SW4090301_Boring Logs_20090513

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ENGINEERING TECTONICS, P.A.
ENGINEERS • GEOLOGISTS • HYDROLOGISTS
1720 Vargrave Street, W[nston-Salem, NC 27107 [phone]
April 151, 2009
McDonald's USA, LLC
4601 Six Forks Road
Raleigh, NC 27609
RE: McDonald's King (File 432-1482)
King, North Carolina
Dear Cheryl,
Engineering Tectonics, P.A, has completed the testing of the seasonal water table for the bio
cells for the McDonalds located in King, North Carolina. The soil tests borings were drilled at
the site of the proposed bio cell areas as indicated on the Baring Location Diagram (Fig. No.
1). Three auger probe borings were drilled to depths of 10.0 feet below the existing ground
surface. The borings were drilled using a truck mounted Mobile B-47 drilling rig. The borings
were located ux the field by representatives of Engineering Tectonics using specified drawings
obtained from Stimmel Associates, PA. Boring BC-2 was offset due to.. an existing structure
r
oa-site. No groundwater was encountered in any of the borings drilled for this project which
complies with the two foot tolerance for the bio cells lowest elevation.
We appreciate this opportunity to be of service to you. If you have any questions or comments
regarding the information in this letter please feel free to contact me.
..10 111111// -
Lucas Brewei
Staff Engineer
TECTONICS, P.A.

2
PROJECT:
McDONALDS — KING
SHEEP:
BORING LOCATION DIAGRAM
OF BIOCELLS
ENGINEERING TECTONICS, R A.
ENGINEERS / GE QLOGISTS / HYDROLOGISTS
1720 VARGRAVE ST. WINSTON-SALEw, N.C. 27107
PHO+IE - 336.724,6994 FAX - 3M,724,7095
LOCAUN: KING, N.C. APPROVED BY: JMR
PROJECT Y: 10 08 489 DRAWN BY: LSO
NOT TO SCALE DATE: 411109 SHEET: 1

Poas 1 of
OWNER
BORING NUMBER
MCDONALDS USA LLC
BC-1
PROJECT NAME
ARCHITECT -ENGINEER
MCDONALDS-KING
SITE LOCATION
JOB NO,
O Unconfined compressive strength Tonsl .
KING, NORTH CAROLINA
10-08-489
1 2 3 a s
W
Plastic Water Liquid
Z
d
w O
ENGINEERING TECTONICS, P. A.
Limit % Contents % Umit%
DEPTH
I--
LU
X.................. ®.................. X
2
ENGINEERS- GEOLOGISTS- HYDROLOGISTS
10 20 30 40 so
IN FEET
Zj O
Q
2 LLDESCRIPTION
OF MATERIAL
Standard Blows/ft.
Penetration
(D
Surface Elevstion
1 20 40 so
IML3"
OF ASPHALT
4" OF GRAVEL
RED SANDY SILT, (ML)
5
I
I
10
BORING TERMINATED AT 10.0 FEET
The stratification lines represent the approximate boundary lines between soil types: In -situ, the transition may be gradual
WATER TABLE DATA -DEPTH BELOW SURFACE
BORING STARTED 3/31109
BORING COMPLETED 3/31109
DRY Q o HRS.
RIG
FOREMAN
APPROVED BY
AUGER
I
.
IQ HRS.
647
D.B.
L.B.
NSA

Pane 1 of
OWNER
BORING NUMBER
MCDONALDS USA, LLC
BC-2
PROJECT NAME
ARCHITECT -ENGINEER
MCDONALDS-K NG
SITE LOCATION
JOB NO.
0 Unconfined compressive strength Tons/ .
KING, NORTH CAROLINA
10-08489
1 2 3 4 5
W
Plastic Water Liquid
z
r
w
ENGINEERING TECTONICS, P. A.
limit % Contents % Limit %
DEPTH
X.................. ®..........•....... X
_j
a
ENGINEERS- GEOLOGISTS- HYDROLOGISTS
10 20 30 40 50
IN FEET
J
O
LL
OF MATERIAL
ard
StanDESCRIPTION
Penetdrat on Blowslft.
U)
Surface Elevation
10 20 30 40 50
5" OF GRAVEL
a
RED SANDY SILT, (ML)
5
10
BORING TERMINATED AT 10.0 FEET
The stratification fines represent the approximate boundary lines between soil types: in -situ, the transition may be gradual
WATER TABLE [DATA -DEPTH BELOW SURFACE
BORING STARTED 3131109
BORING COMPLETED 3131109
DRY @4 HRS.
RIG
OREMAN
FD.
APPROVED BY
GER
FHIS'
HR5
B-47
B.
L.B.
A

rage I or I
OWNER BORING NUMBER
MCDONALDS USA LLC BC-3
PROJECT NAME ARCHITECT -ENGINEER
MCDONALDS-KING
SITE LOCATION JOB N0. O Unconfined nompressive strength Tons/F.
KING NORTH CAROLINA 10-08-"9 1 2 a 4 5
LU
Plastic Water Liquid
°,6 °k
z
ENGINEERING TECTONICS, P. A.
Limit Contents % Llm{t
DEPTH
LLJ
o ~
x.................. ®..................
uJ
2
ENGINEERS•GEOLOGISTS- HYDROLOGISTS
1p 20 30 ao so
IN FEET
�-
CL
_j O0
ir
N
Q LL
DESCRIPTION OF MATERIAL
O petnatraiion Blows/ft.
Surface Elevation
10 20 30 40 50
°
4" OF GRAVEL
111111
RED SANDY SILT, (ML)
TAN SANDY SILT, (ML)
5
10 BORING TERMINATED AT 10.0 FEET
i no strauTicarion ones represent ine approximate DounOary irnes 0etween sou types: in-suu, the rransiuon may De graouai
WATER TABLE DATA -DEPTH BELOW SURFACE BORING STARTED 3131109 BORING COMPLETED 3131109
DRY @ 0 HRS. RIG FOREMAN APPROVED BY AUGER
@ HRS. B-47 D.B. I L.B. I HSA

Project : McDONALDS-Kin , NC Sheet: 1
Project No.: 08-219 Date: 3/31/2009
Designed by: KB
Checked by: WC
Rational Calculations
PRE
SUB REGION #1
Drainage Area:
0.623 Acres
• Impervious
95.8 %
• Open
42 %
Rational "C"
0.93
SUB REGION #2
Drainage Area:
0.283 Acres
• Impervious
49.8 %
• Open
50.2 %
Rational "C"
0.65
SUB REGION #3
Drainage Area:
0.322 Acres
• Impervious
45.3 %
• Open
54.7 %
Rational "C"
0.62
SEAL -
'�a 023552 C
4��f�B1lJIg5391�'et��
POST
B10 # 1
Drainage Area:
0.485 Acres
• Impervious
89 %
• Open
11 %
Rational "C"
i 0.88
BYPASS # 1
Drainage Area:
0.094 Acres
Impervious
35 %
Open
65 %
Rational "C"
0.56
610 # 2
Drainage Area:
0.237 Acres
• Impervious
86 %
• Open
14 %
Rational "C"
0.87
BYPASS # 2
Drainage Area:
0.096 Acres
• Impervious
12 %
• Open
88 %
Rational "C"
0.42
BIO # 3
Drainage Area: 0.214 Acres
Impervious 76 %
Open 24 %
Rational "C" 0.81
Drainage Area: 0.094 Acres
• Impervious 54 %
• Open 46 %
Rational "C" 0.67

r
01 =CXiXA
* i1=4.43 in/hr for 1 year, 5 min Storm in Stokes County
PRE DEVELOPMENT
Sub Region
C
i A
Q1
1
0.93
4,43 0.623
2.57 cfs
2
0.65 k
4A3 ;_ 0.283
0.81 cfs
3
0.62
4.43 0.322
0.88 cfs
POST DEVELOPMENT
Drainage Area
BIO # 1
BYPASS # 1
BIO#2
BYPASS # 2
BIO#3
BYPASS # 3
TOTAL: 4.27 cfs
C i A Q1
0.88
4.43
0.485
j 1.89
cfs**
0.56
4.43
0.094
; 0.23
cfs
0.87
j 4.43
0.237
0.91
cfs**
0.42
^�
4.43
0.096
0.18
cfs
0.81
4.43
0.214
0.77
cfs**
0.67
4.43
0.094
0.28
cfs
TOTAL: 14.26 cfs
**POST Development flows are not Representative of Post Flows conditions
due the impounding and routing of stormwater in the Bioretention cells.
Please Refer to Stormwater report for Pre and Post Development Flows
using the SCS method

Project: McDONALDS-Kin , NC Sheet: 1
Project No.: 08-219 Date : 4/2/2009
Designed by: KB
Checked by: WC
Flume Calculations
Drainaae Areas
Acres
% Imp
Bio # 1 North
0.31
100
Bio # 1 South
0.12
100
Bio # 2
0.21
96
Bio # 3
0.18
89
Rational Q10 of Flumes
Q10 = CiA
i10 = 6.96 inlhr
* Stokes County
10 year, 5min
C
i
A
Bio # 1 North
0.95
6.96
0.31
Bio # 1 South
0.95
6.96
0.12
Bio # 2
0.93
6.96
0.21
Bio # 3
0.88
6.96
0.18
Q10
2.05 cfs
0.79
cfs
1.36
cfs
1.10
cfs
%Jja,esai�irri,,
%A CAE 1�
F 10
SEAL.
023652
0
�.�t4 S -

r
k=
n=
A=
Pw=
slope=
Rh=
V=
Q=
1.486
0.013
0.685
3.048
0.005
0.2247375
2.9$$ ft/s
2.0471 cfs
ENTRY FLUME CALCULATIONS
Conversion to US Units (1 if metric)
Roughness Coefficient
Cross Sectional Area of Flow
Wetted Perimeter
(ft/ft units)
Hydraulic Radius Rh= A 1 Pw
V= k (Rh 213) (s 112)
n
k=
1.486
Conversion to US Units (1 if metric)
n=
0.0.13
Roughness Coefficient
A=
0.375
Cross Sectional Area of Flow
Pw=
2.8
Wetted Perimeter
slope=
0.005
(ft/ft units)
Rh=
0.1339286
Hydraulic Radius Rh= A 1 Pw
V=
2.116 ftls
V= k (Rh 213) (s 1/2)
Q=
EO.793
cfs
n
k= 1.486
n=
A=
Pw=
slope=
Rh=
V=
Q=
0.013
ft/s
cfs
0.5275
2.922
0.005
0.180527
2.582
1.362
Conversion to US Units (1 if metric)
Roughness Coefficient
Cross Sectional Area of Flow
Wetted Perimeter
(ft/ft units)
Hydraulic Radius Rh= A 1 Pw
V= k (Rh 213) (s 112�
n
k=
1.486
Conversion to US Units (1 if metric)
n=
0.013
Roughness Coefficient
A=
0.46
Cross Sectional Area of Flow
Pw=
2.868
Wetted Perimeter
slope=
0.005
(ft/ft units)
Rh=
0,1603905
Hydraulic Radius Rh= A / Pw
V=
2.386 ft/s
V= k (Rh 213) (s 1/2)
Q=
1.098
cfs
n
BIO # 1 NORTH
0.274
2.5
1310 # 1 SOUTH
0.150
2.5
B10#2
0.211
2.5
B10 # 3
0.1841
2.5