HomeMy WebLinkAboutBLD2009-00706 Soils reports 6-15-09.tif
l
. ECS Carolinas. LLP
4811 Koger Boulevard
f
Greensboro, NC 27407
LLP (336) 856-7150 LETTER OF TRANSMITTAL
(336) 856-7160
CAMOUN"
3 June 15, 2009 RE: Biscuitville, Hickory CMT
{ Biscuitville Restaurants ECS Job # 09:17412
4
1414 Yanceyville Street, Suite 300 permits:
Greensboro, NC 27405
Location: 1110 Lenoir-Rhyne Blvd
ATTN: Mr. David Shotwell Hickory, NC
t
We are enclosing:
X Materials Engineering Division Reports
X For your use
X As requested
CC: Richardson Turner Construction - Bob Griffen
i
ENCL:
Field Report # 2 06/11/2009 Footings/Densities
LN BAR
q Ilk
David M. Cutter, P.E. SEAL AMn L. Rau stones
Principal Engulai: . 2208JWJ59 g CMT Project Manager
G
ECS Carolinas. LLP
M4811 Koger Boulevard
Greensboro, NC 27407
`LP ~3;8„~ FIELD REPORT
Project No. 09:17412
Report No. 2
Project Biscuitville, Hickory CMT Day & Date Thursday 06/11/2009
Location Hickory, NC Weather 651/ Cloudy
On-Site Time 2.50
Client Biscuitville Restaurants - David Shotwell
Contractor Richardson Turner Construction - Bob Griffen Lab rime 0.00
Travel Time` 0,50
Total 3.00
Remarks Footings/Densities Re Obs.Time 0.00
Trip Charges' Tolls/Parking- Mileage- 20 Times of Arrival Departure
i
Chargeable items 06:OOA 07:OOA
03:30P 05:OOP
' Travel time and mileage will be billed in accordance with the contract.
Summary of Services Performed (field test data, locations, elevations & depths are estimates) & Individuals Contacted.
The undersigned arrived on site, as requested, to observe:
1: The placement and compaction of soils for old UST Pit location.
Utilizing the Drive the test method, ASTM D-2937, to check the compaction of soils; test
results indicated that the compacted material, at the areas and elevations tested, met or exceeded
the project requirements of 95% of the maximum dry density as obtained in our laboratory using
the standard Proctor method (ASTM D 698).
Locations and elevations of all tests are based on stakeout provided by others. We cannot be
responsible for structures located off of the observed engineered pad, misaligned utilities or
stakeout errors causing uncontrolled fill to be placed in structural areas.
2: The excavation of footings: building piers 1, 2, and 3. Please see the attached sketch.
Utilizing a Dynamic Cone Penetrometer (ASTM ST?-399) to check the bearing capacity of soil
at the aforementioned locations, test results indicated that soils, at the areas and elevations
tested, were capable of supporting a foundation designed for a net allowable bearing capacity of
3000 psf.
By Lynn G. McNeese 1700
202225
06/12/2009 13:24 8286954491 ECS CON PACE 01
PWI
FtWRE NO,
mom:
LLP ~oa quo:
srALE:
L&I SATE: I b go 03
APPR01lEp or
DATE:
~ 1t o
5
71-
f
3 ~ r ~ I F
3 i
O
CID
O
W
o a a
0
rn rn
r ~
y g Q rn o
a ~ r
U
M C 3 ~
N G f1. Z r ,r• d
A ~ J
C-1 vi
o z 0
aq o
IT LO
yy N N C
.O a~i O J
H A ~ N O
A
(D co
~c a
j a 3 3 0 6
~r 7 00 N N
o
CD IL) .9 4 r- r--
uL S 3 :D rte- N
<D ~ 3 r r
w 4Q l'7 M
CV) Or)
O
ed' i bfl V F O
Q C A ~ ~ ~
y a0+ O - O O
o
O LL. e 3 vi v
• M M
U ~ '~U 3 r r
E~ a
0 0
Lf) U)
a O O -
~ a~+ is 4 m ~ ~ !7 r
0 17L
F~~i ca
a H w d
o w 8 v►
ai
U o 2 w
V cv H O O O 2
fit = y D
ai aro 0
c a~
0
ggU~~
W C-4
m m bA o F N .r ` E
^o r in `o c
at w A u O v C
~l V 0. O .0
Hz N o Q
p o
O O S
a9 y 40
m
(D 0 Cf)
o~~ 3
N N N
a~ OD J
T T T J
N O O
3 2 O T N O TON O T cV
04 04 C4
T T
d N 0 ' T W t() M- Z U
S T T T} i~ T T T T T
' 1~ f0 VV~J! T Cp M T A 4 ~ W
T C ~ T T T T T
O CS N N C9
O' zu: T T T C
z O O O C
i
C w W U J
~by ~ ~ 'pN (n
~ C] N
O
o b
C
.0 o a
c W
i o o
c o a
C z z
~ ~ 8 0
0
m o U
L) s-
N v v
O c o
E x x x
~ $ .c ~ a T T T
O o = k d x x x
_ ) x sr v
CL 161. m
0
=y ~z 3
o
o
V- 0:
I
m x x x
° T T
o x x x
,o ~ A er et ~
a ~ U
* N M
O m N
a a n
o v, tm to
3 v ~ O ~ ~ a
pp T N M
C .a