlotte 1 ° by 2° Quadrangle
(1988, by Goldsmith, Milton and Horton) indicates that the site area is underlain primarily by
metamorphic rocks, primarily meta quartz diorite and meta volcanic rock of late Proterozoic to Early
Cambrian age. In addition, a large mass of plutonic, intrusive, igneous rock comprised of Silurian to
Ordovician age granodiorite outcrops across much of the Charlotte, North Carolina area.
Residual soils are the result of in-place physical and chemical weathering of the parent
bedrock. In this area residual soils generally consist of an upper layer of fine-grained SILT or CLAY
underlain by Sandy SILT or Silty SAND. The sand content generally increases with depth.
Separating the residual soil from the underlying parent bedrock is typically a transition zone of high
consistency material referred to as weathered rock. Weathered rock is subdivided into two classes
by the N.C. State Building Code: Soft Weathered Rock (SWR) and Hard Weathered Rock (HWR).
Soft Weathered Rock is defined as "broken or partially weathered rock with standard penetration
resistance (ASTM D1586) between 50 blows per six inches and 50 blows per inch". Hard
4
s
Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
Weathered Rock is defined as "broken or partially weathered rock normally having Standard
Penetration resistances (ASTM D1586) in excess of 50 blows per inch".
The weathering processes that produced the residual soils and partially weathered rock
were extremely variable, due to such factors as rock type and mineralogy, past groundwater
conditions, and the tectonic history of the specific area (resulting in localized fractures, joints and
faults within the bedrock). Differential weathering of the parent bedrock has resulted in highly
variable subsurface conditions, and can include abrupt changes in soil type and consistency over
relatively short horizontal and vertical distances. Furthermore, depths to rock can also be highly
variable; and suspended boulders, discontinuous rock layers/lenses, or rock pinnacles can be
present within the residual soils and transitional zones of soft weathered rock.
3.3 Field Services
The subsurface conditions at the parking deck site were evaluated in October 2007 with six
soil test borings within the proposed building footprint. All six of the borings were extended to auger
refusal material or well into weathered rock. The number and location of the borings were
determined by PSI and then located in the field using the provided site plan and the onsite features
for reference. A boring location diagram (Figure No. 1), which indicates the approximate boring
locations, is presented in the Appendix of this report.
Soil test borings were advanced at this site utilizing a ATV-mounted CME-550 drilling rig
using hollow-stemmed, continuous-flight augers. All boring and sampling operations were
conducted in general compliance with ASTM D 1586. At regular intervals, soil samples were
obtained with a standard 2-inch O.D. split-barrel sampler. The sampler was rested on the bottom of
the borehole and driven to a penetration of 18 inches (or a maximum of 50 blows in 6 inches) with
blows of a 140-pound hammer falling 30 inches. The first 6 inches of sampler penetration is
considered seating, and the sum of the second and third 6-inch increments of penetration (or
fraction thereof) is termed the Standard Penetration Resistance (N-values).
3.4 Laboratory Testing Program
The soil samples obtained during the drilling operation were sealed in labeled containers,
and transported to our office. Representative samples were selected and tested in the laboratory to
determine material properties for our evaluation. The samples were observed and visually
classified by a geotechnical engineer in accordance with ASTM D 2488. The Boring Logs are
followed by General Notes that explain the terms used in classification. Unless notified to the
contrary, all samples will be disposed of after 2 months.
In addition to the visual classification of the soil samples, moisture content determination
(ASTM D 2216), sieve analysis including washed #200 (ASTM D 422), and moisture-plasticity
relationship (Atterberg Limits) (ASTM D 4318) tests were conducted on selected samples. The
results of this testing at this site, are included in the Appendix of this report.
5

Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
3.5 Subsurface Conditions
Details of subsurface conditions encountered by the field exploration program are shown on
the individual Boring Logs (B-11 through B-16) included in the Appendix of this report. The boring
elevations shown on the logs were surveyed in the field by representatives of PSI using sewer
manhole rim elevations presented on the provided site plan for reference.
The following subsurface description is of a generalized nature, provided to highlight the
major soil strata encountered. The logs should be reviewed for specific information as to individual
boring locations. The stratification of the soils/rock, as shown on the logs, represents the conditions
in the actual test locations; therefore, variations may occur and should be expected between
borings. Lines of demarcation represent the approximate boundary between subsurface materials,
and the transition may be gradual. It should be noted that, whereas the test borings are drilled and
sampled by experienced drillers, it is sometimes difficult to record changes in stratification within
narrow limits, especially at great depths. In the absence of foreign substances, it is also difficult to
distinguish between discolored soils and clear soil fill. A brief description of the soils encountered at
this site is presented in this section.
Initially, a thin layer of topsoil ranging from approximately 1 to 2 inches in thickness was
encountered in four of the six borings (B-11, B-13, B-15 and B-16). Although only 1 to 2 inches of
topsoil was encountered in these borings, deeper pockets may exist in unexplored areas of the site.
Please note that the term topsoil is a general designation given to soil with elevated organic
content. No laboratory testing was performed on the topsoil to determine its organic content;
therefore, we cannot comment on the topsoil's applicability for use in horticultural applications. An
approximately 8-inch gravel layer was encountered at the surface in boring B-12.
Fill soils were encountered from the ground surface in boring B-14 or underlying the topsoil
layer in the remainder of the six borings, to depths ranging from approximately 3 to 8 feet below the
existing grade. The fill generally consisted of Clayey SILT (MH) and Sandy SILT (ML) with lesser
amounts of Fat CLAY (CH). In addition, the fill contained gravel and some rootlets, wood fragments
and other organic matter. The Standard Penetration Resistances (N-values) within the fill were
erratic and ranged from 4 to 27 blows per foot (bpf).
Residual soils were encountered underlying the fill soils in all six borings. The residual soils
encountered generally consisted Sandy SILTS (ML) and Silty SANDS (SM); however, borings B-12
and B-13 encountered a thin layer of Fat CLAY (CH) and Clayey SAND (SC), respectfully, directly
beneath the fill. The N-values within the residuum ranged from 6 to 92 bpf.
Soft weathered rock (SWR) was encountered below the residual soils in all of the borings at
depths ranging from approximately 17 to 49 feet below the existing grade. The weathered rock
consisted of weathered granodiorite and metavolcanic rock, which were sampled as a Silty Fine
SANDS. All of the borings were terminated in weathered rock while only borings B-12 and B-16
were advanced to auger refusal. Auger refusal at these two locations were encountered at depths
of approximately 55 to 32'/2 feet, respectively.
3.6 Groundwater Information
Groundwater level measurements were recorded at the time of completion of drilling and
approximately 1 day after drilling at some of the borings performed at the site. Groundwater
was encountered in all six of the borings at the approximate depths and elevations presented in
Table 1.
6
Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
Table 1: Groundwater Measurements

Boring 0-Hr Reading 24-Hr Reading Approx.
Elevation
ft, MSS
B-11 23 --- 642
B-12 213/4 19'/4 645%
B-13 25'/4 --- 642%
B-14 23 20%2 646'/2
B-15 38* (TOD) --- 626*
B-16 22'/4 --- 6433/4
TOD = Time of drilling
Borehole cave-in prevented measurement after drilling was complete.
The groundwater levels presented in this report are the levels that were measured at the
time of field activities and fluctuation should be anticipated. We recommend that the Contractor
determine the actual groundwater levels at the time of construction to determine groundwater
impact on the construction procedures.
7

Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
4.0 EVALUATION AND RECOMMENDATIONS
The evaluation and recommendations presented in this report are based on the data
obtained from the field exploration and laboratory testing programs, information regarding the
proposed construction, and our knowledge of geotechnical engineering.
4.1 Site Preparation
Prior to construction, all vegetation, pavement (including stone base), underground utilities,
construction materials/debris or any other deleterious materials must be removed from within the
proposed building area. The crushed stone associated with the existing pavements, which will be
removed during stripping can be stockpiled for future use in construction entrances or as project fill
provided it can be segregated from asphalt, soil or any other unsatisfactory constituents.
The on-site soils, including those encountered at the proposed lower level elevation, contain
sufficient amounts of silt and/or clay to render them moisture sensitive. These materials will
become unstable when exposed to excess moisture and construction equipment operating over
them. If the surface soils become softened/unstable during wet weather or excavation to/below the
groundwater table, or frozen during the winter months, these soils should be removed before
additional fill is placed. Therefore, these soils should be protected from excessive moisture and
excavation/site preparation operations should not be performed during or immediately following
periods of high precipitation. The ground surface within the construction limits should be graded so
that surface water flows away from the site. It is recommended that the surface of all fill areas be
sealed with a smooth-wheel roller at the completion of each day's earthwork activities. Further
protection of the site should include the construction of temporary ditches, berms or other surface
water diversion devices in order to divert surface water from and not across the site.
An "all-weather' surface may be necessary for heavy construction traffic to reduce
degradation of the subgrade during construction. Options for stabilizing all weather surfaces
include compacted crushed stone or chemical (cement or lime) stabilization. Construction traffic
should be limited in areas that are unprotected after precipitation events.
4.2 Groundwater
Based on information collected during our recent fieldwork, groundwater was encountered
in this area at depths ranging from about elevation 642 to 646'/2, with static groundwater at about
elevation 646. Although the region is currently experiencing an ongoing drought, the groundwater
levels in the recent borings are consistent with those recorded on-site in 2006 (generally within 1-
foot). Given the depth to groundwater, we do not expect that groundwater will impact the excavation
to the planned lower level and the construction of the basement slab (concrete pavement);
however, wet or saturated soil strata could still be encountered in isolated areas, as a result of
perched (trapped) groundwater. We anticipate that the groundwater inflows from such sources can
be handled using conventional pumping techniques from the point of seepage or sump pit.
It is important to remember that if construction grading begins during the wet season
(typically considered November through April in this region), the difficulties handling water will be
much greater than if it begins during the dry season.
8
Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
4.3 Construction Considerations
Based on the data available from the borings, it appears that excavations to reach finished
subgrade for the below grade parking level will generally encounter medium dense to very dense
soils. Weathered rock and bedrock are not expected to be encountered above this elevation unless
in isolated lenses or boulders. Weathered rock and/or rock were encountered at elevations shown
in Table 2.
Table 2: Approximate Weathered Rock and Hard Rock Elevations
Boring
No. Ground Surface
Elevation (feet) Weathered Rock
Elevation (feet) Auger Refusal
Elevation (feet)
B-11 665 633 NE to 606.5
B-12 665 621 610
B-13 668 619 NE to 604'/4
B-14 667 627'/2 NE to 593'/2
B-15 664 645 NE to 620'/2
B-16 666 649* 633'/2
NE = Not Encountered. "Very dense soils encountered from about 7 to 12 feet.
In evaluating grading considerations, please keep in mind that subsurface conditions,
particularly the level and location of rock, whether in boulder or massive form, vary erratically in the
Piedmont Geologic Province of which Mecklenburg County and this site are parts. Therefore,
additional rock may be encountered at shallow depths. If large boulders or massive rock is
encountered during the grading operations between boring locations, blasting may be necessary to
facilitate removal. In addition, confined excavations such as utility trenches are more likely to
require rock excavation techniques than large open cuts. All excavations should be sloped or
shored in accordance with applicable OSHA regulations.
In Federal Register Volume 54, No. 209 (October 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, Part 1926, Subpart P." This document was issued to better
insure the safety of workmen entering trenches or excavations. It is mandated by this federal
regulation that all excavations, whether they be utility trenches, basement excavations, or footing
excavations, be construction in accordance with the reviewed OSHA guidelines. It is our
understanding that these regulations are being strictly enforced and if they are not closely followed,
the owner and the contractor could be liable for substantial penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to maintain
stability of both the excavation sides and bottom. The contractor's responsible person, as defined
in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's
safety procedures. In no case should slope height, slope inclination, or excavation depth, including
utility trench excavation depth, exceed those specified in local, state, and federal safety regulations.
9
Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
We are providing this information solely as a service to our client. PSI is not assuming
responsibility for construction site safety or the contractor's activities; such responsibility is not being
implied and should not be inferred.
4.4 Fill Selection, Placement and Compaction
After completion of the site preparation, the placement of any fill required to achieve
finished subgrade level can proceed. Any material utilized as fill should not contain rocks
greater than 3 inches in diameter or greater than 30% retained on the %-inch sieve. Fill
material should not contain more than 3% (by weight) of organic matter or other deleterious
material. Typically, the Plasticity Index (PI) for the material should not exceed 25, and the
Liquid Limit (LL) for the material should not exceed 50 (Unified Soil Classifications of GW, GM,
GC, SW, SM, ML and some SC and CL), as determined by Atterberg Limit (AL) testing (ASTM
D4318). Structural fill should possess a maximum dry density (MDD) of at least 95 pounds per
cubic foot (pcf) as determined by the Standard Proctor Compaction Test (ASTM D 698). We
recommend allowing PSI to evaluate the proposed borrow material for suitability, prior to the start of
construction.
Fill soils should be placed in loose lifts of eight inches or less in thickness when using
conventional large rollers. When using small hand-tamping equipment, lifts should be limited to 6
inches (loose). All controlled fill should be compacted to at least 98% of the material's maximum dry
density, as determined by the Standard Proctor Compaction Test (ASTM D 698). The moisture
content of the controlled fill should be maintained within 3% of the material's optimum moisture
content as determined by the Standard Proctor Compaction Test.
It is recommended that the placement and compaction of the fill be monitored by a soil
technician, working under the direction of the Geotechnical Engineer, to document that the specified
degree of compaction is being obtained. We recommend a minimum of one test per 2,000 square
feet (per lift) within the building area. Trench backfill should be tested with a minimum of one test
per 150 linear feet (per lift) of trench.
4.5 Foundation Recommendations
Based on the anticipated foundation loads and the available soil bearing capacity,
conventional soil-supported spread footings are expected to undergo excessive settlement
(estimated up to 1'/2 to 2 inches). As such, we recommend that a Geopier Rammed Aggregate
Pier TM (RAP) Intermediate Foundation System be used to reinforce the foundation soils on this
site to support the conventional spread footings.
The Geopier support elements are constructed by drilling a hole to create a cavity,
removing a volume of compressible subsoil materials, then building a bottom bulb of clean,
open-graded stone while vertically pre-stressing and pre-straining subsoils underlying the
bottom bulb. The Geopier shaft is built on top of the bottom bulb, using well-graded highway
base course stone placed in thin lifts (12 inches compacted thickness) above groundwater
levels. For shaft portions that may exist within water, clean open-graded aggregate is used.
Densification of the bottom bulb and of the undulating shaft lifts is accomplished by using the
impact ramming action of a modified hydraulic hammer. The tamper consists of a special steel
alloy shaft and a round, beveled tamper head. The beveled tamper head assists in transferring
force laterally during impact densification, resulting in pushing of aggregate against the confined
walls of the cavity. The nature of the soil is to "push back", creating significant lateral pressure
buildup in the matrix soil resulting in lateral confinement to the Geopier elements. In addition to
10
Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
increasing shear resistance at the Geopier element perimeter, the increased horizontal stress in
the matrix soil improves the matrix soil and makes it stiffer.
Assuming a planned FIFE of approximately 656, a preliminary analysis of a Geopier-
supported spread footing foundation system, indicates that Geopier elements are expected to
develop a minimum support capacity of 115 kips. Consequently, spread footings bearing on the
Geopier elements can be sized for a composite bearing pressure of 9,000 psf and possibly as high
as 10,000 psf. With column loads of 500 to 2,000 kips, the Geopier element lengths are expected
to be in the range of 10 to 15 feet, and the estimated maximum total settlement will be less than 1
inch.
In addition to bearing support and settlement control, the Geopier elements can provide
significantly higher resistance to sliding and also constructed with hardware to provide resistance to
uplift. Depending on the size of footing, and the number and length of Geopier elements for the
specific footing, the allowable uplift capacity per 30-inch diameter element is expected to be in the
range of 25 to 35 kips. Depending on the dead load acting on the footing, and the Geopier to
footing area ratio, the high friction angle of the compacted elements could provide for an ultimate
composite unit friction coefficient of up to 1.0. The final design for sliding resistance will need to
consider an appropriate factor of safety.
The licensed Geopier foundation installer in the Mid-Atlantic region, GeoConstructors, Inc.
of Leesburg Virginia, would install the Geopier elements for this project with design provided by
GeoStructures, Inc. GeoStructures, with offices in North Carolina, Virginia, and Pennsylvania will
design the Geopier elements for to support the proposed structure within the structural design
tolerances (i.e., settlement potential, sliding resistance, uplift capacity, etc.). The patent holder,
Geopier Foundation Company, Inc, will provide internal peer review and final design approval.
GeoStructures' regional office (919-859-5535) should be contacted to provide a preliminary
design analysis of a Geopier system to support the structure. Upon completing the preliminary
analysis, GeoStructures can provide a design/construction cost estimate including the estimated
time to install the Geopier elements. The estimate should include the cost to provide a full-scale
Geopier Modulus Load Test to verify design assumptions. The load test provides a conservative
measure of the stiffness of the Geopier element and will provide quality control guidelines for the
Geopier installation procedures. The Modulus Load Test will be performed in the general area of
the site considered to be representative of the most critical soil condition. However, on small-scale
projects with light top of Geopier stresses, it may be possible to omit the Modulus Test.
We recommend that PSI be retained to monitor the Geopier installer's operations as a
Quality Assurance service. PSI's services will supplement the installer's internal Quality Control
program. Together, the QA and QC programs will monitor drill depths, Geopier element lengths,
average lift thickness, installation procedures, aggregate quality and densification of lifts. These
items will be documented for each Geopier element installed, to provide a complete installation
report.
4.6 Floor Slab Recommendations
In order to provide uniform support beneath any proposed floor slab-on-grade, we
recommend that floor slab be underlain by a minimum of 6 inches of open-graded crushed
stone, such as No. 57 stone. In designing the concrete slab-on-grade, we recommend using a
modulus of subgrade reaction of up to 130 pci.
11
Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
The crushed rock is also intended to provide a capillary break to limit migration of
groundwater through the slab. Additional protection against moisture vapor transmission
(through the slab) is recommended. A vapor retarding membrane, sealed with waterproof tape
at the joints, penetrations (such as for utilities), and tears should be incorporated into the design
per the manufacturer's specifications.
The precautions listed below should be closely followed for construction of slabs-on-grade.
These details will not prevent the amount of slab movement, but are intended to reduce potential
damage should some settlement of the supporting subgrade take place.
Cracking of slabs-on-grade is normal and should be expected. Cracking can occur not only
as a result of heaving or compression of the supporting soil, but also as a result of concrete
curing stresses. The occurrence of concrete shrinkage cracks, and problems associated
with concrete curing may be reduced and/or controlled by limiting the water to cement ratio
of the concrete, proper concrete placement, finishing, and curing, and by the placement of
crack control joints at frequent intervals, particularly, where re-entrant slab corners occur.
The American Concrete Institute (ACI) recommends a maximum panel size (in feet) equal
to approximately three times the thickness of the slab (in inches) in both directions. For
example, joints are recommended at a maximum spacing of 12 feet assuming a four-inch
thick slab. We also recommend that control joints be scored three feet in from and parallel
to all foundation walls. Using fiber reinforcement in the concrete can also control shrinkage
cracking.
• Some increase in moisture content is inevitable as a result of development and associated
landscaping; however, extreme moisture content increases can be largely controlled by
proper and responsible site drainage, building maintenance and irrigation practices.
All backfill in areas supporting slabs should be moisture conditioned and compacted as
described earlier in this report. Backfill in all interior and exterior utility line trenches should
be carefully compacted.
• Exterior slabs should be isolated from the building. These slabs should be reinforced to
function as independent units. Movement of these slabs should not be transmitted to the
building foundation or superstructure.
4.7 Below-Grade Walls
The proposed parking deck will include below-grade walls that will act as earth retaining
structures. These retaining walls are expected be constructed with cast-in-place concrete or pre-
cast concrete panels.
To reduce hydrostatic pressure on the wall(s), we recommend that a free-draining backfill
material be used behind the wall. In designing the wall, we recommend using the following earth
pressure coefficients, which are estimates for common wall backfill material. For walls that are
restrained from lateral movement at the top, such as the case with basement walls, we recommend
the use of the "at-rest" condition. The below recommendations are for a drained condition and
assume that water will not be allowed to accumulate behind the wall by means of a drainage
system(s).
12
Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
Table 4: Retaining Wall Design Data
Material Internal Angle Moist Unit Active, At-Rest, Passive,
Group of Friction, (°) Weight, Y I. Ko Kp
Symbol
SM 30 125 0.33 0.50 3.00
#57 Stone 36 120 0.26 0.41 3.85
Notes: (1)A coefficient of sliding friction of 0.35 can be used for foundations bearing on the sands and silts
encountered at the site, respectively. (2) These lateral earth pressure recommendations are for backfill placed
against a retaining structure without a slope or consideration of line loads or surcharges.
It should be understood that the estimated values presented above are ultimate and no
factor of safety has been applied. We recommend a minimum factor of safety of 2 or more be
used when computing restraining forces because no strength tests have been performed on the
backfill materials. The previously recommended soil parameters are average values based on
our experience. Triaxial shear tests of soils in this geologic region indicate that there could be
potential scatter of about 30 percent in soil parameters. Remolded triaxial shear tests on
retaining wall backfill are necessary to obtain more precise design parameters. This testing was
not included in the present scope of work. If authorized, we will perform laboratory tests to
obtain site-specific design parameters.
Regardless of the material utilized to backfill the below-grade walls, we recommend that a
drain consisting of a 4-inch diameter, perforated plastic pipe be. placed behind the wall, at the top of
footing level. This drain should be installed with adequate fall (elevation change) to route water to
daylight under gravity flow.
4.8 Seismic Site Classification
The project site is located within a municipality that employs the 2006 N.C. State
Building Code (effective July 1, 2006), which is an amended adoption of the International
Building Code, (2003 edition). As part of this code, the design of structures must consider
dynamic forces resulting from seismic events. These forces are dependent upon the magnitude
of the earthquake event as well as the properties of the soils that underlie the site. As part of
the procedure to evaluate seismic forces, the code requires the evaluation of the Seismic Site
Class, which categorizes the site based upon the characteristics of the subsurface profile within
the upper 100 feet of the ground surface. To define the Site Class for this project, we have
interpreted the results of soil test borings drilled within the project site and estimated appropriate
material properties below the base of the borings to a depth of 100 feet, as permitted by Section
1615.1.1 of the code. The estimated soil properties were based upon our experience with
subsurface conditions in the general site area.
Based upon the recorded SPT N-values recorded in the field exploration, the support
soils within the site are consistent with the characteristics of a Site Class "C" as defined in Table
1615.1.1 of the building code. The associated USGS-NEHRP (2002) probabilistic ground
acceleration values and site coefficients for the general site area were obtained on the USGS
geohazards webpage (http://earthcluake.usgs.gov/research/hazmaps/design) and are presented
in Table 5 below.
13
Proposed 12-Story Mixed-Use Building at The Capitol
Charlotte, North Carolina
October 26, 2007
PSI Project 460-65063A (Revised)
Table 5: Ground Motion Values*
Period (seconds) Spectral Response
Acceleration** (%g) Site Coefficients
PGA 14.81 ---
0.2 SS 32.75 Fa 1.20
1.0 S1 10.79 F, 1.69
*2% Probability of Event in 50 years for Latitude 35.153689 and Longitude -80.841178.
**At B-C interface.
The Site Coefficients, Fa and F, presented in the above table were also obtained from the
noted USGS webpage, as a function of the site classification and mapped spectral response
acceleration at the short (Ss) and 1-second (Si) periods, but can also be interpolated from IBC
Tables 1615.1.2(1) and 1615.1.2(2).
For sites that are classified as Seismic Design Category C, D, E or F, which is contingent
upon the Seismic Use Group, the code requires an assessment of slope stability, liquefaction
potential and surface rupture due to faulting or lateral spreading. Detailed evaluations of these
factors were beyond the scope of this study. However, the following table presents a qualitative
assessment of these issues considering the site class, the subsurface soil properties, the
groundwater elevation and probabilistic ground motions.
Table 6: Qualitative Seismic Site Assessments
Hazard Relative Risk Comments
The subsurface profile within the upper 73'/2 feet of
Liquefaction Low the ground surface contains relatively stiff
materials, with sufficient fines that are not typically
susceptible to liquefaction.
Based on the grading plans, 2H:1 V fill slopes are
planned for the west side of the site. Such slopes
Low to could potentially be compromised during a seismic
Slope Stability* Moderate event, depending on fill types and crest loading
conditions. To assess the risk of failure during such
an event, a slope stability evaluation would be
necessary.
Surface Rupture Low No known active faults are known to underlie the
site.
*A slope stability analysis, including it's stability during a seismic event, was beyond the scope of work.
14
Proposed 12-Story Mixed-Use Building at The Capitol October 26, 2007
Charlotte, North Carolina PSI Project 460-65063A (Revised)
5.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by
PSI and design details furnished by Crescent Resources for the proposed project. If there are any
revisions to the plans for this project or if deviations from the subsurface conditions noted in this
report are encountered during construction, PSI should be notified immediately to determine if
changes in the foundation, or other, recommendations are required. If PSI is not retained to
perform these functions, PSI cannot be responsible for the impact of those conditions on the
performance of the project.
The geotechnical engineer warrants that the findings, recommendations, specifications, or
professional advice contained herein have been made in accordance with generally accepted
professional geotechnical engineering practices in the local area. No other warranties are implied
or expressed.
After the plans and specifications are more complete, the geotechnical engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents. At that
time, it may be necessary to submit supplementary recommendations. This report has been
prepared for the exclusive use of Crescent Resources for the specific application to the proposed
12-story mixed-use building at The Capitol in Charlotte, North Carolina.
15
/_1;j J41 111KI
BORING LOCATION DIAGRAM
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BORING LOG tpsE nrmation
To Build On
Engineering - Consulting - Testing
Report No.: 460-65063A DATE: October 15, 2007
Project: The Capitol - Proposed Mixed-Use Building
Client: Crescent Resources Location: Charlotte, North Carolina
Boring No.: B-11 Total 58.6' Surface Elev: 665 (approx.) Location Diagram: See Figure #1 .
Type of Boring: HSA Equipm't: CME550X Started: 10/11/07 Completed: 10/11/07 Driller: SDS

Approx.
El
ti
**

Depth*
DESCRIPTION OF MATERIALS
Cl
ifi
ti
Sample
Bl
* Sample

Depth N VALUE (bpf) A
PL %MC LL
N
eva
on (
on)
ass
ca ows (Feet) 2 5 10 20 30 40 5060 80
664.8 0.2 _ Topsoil 4
4
5 1.0 ? 8
FILL - Brown, Sandy Lean CLAY (CL) with -
- 2.5
659
5 5
5 trace small rock fragments, trace organics - 2-2-2 3.5 ,,,,,,,,,,;,, 4
. -
. moist. 5.0
9
657.0 8.0 _ FILL - Brown/Gray, Sandy SILT (ML) and Fat 6.0
= rootlets
CLAY (CH) with wood fragments
5-8-14 7.5
:....: ...:.. :.... ....:..
...;.
22
653.0 12.0 = ,
,
small rock fragments - moist. 8.5
Clayey Sandy
RESIDUAL - Very Stiff
Gray 10.0 -
_ ,
,
SILT (ML) - moist
_ _
71213
13.5

.....................:....:..:..............
......
5
.
15
0
Medium Dense to Dense, Tan/Gray to Dark
Gra
Silt
Fine SAND (SM) - moist .
18
5
4
.
y,
y 6-12-27 . ...... :...:.
20.0
2
5

12-18-26 3. :A:

......:...:....:.. :...:.....:....:...:..
4
638.0 27.0 - 25.0
Very Hard, Gray/Tan, Sandy SILT (ML) -
28
5
moist. 16-23-36 . ....................
. .
. ... :...: ... ..: .. 59
633.0 _
32.0 = 30.0 .
SOFT WEATHERED ROCK - Samples as Silty 33
5

628.0
37.0 Sand (SM) with rock fragments - moist. 50/2" .
33 7 100
Very Dense, Gray, Silty Sand (SM) with rock
38
5
fragments - moist to wet. 26-30-
36
.
_
?. .;
66
± 40.0
43
5
620.5 44.5 •1 97-9
9 . 100

-
- SOFT WEATHERED ROCK - Samples as

Gray, Silty SAND (SM) with rock fragments - 1

50/5 44.9

48
..........
...... :...:....:..;..;....;

- moist to wet. .5
49.0

..
:...:..........:.....
...... 0

606.4

58.6 _ 53.5
54.0
XZ0
......:.......:......:....:.
0
Boring Terminated at 58.6 feet
Groundwater:
0 Hour - 23 feet; Caved at 42 feet
Backfilled upon completion of drilling as a
safety precaution 50/1" 58.6 100
"NUmDer of DIOWS regwreo for a 14U ID nammer dropping 3u•" to onve 2" U.U., 1.375' I.U. sampler a total of 18 inches in three 6" increments. The sum of
the last two increments of penetration is termed the standard penetration resistance, N. **Depths and elevations rounded to the nearest tenth of a foot.
BORING LOG ~Mi% Information
r To Build On
Report No.: 460-65063A DATE: October 15, 2007 Engineering - Consulting - Testing
Project: The Capitol - Proposed Mixed-Use Building
Client: Crescent Resources Location: Charlotte, North Carolina
Boring No.: B-12 pe 54.9'
I

Surface Elev: 665 (approx.)

Location Diagram: See Figure #1 .
Type of Boring: HSA Equipm't: CME550X Started: 10/11/07 Completed: 10/11/07 Driller: SDS
Sample N VALUE
(bpf)
Approx.
Elevation** **
Depth DESCRIPTION OF MATERIALS
(Classification) Sample
Bl
*
Depth PL
%MC
LL N
ows (Feet)
2 5 10 20 30 405060 80
664.3 0.7 = Gravel (8 inches).
4
6
6 1.0 :A
12
FILL - Brown and Red/Brown, Sandy SILT -
- 2.5
(ML) and Elastic SILT (MH) with trace small 4-4-5 3.5
;.

9
659.0 6.0
rock fragments - moist.
4
4
6 5.0 ? : +

10
657.0 8.0 -
- FILL (Possible Residual) - Red/Brown, Elastic -
- g 0
655.5 9.5 SILT (MH) with trace rootlets - moist. 3-4-6 7 5 ....................... 10
653.0 12.0 RESIDUAL - Firm, Gray, Fat CLAY (CH) with 8.5
-
_ ; rootlets - moist. 10.0
13
5 A:
_ Stiff
T
/B
Cl
S
d
SILT
ML 4-5-7 . """'""""""'""'" 12
,
an
rown,
ayey
an
y
(
) - 15.0
moist.
_ Medium Dense, Brown/Gray, Silty Fine SAND 18.5 t
- 4-6-8 ...... ......... ...............
. 14
(SM) -moist. 20.0 .
_ ' 2
. _
58-10 3.5

...... :...:....:..;...:.............

18
25.0
637.0 28.0
Medium Dense, Brown, Silty Fine to Coarse 4-5-7 28.5 :A
......:.......:..;..;.......... 12
633.0 32.0 = '•'
SAND (SM) - wet.
30.0
Dense, Gray and Brown, Silty Fine SAND (SM)
4
33.5
moist to wet. 10-23-24

...:....... .
:...
. ..
.... 47
- . 35.0 .
.

38.5 A
- • - - ......:...:....:..............._......_..:..:. 57
40.0 ...
621
0 44
0 = 1 4
. .
SOFT WEATHERED ROCK -Samples as Silty
2-8 6016" 3.5
44.5
......:........:..;.......;....:...;...:..
'100
" Fine to Medium SAND (SM) with weathered
- rock fragments - moist. 48
5
- 5 .
48.8 .............:..:..:.... ...... 100
53
5
610.1 54.9 - .
Auger Refusal @ 54.9 feet
Groundwater:
0 Hour - 21.8 feet; Caved at 23.7 feet
24 Hour - 19.2 feet
Backfilled upon completion of drilling as a
safety precaution
rvunwer vi uwws requires rvr a i4u io hammer aropping Su- io anve z- u.u., 1.itb- l.u. sampler a total of 18 inches in three 6" increments. The sum of
the last two increments of penetration is termed the standard penetration resistance, N. **Depths and elevations rounded to the nearest tenth of a foot.
BORING LOG ?i1 Information
W To Build On
Report No.: 460-65063A DATE: October 15.2007 Engineering - Consulting - Testing
Project: The Capitol,- Proposed Mixed-Use Building
Client: Crescent Resources Location: Charlotte, North Carolina
Boring No.: B-13 Total 63.7' Surface Elev: 668 (approx.) Location Diagram: See Figure #1 .
Type of Boring: HSA Equipml: CME550X Started: 10/12/07 Completed: 10/12/07 Driller:' SIDS
Approx. Depth** DESCRIPTION OF MATERIALS Sample Sample PL N /o VAL UE MC (bpf) A
LL

Elevation" "
(Classification)
Blows* Depth N
(Feet)
2 5 10 20 30 405060 80
667.9 0.1 Topsoil
4 1.0 t
FILL - Brown, Clayey Sandy SILT (ML) with -5-4 2.5
A 9
= trace small rock fragments, rootlets and small 2-2- 3.5 5
wood fragments - moist. 5.0 .
?
660.0 0 -
8 -
6
0 10
. .
_ RESIDUAL - Loose, Tan/Gray, Clayey Fine 2.3.3 7.5
; 6

656.0
12.0 -
SAND (SC) -moist.
8.5 ....
. ;
- : Medium Dense, Gray/Brown, Silty Fine SAND 10.0
-
- '
• (SM) - moist.
.
5-8-8 13.5

:
:
:
:
.
:
:
:
:
: 16
15.0 ...
....
...
....
.
..
.....
...
..
......

8-8-9 18.5
:
:
:
_
;
_
:
: 17
_ . • 20.0 ...
....
..
.. _....
..........
..
..
.....
......
' '
_
- •
' _ _

81315 23.5 t

;
:
:
:
:
:

8
25.0 ...
....
..
...
.....:....
..
......
641.0 27.0 -
Dense to Very Dense, Gray/Brown, Silty Fine
to Medium SAND (SM) - moist to wet. 15-19-23 28'
5 .
?
;
;
: 42
- • 30
.0 ........ ....
.... ...
...
..
..
....; .

- ' ' 15-25-30 33.5 :
'
:
: 55
- . ; 35.0 .........
. . .
....
.....
...
.. ..
_

19-28-41 38.5 A
.
:
:
:
:
_
_
69
- 40.0 .....
...
....
..
..
...........
........_....

- 14-22-33 43.5 :
:
:
:
:
: 55
- 45.0 ............
..
..........
..
. ..
...
........
619.0 49.0 . ;

SOFT WEATHERED ROCK - Samples as
29-5014" 48.5

49.3

00
Gray/Brown, Silty Fine to Medium SAND (SM)
_ with weathered rock fragments - moist. 53
5
- .
53.8 .............:.............;.....:..:..... 10
0
58
5
- 50/2 .
58.7 .........:....:..........:....:. 100
604.3 63.7 -
Boring Terminated at 63.7 feet 50/2

Groundwater: 63.7
0 Hour - 25.2 feet; Caved at 26.4 feet
Backfilled upon completion of drilling as a
safety precaution
•-.- _. -_- 1 a - ?u iioiinim, uiuNNmy au Lu unve G v.u., i.oto i.u. sampier a total or 1u inches in three 6" increments. The sum of
the last two increments of penetration is termed the standard penetration resistance, N. **Depths and elevations rounded to the nearest tenth of a foot.
BORING LOG
: Information
PS To Build On
Report No.: 460-65063A DATE: October 15, 2007 Engineering - Consulting - Testing
Project: The Capitol - Proposed Mixed-Use Building
Client: Crescent Resources Location: Charlotte, North Carolina
Boring No.: B-14
Total
epth 73.6'
D

Surface Elev: 667 (approx.)

Location Diagram: See Figure #1 .
Type of Boring: HSA Equipm't: CME550X Started: 10/11/07 Completed: 10/11/07 Driller: SDS
Sample
a N VAL UE (bpf) A
Approx.

Elevation**

Depth** DESCRIPTION OF MATERIALS

(Classification) Sample

Bl
* Depth
PL /oMC LL N
ows (Feet)
2 5 10 20 30 405060 80
= FILL - Brown, Sandy SILT (ML) with trace 1.0
??
664
0 3
0 - D< k f
t
i
t
ll 6-8-9
-8-9 17
. . roc
ragmen
s - mo
.
-,sma
s 2.5

661
5
5
5 RESIDUAL - Stiff, Brown/Gray, Fine Sand
Y 4-5-7 3.5 ,...; ;A 12
. .
_ Fat CLAY (CH) - moist. 5.0
16
_ Medium Dense, Gray, Silty Fine SAND (SM) - 6.0
moist. 6-7-12 7.5 .....;......i.....;....;....;.... 19
8.5
= 10.0

- 6-9-10 13.5
r
:
......:...:....:..:...
.
.
:.
:
:
:

19
650.0 17.0 - ' 15.0 ....
.
..
....
.
..
..
..
Medium Dense, Brown/Gray, Silty Fine to
.
Medium SAND (SM) - moist to wet. 4-6-6 20:0 .
.:
.
.._„_ _.. ,,.. ?_„_ 12
,
,
,,,,.,..
, ,
A
- • 6-5-9 23.5 ......;...< .......:...:.......... ............. 14
25.0
28 :

-
. ;
6-10-13 .5 A
;.. ..
....
.........:....:..;..;..... ..
23
30.0 ..
.....
. .

8-11-16 33.5
......:....
.:
:
.
:
27
35.0 ..
...
........
...... .....
......

627.5 39.5 38.5

SOFT WEATHERED ROCK - Samples as _
..
50/5
39 9

:. . 00

1
Gray and Brown, Silty Fine to Medium SAND
- SM
ith
h 43
) w
(
weat
ered rock fragments - moist to
.5

wet. 0016

44.0

...... :...:....:........ ..:..............
100
48
5

_ .
49.4

.
....
.... ..:...:....:..;........ . 100
-

-
- 53.5

54.3

:......... .........:.
.....
'100
58
5
-
- .
58.9 ......:...:....:...:...:....:....:...:...:..: " 100
63
5
= 5 . :
:
:
:
<
:
: 100
63.7 ......
...
....
..
..
..............
...
..
68
5
- 50/2" . <
'
'
:
:
: 100
68.7 ......
...
....
.........
...........
...
......
593.4 73.6 _
Boring Terminated at 73.6 feet 50/1 73.6 100
Groundwater:
0 Hour - 22.9 feet; Caved at 25.7 feet
24 Hour - 20.6 feet; Caved at 21.4 feet
Backfilled upon completion of drilling as a
safe precaution
yurnuer oT oiows requirea Tor a i4u io nammer aropping su-- to anve z- u.u., 1.3i5° l.u. sampler a total of 18 inches in three 6" increments. The sum of
the last two increments of penetration is termed the standard penetration resistance, N. **Depths and elevations rounded to the nearest tenth of a foot.
BORING LOG INW Information
To Build On
Report No.: 460-65063A DATE: October 15, 2007 Engineering - Consulting - Testing
Project: The Capitol - Proposed Mixed-Use Building
Client: Crescent Resources Location: Charlotte, North Carolina
Boring No.: B-15 Death 43.6' Surface Elev: 664 (approx.) Location Diagram: See Figure #1 .
Type of Boring: HSA Equipmt: CME550X Started: 10/12/07 Completed: 10/12/07 Driller: SDS
Sample N VAL UE (bpf) A
Approx.
Elevation** Depth** DESCRIPTION OF MATERIALS
(Classification) Sample
Bl
* Depth PL /oMC LL N
ows (Feet)
2 5 10 20 30 405060 80
663.9 0.1 Topsoil
13
9
10 1.0
19
661.0 3.0 - , FILL - Brown/Tan, Sandy Elastic SILT (MH) -
- 2.5
_ and Sandy SILT (ML) with trace small rock 6-11-12 3.5
...
...:....
....
...:...:.....:...:..
23
fragments - moist.
30-27-36 5.0 :
.
.
: 63
- ' ' RESIDUAL - Medium Dense to Very Dense, 6.0
- ; ; Brown/Gray
Silty Fine to Medium SAND (SM) 11-27-31 7.5 ............:..;. 58
- ,
with weathered rock fragments - moist. 8.5
10.0

.'; 17-18-29 13.5
:..:............:

:..:..:..:.

47
15.0
645
0 19
0 = •'
. . .
SOFT WEATHERED ROCK - Samples as
- 18.5

19.3

= , ,

10
0
- Gray/Brown, Silty Fine to Medium SAND (SM)
with weathered rock fragments - moist.

5016 23.5

24.0

......:...:....:...:...:...........'...........
"
100
- 2
8.5 100
29.5 ...... ... ....: .......... .

_
30 6016"
33.5
34.5

......:...:......................
..
...:...:
100
38
5
50/2" . '
:
:
: 100
_ 38.7 .....
...
....
....
.........
.
620.4 43.6
Boring Terminated at 43.6 feet 50/1" 43.6 100
Groundwater:
Time of Drilling - 38 feet
0 Hour - Dry; Caved at 30 feet
Backfilled upon completion of drilling as a
safety precaution
ivumuct ul uluvvz, ivqulleu wi d i,+u iu narmner uropping au to unve z u.u., 1.aia i.u. sampier a total of 1b inches in three b" increments. The sum of
the last two increments of penetration is termed the standard penetration resistance, N. **Depths and elevations rounded to the nearest tenth of a foot.
BORING LOG
Report No.: 460-65063A
~ii Information
r To Build On
DATE: October 15,2007 Engineering - Consulting - Testing
Project: The Capitol - Proposed Mixed-Use Building
Client: Crescent Resources Location: Charlotte, North Carolina
Boring No.: B-16 pe, 32.4' Surface Elev: 666 (approx.) Location Diagram: See Figure #1 .
Type of Boring: HSA Equipm't: CME550X Started: 10/12/07 Completed: 10/12/07 Driller: SDS
S N VAL
Approx.
Elev
ti
n** **
Depth** DESCRIPTION OF MATERIALS
(Cl
ifi
ti
) Sample
Bl
* Dept i PL
%MC LL N
a
o ass
ca
on ows (Feet)
2 5 10 20 30 405060 80
665.9 0.1 Topsoil
16
15
12 1.0 :6- A:
27
663.0 3.0 - FILL - Brown, Sandy SILT (ML) with rock -
- 2.5
fragments - moist. 1 -19-24 3.5 ; 43
RESIDUAL - Hard to Very Hard, Brown/Gray,
1626 _
6.0
!
76
Sandy SILT (ML) - moist.
50
:
- 7.5 •:
................ . 92
654.0 12.0 =
50 8.5
Hard, Gray, Fine Sandy SILT (ML) - moist. 10.0
_ _ _
121320 13.5 :A

... :..:...........................
...... ...
....

33
649.0 17.0 =
15.0
:
.
SOFT WEATHERED ROCK - Samples as 18
5
- Gray, Silty SAND (SM) with rock fragments - 5016- .
19 0 .....:...:........._...._...._ _ _ 100
moist.
- 23
5
- .
24.0
......:...:....:..<........;....:..;...:........:.. 00

1
28
5
5 . 100
28.7 :.........: ..........:..:...
......:...:.........:
633.6 _
32.4
Auger Refusal @ 32.4 feet
Groundwater:
0 Hour (prior to coring) - 22.2 feet; Caved at
28.5 feet
Backfilled upon completion of drilling as a
safety precaution
`Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375' I.D. sampler a total of 18 inches in three 6" increments. The sum of
the last two increments of penetration is termed the standard penetration resistance, N. **Depths and elevations rounded to the nearest tenth of a foot.
LABORATORY TEST RESULTS
Particle Size Distribution Report
000
C C C C C C O O O O O O 7 O
t0 M \ ik #
100
90
80
70
w 60
Z
I-L - J
Z 50
W
U
CL 40
30
20
10
0
100 10 1 0.1 0.01
GRAIN SIZE - mm
%+3" % Gravel % Sand % Fines
0 0.0 0.2 1.6 9.2 89.0
Professional Service Client: Crescent Resources
Industries, Inc. Project: The Capitol
Charlotte NC Project No.: 460-65063
Report No.

Coarse Fine Silt
0 0.0 13.2 9.0 16.1 61.7

SOIL DATA
SYMBOL SOURCE SAMPLE
NO. DEPTH
ft.) Material Description USCS
o B-11 0.5'- 2' Sandy Lean CLAY CL
? B-14 3.5' - 5' Fat CLAY CH

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--

I
LIQUID AND PLASTIC LIMITS TEST REPORT
60

Dashed line indicates the approximate
upper limit boundary for natural soils
50 -

40
- G
x
w
0
z
U 30

-

-- - --
g

a
20 -

I
0

10 CJ
-
7
4 +i
ML or OL MH or OH
10 30 50 70 90 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %040 %<#200 USCS
• Sandy Lean CLAY 46 24 22 77.8 61.7 CL
• Fat CLAY 62 22 40 98.2 89.0 CH

Project No. 460-65063 Client: Crescent Resources Remarks:
Project: The Capitol • Received @ 14.0% Moisture
¦ Received @ 26.6% Moisture
• Source: B-11 Elev./Depth: 0.5'- 2'
¦ Source: B-14 Elev./Depth: 3.5'- 5'
Professional Service Industries, Inc.
Charlotte, NC Report No.
SUBSURFACE PROFILE
A A e:
O O O O CA O UI A (J N N
O O O O CA O %0 A ID Ln N w A W R
I
m ?? ?, la
3
O
ti ? N
? v
m b 3
D
v
m
m F
cn r
N
C
m
N
C O O O cn 0% N A N
O O O N %0 UI N 0) V Q? 0+ O cn '0
n
n m
_ co
la
0
r
r*I
m
D
C
m
X
U v
X
a p
1
0X
p Q
40
0.
9 p
O Q
o ,
v s c
C.) m
p
o °0
c
d O O O O O O A N T N a
p O O O O O O V w w W ?D
tC ?
r
? g g p la
@ o a S P P Y ? ? P & S ? 8
SITE PHOTOGRAPHS

waft oftk
waft ,?? 1111
\,??
loft
oftmoftam
lift
Waft _
"Wa\_
ammummomm
AMOWEMEMO
mmm

Photo 1 - View looking south from north end of property.
GENERAL NOTES

GENERAL NOTES
SAMPLE IDENTIFICATION
Infornwt?ion
To BrWd On
Enyinoor*j • Coaurhlrly • FoWnq
The Uniled Soil Claeel laWen Symem (1SCS) is aced to Idondty aN sell soinples unless
olho wise noted.
RELATIVE DENSITY & CONSISTENCY CLASSIFICATIONS
TERMS OION
COHESIVE SOILS
ST
-
I
ANDARD PEN
Very Loose ETRATION RESISTNICE
0-4
Loose 5-10
Medium Dense 11 - 30
Dense 30 - 50
Very Dense Over 50
OHESm
Very Soft
Soft
Firm (Medium)
SgQ
Very SW
Hard
Very Hard
PARTICLE SIZE
SOIL CLASSIFICATION KEY
® Rock . AsphU
Wealhered Rock El Concrete
® Rubble FIN Malarial
Topsoil Gravel (Fill)
Boulders I In. * Coarse Sand 5 mm- 0.6 mm Sib 0.074 mm - 0.005 mm
Cobbles 8 In. - 3 In. Medium hand 0.6 mm - 0.2 mm CIaY Less than 0.005 mm
Gravel 3 In. - 5 mm Fine Sand 0.2 mm - 0.074 mm

DRILLING SYMBOL K EY

IE Auger Probe y Groundwater
Time of Drilling ? N Value Plolled H Plasfic Limit (PUS
Plored
Undisturbed Sample = Groundwater Moisture Content HSA - Hollow Slam Auger Drilling
(Shelby Tube) _ 24• Hours Ploved (Mc%) WD - Wash Drilling
MUD - Mud Drilling
STANDARD PEKEER TION RESISTANCE
0-2
3-4
5-I
I-15
18-30
31-50
Over 50

BNty SAND (Sin)
® Sandy or Silty
CLAY (CL)
(tow PI&S CAW

Clayey SAND (SC)
® Sandy or Slaty
CLAY (CH)
(H(gA Pllatk?
Poorly Graded SAN)
'..:. mm
? Sandy SILT (ML)
(Low Elas&JW
Well Graded SAND Clayey SILT (MH)
" ® (High E/nk#h