20230684 Ver 1_ltr_ncdeq_add_info_clt10_20230803_20230803

Stantec Consulting Services Inc.
521 East Morehead Street, Suite 425
Stantec Charlotte NC 28202-2695
August 3, 2023
Ms. Sue Homewood
401 & Buffer Permitting Branch Division of Water Resources
North Carolina Department of Environmental Quality
512 North Salisbury Street
Raleigh, North Carolina 27699
Sue. [e-mail]
Reference: Request for Additional Information: Boyd Farm Data Center; DWR# 20230684; Corps
Action ID# SAW-2023-00665; Catawba County
Dear Ms. Homewood,
On behalf of the applicant, Microsoft Corporation (Microsoft), Stantec Consulting Services Inc. (Stantec) is
pleased to submit this response to the North Carolina Department of Environmental Quality (DEQ) Division
of Water Resources' (DWR) request for additional information dated June 23, 2023. A request for a two -
week extension to the due date for submittal of a response was made to DWR and approved on July 7,
2023. The approved due date was changed to August 4, 2023.
As design has progressed on the buildings and utility layouts, the final grading plans have required changes
at two impacts as described below. The overall permanent stream impacts onsite have decreased from 686
linear feet (LF) to 674 LF, an overall decrease of 12 LF. The Preferred Alternative will now result in
permanent impacts to 674 LF (0.07 AC) stream channel and temporary impacts to 258 LF (0.02 AC) of
stream channel. An updated set of Jurisdictional Impact Maps is provided in Attachment 1.
SUMMARY OF DESIGN CHANGES
Impact SC1
As shown on Figure 1 below, with final grading and utility layouts the access road between the substation
and Buildings 13 and 14 must be widened, resulting in an increase in permanent impacts at Impact SC1
from 5 LF to 25 LF.
This increase is necessary because the width of the perimeter road has been increased due to:
• The requirement to place three electrical conduits, a waterline, sanitary sewer and one fiber conduits
within and along the roadbed.
• Each utility has a required depth and separation from other utilities as required by the federal, state and
local regulations that apply, and the utility services' requirements.
• The locations of the substation pond and the Building CLT14 pond limit changes to the alignment of the
perimeter access road and utilities.
Design with community in mind

August 4, 2023
Ms. Sue Homewood
Page 2 of 7
Reference: Request for Additional Information: Boyd Farm Data Center; DWR# 20230684; Corps Action IN SAW-2023-00665;
Catawba County
'y
d TEMPORARY IMPACT SC2
7$ Vt (0.004 Act;
PERMANENT IMPACT $C1
25 LF! (O.ODY AG! Y
I
J
f
Figure 1. Updated Impact SC1
Impact SC4
In an effort to further minimize stream impacts, the length of the proposed culvert pipes at Impact SC4 has
been minimized by pulling back the headwalls at the inlet and outlet. The permanent impact proposed with
the installation of the culvert pipes has decreased from 358 LF to 326 LF.
PERMANENT WPACT !!!
F
! 6!
11
11
�
IYWi
s
. _ ,
li��l�[�111llllllllllll
Figure 2. Updated Impact SC4
An updated impacts table is provided in Table 1 below with the modified impacts bolded.
Design with community in mind

August 4, 2023
Ms. Sue Homewood
Page 3 of 7
Reference: Request for Additional Information: Boyd Farm Data Center; DWR# 20230684; Corps Action ID# SAW-2023-00665;
Catawba County
Table 1. Updated Impacts Table
Impact
Type of Impact
Permanent Stream Impacts
Temporary Stream Impacts
AC
LF
AC
LF
SA1
Fill for access road
0.001
16
-
-
SA2
Temporary construction access
-
-
0.001
11
SA3
Temporary construction access
-
-
0.003
44
SA4
Road Crossing - Culvert
0.013
225
-
-
SA5
Riprap Outfall
0.002
33
-
-
SA6
Temporary construction access
-
-
0.001
48
SC1
Fill for access road/utlities
0.001
25
-
-
SC2
Temporary construction access
-
-
0.004
78
SC3
Temporary construction access
-
-
0.004
27
SC4
Road Crossing - Culvert
0.045
326
-
-
SC5
Riprap Outfall
0.007
49
-
-
SC6
Temporary construction access
-
-
0.007
50
TOTAL
0.07 AC
674 LF
0.02 AC
258 LF
UPDATE TO MITIGATION
The required compensatory mitigation has decreased slightly, and 1,184 credits are now proposed to be
provided through a credit purchase from the NCDEQ Division of Mitigation Services (DMS) In -Lieu Fee
Program.
Table 2. Stream Compensatory Mitigation
Impact
Length of
Impact (L)
Mitigation
Ratio (MR)
Compensation
ent
Requirement
LF
(L x MR)
SA1
16
2:1
32
SA4
225
2:1
450
SA5
33
N/A (PNNL)"
0
SC1
25
2:1
50
SC4
326
2:1
652
SC5
49
N/A (PNNL)"
0
TOTAL
674
Total CR
1,184
"Permanent No Net Loss Impacts (Riprap)
Design with community in mind

August 4, 2023
Ms. Sue Homewood
Page 4 of 7
Reference: Request for Additional Information: Boyd Farm Data Center; DWR# 20230684; Corps Action IN SAW-2023-00665;
Catawba County
REQUEST FOR ADDITIONAL INFORMATION
Your questions are presented first, followed by our answers in italics.
1. If the USACE requests a response to any comments received as a result of the Public Notice, please
provide the Division with a copy of your response to the USACE to ensure we have all relevant
information to complete our review in accordance with ISA NCAC 02H .0506(b).
Response: A copy of our response to Public Notice comments received from the USACE will be
provided to DEQ DWR when they are submitted to the USACE.
2. The Division appreciates the applicant's efforts to provide evaluations of multiple on -site alternatives to
document avoidance and minimization of impacts. In order to complete the Division's avoidance and
minimization evaluation, please indicate the proposed width of the roads at the stream crossing
locations (i.e. how many lanes, how wide per lane, etc). In addition, please specify the proposed
roadside slopes and provide a discussion regarding the feasibility of reducing slopes and/or using
retaining walls to further minimize stream impacts at both crossing locations.
Response: Updated Jurisdictional Impact Mapping is provided in Attachment 1. The width of the roads
at the creek crossings are constrained by the need for multiple utilies to be located within the roadbeds.
As illustrated on the cross-section provided on Exhibit 2-1 in Attachment 1 the road crossing at Impact
SA4 will contain:
• A 30-foot-wide roadway in the center.
• Two fiber duct banks on the road shoulders that require 65 feet of horizontal separation from each
other.
• A 12-inch fire line; and
• An 8-inch domestic waterline.
As illustrated on the cross-section provided on Exhibit 4-1 in Attachment 1 the road crossing at Impact
SC4 will contain:
• A 30-foot-wide roadway in the center.
• Two fiber duct banks that require 65 feet of horizontal separation from each other.
• Six electrical duct banks to bridge power between the two building pads.
• A 12-inch fire line.
• An 8-inch domestic waterline.
• A 24-inch reinforced concrete pipe (RCP) for stormwater.
As previously discussed, Impact SC4 has been further minimized through the use of taller headwalls at
the inlet and outlet, decreasing the permanent culvert stream impact by 32 LF.
With regards to the roadside slopes, project site grades impacts to stream features are reduced where
possible using retaining walls and/or slopes steeper than 3:1. However, this approach was not feasible
at the stream crossings as noted below.
Design with community in mind

August 4, 2023
Ms. Sue Homewood
Page 5 of 7
Reference: Request for Additional Information: Boyd Farm Data Center; DWR# 20230684; Corps Action IN SAW-2023-00665;
Catawba County
• Placing 2:1 slopes immediately adjacent to the streams present a safety hazard for landscape
maintenance and security personnel required to access to the security fence which will be installed
around the facilities. Safety is a primary focus of project design.
Use of 2:1 slopes would require periodic flat benches (-10 feet wide) along the slope to ensure
long-term stability. Per Section 6.02 of the NCDEQ Erosion and Sediment Control Planning and
Design Manual requires the "use of slope breaks, such as diversions or benches to reduce the
length of cut -and -fill slope to limit sheet and rill erosion and prevent gullying." Slope breaks for 2:1
slopes are required at least every 20 ft. At the narrow creek crossing sections, the height of the
slopes will be in excess of 20 ft and this benching would result in minimal overall reduction of
stream impacts.
• The use of retaining walls at the road crossings was investigated but was found to be impractical
while providing minimal to no reduction of stream impacts. This is because:
o Placing a retaining wall at the base of the fill slope would not provide adequate stability for the
required road and utilities to be installed in the fill. In this case, the most practical/best
engineering solution would be to construct a retaining wall further upslope.
o The presence of significant critical utility infrastructure required in the roadbed at the stream
crossings does not allow this arrangement due to the need for geogrid reinforcement behind
the retaining walls. In order to accommodate retaining wall construction, the sides along the
roadbed would need to be widened past the utility infrastructure to allow for the geogrid
reinforcement installation behind the walls.
o Tall retaining walls require foundation stabilization measures, the construction of which has the
potential to increase impacts to the stream. The walls would need to sit on a 10 ft wide bench
with a 3:1 slope below it.
Based on these considerations, the 3:1 side slopes as indicated in the exhibits reduce stream impacts
as much as practical while ensuring proper safety and maintenance can be sustained throughout the
life of the project.
3. It appears that the culvert design at Impact SC4 may cause over widening and shallowing of the stream
flow. The Division's criteria for multiple barrel culverts is stated below. Please provide design plans that
will meet this criteria.
"Culverts shall be designed and installed in such a manner that the original stream profiles are not
altered and allow for aquatic life movement during low flows. The dimension, pattern, and profile of the
stream above and below a pipe or culvert shall not be modified by widening the stream channel or by
reducing the depth of the stream in connection with the construction activity. The width, height, and
gradient of a proposed culvert shall be such as to pass the average historical low flow and spring flow
without adversely altering flow velocity. If the width of the culvert is wider than the stream channel, the
culvert shall include multiple boxes/pipes, baffles, benches and/or sills to maintain the natural width of
the stream channel. If multiple culverts/pipes/barrels are used, low flows shall be accommodated in one
culvert/pipe and additional culverts/pipes shall be installed such that they receive only flows above
bankfull.
Placement of culverts and other structures in streams shall be below the elevation of the stream bed by
one foot for all culverts with a diameter greater than 48 inches, and 20% of the culvert diameter for
culverts having a diameter less than or equal to 48 inches, to allow low flow passage of water and
aquatic life. If the culvert outlet is submerged within a pool or scour hole and designed to provide for
aquatic passage, then culvert burial into the streambed is not required.
Design with community in mind

August 4, 2023
Ms. Sue Homewood
Page 6 of 7
Reference: Request for Additional Information: Boyd Farm Data Center; DWR# 20230684; Corps Action IN SAW-2023-00665;
Catawba County
For structures less than 72"in diameter/width, and topographic constraints indicate culvert slopes of
greater than 2.5% culvert burial is not required, provided that all alternative options for flattening the
slope have been investigated and aquatic life movement/connectivity has been provided when possible
(e.g. rock ladders, cross -vanes, sills, baffles etc.}. Notification, including supporting documentation to
include a location map of the culvert, culvert profile drawings, and slope calculations, shall be provided
to DWR 30 calendar days prior to the installation of the culvert.
When bedrock is present in culvert locations, culvert burial is not required, provided that there is
sufficient documentation of the presence of bedrock. "
Response: At Impact SC4, there are two culverts which have been sized to pass the 100-year storm.
One 326 ft long 12-ft tall by 7-ft wide reinforced concrete pipe (RCP) will be installed 1-ft below the
existing stream elevation to allow a permanent low flow channel to form within the pipe to reconnect the
upstream and downstream ends of the creek. The other 12-ft tall by 7-ft wide RCP will be installed at
the same depth but will be filled with 30-inches of compacted reinforced bed mix to create a secondary
overflow channel 18-inches higher than the low flow channel. The overflow pipe is needed to
accommodate higher flows during storms, and thereby reduce erosion downstream of the crossing. A
cross-section of the pipes is provided below and in Attachment 1 on Exhibit 4-2.
835 I.......I......I.............I.... 835
830 830
825 PROPOSED GRADE-.--` 825
7' WIDE X 17 HIGH BOX CULVERT (2)_
820 ,..............,...,.... + 820
r HIGH FLOW CULVERT
815 ........... 815
LOW FLOW CULVERT-
81Q .............. 810
EXISTING GRADE
805.................................... 805
80Q -i h` I I i KID
30" OF REINFORCED
BED MIX (INVERT 18"
HI FILOW
LOW CU ER THAN VERT) SECTION A -A
SCALE: HOR'I"=60'. VERT 1"=10'
Figure 3. Impact SC4 Cross -Section A -A
4. The riprap apron at impact SC5 appears to be significantly wider than the existing stream channel. This
impact has been proposed as "no loss of water", however it is unclear how the stream pattern and
dimensions are proposed to be maintained within the riprap apron. Please either modify the impact
table to account for these impacts as a permanent loss of stream or provide clear plans and details that
show how the stream pattern will be provided within the proposed apron. Please note that the response
to this item may require submittal of an updated mitigation acceptance letter from the Division of
Mitigation Services.
Design with community in mind

August 4, 2023
Ms. Sue Homewood
Page 7 of 7
Reference: Request for Additional Information: Boyd Farm Data Center; DWR# 20230684; Corps Action ID# SAW-2023-00665;
Catawba County
Response: Current guidelines require a riprap outlet protection pad if the velocity of the water flowing
through a pipe during a 10-year storm is greater than 5 cubic feet per second (cfs). For the low flow
culvert associated with Impact SC5 a calculated flow of 23.87 cfs is expected during a 10-year storm,
thereby necessitating the installation of riprap in the channel. A cross-section of the riprap outfall is
provided below and on Exhibit 4-2 in Attachment 1. A large portion of the riprap shown on the plan view
is placed in uplands to provide slope stability during a storm event. In order to meet no loss of water,
the riprap will be embedded within the stream channel by 3-ft and choked with smaller bedding
materials as necessary in order to reform a stream channel between the pipe and the existing
downstream channel.
815 I.......I 815
910 81D
3.00' EXISTING GRADE
805 I. 805
r RIP RAP OUTLET PROTECTION PAD
B80 + 8fl0
795 795
0+00 0+3.660
SECTION B-B
SCALE: HOR V=60': VERT 1"= 10'
Figure 4. Impact SC4 Cross -Section B-B
Thank you for your assistance with the permit applications. If I can be of further assistance, please contact
me at [phone] or amber.forestier(a)stantec.com if you have any questions.
Sincerely,
STANTEC CONSULTING SERVICES INC.
Amber Forestier
Senior Regulatory Specialist
Phone:[phone]
[e-mail]
Attachments: Attachment 1: Updated Jurisdictional Impact Maps
Cc: Krysta Stygar (USACE), Claire Wolanski (Microsoft), Loretta Cummings (Stantec)
Design with community in mind

(3 Sta ntec
ATTACHMENT 1:
Updated Jurisdictional Impact Maps

¢ I / LLLI J r
J
N00 IE
0 w
zN O _
o W
LL
U �
<W < yci
LU 2 UcR
' ✓� r� w w
N0 0
O�
Jj ,1(st V
LU
LU
C
AOcn
�y
aj
w ti IL
_ 09+p .% <
�121HQNflO
\ c) uuru, p 8 sndWHC
z j
i j S ✓ss \ -'rCLT 12��\ � _ _ � O z
z z O
LLfz U m
¢ m
CLT 11 �L / /� a u6 d-
wa
all �
vQ m m
CLT 10 Z
�N < O z
\ www
VA w Q/ m OL
\ VA �m aVt9 j� O p ¢
o �z
J i w W Q
CO U HF
W >
p X X
F I-
a O O
�[if
s
m U Q Q
O
Z [V m
\ \� LL c 5 MP\DENR
1 H } W Y
W ¢ Z L ¢
m m Lo +�
LLW
m +�
LLW
m +I
W W W
OfWO�
[if�
J
Elf
¢ ¢ ¢ N
¢ N
V
¢
v
v
V V
U)
U
N
¢
2
¢}
F-
LU cc
z
Q =
z
w o
¢a
ow
w
n m¢
¢
Q
Iw
Fr
W
a w
¢ D m
U
K
Lu
o
m
m
�Lo�
zz 1
2
2
J J X
x
x
cr
0 0
�F¢
a
¢
a
¢
a
J
OD Q
N
N
m
N
a
KK �
o
p
d �
Q
U Q
0
0
0
$�
O
0C�
N
a
0
0
0
00
0
0
0
[Fm
F- U
LL
'o
N
CD
ti
Wd
J
N
N
c)
0
¢
o
� g
o
Q
ow
a0
m
s0
N
0
LO
�0
r-
CO
0
0
0
0
0
0
F
J
M
a
aaaaa�c`�`c3cic�3f°4w
Qa
m
m
m
m
m
m
m
m
m
m
m
ai
p
H
g¢ LL¢
ww w LL
w
x w
a
a
L)
ino�
w
H
U-
LL m H Co O
z
Z
z Z❑
J W
w UW ZO
}J}
F
Df
0 Z K U J
O
O� O�
O w
w
a �m CD
a
a a
Q Q W
0 a a
F
x
w- w w
U
a z zLU ¢
W¢7
a� I, a
7 R-
m
x❑ xw
C�
LU
J

I
w N
0
�J EL
Er
L s
1 o l
a
\ �. �\ / ✓.V// \ 0
Zo z
IL
_ \ V A I c
LL
ww ¢+'
¢°�
a� A l�\ \V A\
IL LL
VA���V A w
\ K
Z Z
V 0 4l \vA VA V oom \ ��
lEi\ � � LULu
� � >
/ \ vv VA\ U) ¢ o A
oAALL Of \ A E z
/ aj
\ AAA S Q flf
W
L
AAVAAa+i \U)U)W
�0 a
1 I I l \ t \ ¢ O
o0,c�
lww uwE
\ \ \
w�
o�
wLu
Y—
w
\ w w \ m�\b \\ \
VA
07"w L \ VA
W Y 't�� \ v >wof \\A
Z cC U
F w¢ Uni I 0W z
U)
Uim�U)
O) }D�Uw d \U m Z ZQWw W j
Zw W P- P n� z Z W maU)Fcno
Do
0
``2o¢ �o a 0z00gQzVwU U U -� �� � �=F- aaXa WwLLJ Q\ N
Oa ¢OO oow uwF
wit Of F zz¢ Om
z d0a U DDw a— �w
�\
VAVyAA
�
\� o \a��� \\
C� �� 1 ` V a

N
m m o� aO GO GO GO GO m m r /'� I I
Q _
LO H
+r a
Ca >
U,CD
U
a
H NU =
U + W
w C) J
0- <
u] o u] o o W u] o u] o U
m a]o oNo O m ao w ro G to
J G
U
W
Ir
Q
L�
(7
Z
H
U
X
W
Z m
m
m
ao ao
ro
ro ro
o
0
O
Y
W
ti
W
m
CD+
<
07
Ucn
W -
U
...................
-
.....
- -
.......�.........
¢
-
9L'£ L8
Ian
O—... _
a
J
0
I
w
r+i
a
m
I
J
U
LU
Q
W
0
_(l-V)L£'l
L8 NI ANI
l
H
¢
9£'Z LB
p
o
9£'Z L8
(a7 O Z-V #MH =O
co CD
o
a
l
a
T
a
L`
U)
O
_
99'LLS
m .
U
Q
T
.....:......
:..
....:.. ...w
..........:moo
U 1
0
I
}
�'0...
Z
OL'OL8
O
+a
OL'OL8
Z N z O� m ♦-
J LO I
N
U)
U
w J
W U
W
of
�lIOJ
Ow LU
U
>
ZFU
O
n-
a
N
IKwJ
a rn
6b'608
C
In a
0
-a
w6b'608
w0
+ UM)
z
Q O m
W
U
Q
Q
r^
o
n
wmm
a
@
W
U a 0
O
a
0
_
: a
o in
o
U
Q w
w
I
£b'608
w
z
a
(Z V) 06'L08 1f10
nNl
CD
�a
0_
m
L V #AA
0
C
a m
LL
z
G
Oz o
0w
OZ'808 'AEMI ;
£Z'80B
ILO
Q
a
o
......
U
O
............
.
0£'Sb+O V1S
o
... X
w
£Z'808
+
o
w
Oiu
CL
0
IN
0—
Z
0
0.
a
a
I
a
'.
80'L08
0
:....L...
80'LOB
N
u]
of
o
OJ
In
o]
o In
CO a0
o
DO
In o
a0 a0
in o
of OJ
+
O
�
6

U /� a
°� mayVA�VAAVA AA�v v O� �L)
JLu
/
z w
o / /
L �/ / / / ice/ <
Lu N // r cn
I
U \ —
1 U �
Ua
as_
>W
a
Lu
° �
/
1
1
°
co
1
H }
Z CC
W
U
Y
of Z
w Q
O p
z
m
W Q
°0
W a W
p
w
a
F
j
W
~
W� W� LL
d U F U O
W d
Z Z
J
p p
z zp
p 7 J W
Q
p p
LU
OF
p
Q
O Y O
Ir
O
00 0o
O
w
a �m 0�
ag
Q Q W
�a oa a'
H
g
K U
a Zz Z- Q
z
WQ
J
d d p
J
d U
7❑ 7 W
(D
LLl
J
,r
o
Z
O
L)
U
W
V1
o U
U
� O
Z N ¢ m
a W U U x
Z p w
J Q Z
U Lu Q N
Op W
J
O� LL
it
a
C)
a

0
z
0
~ r
w
o� 0
O
z N
o w U U _
2 z o w
Q
UAW y
w
� J
J
O�
0
Er
H
U r
m z
d
'o w
a o
C ~
Z` ¢0
O a
0" Q
O
I� V
�o
U� �N
O c�
� C �
C
E z
w
U � �
LL"J lfJ V V Cl M N N
0
cn
;�
r-
U
w
z
a
cn
-
U
w
O
O
LL
o
z
J O
+w
<
LU
w cn
a a o o
o
LL"J LL'J V V D Cl LL
m m m m Q m O m m m m
m
of J
U
cl
O C13)
w
w
O CL 0
o �
0
C
a
cD
z
r
X
w

\ v \
U) ti
\ v l
V � W - Q \ \
\ \
Of
U ❑ \ 0 o A
X a?Q +1 � A
�\ w W LL
�' � J ) CO LU V�
(J Lz'o
z F U n\
aWzw \ \
/ �wI-L> z �00
E 0 F Y J w
c O C) z z
OQ m J O
:D ¢ of
aaHF � w o o a o cn
U ofLL UHF—�. �` Q +i
2zJ�=cn— aU
LU ¢ w '_ Of � ¢
J
U in
coo¢�—�p��
aco Ur o_� zo
Oo�w z +i
d Lu
z Z' J ¢ +I
a ¢ U LL
w J
c m
w N
o o m
\ O O wm
i/ O
C \ A L ¢10
-
uj
-in0L
AAA QQ�,
�V \ LL
cc
�/ / �� VA\ \V A Lm u
��� v ��A L
z � z _ A-0 \ VA \ 2 u)
¢ w ¢ z w ¢ �� ��\mow
H g¢ a¢ J d i O O U U U \ \ 0
�� �L w � w a 0 oL) co¢ cn¢ \ >\r
w w� wF w z z z zp
¢ a� emu) 0 a ¢ > >
o00 z J w Qo
¢o w w
\
�m +i Jum+iOO �o OLL
zo¢ o¢ Eo o zD
, cl w¢ m�
z ¢doa u) "f 'Do 'Dw ¢ A A1A\\ \ \ \ \ V \
A
�)C\
p Al I \ V A
�
LU w w
T I A ( \ A
O
� 1S
0
z
0
L)
W R*
o <n
U 0
m p
z N
o w U U _
z p w
Utz Q yU
90 2 J
0
0
N
¢ m Z
� w
'o w
a
ZY
C ~
O 0z
H
c
00
NVy
U
�eV��o
p c�
C �
L�0 �i

O
N
W
+
�
W J
J
—
J Q N
H
�.....
Z
'�.......
zz
¢ w O
98'908
LO
m
......:.......
...................
_ .
I¢
coQ ...
O O Q
99'909
+
V
LU
H Z
o
J
(L-J) 99'908 NI ANI
:
O
v
m
....... ¢
....-. ....Z-zl #MH..... .....................
> w ...
LL'908
LL'908
0
I
� Z
t
W
Z
UUO
co
�.
...
0-
:
O
O
�
L9902
LS'908
UtY/
L
+O
a
¢
'o
U)❑
—
U-
o
p I
U
o
0
U'
o
w
ci
co
l
Z L'909
0 US
o: a0
a
co
0
W
co
—
0J
J
a
_[if
a
❑
¢
U
W
>
a
X `-
C0 I
CD'I.
Q
Z9'bOB
Z9'b08
+
_
m
u
d
N
w
>
m
I
z
a
U
Ir
a
❑
L
J
X
W
S
w
Z
...'
.......:..
...
.....:.. ....:.... '�....... ......:
M
.:.... .:.I.
..:...
W
~O
L6*209
o
Q
coI
L6'4'09
N L—
<
Z
❑ m
Y
I
LY
U
Q
I
a
w U
m
.
... :..
....
..... ....
.....
H
=O
l9'208
Cl
❑_
U
Z
L9*209
C
+ C
Q
U
m
�..
-.
`
Q
—
o 1_
w
w
a
W w
m
—
(Z �) 66'L08 ANI
I
—
OZ'Z08
0
m J
dW '.
❑
W
Q
J_
-LnO
L #MH
'
DZ'Z08
+
O o
-
p
a
O
❑
a w
0
O -
a
w
Q
6L'
L08 'n313
6L' L09
m
0-
Of
fr
96'6b+0 V1S
o
o
6L' L08
+
d
�
o
W
a
O
SL'LD9
0
....
......:..
...
of
N
+
O
�
of
of
of
of of a0 00
00
00 00
W

0
z
0
o� 0
o
z N
o w U U _
2 z p w
Q
UAW y
� W CR
J J 1.
U�
0
Er
F
U r
m z
d
'o w
p
Q
a a
a
c ¢ o
0
Q
~
O O
U
w
F
U
H
C
O
w
in
�
d
V >
<
W
J
o
7 Y
Z
~
p
o
U i
'o
N
o f
(A
u'
a o
<
u'
M
II
y
O N
x
W
w
w Y
T
Q
W
C
O
o
oo
7
O
C)
o u1
Ili
a
ro
m
0
o
a
0
m
°
Q
U
U
u� o u4
F
Ir
o
N
OJ OJ OJ
w
N
OJ J OJ
OJ
O]
O]
U
0
LL
a
_
Q
Q
w
.
w
.....
z
>
❑
oID
ID
ID
ji
.......:..... w .......:..
.;.....
,.......,
U
0=
U
a
W
u
0
N
A
�)
Q
a
oe
U)
J
❑ F
u� o
❑
U
N
o
w u�
o
� 0 w
0 FJlie w
N
OJ OJ
0
OJ Ff-r-
OJ
Q O]
O]
0 w Z J
m
W
K
co
w>¢ 7
z z- U
2
U
z
w X w 0
O
F
1E _
0❑(DLL
X
J
LL
X
w
o W
m m
LU
r
J