20131243 Ver 1_Application_20131203

a�
08 tP4
STATE of NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
Patrick Lloyd McCrory Anthony J. Tata
GOVERNOR SECRETARY
November 25, 2013
U.S. Army Corps of Engineers
Regulatory Field Office
Post Office Box 1000
Washington, N.C. 27889 -1000
Attention: Tom Steffens
1'31-243.
Subject: Request for a NW 3 Permit and DWQ 401 for the replacement of Bridge #53 over Pungo River
Canal on NC 45/NC 99 in Beaufort County. WBS # 17BP.2.R47
The North Carolina Department of Transportation is requesting the issuance of a NW 3 permit
and corresponding DWQ certification for the replacement of Low Impact Bridge #53 in Beaufort County.
The bridge is located on NC 45/ NC 99 (on Beaufort Co./Hyde Co. Line) between SR 1626 (Railroad Bed
Rd) and 1632 (Candy Field Rd) and spans Pungo River Canal. The stream is located in the Tar - Pamlico
basin and is classified by DWQ as class C, Sw, NSW waters. Bridge #53 is currently a three span (3@20')
reinforced concrete floor on I -beams with timber piles, 60.0 ft long by 31.5' wide. This structure will be
removed using NCDOT's guidelines for bridge removal. The proposed bridge will be placed on the
existing alignment The new bridge structure will be a 45" pre- stressed girder bridge (1 @80') OAL = 80'
long by 33' wide. There are no jurisdictional wetlands located on site. Bank stabilization above OHW
results in 39 linear feet of permanent stream impacts. Bent removal and associated activities result in 108
linear feet of temporary stream impacts. An off-site detour will be utilized during construction. This bridge
is following the Low Impact Bridge Process established by FHWA, NCDOT, and Regulatory Agencies.
Included with this letter are the location map, permit drawings, and Low Impact Data Sheet. If you
have questions please call me at (252) 439 -2800
Sincerely,
Jay B. Johnson
Division Two Environmental Officer
Cc: Garcy Ward, DWQ
Sonia Carrillo, DWQ

2E #_
zV3
CL
co
s
@§
/) ca
o /L
§V
.
�L
�
§
2
�
v
2 22
& Co £
Co
¢
7 /k
caD
.
k�
e
I £
§
§�
to f�
§
•
E=m V
C3
r— C
(� /�CD
�
kok
sE-
RM
2�$
�f
Cl)
CO
/ƒ
§CD
CS
§�
o)o)
kC4
kk
LL
�
\f
§
$k
—
®®
7

111111111111111111111mo C:
111111111111111111111M I
IRIIIIIIII
111111111111111111111M
i 1

Attachment G: Low /Minimal Impact
Bridge
Project Data Sheet
TIP NO
SF- 060053
WBS
17BP.2.R.47
County
BEAUFORT
Bridge Number
060053
Description
ON NC 451 NC 99 OVER PUNGO RIVER CANAL
Stream
Basin
TAR- PAMLICO BASIN - 8 -DIGIT HUC 03020203
Classification
C;Sw; NSW
SIN
DWQ INDEX 29 -34-2 PUNGO RIVER CANAL
Type
WARMIINLAND
Size
16' -18' WE TO WE; NO =1
Existing Structure
Type
3 SPAN (3@20') RC DECK ON I -BEAMS WITH TIMBER
PILES
Size
60 FEET X 31.5 FEET IN WIDTH
Suff. Rating
29.5
Proposed Structure
Type
SINGLE SPAN 45" PRESTRESSED GIRDER
Size
80' LONG x 33' WIDE SINGLE SPAN
Stream
USACE Impacts (LF)
39
Non 404 Impacts (LF)
N/A
Wetlands
USACE Impacts (AC)
NIA
Non 404 Impacts (AC)
NIA
CAMA Impacts (AC)
NIA
NC DWQ Buffers
Impacts (SF)
9302
Buffer Application Required (>40 ft) (YIN)
NIA
NC DWQ StormWater Permit Required (YIN)
Permit Required (YIN)
NO
T&E
Habitat (y /n)
NO
Species Present
NO HABITAT PRESENT
Bio Conclusion
NO EFFECT
Moratorium
Type
N/A
Dates
NIA
Trout Waters
Native/Hatchery
NIA
Trout Species Present
NIA
Trout Conditions (YIN)
N/A
WRC Reviewer
NIA
CAMA
AECs
NO CAMA PERMIT REQUIRED
Essential Fish
Habitat (yin)
NO
Nev.
Opening
427 SQUARE FEET
USCG
Permit
NONE
Historic
Properties
NO FURTHER SURVEY REQUIRED
Archaeological
Resources
NO FURTHER SURVEY REQUIRED
Tribal
Lands
NONE
Resources
NONE
6(f) [LWCF1
Resources
NONE
Wild and
Scenic River
NONE
Forest Service
Lands
NONE
TVA
Area
NONE
FEMA
Buyout
NIA
FEMA
Flood Study
NIA*
USTs
Haz Mats
NONE
Relocatees
NONE
Lotion
LAT
35.7037
46.6361
Project Comments
'PROJECT BRIDGE LOCATED JUST UPSTREAM OF
EFFECTIVE FLOOD STUDY AREA FOR PUNGO RIVER.
FOR MODELING PURPOSES, FEMA STUDY WAS
EXTENDED UPSTREAM TO INCORPORATE BRIDGE
#060053. SRI GE NOT SUBJECT TO FEMA
REGU TI
Completed by:
1

PROPERTY OWNERS
NAMES AND ADDRESSES
PARCEL
NO. NAMES
20 MANNING
FARMS INC.
21 CARLOS E.
MANNING III
22 ELSIE A.
MANNING
23 PAUL L. BOYD
24 FORTESCUE
INVESTMENT, LLC.
25 WADE M.
ELLIOT
26 TAMMY BLAKE,
ADDRESSES
PIN ID
9759 NC HWY 99 N
7701 -08 -9009
PANTEGO NC 27860
6414 NC HWY 99 S
7701-28 -1595
PANTEGO NC 27860
8610 PRINCE GEORGE DRIVE
7701 -19 -1262
DISPUTANTA VA 23842
10118 HWY 99 N
7701 -19 -9412
PANTEGO, NC 27860
444 STEWART PARKWAY
7701 -19 -4873
WASHINGTON, NC 27889
7959 HWY 99 S
7701 -19 -5897
PANTEGO, NC 27860
875 NEWLAKE RD
7701 -29 -1675
BELHAVEN, NC 27810
i�
F
4
1
1�
I

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Patrick Lloyd McCrory Chuck Wakild John E. Skvada, III
Governor Director Secretary
Attachment L: Low Impact Bridge Replacement Process
Low Impact Bridge Project No.: SF- 060053 County BEAUFORT
Bridge No. 0053 over PUNGO RIVER CANAL WBS Element Number 17BP.2.R.47
This project is subject to the Low Impact Bridge Process as agreed to on October 6, 2009. This project
meets the documentation requirements and approval procedures under NEPA, as defined by FHWA, for
Low Impact Bridge Replacements. This project meets the standards of NCDOT's Minimum Criteria Rules.
Date: 11/5/13
Applicant Name: - DEPARTMENT OF TRANSPORTATION
Applicant Address: 105 PACTOLLIS HWY INC 33
PO BOX 1587
GREENVILLE, NC 27835
Primary Contact for Project: JAY B. JOHNSON
Phone No.: (252) 439 -2800
Is this an after - the -fact application: Yes x No
River Basin: TAR - PAMLICO
Stream Classification: C: Sw: NSW
Regulatory Authorization Options for this Activity
Federal: USACE Nationwide General Permit 3 — Maintenance
State: General Water Quality Certification #3687 and /or Buffer Authorization
Local: None
Project Description — NCDOT is replacing bridge #53 in Beaufort County. The bridge is located on NC
45/ NC 99 over Pungo River Canal. Pungo River Canal is in the Tar - Pamlico Basin is classified by DWQ
as class C; Sw; NSW waters. Bridge #53 is currently a reinforced concrete floor on I- Beams, 60.0 ft long.
This structure will be removed using NCDOT's guidelines for bridge removal. The proposed bridge will be
placed on its existing alignment. The new bridge structure will be an 45" pre- stressed girder bridge
(1@80') OAL = 80' long by 33' wide. There are no jurisdictional wetlands located on site. Bank
stabilization above OHW results in 39 linear feet of permanent stream impacts. Bent removal and
associated activities result in 108 linear feet of temporary stream impacts.
Signature:
Print Name: JAY-B. NOHNSON
Title: DIVSION 2 ENVIRONMENTAL OFFICER
Transportation Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699 -1650
Location: 2321 Crabtree Blvd., Raleigh, North Carolina 27604
Phone: [phone] FAX [phone]
Internet http: lih2o.enr.state.naus/ncwetlandsf
An Equal Opportunity %Affirmative Action Empbpr
Noi thCarolina
evatura!!rf

C O
J
W
S N v c O m
cry ri
`o
O
n o R•
CD
O
N o m 2 a m
C.
L
nram =oo -
m
Pn
o E o w m N °c
2
of
IL
to
co
O°
mZ ymmL'
N. � E m r N
F
U
m
fA
w
0
a
ami d W.— r
1 E� c`i d rj c a m
,m,
m
(n
J
O
U
m0
0
T C ON m 0:
ly
=O
m
}
m m
p
J
Z
N
z
n
W
co
p
m
E .�I T L° m m
N m m m d
O m
Q
Q
m m• 30 L N O L O
W
CL
f-0
U J r
LL
N
04
}�
a
Q O �N a
p
Z
Z ci
�!f Z
N
m
p
8
m
0
Z
r a m °° R p L
Q
St_ m o m Eay
3f
0
LL CD
O
0
O
E
LQL�
J
O QW
rL lL
°i
J
O
W
� L
m
N
Z
N �°p
C
°ow cn car
r N O>
m
aS
°
E
W
W
_N
00
° m N n n
m
v
Q
a
z
3
F=
in W Lev g'm o 3
m> o� n
o
m
::
e
K
s
LL
H
o�
w~
m m g F m m m
E
U
N
m
m
3
E c m 100 v
m N c
Cco Em`mya�ami
o
E
m
..
m
U
1j
_�
°• € n m v a N� m a1
�n
tm
_O!
►,
d
C
rm+
W
E
W
E Q � mQ O m m L 3
z W
i W 3
W
F°
v
O
Uo
m
3
c
C1
to voamr
e
Q
m e w a�
N L c m
w
c
a+
=
m
a
V
z
5
C - amain- �0ayi''c7
°c:skt
e
a
O
,33E >? m
U
O� O
m
TW
N
A O� C m
tg.:B.- nm16c$m
�
e c
c
°
O
rOnEd,.`° vim
L
�°,
07 ID
mmc
0� °gym
C,
to
JD f3
_
5
m
I
c
o
Q
J
m
th a co L ac o° E
on mwLV °rn
E=
)
y
mlL - wSL 0,� E�0
S
dN
E
m c =� a~ a v� y m
L0WU
o MO
0
O m -
'
a
b
U
O
O
c
*ms O W V N
m
a
c
1-
O
m
N mm
° N 3
_� m N
(c �
N
U
O
z
m
m
O
m
O
W
N
n � m O o UY Q aw �
� 9 m
o
IL
Z
O
CO)
Z
J h W
O
m
U
U
Z
Z
t0
1A
Q
J
OV l
io
ttm m O V m
N N N C W -5 L :+ "=
f.-
"Q
Z
S
J
p J
uD
N
Z
O
O
u
O
U
°
J
W
O
1,
m O O)
C .O Z' N Q C
of
N
0
r
U
W
c
Z�
m W � y� m a L>
w
in M N m F
°c
m>
m
a
u� m
cm
Z
O
o
E
a°
c
-Ir
a
m
�r
2
F
m
O
Q M E N
m�n�5)0'S -F3f Ez 0
Q
r
d C7
N
a
m
F
7
d
w
m
{-
iV
,,Cc 10 F !L� r O O m 0
F- N '7Q 5 10 fn n n c .k n
r
t
a
W
Q
!t
o.
a
N
a
m
W
v
0
O
M N
m
«
`
w
10
I
�0
;;
3
A
dW
c
=
e
°m
EZ
m
z
v
m
$
m
V€
e
t
+'
m
m
a
a
5
c
c
d
=
m
m
c
r
o
0
C
0
«
V
r
o
m
Q
N
E
mu
IL
m0
ilk, an
d
o
v
>
z
Z
or°,m
a
aH''
Z
dz
�a
a
z
o
QC9

V
£ §
2
CD
�
«
»
C4
x CO
z
_
a
0 ©k
.
ter)
a
�
,
$�■
-
k
�
Cy
o
`�
2
2 :!
-
■e
®
`���
/#
p
-C, ±
�
■
CL
�2
^�
�
cy
/
0
■a §
$ \E22
`§
E
a-
I
$
§
2
).
CL
2 §m:�■
�o
!a
(/7 00
IL
-
0
`
9k
`
�2�<
§u
- 00
c
$,
°I
'
777
°
G §
c
% [
.
\
t,
�kk
.
§
�
� t
/
r A «
§
�§
2�)
CL
&
kf2
la
®°
`
7k2,
! �k�.\
a ■�
CL
kE
++
�)�
\� �I
±aE
'
•
a
�£7

�ypr
Y Y O
m
d
F
0
t j
O
2
O
2
O
2
2
a0,
U
a
..-
0
2
O
N
(,
'O
O
c?
m
7
C7 V
c
f7
y
M C
Q♦
(h W
fl
iy
G
N
N
.r3 0
w
.Q
a)
tNy
•�
�y
p
°
O
N
d Q. O
'u
Q
of
c o
a m
n,
N
O
o
o
L
m
E m
ar 9 n
J
>
w to
X
tO
j m U
o
r
�
§ 6 v
Ly Q
m co
� w
xW
LL
LL CD
�H, "w ya
0C1 J
p
a
C
Q G
ur t
�'rW;a
Em
W°
m
E+
u,
i
E
CD
`gjtl63
t»
g
o
m
mf
-ip-
'
y c
_ d c
C' .Qi§7
or
C
0
W
`�
m CD
v
V
M m
-n
C
m
Q
0= 9
UO
re vi.
0
Z E
�x ar
ar
ca
a
O
ar o
arm
M
O
m
c
crS rcS
Y=
c N=
C
c .�
m
m
,t„p
c
.o •- a
,
=
c m
mar
_nan
o'nc
--°
d
m
r
Q p
crr
M
O
rn
m n
n O.
U.
o
�
m
o
C
ar
0
lV
0
o
o
O
c
0
is 3
3
LL
to
A
m
c
E c
m
amid$
n
O
rE ed
� m n
n 0 0
c `o
J
J
C �
E o a
tY
y
aaLL
ao�
°
tO
O
U. JJr
Jr
°iinn
�.
a
E
J J
J J
o
U') V
m
m
M
f
p
to V
d
O ur
d d
O
+
m
++
N
r"
KS
LLO
+
+
:fCO d
o m
a
�Z
oo °+

16
C5
co
10
ito
L
IL
.c
12
m
-0
j
�z
U)
E
2
0
4)
LX
0
CD
E
co IL 0
to
CL
�S
&
a.
a.
a.
0 a)
0)"o
cn
'm
>
&
>
r >
w 2
c
w
W,a.
c
ui
c
0
CL-
Ew
V; 0
0 Z
'E
40
m
C-
0 d)
0 m
—0 :Lc
0
z
z
0
0—
§]$
CL
'4� -
co
IL
co
2! >
CL
02 c
40
Ex
m co
,
Ln Ln
C m
CD
9
CD
LL
C:)
E
C?
S)
2
2
r_
2
C
P
r— ,
0
m
m
m
. E 3.
E, >.
m
CL
m
ix
CL
�
\ !
9L
�
\_
}
}
\
k
�
CL
0 c;
El

STEWART
SPECIAL PROVISIONS
17BP.2.R.47
Bridge No. 060053
o�••a
37760
�0 •'F't'G I tyE��-'p0
IO�a /Zo�3

Table of Contents
PROJECT SPECIAL PROVISIONS
FALSEWORK AND FORMWORK ( 04- 05- 12) ........................
SUBMITTAL OF WORKING DRAWINGS (08 -9 -13)
CRANE SAFETY (08- 15- 05)...
GROUT FOR STRUCTURES (09- 30 -11)
PILE DRIVING CRITERIA (09- 18 -12)
................. ..............................8
................. .............................14
.................................. .............................15
........................... .............................17
PLACING LOAD ON STRUCTURE MEMBERS (11/27/12) ..................................... .............................18

FALSEWORK AND FORMWORK
1.0 DESCRIPTION
(4 -5 -12)
Use thin Special Provision as a guide to develop temporary works submittals required by
the Standard Specifications or other provisions; no additional submittals are required
herein. Such temporary works include, but are not limited to, falsework and formwork.
Falsework is any temporary construction used to support the permanent structure until it
becomes self - supporting. Formwork is the temporary structure or mold used to retain
plastic or fluid concrete in its designated shape until it hardens. Access scaffolding is a
temporary structure that functions as a work platform that supports construction personnel,
materials, and tools, but is not intended to support the structure. Scaffolding systems that
are used to temporarily support permanent structures (as opposed to functioning as work
platforms) are considered to be falsework under the definitions given. Shoring is a
component of falsework such as horizontal, vertical, or inclined support members. Where
the term "temporary works" is used, it includes all of the temporary facilities used in bridge
construction that do not become part of the permanent structure.
Design and construct safe and adequate temporary works that will support all loads
imposed and provide the necessary rigidity to achieve the lines and grades shown on the
plans in the final structure.
2.0 MATERIALS
Select materials suitable for temporary works; however, select materials that also ensure
the safety and quality required by the design assumptions. The Engineer has authority to
reject material on the basis of its condition, inappropriate use, safety, or nonconformance
with the plans. Clearly identify allowable loads or stresses for all materials or
manufactured devices on the plans. Revise the plan and notify the Engineer if any change
to materials or material strengths is required.
3.0 DESIGN REQUIREMENTS
A. Working Drawings
Provide working drawings for items as specified in the contract, or as required by the
Engineer, with design calculations and supporting data in sufficient detail to permit a
structural and safety review of the proposed design of the temporary work.
On the drawings, show all information necessary to allow the design of any component
to be checked independently as determined by the Engineer.
When concrete placement is involved, include data such as the drawings of proposed
sequence, rate of placement, direction of placement, and location of all construction
joints. Submit the number of copies as called for by the contract.
17BP.2.R.47 1 Bridge No. 060053

When required, have the drawings and calculations prepared under the guidance of, and
sealed by, a North Carolina Registered Professional Engineer who is knowledgeable in
temporary works design.
If requested by the Engineer, submit with the working drawings manufacturer's catalog
data listing the weight of all construction equipment that will be supported on the
temporary work. Show anticipated total settlements and /or deflections of falsework
and forms on the working drawings. Include falsework footing settlements, joint take -
up, and deflection of beams or girders.
As an option for the Contractor, overhang falsework hangers may be uniformly spaced,
at a maximum of 36 inches, provided the following conditions are met:
Member
Member
Max. Overhang
Max. Slab Edge
Max. Screed
Bracket Min.
Vertical Leg
Type
Depth,
Width,
Thickness,
Wheel Weight,
Extension,
(PCG)
(inches)
(inches)
(inches)
(lbs.)
(inches)
II
36
39
14
2000
26
III
45
42
14
2000
35
IV
54
45
14
2000
44
MBT
63
51
12
2000
50
MBT
72
55
12
1700
48
Overhang width is measured from the centerline of the girder to the edge of the deck
slab.
For Type II, I1I & IV prestressed concrete girders (PCG), 45- degree cast -in -place half
hangers and rods must have a minimum safe working load of 6,000 lbs.
For MBT prestressed concrete girders, 45- degree angle holes for falsework hanger rods
shall be cast through the girder top flange and located, measuring along the top of the
member, V -2 '' /z" from the edge of the top flange. Hanger hardware and rods must have
a minimum safe working load of 6,000 lbs.
The overhang bracket provided for the diagonal leg shall have a minimum safe working
load of 3,750 lbs. The vertical leg of the bracket shall extend to the point that the heel
bears on the girder bottom flange, no closer than 4 inches from the bottom of the
member. However, for 72 -inch members, the heel of the bracket shall bear on the web,
near the bottom flange transition.
Provide adequate overhang falsework and determine the appropriate adjustments for
deck geometry, equipment, casting procedures and casting conditions.
If the optional overhang falsework spacing is used, indicate this on the falsework
submittal and advise the girder producer of the proposed details. Failure to notify the
Engineer of hanger type and hanger spacing on prestressed concrete girder casting
drawings may delay the approval of those drawings.
17BP.2.R.47 2 Bridge No. 060053

Falsework hangers that support concentrated loads and are installed at the edge of thin
top flange concrete girders (such as bulb tee girders) shall be spaced so as not to exceed
75% of the manufacturer's stated safe working load. Use of dual leg hangers (such as
Meadow Burke HF -42 and HF -43) are not allowed on concrete girders with thin top
flanges. Design the falsework and forms supporting deck slabs and overhangs on girder
bridges so that there will be no differential settlement between the girders and the deck
forms during placement of deck concrete.
When staged construction of the bridge deck is required, detail falsework and forms for
screed and fluid concrete loads to be independent of any previous deck pour
components when the mid -span girder deflection due to deck weight is greater than 3/4 ".
Note on the working drawings any anchorages, connectors, inserts, steel sleeves or
other such devices used as part of the falsework or formwork that remains in the
permanent structure. If the plan notes indicate that the structure contains the necessary
corrosion protection required for a Corrosive Site, epoxy coat, galvanize or metalize
these devices. Electroplating will not be allowed. Any coating required by the
Engineer will be considered incidental to the various pay items requiring temporary
works.
17BP.2.R.47 3 Bridge No. 060053

Design falsework and formwork requiring submittals in accordance with the 1995
AASHTO Guide Design Specifications for Bridge Temporary Works except as noted
herein.
1. Wind Loads
Table 2.2 of Article 2.2.5.1 is modified to include wind velocities up to 110 mph.
In addition, Table 2.2A is included to provide the maximum wind speeds by county
in North Carolina.
Table 2.2 - Wind Pressure Values
Height Zone
feet above ground
Pressure, lb /ft2 for Indicated Wind Velocity, mph
70
80
90
100
110
0 to 30
15
20
25
30
35
30 to 50
20
25
30
35
40
50 to 100
25
30
35
40
45
over 100
30
35
40
45
50
2. Time of Removal
The following requirements replace those of Article 3.4.8.2.
Do not remove forms until the concrete has attained strengths required in Article
420 -16 of the Standard Specifications and these Special Provisions.
Do not remove forms until the concrete has sufficient strength to prevent damage to
the surface.
17BP.2.R.47 4 Bridge No. 060053

Table 2.2A - Steady State Maximum Wind Speeds by Counties in North Carolina
COUNTY
5YR
COUNTY
5YR
COUNTY
5YR
Alamance
70
Franklin
70
Pamlico
100
Alexander
70
Gaston
70
Pasquotank
100
Alleghany
70
Gates
90
Pender
100
Anson
70
Graham
80
'Perquimans
100
Ashe
70
Granville
70
Person
70
Avery
70
Greene
80
Pitt
90
Beaufort
100
Guilford
70
Polk
80
Bertie
90
Halifax
80
Randolph
70
Bladen
90
Harnett
70
Richmond
70
Brunswick
100
Haywood
80
Robeson
80
Buncombe
80
Henderson
80
Rockingham
70
Burke
70
Hertford
90
Rowan
70
Cabarrus
70
Hoke
70
Rutherford
70
Caldwell
70
Hyde
110
Sampson
90
Camden
100
Iredell
70
Scotland
70
Carteret
110
Jackson
80
Stanley
70
Caswell
70
Johnston
80
Stokes
70
Catawba
70
Jones
100
Surry
70
Cherokee
80
Lee
70
Swain
80
Chatham
70
Lenoir
90
Transylvania
80
Chowan
90
Lincoln
70
Tyrell
100
Clay
80
Macon
80
Union
70
Cleveland
70
Madison
80
Vance
70
Columbus
90
Martin
90
Wake
70
Craven
100
McDowell
70
Warren
70
Cumberland
80
Mecklenburg
70
Washington
100
Currituck
100
Mitchell
70
Watauga
70
Dare
110
Montgomery
70
Wayne
80
Davidson
70
Moore
70
Wilkes
70
Davie
70
Nash
80
Wilson
80
Duplin
90
New Hanover
100
Yadkin
70
Durham
70
Northampton
80
Yancey
70
Edgecombe
80
Onslow
100
Forsyth
70
Orange
70
17BP.2.R.47 5 Bridge No. 060053

B. Review and Approval
The Engineer is responsible for the review and approval of temporary works' drawings.
Submit the working drawings sufficiently in advance of proposed use to allow for their
review, revision (if needed), and approval without delay to the work.
The time period for review of the working drawings does not begin until complete
drawings and design calculations, when required, are received by the Engineer.
Do not start construction of any temporary work for which working drawings are
required until the drawings have been approved. Such approval does not relieve the
Contractor of the responsibility for the accuracy and adequacy of the working drawings.
4.0 CONSTRUCTION REQUIREMENTS
All requirements of Section 420 of the Standard Specifications apply.
Construct temporary works in conformance with the approved working drawings. Ensure
that the quality of materials and workmanship employed is consistent with that assumed in
the design of the temporary works. Do not weld falsework members to any portion of the
permanent structure unless approved. Show any welding to the permanent structure on the
approved construction drawings.
Provide tell -tales attached to the forms and extending to the ground, or other means, for
accurate measurement of falsework settlement. Make sure that the anticipated compressive
settlement and /or deflection of falsework does not exceed 1 inch. For cast -in -place
concrete structures, make sure that the calculated deflection of falsework flexural members
does not exceed 1/240 of their span regardless of whether or not the deflection is
compensated by camber strips.
A. Maintenance and Inspection
Inspect and maintain the temporary work in an acceptable condition throughout the
period of its use. Certify that the manufactured devices have been maintained in a
condition to allow them to safely carry their rated loads. Clearly mark each piece so
that its capacity can be readily determined at the job site.
Perform an in -depth inspection of an applicable portion(s) of the temporary works, in
the presence of the Engineer, not more than 24 hours prior to the beginning of each
concrete placement. Inspect other temporary works at least once a month to ensure that
they are functioning properly. Have a North Carolina Registered Professional Engineer
inspect the cofferdams, shoring, sheathing, support of excavation structures, and
support systems for load tests prior to loading.
17BP.2.R.47 6 Bridge No. 060053

B. Foundations
Determine the safe bearing capacity of the foundation material on which the supports
for temporary works rest. If required by the Engineer, conduct load tests to verify
proposed bearing capacity values that are marginal or in other high -risk situations.
The use of the foundation support values shown on- the contract plans of the permanent
structure is permitted if the foundations are on the same level and on the same soil as
those of the permanent structure.
Allow for adequate site drainage or soil protection to prevent soil saturation and
washout of the soil supporting the temporary works supports.
If piles are used, the estimation of capacities and later confirmation during construction
using standard procedures based on the driving characteristics of the pile is permitted.
If preferred, use load tests to confirm the estimated capacities; or, if required by the
Engineer conduct load tests to verify bearing capacity values that are marginal or in
other high risk situations.
The Engineer reviews and approves the proposed pile and soil bearing capacities.
5.0 REMOVAL
Unless otherwise permitted, remove and keep all temporary works upon completion of the
work. Do not disturb or otherwise damage the finished work.
Remove temporary works in conformance with the contract documents. Remove them in
such a manner as to permit the structure to uniformly and gradually take the stresses due to
its own weight.
6.0 METHOD OF MEASUREMENT
Unless otherwise specified, temporary works will not be directly measured.
7.0 BASIS OF PAYMENT
Payment at the contract unit prices for the various pay items requiring temporary works
will be full compensation for the above falsework and formwork.
17BP.2.R.47 7 Bridge No. 060053

SUBMITTAL OF WORKING DRAWINGS
1.0 GENERAL
(8 -9 -13)
Submit working drawings in accordance with Article 105 -2 of the Standard Specifications
and this provision. For this provision, "submittals" refers to only those listed in this
provision. The list of submittals contained herein does not represent a list of required
submittals for the project. Submittals are only necessary for those items as required by the
contract. Make submittals that are not specifically noted in this provision directly to the
Resident Engineer. Either the Structure Design Unit or the Geotechnical Engineering Unit
or both units will jointly review submittals.
If a submittal contains variations from plan details or specifications or significantly affects
project cost, field construction or operations, discuss the submittal with and submit all
copies to the Resident Engineer. State the reason for the proposed variation in the
submittal. To minimize review time, make sure all submittals are complete when initially
submitted. Provide a contact name and information with each submittal. Direct any
questions regarding submittal requirements to the Resident Engineer, Structure Design Unit
contacts or the Geotechnical Engineering Unit contacts noted below.
In order to facilitate in -plant inspection by NCDOT and approval of working drawings,
provide the name, address and telephone number of the facility where fabrication will
actually be done if different than shown on the title block of the submitted working
drawings. This includes, but is not limited to, precast concrete items, prestressed concrete
items and fabricated steel or aluminum items.
2.0 ADDRESSES AND CONTACTS
For submittals to the Structure Design Unit, use the following addresses:
Via US mail:
Mr. G. R. Perfetti, P. E.
State Structures Engineer
North Carolina Department
of Transportation
Structures Management Unit
1581 Mail Service Center
Raleigh, NC 27699 -1581
Attention: Mr. P. D. Lambert, P. E
Submittals may also be made via email.
Send submittals to:
plambertgncdot.gov (Paul Lambert)
Via other delivery service:
Mr. G. R. Perfetti, P. E.
State Structures Engineer
North Carolina Department
of Transportation
Structures Management Unit
1000 Birch Ridge Drive
Raleigh, NC 27610
Attention: Mr. P. D. Lambert, P. E.
Send an additional e -copy of the submittal to the following address:
jgaithergricdot.gov (James Gaither)
17BP.2.R.47 8 Bridge No. 060053

lboldenkncdot. og_v (James Bolden)
For submittals to the Geotechnical Engineering Unit, use the following addresses:
For projects in Divisions 1 -7, use the following Eastern Regional Office address:
Via US mail:
Mr. K. J. Kim, Ph. D., P. E.
Eastern Regional Geotechnical
Manager
North Carolina Department
of Transportation
Geotechnical Engineering Unit
Eastern Regional Office
1570 Mail Service Center
Raleigh, NC 27699 -1570
Via other delivery service:
Mr. K. J. Kim, Ph. D., P. E.
Eastern Regional Geotechnical
Manager
North Carolina Department
of Transportation
Geotechnical Engineering Unit
Eastern Regional Office
3301 Jones Sausage Road, Suite 100
Garner, NC 27529
For projects in Divisions 8 -14, use the following Western Regional Office address:
Via US mail:
Mr. Eric Williams, P. E.
Western Regional Geotechnical
Manager
North Carolina Department
of Transportation
Geotechnical Engineering Unit
Western Regional Office
5253 Z Max Boulevard
Harrisburg, NC 28075
Via other delivery service:
Mr. Eric Williams, P. E.
Western Region Geotechnical
Manager
North Carolina Department
of Transportation
Geotechnical Engineering Unit
Western Regional Office
5253 Z Max Boulevard
Harrisburg, NC 28075
The status of the review of structure- related submittals sent to the Structure Design Unit
can be viewed from the Unit's web site, via the "Contractor Submittal" link.
Direct any questions concerning submittal review status, review comments or drawing
markups to the following contacts:
Primary Structures Contact: Paul Lambert (919) 707 — 6407
(919) 250 — 4082 facsimile
plambert&ncdot.gov
Secondary Structures Contacts: James Gaither (919) 707 —6409
James Bolden (919) 707 — 6408
Eastern Regional Geotechnical Contact (Divisions 1 -7):
K. J. Kim (919) 662 — 4710
(919) 662 — 3095 facsimile
[e-mail]
17BP.2.R.47 9 Bridge No. 060053

Western Regional Geotechnical Contact (Divisions 8 -14):
Eric Williams (704) 455 —8902
(704) 455 — 8912 facsimile
ewilliams@ncdot. og_v
3.0 SUBMITTAL COPIES
Furnish one complete copy of each submittal, including all attachments, to the Resident
Engineer. At the same time, submit the number of hard copies shown below of the same
complete submittal directly to the Structure Design Unit and /or the Geotechnical
Engineering Unit.
The first table below covers "Structure Submittals ". The Resident Engineer will receive
review comments and drawing markups for these submittals from the Structure Design
Unit. The second table in this section covers "Geotechnical Submittals ". The Resident
Engineer will receive review comments and drawing markups for these submittals from the
Geotechnical Engineering Unit.
Unless otherwise required, submit one set of supporting calculations to either the Structure
Design Unit or the Geotechnical Engineering Unit unless both units require submittal
copies in which case submit a set of supporting calculations to each unit. Provide
additional copies of any submittal as directed.
STRUCTURE SUBMITTALS
Submittal
Copies
Required by
Structure
Design Unit
Copies
Required by
Geotechnical
Engineering
Unit
Contract Reference
Requiring Submittal 1
Arch Culvert Falsework
5
0
Plan Note, SN Sheet &
"Falsework and Formwork"
Box Culvert Falsework 7
5
0
Plan Note, SN Sheet &
"Falsework and Formwork"
Cofferdams
6
2
Article 410 -4
Foam Joint Seals 6
9
0
"Foam Joint Seals"
Expansion Joint Seals
(hold down plate type with base
9
0
"Expansion Joint Seals"
angle)
Expansion Joint Seals
2 then 9
0
"Modular Expansion Joint
(modular)
Seals"
17BP.2.R.47 10 Bridge No. 060053

Expansion Joint Seals
9
0
"Strip Seals"
(strip seals)
Falsework & Forms 2
8
0
Article 420 -3 &
(substructure)
"Falsework and Formwork"
Falsework & Forms
8
0
Article 420 -3 &
(superstructure)
"Falsework and Formwork"
Girder Erection over Railroad
5
0
Railroad Provisions
Maintenance and Protection of
"Maintenance and
Protection of Traffic
Traffic Beneath Proposed
g
0
Beneath Proposed Structure
Structure
at Station "
Metal Bridge Railing
8
0
Plan Note
Metal Stay -in -Place Forms
8
0
Article 420 -3
Metalwork for Elastomeric
4,5
Bearings
7
0
Article 1072 -8
Miscellaneous Metalwork 4,5
7
0
Article 1072 -8
Optional Disc Bearings 4
8
0
"Optional Disc Bearings"
Overhead and Digital Message
Signs (DMS) (metalwork and
13
0
Applicable Provisions
foundations)
Placement of Equipment on
7
0
Article 420 -20
Structures (cranes, etc.)
Pot Bearings 4
8
0
"Pot Bearings"
2, then
"Optional Precast
Precast Concrete Box Culverts
1 reproducible
0
Reinforced Concrete Box
Culvert at Station
Prestressed Concrete Cored Slab
3
6
0
Article 1078 -11
(detensioning sequences)
Prestressed Concrete Deck Panels
6 and
1 reproducible
0
Article 420 -3
Prestressed Concrete Girder
Articles 1078 -8 and 1078 -
(strand elongation and
6
0
11
detensioning sequences)
Removal of Existing Structure
5
0
Railroad Provisions
over Railroad
17BP.2.R.47 11 Bridge No. 060053

Revised Bridge Deck Plans
2, then
(adaptation to prestressed deck
1 reproducible
0
Article 420 -3
panels)
Revised Bridge Deck Plans
2 then
"Modular Expansion Joint
(adaptation to modular
1 reproducible
0
Seals"
expansion joint seals)
Sound Barrier Wall (precast
10
0
Article 1077 -2 &
items)
"Sound Barrier Wall"
Sound Barrier Wall Steel
Article 1072 -8 &
Fabrication Plans 5
7
0
"Sound Barrier Wall"
Structural Steel 4
2, then 7
0
Article 1072 -8
Article 400 -3 &
"Construction,
Temporary Detour Structures
10
2
Maintenance and Removal
of Temporary Structure at
Station "
TFE Expansion Bearings 4
8
0
Article 1072 -8
FOOTNOTES
1. References are provided to help locate the part of the contract where the submittals are
required. References in quotes refer to the provision by that name. Articles refer to the
Standard Specifications.
2. Submittals for these items are necessary only when required by a note on plans.
3. Submittals for these items may not be required. A list of pre- approved sequences is available
from the producer or the Materials & Tests Unit.
4. The fabricator may submit these items directly to the Structure Design Unit.
5. The two sets of preliminary submittals required by Article 1072 -8 of the Standard
Specifications are not required for these items.
6. Submittals for Fabrication Drawings are not required. Submittals for Catalogue Cuts of
Proposed Material are required. See Section 5.A of the referenced provision.
7. Submittals are necessary only when the top slab thickness is 18" or greater.
17BP.2.R.47 12 Bridge No. 060053

GEOTECHNICAL SUBMITTALS
Submittal
Copies
Required by
Geotechnical
Engineering
Unit
Copies
Required by
Structure
Design Unit
Contract Reference
Requiring Submittal 1
Drilled Pier Construction Plans 2
1
0
Subarticle 411 -3(A)
Crosshole Sonic Logging (CSL)
2
1
0
Subarticle 411- 5(A)(2)
Reports
Pile Driving Equipment Data
2,3
1
0
Subarticle 450- 3(D)(2)
Forms
Pile Driving Analyzer (PDA)
2
1
0
Subarticle 450- 3(F)(3)
Reports
Retaining Walls 4
8 drawings,
2 calculations
2 drawings
Applicable Provisions
4
5 drawings,
"Temporary Shoring" &
"Temporary
Temporary Shoring
2 calculations
2 drawings
Soil Nail
Walls"
FOOTNOTES
1. References are provided to help locate the part of the contract where the submittals are
required. References in quotes refer to the provision by that name. Subarticles refer to the
Standard Specifications.
2. Submit one hard copy of submittal to the Resident or Bridge Maintenance Engineer. Submit
a second copy of submittal electronically (PDF via email) or by facsimile, US mail or other
delivery service to the appropriate Geotechnical Engineering Unit regional office. Electronic
submission is preferred.
3. The Pile Driving Equipment Data Form is available from:
https:Hconnect.ncdot.gov /resources /Geolo icg_ al /Pages /Geotegh Forms Details.aspx
See second page of form for submittal instructions.
4. Electronic copy of submittal is required. See referenced provision.
17BP.2.R.47 13 Bridge No. 060053

CRANE SAFETY
(8- 15 -05)
Comply with the manufacturer specifications and limitations applicable to the operation of any
and all cranes and derricks. Prime contractors, sub - contractors, and fully operated rental
companies shall comply with the current Occupational Safety and Health Administration
regulations (OSHA).
Submit all items listed below to the Engineer prior to beginning crane operations involving
critical lifts. A critical lift is defined as any lift that exceeds 75 percent of the manufacturer's
crane chart capacity for the radius at which the load will be lifted or requires the use of more
than one crane. Changes in personnel or equipment must be reported to the Engineer and all
applicable items listed below must be updated and submitted prior to continuing with crane
operations.
CRANE SAFETY SUBMITTAL LIST
A. Competent Person: Provide the name and qualifications of the "Competent Person"
responsible for crane safety and lifting operations. The named competent person will
have the responsibility and authority to stop any work activity due to safety concerns.
B. Rigeers: Provide the qualifications and experience of the persons responsible for
rigging operations. Qualifications and experience should include, but not be limited to,
weight calculations, center of gravity determinations, selection and inspection of sling
and rigging equipment, and safe rigging practices.
C. Crane Inspections: Inspection records for all cranes shall be current and readily
accessible for review upon request.
D. Certifications: By July 1, 2006, crane operators performing critical lifts shall be
certified by NC CCO (National Commission for the Certification of Crane Operators),
or satisfactorily complete the Carolinas' AGC's Professional Crane Operator's
Proficiency Program. Other approved nationally accredited programs will be
considered upon request. All crane operators shall also have a current CDL medical
card. Submit a list of anticipated critical lifts and corresponding crane operator(s).
Include current certification for the type of crane operated (small hydraulic, large
hydraulic, small lattice, large lattice) and medical evaluations for each operator.
17BP.2.R.47 14 Bridge No. 060053

GROUT FOR STRUCTURES (9- 30 -11)
1.0 DESCRIPTION
This special provision addresses grout for use in pile blockouts, grout pockets, shear keys, dowel
holes and recesses for structures. This provision does not apply to grout placed in post -
tensioning ducts for bridge beams, girders, or decks. Mix and place grout in accordance with the
manufacturer's recommendations, the applicable sections of the Standard Specifications and this
provision.
2.0 MATERIAL REQUIREMENTS
Use a Department approved pre - packaged, non - shrink, non - metallic grout. Contact the Materials
and Tests Unit for a list of approved pre - packaged grouts and consult the manufacturer to
determine if the pre - packaged grout selected is suitable for the required application.
When using an approved pre - packaged grout, a grout mix design submittal is not required.
The grout shall be free of soluble chlorides and contain less than one percent soluble sulfate.
Supply water in compliance with Article 1024 -4 of the Standard Specifications.
Aggregate may be added to the mix only where recommended or permitted by the manufacturer
and Engineer. The quantity and gradation of the aggregate shall be in accordance with the
manufacturer's recommendations.
Admixtures, if approved by the Department, shall be used in accordance with the manufacturer's
recommendations. The manufacture date shall be clearly stamped on each' container.
Admixtures with an expired shelf life shall not be used.
The Engineer reserves the right to reject material based on unsatisfactory performance.
Initial setting time shall not be less than 10 minutes when tested in accordance with ASTM
C266.
Test the expansion and shrinkage of the grout in accordance with ASTM C1090. The grout shall
expand no more than 0.2% and shall exhibit no shrinkage. Furnish a Type 4 material
certification showing results of tests conducted to determine the properties listed in the Standard
Specifications and to assure the material is non - shrink.
Unless required elsewhere in the contract the compressive strength at 3 days shall be at least
5000 psi. Compressive strength in the laboratory shall be determined in accordance with ASTM
C109 except the test mix shall contain only water and the dry manufactured material.
Compressive strength in the field will be determined by molding and testing 4" x 8" cylinders in
accordance with AASHTO T22. Construction loading and traffic loading shall not be allowed
until the 3 day compressive strength is achieved.
When tested in accordance with ASTM C666, Procedure A, the durability factor of the grout
shall not be less than 80.
17BP.2.R.47 15 Bridge No. 060053

3.0 SAMPLING AND PLACEMENT
Place and maintain components in final position until grout placement is complete and accepted.
Concrete surfaces to receive grout shall be free of defective concrete, laitance, oil, grease and
other foreign matter. Saturate concrete surfaces with clean water and remove excess water prior
to placing grout.
Do not place grout if the grout temperature is less than 50 °F or more than 90 °F or if the air
temperature measured at the location of the grouting operation in the shade away from artificial
heat is below 45 °F.
Provide grout at a rate that permits proper handling, placing and finishing in accordance with the
manufacturer's recommendations unless directed otherwise by the Engineer. Use grout free of
any lumps and undispersed cement. Agitate grout continuously before placement.
Control grout delivery so the interval between placing batches in the same component does not
exceed 20 minutes.
The Engineer will determine the locations to sample grout and the number and type of samples
collected for field and laboratory testing. The compressive strength of the grout will be
considered the average compressive strength test results of 3 cube or 2 cylinder specimens at 28
days.
4.0 BASIS OF PAYMENT
No separate payment will be made for "Grout for Structures ". The cost of the material,
equipment, labor, placement, and any incidentals necessary to complete the work shall be
considered incidental to the structure item requiring grout.
17BP.2.R.47 16 Bridge No. 060053

PILE DRIVING CRITERIA (9- 18 -12)
Revise the 2012 Standard Specifications as follows:
Page 4 -72, Subarticle 450- 3(D)(3) Required Driving Resistance, lines 26 -30, delete first
paragraph and replace with the following:
The Engineer will determine if the proposed pile driving methods and equipment are acceptable
and provide the blows /ft and equivalent set for the required driving resistance noted in the plans,
i.e., "pile driving criteria" except for structures with pile driving analyzer (PDA) testing. For
structures with PDA testing, provide pile driving criteria for any bents and end bents with piles
in accordance with Subarticle 450- 3(F)(4).
Page 4 -73, Subarticle 450 -3(F) Pile Driving Analyzer, lines 45 -48, delete third paragraph and
replace with the following:
The Engineer will complete the review of the proposed pile driving methods and equipment
within 7 days of receiving PDA reports and pile driving criteria. Do not place concrete for caps
or footings on piles until PDA reports and pile driving criteria have been accepted.
Page 4 -75, Subarticle 450 -3(F) Pile Driving Analyzer, add the following:
(4) Pile Driving Criteria
Analyze pile driving with the GRL Wave Equation Analysis Program (GRLWEAP)
manufactured by Pile Dynamics, Inc. Use the same PDA Consultant that provides PDA
reports to perform GRLWEAP analyses and develop pile driving criteria. Provide
driving criteria sealed by an engineer approved as a Project Engineer (key person) for the
same PDA Consultant.
Analyze pile driving so driving stresses, energy transfer, ram stroke and blows /ft from
PDA testing and resistances from CAPWAP analyses correlate to GRLWEAP models.
Provide pile driving criteria for each combination of required driving resistance and pile
length installed for all pile types and sizes. Submit 2 copies of pile driving criteria with
PDA reports. Include the following for driving criteria:
(a) Project information in accordance with Subarticle 450- 3(F)(3)(a)
(b) Table showing blows /ft and equivalent set vs. either stroke for multiple strokes in
increments of 6" or bounce chamber pressure for multiple pressures in increments
of 1 psi
(c) Maximum stroke or blows /ft or pile cushion requirements to prevent overstressing
piles as needed
(d) GRLWEAP software version information
(e) PDF copy of all pile driving criteria and executable GRLWEAP input and output
files
Page 4 -76, Article 450 -4 MEASUREMENT AND PAYMENT, add the following:
The contract unit price for PDA Testing will also be full compensation for performing
GRLWEAP analysis and developing and providing pile driving criteria.
17BP.2.R.47 17 Bridge No. 060053

PLACING LOAD ON STRUCTURE MEMBERS (11- 27 -12)
The 2012 Standard Specifications shall be revised as follows:
In Section 420 -20 — Placing Load on Structure Members replace the first sentence of the fifth
paragraph with the following:
Do not place vehicles or construction equipment on a bridge deck until the deck concrete
develops the minimum specified 28 day compressive strength and attains an age of at least 7
curing days.
17BP.2.R.47 18 Bridge No. 060053

Prrmjecl Tracking Nu. (Adernal [Ise)
11 -08 -0011
NO SURVEY REQUIRED FORM
PROJECT INFORMATION
Project No.
County.
Beaufort
WBS No.
17BP.1.R.41
Document.
PCE
F.A. No.
Funding.
State Federal
Federal (USAGE) Permit
Yes No
Permit
Nationwide
Required?
Type.
Proiect Description Replace Bridge 53 on NC 45 1NC 99 over the Pungo River Canal. No
design plans provided. Area of Potential Effects (A.P.E.) includes a 11 -meter (70 -ft.) wide area
on each side of the road for 91 meters (300 ft.) in each direction from the bridge. State - funded;
requires Federal permits; requires temporary easments.
SUMMARY OF CULTURAL RESOURCES REVIEW
Brief description of review activities. results ofreview. and conclusions. Review included
examination of topographic map, soil survey, and listings of previously recorded sites, previous
archaeological surveys, and previous environmental reviews at the Office of State Archaeology
(OSA). Topographic map (Pike Road, N.C.) shows the bridge crosses a straight canal that
looks artificial, and that the surrounding landuse is drained (ditches) agricultural fields. Soil
survey shows poorly- drained soils in the A.P.E. There are no previously recorded
archaeological sites nearby, and the A.P.E. has not been previously surveyed for archaeological
sites. The A.P.E. is included in an area that was previously cleared for archaeology by the OSA
(85 -C -0000-0441; ER 85- 7591).
Brief Explanation of why the available information provides a reliable basis for
reasonaW _p edictMC that there are no unidentified historic properties in the APE The
review indicates the A.P.E. has a low potential for archaeological sites. The landform is poorly -
drained, and the A.P.E. is within an area that was previously cleared by the OSA.
SUPPORT DOCUMENTATION
®Map(s), ❑Previous Survey Info, ❑Photos, Correspondence, ❑Notes
FINDING BY NCDOT CULTURAL RESOURCES PROFESSIONAL
NO SURVEY REQUIRED ®Archaeology ❑Historic Architecture
Caleb Smith 9/19/2011
NCDOT Cultural Resources Specialist
Date
"No Survey Required " %orm %r Mhnx Transportation Projects as Qualified in the 2(47 Programmatic Agreement.
NCDOT Archaeology & Historic Architecture Groups

cA
41 •
c
O "
m 3N It 9594 '
>R (3)4V7 0ONnd)
Il
tl
of GGG�i�4't poi
T
_ _ � � � �— � I � � ' ' it � � I � 1 I�I � I � •' ° • • •O -
d
41.4 .o 0
co
c ° ER "
zz
H� J
, / X �I �b' ? •fit
Co % � ' -• I ��/ I Y �I) � � � � � ` —.ifs ` °
iii
COQ\ • „ I °
,5
j r %ri
r I ri
, I Urr
r
r
b
X
r I t
r
r
, b
h
r I
I yb r.
r'
/y
�
' o ?
H jb
X
i

O
a
w
�i
W
W
H
P
W
W.
44
O
1.1
O
U
ai
b
H
d
U
H
a
pw
d
a)
b
x
z
A
O
U
G
0
.,-1
U
G
74
G
O
U
a)
G
a
G
9
G
ro
a
W
a
H
H
H
v
U
G
ro
)a
ro
Q)
U
U
O
H
H
z
b 00
>4 —i O
3 U
O
00 0
r-I
O
H
u'S C7
\ P4
00 a
H
cr
Lr
<13 oc
A
O ••
W
a
H
H
U
I d
I
W
A
A
z
w `0
I \
O
00
U \
^r {
1J
I U
CL)
I •n
Lr 0
oc }, ..
P4W
U 00 H
ON u
H Cn H
A
W
A
W
W
z
u
z
H
d
a
P,
A
W
H
W
U
W
Ri
P.
W
H
U)
w
x
Ol
w
CY.
O
z
H
z
H
H
W
O
a
w
P4
0
w
A
z
�cUWj
P4
C.7
z
H
H
W
H
H
H
O
a
A
qW
Z
W
0
U
w
x
W
a
x
O
z
O
H
.U)
a
O ::j
z a
H 34
0
H w
H to
cn a)
U
ro
N
� a
H
x^
u�
44
O
a)
OO
ro
U
H Cd
x
w
P4
as
O
0
O
O
N
aJ
U
U ro
W O
f1i N
w
O 6
W
W U
H d
L7
u,
00
\
r-I
U
�
a)
A a)
O
W 41
N
ca •r1
a
d r-I U)
W M
a)
v
U G r-I
O a) Ed a
U) Cn
4.J 4.J
H
U) U) a) •H
.n '
b
m O ro o
rq
b 4-j
LO 44
H
roves 00
R.�
4-) a) 0 s4
a �+
G M +J as
ro ro
u r1
^ S rI b
ro U
O '0 •rl CO
,i ro r-I v
p G
rl a) H
O
P W 4J U
4a
W
Q) ro C4
0
U
H
4-I -r4 � Cdd
+J O
o .a
G z
+-I U G
co
U
ri O
H G
3 x 0a
ri 0
ro \ td
a 'rl
44 b CO
G 4'
M O ro x
a U
)4 O
ro
Q) u P �>,
^
�> UJ p
rI
0 0..
ON 0
U)
U 8 L+ L+
N W
b
mvbaol:,
M
c
n 3 G G
H
G m
w
w (00
00
P •0
O OO
0 i.
O bo O a)
I G
U
,H G
U O .b
10 ro
-0 CJ:W
u) 41 •rq
00 a
y,. Q.:..
aJ y
a
Ono 00
\ w U
a N
ro (ia
00 G CO +.j
w .n
_
\ O •n O
r-I --I 'L) G
J-J
U)
ro ro 0
G
0
o
H to H 3�
3
ro
z
C14
G�
�
GT4
Or-I
U

Project Tracking No. (Internal Use)
11 -08 -0021
1
NO SURVEY REQUIRED FORM
PROJECT INFORMATION
Project No: County Beaufort
WBS No: 17BP.2.R.41 Document • PCE
F.A. No: Funding: ® State
Federal (USACE) Permit Required? ® Yes ❑ No Permit Type: NWP 3
Project Description:
Replace Bridge No. 53 over Pungo River on NC 45/NC 99
SUMMARY OF CULTURAL RESOURCES REVIEW
Brief description of review activities, results of review, and conclusions:
❑ Federal
Review of HPO quad maps, relevant background reports, historic designations roster, and indexes was
undertaken on August 22, 2011. Based on this review, there were no existing NR, SL, LD, DE, or SS
properties in the Area of Potential Effects (APE). Aerial photography shows one structure in the APE of
this project. Google Street view reveals that the structure is a modern house not eligible for National
Register listing.
Brief Explanation of why the available information provides a reliable basis for reasonably predicting
that there are no unidentified historic properties in the APE:
Using HPO GIS website and Google Street view provide reliable information regarding the structures in
the APE. These combined utilities are considered valid for the purposes of determining the likelihood of
historic resources being present.
SUPPORT DOCUMENTATION
See attached: Maps, photograph
FINDING BY NCDOT CULTURAL RESOURCES PROFESSIONAL
NO SURVEY REQUIRED
S`A61
NCDOT Cultural 4source# Specialist Date
"No Survey Required" form Jor Minor Transportation Projects as Qualified in the 2007 Programmatic Agreement.
NCDOT Archaeology & Historic Architecture Groups
1-,

� • � °gym
w
r
\ •t .i
U
3 ft,: m
man x
14�Ali6'111 14
61411 1
1 J w
1 li 414,f f •' �r -
• • '�
0
I
14. °
�1 �441f+4141
eA s
7 ,

-cc

OIL
e�
i •
4
�.. Of
F
r

MV)m
r---i3.
M>
LT)
wO
C.
31�
0- j j
N
aw: o.
>
�-1
L.j
LD
O
cr
. . . . ............. ..........
C20090-A5-zl0z-150090 V3ARI DWd
II
ti
o
bbb
Z F..
or
O
asa
X!
I
II
17 i
i 1 ig
ii
Ai
a of
14
I cl•
Z-! Z-1
II
17 i
i 1 ig
ii
Ai
a of
14

i
11/5/2013
NF, �VOVVJJ-i,ui _� -vi. 9 .
USER:m urns
CONTRACT: C202922 PROJECT. 17BP.2.R.47
CC
=0 v 0n 3X L
m Om C= chin N
OZ ix1'I Z vv O w fl IV
�n
Z-4 r>� rO �o OA R
r•rn >O W n o IW Qm
o W
0 C) VIZ OCN j4 c Z1
<O M, = vz j k i
Irn
m yin DO °
0o �� ov z r O i
Zm rn w a0 i
00 m O H y y�oacoT i
cn v
O 0 pp Z
-a
m-n �= D D rjo
Z Z
O� m m o
+n c
H O= m O lz
2 pm
i
-n
v_ O
H I
D m
z v
[i rn
m O0
I Z
N
D�
0,0
+m
X N �
O
O
O
b
%7
El
z N Z O h Cl�
(� N p
Z o 14
`o C/1J
a O �+
.,�co •co
n
O
Z
D o � (00 w ` J
_ V O+ m E Z
Nm
W ypF'QT c y�
c o
b Q
O n �
y a
no
0,-v h
AO
�m
rn
' on
BRIDGE NO. 060053
\ V V V
W W W
-07070
\ \ N N N
A A A p
V V V •�
N v
c�
o���
j,bo
ri CZTm Z Z Z o
�c o DDD e
O o3�0
r Z
C: C m
O 0 z
Z N
0 0 0
o
W T
o m o 0
'm = � n
m A y
n
N
Y7 D �7
r (�j
No °o 00
�E
a D
� 5: H v °yb
z H <w�o « °�
� II II o II II II II II �
� O�o+ �DDDob
m
r O
o � a
� A
0
� rn m
o � �
r = _
m
Z N A
O
_ � v
O m �
`m � ;0.
`m m
A � N
V N
A
A A ci
V V
u u u
0 0 0
3 3 3.
p a p
Y
y �o
a
OW y�bB
< o Z m yi y
Za eZ
x nc� y= �n
�Z oD C)
n
OD �Z
x=
y
2T
zm
�o
�p
C�
�
m
m
b
p9 n
z
vzi .fib
�7
.b
s a�
o9PAy /OAI . W8��9o�

_PSH_ IA.dgn
REVISIONS
ti
m �
N n I
I X I N
- 2
N �
y ti 2
C m C C Z
C c
In m i m
-
w
N n -I m D m £ m V1 n
ti m m m m Z D m D C O 1 Z 2
m O O O D D O m O G m Z D O m
C IA N VI Z Z ti 0 m m < Z X m
n V1 N V1 D 2 - m O m y
ti I O m pe Vf F Z m K Z D
C 0 N z O m 0 O Z ti x O N
m m m 2 m ' n O m 2
O O O
ti 1 O D O m 0 2 z 00 m
m Z . 2 I n D A x ti
O O D S m r D m
D Z z m O m m O £ m
Z t/I O Z m D D r 0
N N r < �• t/i C Z V1
C > N m Z Vf CJ
m D S ; D m S m N
Z m l O 0
D D Z m
m Z n ti ti ti H N Z
K N K m
D m m C D
Z Z 0 D n r
O O m
G O Z
m D m O
Z r D N M
v n m
M z c n v
x Vf C
N O D
D 2 Z Z
m O N O
- C
mr
v v D
z n
� v �
m O
M m
m
3
n
C
ti
ti
m
m
Z
v
O
N
m
H
N
I
mno no o° ?mx
w. 2 n 2 ro oH ° - o- v 2!_° v °=-
o i z o `O`T"
I I A
pp p pp C n; N O f rr_J
-
0 - - m m A 0 m n f x
JN�NO�Cq�2��mmCOm�02" N t
�a�° - o00 �N♦ h•i
o o+ n E 6 o w u 0 m 0 O N u O o o n a
y
01 _ °. e
20
e3'1 01 gp= _ -
0, �
cc 1 0 E
u 0 n
O m � m u 1-4
q 4O J 1. v
W2 O
4 - m lu 11 I
o
v�_ titi
o` b �
N g
N
o
°• O
m z c = c m
n - o D o T m n z
x m c m n o m
y m O m m m
m O M - Z r
0 - Z D m Z n
I m n
D F D -I C N D N ti N £ n l •• N D n V V Z D D m n •• --- Z O
I D 0 z 1 � m m 2 - 0 2 C N O m c o r ti r m r r m e 2 O
r K K m n m l Z m m m Z n m r y m O D O m m m
N I r my S y In2 N -Im O XD MM.- T N N
A i 2 m n - O -m n mD ti -mNn 2 OA C1NDC) C •• //�
D O m O K D O Z m C m r m O m N C •• O- m 0 S n m m V/
O m F r C n Z n m a n r. c Z r t l N m Z -1 0- D • l
2 ZO J 2 - m m n v'<• < -n -I 2 £ZO D mil
I O -mz do < ti Gom M. n
I m O D K F Z mm -m Dm - y a(/I -O mn -
O V f Z ti Z n- m Z O D D O Z I m n D r Z
om 2z- mm z -co - nm-I�- c�
I -1 0 N m D m - r O ti •• O to z 2 0 2 2 Z
F 2 z - N V 1 Z D S Z -• 2 m ti m o m O O
K m 0 A O p 0, m N r0 A_ n 2 Vf r m m D N m
m m
r r 3 z omr A°-n <z N10 m mromi m
D m mm> my x m - o In O CD
m Dzx 1 s Kn mm- In cmm o v 2 -mF c
m 'n -Im -no n m mmoz m
N N o M z I n o m n o m n R 7
m -1 N Z (- I N 2 Z n O N z 0 D
N m t7 T m0 D n Hm I K - n 0 4 f
Z N m V I r m m m H N N Z - 0. O
O L 7 m O O -1 o m 2 r N m i n x O O
z 7 m2 O ti GO 2 mcot/I -I 0
C O m m O £ m m O T V m£ S m rl
ti H J n m H Z m 2 D G Z F- I Z (, J
1 m N O 2 N G N D r O K
mo -x mCr vzm o mmN Q
N - D m m 2 Z O O m r m C T O
I N C - m c m m N O z o F G m
m ~ n Z Z D r D m m l z O Z m m N Fr
m m O-I o n 2 n0 mmm m m -I - O Nn
O t/I MC -m nm Or OFmtiZ m m=O
m O Z O m c mI/I m -m
£ m c m m m ti <D C W-1
y - t/I Dmr OO m O K n 2 S Z m n
m m D D O 1 m .-M
C l
r D Z O z Z Z 2- m r K O
V1 r Z O D N n VI mom m S -I 1 m - -
S m m 11 Z r O m 2 C- m n
m m O D r m O 0 O D N
m r m D F C m D< ti m -I
r D T z Z T m r G
-
n 0-I -ice 00, c)mr D -O T
m n m y n m x- m m -O mN-1 -1 z T
M o m am O m 0 -_I N o
tir mz v+z me m monn0 yyO 0
m m m D m-I D H O Z- m l :=z N D �D V
z -m0 vo -oz r mm__ _
n - in >nc z zm - v000 $ zK m
n l/ I m n c .1> - Z Z T
M m i • �N Z� In n zm in i zr mm IJ m
O m0 a, Om in n ti m0 -I p
O D m m m N3:0 N O N m m 3.0 I"" 5 A n
m m x D N 0 to S O f 0 m O T ti F + n� m I--I Z Z
n A o °c O n z 2 z xm1DMMM h m A m
0 o z in c m x o n a n m o I I�gg 'o z V z
z ti• o O z m m m m m ��-$P "- Z O
m on o0 v+ z £ - o- 0 a� o
D m m Z (� O -1 2- VI VI (/I O m I
O O 2 m ti 2 m£ O `< lzm
m n m C OT K m N O <
m o �r Zo
n <In -I mzv K mmm _O �o
m 'o nln D m <r 2> Z>
7 ^�
r m
O ZN Afl D Z
u o

o T ::E ;
O
m
u
c d p
a c
0
0
2
CD
O
CL
v
3 p T W W 2
o °
Q o
° b
D N 0
ID
ID o �i
0 Q m
3 3 °• o
i
In
N N i I
I Li
m m a a m m 7 o
3 n n o C O a ° O 7 X x X x p m v 0 m n 7 -1 n s
° ° v p O c c ° v -p v :E
m ti C 3 590 3 �n
0 0 m r Co p
�b
C
S i O Q 3 c Q. o cp cp (D co 0 m � to c�i� j� m �°
`Z 7' 3 to m m Q p_ p. O_ T m — m v r p r�1[b�pV
3 O m a 2. O W o n G 3 c O
rt
+ ((Oi O 7
to Ip p C m 3 m r CD 3 3 m m
7 m m 7 O_ 3
a 3 ? a W o
rt > m
G� 9' D p §
b o Q 0
°_. W O o b
X- 0 D D 0 W m m
c o fl c
O ° Z C b
N (D
m
y
U LJ -o N(D o x w �❑ ao
I
G N N
N r m
� N 7 X n - C X _Q y3p -
CD
v v c v v N � -10 A — ° p a c CD N N N
a Ca 3 a a m a-
�
ID CD c O 3 N � fD
a 0
3 U m 3
o � a a �
Q O O CD o_ G) m m p p. p
° ° ° o c < a b
c oa
p
c m ° a m CD m a
m o o N N [b m
�a�77 p
tD
m c3D
s
y
I i
I I .
° ° m m m m x r-
H n H
(Q7 ' n ° H ' n ° CD CD N m -O ° co, a a s a p °
2
O- 7 1 p O_ -I S S S S N
O O d O d d U
F 7 7 3 --1 Z
a m m m m -1 m m a
m ° Z a CD
o
T m m n O N S O O
ID
a v (D v ° m o v
m
O -O o -O S m a °
O "O• O p O p 2 — m
a > m 7 m O m
A' N m n m n d
N 4 n 7 n QS_
a O' 3 C' Q' m O
C' C - m m
m
r N
N fn C
m m
I I I
I I I
I I I
I I I
I I I
I i I
v v a m rn
-o v
O O O O a O O 0 v 0 a O t a
O O O O O O O jO j O O O CYO O O O N N O
f° N m ' m m m m m m m m m _ m
O_ a_ Q_ p_ p_ Q_ CL
n 0 a m x rtj • (rn x �3 O • o �m W �p ,
-
0 N 0 W O O N W CO .p. m m W 7 t0 S 3 W- 3
o
3 cii O
O
o' 3 3 3 3 3 0° 3 w T o_ o_
C o m' c°o c'o o o ° D o G1 °, p °, `Z �'', ° m
3 3 3 �' D o ?. o a° o o 40 3' a
C C O D p n m D i D �< �< < r 3
p p r r r 7 p
CD
CD 03 0 ' N N N N m 7r m m co
Q CC C
0 ID CD a 3 3 C m m o Q T i
o Q
m m N _.
3= m m c S CD
m CD N
CD
rt
E
O c
m rn m m
� 8
H n
�,
f
E
f
a
x O
v v Z
II
I �
o o
p
m
0
o
o v
o
2
o z
W
o
I �
° ° m m m m x r-
H n H
(Q7 ' n ° H ' n ° CD CD N m -O ° co, a a s a p °
2
O- 7 1 p O_ -I S S S S N
O O d O d d U
F 7 7 3 --1 Z
a m m m m -1 m m a
m ° Z a CD
o
T m m n O N S O O
ID
a v (D v ° m o v
m
O -O o -O S m a °
O "O• O p O p 2 — m
a > m 7 m O m
A' N m n m n d
N 4 n 7 n QS_
a O' 3 C' Q' m O
C' C - m m
m
r N
N fn C
m m
I I I
I I I
I I I
I I I
I I I
I i I
v v a m rn
-o v
O O O O a O O 0 v 0 a O t a
O O O O O O O jO j O O O CYO O O O N N O
f° N m ' m m m m m m m m m _ m
O_ a_ Q_ p_ p_ Q_ CL
n 0 a m x rtj • (rn x �3 O • o �m W �p ,
-
0 N 0 W O O N W CO .p. m m W 7 t0 S 3 W- 3
o
3 cii O
O
o' 3 3 3 3 3 0° 3 w T o_ o_
C o m' c°o c'o o o ° D o G1 °, p °, `Z �'', ° m
3 3 3 �' D o ?. o a° o o 40 3' a
C C O D p n m D i D �< �< < r 3
p p r r r 7 p
CD
CD 03 0 ' N N N N m 7r m m co
Q CC C
0 ID CD a 3 3 C m m o Q T i
o Q
m m N _.
3= m m c S CD
m CD N
CD
rt
E
O c
m rn m m
� 8
H n
�,
f
E
f
a
x O
v v Z
4
y
o o
p
m
0
o
o v
o
2
o z
W
o
W
o
O.
O
s
Q
o
0�
m
m
m
G7 D
O
rn
N H
h
3 3
0
0
� n°
A
m
D
a>
°
jO
m
CD
y
Q_ O
— 2. o
y
f f^
W
m `<°
°
—
n
in
n
°
O
O
m
O
�,
O
S
°
O. 3. O i
W
,
n
O
m m
T
(i
O
n
O0
T
0_
U2
A
O
a
O
O
�
D
n
O0
O
W
O
C v
M O
N O CD
a
O
S
c
m
n
Q
g
o
�'
CD
m m
p
a
<
m
N
°
O o
O
CD
<
m
gyp'
O
d
Z
C x
C
W'
7
p m
r o
Q 2
a
O'
<
m
N
W
= '
f�
O
d
Q
y
°
m
-i
O
O
O
S
o
m
O_
O
7o
-
Q
m
d
m
N
N
�
Q
m
D_
O
m
p'
`
m
m
(D
—
'�
_0
�
m
D_
2
O
3
Q
3
.'., fOD
O Q
T
.
O
7
''
3
7�c- '
•' 7
o
n
n
O_
m
m
Z
m
W
y
y
O
m
3
Q_
y
m
y
m
N
O
O_
s
N
Q
s
N
O.
s
a
N
p
=
CD
e
fD
Q_
CL
m
W
Q
3
n
O
m
3
m
G
Q
a
` °
O £
cn
m
O-
y
y
T
O
Q_
I
m
m
7
O_
a-
I
Y
I
-Nv.
I
7
O
fD
O
p
N
�
p
3
�'
O
T
�
T
O
N
y
m
n
T
A
0
m
2
S
G
m
7 j
O
m
On
n
d
O
3
O
c
N
O O-
r
r
r
r
N
.0-
m
D
6
s
cn
O
y
O
D
Z
D
S
0�
m
m
G7
O
G7 D
O
0
m
m
m
C
�p
m
ii
G
i
<
ii
G
D
a>
0
jO
m
i���
y
Q_ O
O
Q_
—
n
in
n
°
O
>
>
O
H
n
O
N
N N
N
n
O0
N
n
O
N
n
O0
O
W
O
O
O
O
m
m
�'
m
fp
a
<
m
N
O
O
D
<
m
gyp'
O
d
C
t'
7
O_
W'
7
Q
-{
0
a
O'
N
<
m
W'
W
W
f�
O
m
<
O
°
O C
-i
r
O
O
S
o
m
O_
O
7o
Q
m
d
m
N
<
Q
m
D_
O
m
p'
`
m
m
(D
—
'�
O
m
D_
2
p
3
.'., fOD
O Q
2
O
7
''
3
7�c- '
•' 7
o
n
n
O_
m
m
Z
m
p.
y
y
O
3
p
y
m
y
m
N
O
O_
s
N
Q
s
N
O.
s
a
N
p
=
CD
O
fD
Q_
CL
m
W
Q
3
n
O
m
3
m
G
Q
a
` °
O £
cn
m
O-
y
y
T
O
Q_
'z
m
m
7
O_
a-
S
m
-Nv.
O
d
7
O
fD
O
p
N
Q
p
3
�'
O
T
N
T
O
N
y
m
n
T
A
0
m
2
S
G
7 j
O
m
On
n
d
O
3
O
c
N
T
iD
O
O
O
C
O.
fp
m
°
H
m
H
w
m
Q
O
r
3
0
S
W
r
N
r
3
S
(D
-,
0
p
C
0_
m
Q
m
O
f0
C
j'
7'
m
7
m
r
m
F•
S
m
°
tD
r
CD
N
COD
•O
CD
�
D
�
r
j
m
m
C
n
o'
N
i
A
CD
O
�•
m
•
m
N
m
N
C
T
O
x
r
N
C
N
d
n
T
�
C
T
v
I
'♦
T
O
l�
El
0
A
0
Z
C
m
Z
I
0
Z
r
Z
N
Z
m
cn
3
W
O
r
N
04/16/11
II
a
n
C
h
ti

a =
m
= Z ZE N
CD
r
m r m •- a r"
o m
c-� n m
_ x
K mmoo �vzi =o D
CD w
nz COm��^ °cnp
nN a °° tim��v °�-nin
i r o p a m p T m ti
timivoz���oti,yA�N
DOmN m
cC:)N v+ m mz m
v+° � z pmOC wczim 'zr ~
p _o n z o o"Np ,✓+p
m °z o„�-,n °OO ino 0
CD
� � m
N (7
X 03
V1 J
r
u
OAM
N
4.
m
N
y O
�bz
a
b o a
x
y
oar
b
� y O
y
a
O
� b
a tm
C �
O
N
iTJ
ti
rM Z r Z
rn II O C)
n
v 0
y�D°
5-
O W N .
v, m Co
zNv>
11 CA
m
O r
o�4OZ
p.mmm
II (i N
N
Ong
1402
A X
Lnv_�
�
- r
\ N IV
O
rr`�J
rl
D
I I
I I
I I
I
I � I
I � I
I I
mZr- Z
m II 0(l)
V
D
v
i O r
'O N
zCIDvy
W N
II �o m
OD
00 L- Z
Ln rnm
'm��
t-j V n
�o
OZ
�j 0 I
Z W
OD N W
l
I I
I I
I I
I I
I I
I I
I I
1
REVISIONS
MzrZ
u �y
eV v
ti
O y
o
O b
n
� lx�1 y
O
ti
y
�
�bAP
Iw
cn
O b 0
y
p b
l7
Icy CIO
y O 66
mZr I MoD
II O�mm
O
C) O
1.4
OODry0Z
O�Q
4s0 N--1
14 0 Z
cn Op N 0
°
'o 10 -0 + rn
r
O
O m
gib°
yo
�
f�
C-�z
�x
Q
y Z
z
r C '
y Oy
cc
N
N
b
a o
�
b
y O
C y
N
C to
Z
O
t
~ ��
O
n
'y
'�7
c�
y
0
X 03
V1 J
r
u
OAM
N
4.
m
N
y O
�bz
a
b o a
x
y
oar
b
� y O
y
a
O
� b
a tm
C �
O
N
iTJ
ti
rM Z r Z
rn II O C)
n
v 0
y�D°
5-
O W N .
v, m Co
zNv>
11 CA
m
O r
o�4OZ
p.mmm
II (i N
N
Ong
1402
A X
Lnv_�
�
- r
\ N IV
O
rr`�J
rl
D
I I
I I
I I
I
I � I
I � I
I I
mZr- Z
m II 0(l)
V
D
v
i O r
'O N
zCIDvy
W N
II �o m
OD
00 L- Z
Ln rnm
'm��
t-j V n
�o
OZ
�j 0 I
Z W
OD N W
l
I I
I I
I I
I I
I I
I I
I I
1
REVISIONS
m Z r I s m
II 11 Or Fn- z
��Do�°
C) 'o l= y 0 -0
OD 114 X
w°0pDX
CA) 0%
w Ln ;a +
Z
O O L G7
(� O
O
n
0
v
D
m
N
Z
D
v
00
N
N
N
0
V
31 V Z m
• m 3
m J •-•
N
• -O Ul .D
W
• � D A
-• O
z z m
r
N m
• m D •
m �
• � N
J O
• Z m m Z •
m m •
m .
J
r m r
W �•
.D
GJ
M m m : m
r r r � r
W N -
,a
Z
o�
o,
.m
� � n
N
m m m
r r r
W N •-•
y J J Z
D D m mo
•- UI .D _
m •- m
m J m
J J J •
m m m m
J J J N
UI A N
N UI 07
W m .-
m.�m
M
r
m
D
W m OZ
m m m
UI m A
• r
• m
• N
D
N m W z Z
UI m UI i
O
N
.n m m
J m A
m m r
'V
m
�z
A
77
r
z z
MzrZ
<1100
V
I
'•O-
G7
OD
Za0Dpy
�
�bAP
II I/J � N
J OD M
o,00z
i,-
�mmm
mZr I MoD
II O�mm
II Qv'i
II
� �4
1.4
OODry0Z
O�Q
4s0 N--1
14 0 Z
cn Op N 0
°
'o 10 -0 + rn
per. Z W
_
O
O m
m O
to
r) O
f�
0
v
z
rn
C/f
m Z r I s m
II 11 Or Fn- z
��Do�°
C) 'o l= y 0 -0
OD 114 X
w°0pDX
CA) 0%
w Ln ;a +
Z
O O L G7
(� O
O
n
0
v
D
m
N
Z
D
v
00
N
N
N
0
V
31 V Z m
• m 3
m J •-•
N
• -O Ul .D
W
• � D A
-• O
z z m
r
N m
• m D •
m �
• � N
J O
• Z m m Z •
m m •
m .
J
r m r
W �•
.D
GJ
M m m : m
r r r � r
W N -
,a
Z
o�
o,
.m
� � n
N
m m m
r r r
W N •-•
y J J Z
D D m mo
•- UI .D _
m •- m
m J m
J J J •
m m m m
J J J N
UI A N
N UI 07
W m .-
m.�m
M
r
m
D
W m OZ
m m m
UI m A
• r
• m
• N
D
N m W z Z
UI m UI i
O
N
.n m m
J m A
m m r
'V
m
�z
A
77
r
z z
W
v
m
0
0
0
w
n
O
m
0
MI
'•O-
G7
�.r S�
A
�
�bAP
� m
z
O
o
i,-
j
?E^
lit
0
T
W
v
m
0
0
0
w
n
O
m
0

\�'ro II�060053_ROY_PSH_02.dgn
CFR....K�.r
>
—I
C.:
p
z
t
m
N
O
T
Gl
m
z o
ZD
D p
>
r
m
C
r
m
Gl A
r 1
Z
C
D
X
o z
?
O
0
Z
D
o
b
A
D I
CA
m
v
=
N
rn
ZD
O
------------
m
a
O + +
o-
6N
O
M A
>
—I
C.:
co
1
t
m
N
`
T
O v
z o
SIm*Iy9
D p
>
r
m
O
o
N
°
D
cp
r 1
Z
2�Zi
D
0
o vD
=
O
w
A
^'
Dv
2
P
O
D
r
C r
-
------------
o
o-
6N
O
H
a
3
r
N
F
9D
0
I
z
m
O y
r
-
------------
A
m
T
0 M
rn
bN
by
p'
Z
ao
�D
aD m
n
M N
O
X
1m�
1
m
> W
M
r
D
z
O
Io
D
O
T
0
N
am
m
NY�
Z
Z
m
om_D
��1
+0
D
D so
T
Z
I
N A
Z
1 .4
m-1
2 M
OD
�o
O
m
m o
N to
m
O
D
N N
I
o
wwz
WD
D D
A
D
m
< Z
N
+ OO
O
A �
O
G7
ft�
m
N O
c
M
A
9I
D
zmm
z
`
m
R�
= c)
D
+ t
A
°
W
O
o
A
y
W O
o °
r T
99
Am
X
0
- - - - - --
----
- - - - --
p
N
A --
-4 p
O
Z
D
i
O O
z
r0 o
m
n
D
r—
T
v
Iv
moo
p
to
m
M
T
n
Z o
o
n
�vm
xmm
I
O
o
c
a
m
°
9-
O ti
9
D
m
z m
O
v+
O
o
CO
O
Z
22 o
C1
I
++
oo
z
O
Z
D
mm
A
to
°
x <
Z
o
m�N
2 T
° O
-
x
Z
O
= D
m
w
9•
°
41
O
N
�
o
tim
O
ti c
f
O
O-
a O N
W
ON
QI
+
p
Z
o
O
D
J w
<
P °
a
a
m
o
r
� W
M
^�
O
° z
O
C
t
O
m
z
LA co
o
v
O
v
1
m
C
x
W
z
m
D
m
H
m
O
G1
m
fA
r
O
y
m
z
fn
N
x
f
z
0
ti
x
f
m
I
G1
—I
C.:
O
1
0
N
m
N
`
T
O v
0
SIm*Iy9
D p
>
r
m
m
°
D
cp
r 1
o
2�Zi
0
o vD
=
O
w
A
^'
Dv
2
P
O
P
Io
C r
`✓' D
mD
v
o
z w
6N
O
H
v
=vms
9•
D
F
9D
z
m
O y
r
-
------------
zmm
m•'�
o -
0 M
rn
°
Ip
N
vGl
z O
�D
aD m
n
Z
-1
X
1m�
1
my
> W
M
r
y Z
O
ZN
D
Io
D
O
T
OI
N
am
m
NY�
Z
Z
m
om_D
��1
+0
D
C
T
I
N A
Z
1 .4
m-1
2 M
OD
�o
O
m
m o
N to
m
O
D
z
n
I
o
wwz
WD
D D
A
D
m
< Z
N
m
I.
x m
A �
O
G7
ft�
m
9I
D
zmm
z
`
m
R�
= c)
D
a
WON
O
o
9
NOa
y
o °
r T
99
Am
X
0
- - - - - --
----
- - - - --
- --
N
A --
-4 p
O
C
D
i
z
r0 o
m
n
D
r—
T
v
moo
p
to
m
REVISIONS
:E
G1
—I
C.:
O
1
0
N
A
N
T
O v
0
SIm*Iy9
D
Z
m
°
D
cp
r 1
r
2�Zi
0
O
=
O
A
azv
Dv
2
0 D
O
r
wI`.
C r
C
mD
v
D
OD<
mT9
z w
N
O
°
v
=vms
9•
O9
F
9D
z
m
�
zzmm
i
zmm
m•'�
w
M
<
A
c,
C
D
Z
-1
X
1m�
my
> W
M
r
:E
G1
—I
C.:
m
N
1
0
N
1
N
T
m
t
SIm*Iy9
y
m
H
n
cp
'a
2�Zi
O
=
O
m�
azv
Dv
2
z
o
r
wI`.
mOD<
to D
mD
v
D
OD<
mT9
DD
<v
N
O
N
A
=vms
9•
O9
09
9D
z
m
�
zzmm
mx
zmm
m•'�
M
D
r
A
Z
-1
O n
1m�
my
> W
O
a
SamD
yob
ZN
D
D
yam
D
O
O
OI
om_D
am
m
O
m
om_D
��1
~
D
C
T
Dti
c
m-1
2 M
OD
O
m
m o
N to
m
O
D
z
n
I
o
wwz
WD
D D
A
D
m
< Z
N
m
I.
x m
A �
O
-G
ft�
m
9I
D
zmm
+ +
+ N
`
m
R�
= c)
D
a
WON
O
o
9
NOa
y
o °
r T
99
Am
D
- - - - - --
----
- - - - --
- --
N
A --
-4 p
O
1
D
i
r0 o
m
n
D
r—
T
v ,
n
O
moo
p
to
m
M
T
n
o
�vm
xmm
I
xmc
a9
o
c
a
m
9-
O ti
9
D
m
z m
O
O
o
z
O
Z
N
I
++
oo
z
O
Z
mm
A
to
m<
m
x <
Z
m�N
2 T
° O
-
x
Z
O
w
9•
°
41
O
N
o
tim
c
ti c
f
L�
:E
C
—I
C.:
m
N
1
0
N
1
N
T
m
t
SIm*Iy9
y
m
H
n
'a
2�Zi
y
=
O
m�
azv
Dv
2
z
o
z
;
D
mOD<
to D
mD
v
D
OD<
mT9
DD
<v
S
A
D
=vms
9•
O9
09
9D
to
m
m
coi
zzmm
mx
zmm
m•'�
D
r
a
Z
-1
y
1m�
my
> W
O
a
SamD
yob
ZN
D
D
yam
D
O
OI
Dm
mD
om_D
am
m
m
om_D
��1
~
D
C
T
Dti
�-I
m-1
2 M
coi
O
m
m o
TO
oNo
O
z
n
I
o
wwz
WD
0
az
DO
0
mz
w
xmw
00
z
n
m
< Z
m
I.
x m
m 9
1
O•
m91
w 9
W
1
ft�
m
9I
D
zmm
om
Omm
m
R�
= c)
D
a
WON
m
9
NOa
y
VW
Om
r T
99
Am
Om x.
; m
z<o
z
om
i
r0 o
m
<o
oom
C
moo
�'
o
r
�vm
xmm
�m
xmc
a9
o
c
a
m
9-
O ti
9
m
9
m
z m
m
=_
m .
.am
o-i
mm
m<
m
x <
m�N
2 T
O
-
x
Om
9•
41
W
o
tim
c
ti c
f
O-
a O N
W
ON
QI
D
<
a
m
O
Z
D
r
O
C
z
v
r
W
A
v
� 1
M D C
-
'M
+
M cl
L 4 m
oF
M
D
M N
m
° D
A N Z
v
+
N w
O
O
W
O
Z
D
X
O
C
z
v
G T
O m
D
Z r
C),
_ A
T O
O�
ZO
� � m
D- --- ........ . ._._. ._._
r _.
M fob N
b N 0
Z
I I
V1 N
D D
o
+ +
N
O �
O
0
0
I I
op
D D
P
+ +
A O
En
O O
O M
G1 O
z
D
r 0
O C
C z
Z °
v
\'� < Aw
C)
O ' p
O
x
O
N
m
O
O
N
p
m
r
W
O
Z
D
X
O
C
z
v
G T
O m
D
Z r
C),
_ A
T O
O�
ZO
� � m
D- --- ........ . ._._. ._._
r _.
M fob N
b N 0
Z
I I
V1 N
D D
o
+ +
N
O �
O
0
0
I I
op
D D
P
+ +
A O
En
O O
O M
G1 O
z
D
r 0
O C
C z
Z °
v
\'� < Aw
C)
O ' p
O
x
O
N
I
I
I n
I
I �
I
- - -i --------------- - - - r
O�
I N O
I
1 N
G7 W O.
IIO m
m 4m O
1
0
M
O
x_ ,o
y G
r a
z �
=
p
D �
� O
D
y, w
M W r
.J
F O
Z 0
D
c O
c
v z
zp
w
0
z
n M
m
M
x
M .�
n N
3
, O
Z
r � N
Z �
c
i
i
C i
i
i
i
,
, O
I
' � O
v (D
M %
I m
a O
I p
I �
off+••
N
1
M
0
>® o
z
G) Z A m
g "s; w z 1
O�, x�BAFS z O
T
z V
D tt�� XD
� •i :� Z
2
O
Z Z
nz N O

I,7R 060053 RDY PSH 03 SUM dgn
ti
REVISIONS
m m
8/17/99
m
Z> S°£ z
g
c>
m p
z
f
y
z
> m
°
F
x 0
o
J J
J
zcTisoi
=c p
E �^ •
6-0 F-Z
079
z_ n
O
z
D
P
o
Op
;
J-
P
P
m
m�
pi
F
mm
o
o
Z
n
= c
0 0
K
o
P P
c
GL�
C
b
O
n
O
ti
r
m m
y =
m
Z> S°£ z
g
c>
m p
z
f
y
z
> m
°
F
x 0
3 0?
Z>
LOCATION (LT,RT, OR CU
079
z_ n
O
z
D
G
Op
;
z
s�
m�
o
°
m o
z
o
y
c
z
>
�2
=
�e
O
go
ro
>r
xz
FROM
,>, > z
vm�
y9
m3s
b L
+
D
3: D O Z
079
0
o
oN�m=
e
o
r P
0
p
z
mR
DzS o
STRUCTURE NO
,
H
_
O
°
F
c
s
a
$
o
+
v +
O
O
r_
Z
a
at °s
I-#.-
►+•
C
1
DyrO'y^O
AO;>L
v m
z
me
IZ
g O
109
0z
O
+�
cam p
oyxz0
��9v<
r � m
F¢6
G O
O
O
O
C; m
109
f
TOP ELEVATION
3
o
N
u
m m
z
yv�^ mm
p
n n
OO
n n
p 0
O
?
D
z 0 o n
n
INVERT ELEVATION
m 3; 0 O o z m
m °
m
O O
<<
pzmm
to
x
H
O� Gp s
i ��oA> � m
n n O? Oo v 0_
m z £vv? ¢ S
INVERT ELEVATION
oc
O
O
x
p
7
nI
O
s
p�mo
c
O
z
O � 5 �
SLOPE CRITICAL
u
o>y
Go-
O%O
p 0
0
9v
"O�
_
a
z
�Om
�n
L>�
xm
vx_
o
�i
cz
�oZ
a
<0
z
nm
DO NOT USE RCP
064
v
c
v°r°
064
064
064
c
Z
z
v
s
C
b
O
n
O
ti
c
n
0
>
c a
g
c>
m p
z
f
y
z
> m
°
F
x 0
3 0?
Z>
+ a
079
z_ n
O
z
D
n
+
z
s�
m�
o
°
m o
z
o
y
c
z
>
�2
=
�e
O
C
>r
xz
,>, > z
vm�
y9
m3s
b L
o
p
079
0
o
oN�m=
e
o
r P
0
p
z
z
,
H
_
O
°
F
rn
s
a
$
o
+
v +
O
O
r_
Z
a
at °s
I-#.-
►+•
C
1
v m
z
me
IZ
g O
109
0z
O
+�
cam p
oyxz0
��9v<
r � m
F¢6
G O
O
O
O
109
f
O
X
C
b
O
n
O
y" L p
m 1�
° 0 O O
S ° z
on t (1��yy7E
zo �m
j —
b
° 5
=
z I- SIDE DRAIN PIPE• O
z
Nz a
Z c 18" SIDE DRAIN PIPE
v z
O
Xz
24' SIDE DRAIN PIPE m
�
o� RCP n OZCm
x o FoNm mm
4 CSP _
QUANTITIES 0
z PER EACH (0' THRU 5 0') FOR DRAINAGE +]
vc
Z STRUCTURES
O 50'THRU 100' >
c ' TOTAL L F FOR PAY O
� Z QUANTITY SHALL BE COL
10 0' AND ABOVE m 'A' + (1 3 % COL'B')
° N + N
G B STD 840 01 OR STD 810 02 F�
+ j
z a
goy N
s =� 41:11. s
c O o00 O n n ns
z
L z TRAFFIC BEARING G D I STD 84035 <
n
= C °
G D I IN S) FRAME WITH TWO GRATES STD 840 29
fl H DROP INLET STD 84014 ., 84015
D_ DROP INLET FRAME AND GRATES STD 84016
p < PIPE COLLAR STD 84072 (CUBIC YARDS)
0
c
0 CD
N->a�
Zol mn
0
>
c a
g
c>
m p
z
f
y
z
> m
°
F
x 0
3 0?
Z>
+ a
079
z_ n
° H
z
n
m
m
m
n
z
o
�
<
z
y
c
z
>
�2
=
�e
0m
x
n
�z
xz
,>, > z
vm�
y9
m3s
079
^^
VJ
oN�m=
e
o
o H
n n
0
p
z
a
_
�)
(v�J
J
rn
°�
o z
O
o
p
AH
vy0
r_
8
at °s
I-#.-
►+•
C
1
v m
z
g O
109
0z
O
cam p
oyxz0
��9v<
r � m
F¢6
G O
O
O
109
O
X
O
n n
OO
n n
p 0
y" L p
m 1�
° 0 O O
S ° z
on t (1��yy7E
zo �m
j —
b
° 5
=
z I- SIDE DRAIN PIPE• O
z
Nz a
Z c 18" SIDE DRAIN PIPE
v z
O
Xz
24' SIDE DRAIN PIPE m
�
o� RCP n OZCm
x o FoNm mm
4 CSP _
QUANTITIES 0
z PER EACH (0' THRU 5 0') FOR DRAINAGE +]
vc
Z STRUCTURES
O 50'THRU 100' >
c ' TOTAL L F FOR PAY O
� Z QUANTITY SHALL BE COL
10 0' AND ABOVE m 'A' + (1 3 % COL'B')
° N + N
G B STD 840 01 OR STD 810 02 F�
+ j
z a
goy N
s =� 41:11. s
c O o00 O n n ns
z
L z TRAFFIC BEARING G D I STD 84035 <
n
= C °
G D I IN S) FRAME WITH TWO GRATES STD 840 29
fl H DROP INLET STD 84014 ., 84015
D_ DROP INLET FRAME AND GRATES STD 84016
p < PIPE COLLAR STD 84072 (CUBIC YARDS)
0
®>
dd C �
zz
O � mt4
a
a
a
�J :�
mz9 Q
z °s
o
0 CD
N->a�
Zol mn
0
>
v
g
c>
m p
z
f
y
z
> m
°
F
x 0
3 0?
Z>
+ a
Wz
$�
z_ n
z
n
m
m
m
n
z
o
�
<
z
z
>
�2
P
�_
n
�z
xz
,>, > z
vm�
y9
m3s
®>
dd C �
zz
O � mt4
a
a
a
�J :�
mz9 Q
C
-c
mm
0 CD
N->a�
Zol mn
P
P
+
y
z
+
+ a
Wz
$�
z
m
m
m
o
�
<
z
z z o o
�2
P
w
xz
,>, > z
vm�
cr
^^
VJ
Z
rn
o
p
AH
vy0
r_
8
at °s
I-#.-
►+•
C
1
v m
z
g O
�)
0z
O
cam p
oyxz0
��9v<
r � m
F¢6
G O
O
O
O
X
n n
OO
n n
p 0
n
m 3; 0 O o z m
m °
m
O O
<<
O O
o
to
x
H
O� Gp s
i ��oA> � m
n n O? Oo v 0_
m z £vv? ¢ S
C
-c
mm
�
g
P
P
+
y
z
+
+ a
Wz
$�
z
m
m
m
o
�
<
z
z z o o
�2
C
�
g
h7
Q
o= z z
Wz
$�
m
m
m
O
o
z z o o
P
w
xz
cr
^^
VJ
Z
rn
o
r_
8
at °s
I-#.-
►+•
C
1
v m
z
g O
�)
0z
O
Q
o= z z
^3
z z o o
Z
at °s
I-#.-
►+•
W
z
z
F¢6
G O
O
O
O
X

11/5/2013
\Roodway \XSC \060053_R0 Y_ XPL. G GN 8/23/99
USER:mburns
Z
0
m
m
D _J
Z
r_
z
n ^
O `J
r
y
v O
O
zN
z
O
z
n
P
c
v
m
co
n
T
F:
r
T
O
7v
C
Z
v
rn
A
n
c
-o � m (-)>Z
,7'a 0
O ErQ O N
ap0 pf=X
cr � 7r 0.0 C
Sm p- 3 W
_ f p Q-
N F 0 G) p
� Q
Q c
0� 0' C Y
tuna sS'_
(D 3Q map Z
N �, m o
n
r.: (D n` O
7 CD n 3 0 3
m
A 0 p a a-
Q O n p m
m<D C
0. ;a O co —CD
3,oQ_ 30 Z
< N
CD m
t 3 S 3 —a-
3 –1
m
co o Q O
Q n 3< r J
�Q �ofl y
C `pG O Q 3 Z
Tv cif 3 v O
oy _�3`D O
n 3 3 r 0
(p p O 0
p_ C n
Q
Z
n
c
v
D
n
r
r o
T
O N
v
c N
Z
v
m
X
n
C 'a
O
8z W p
x ci v T
�® N A
c p5
n
r V �^
A C�7 Z
a Cr7 0
�r
z
O
O
0
0
(T
0
0
O
0
0
(J1
0
0
W
0
0
N
0
0
O
0
0
O�
0
0
U1
0
0
W
O
0
0
O
O
0cn
0
00
�O
0
V
W
o
0
Ut
O�
in
0
U1
O
o
0
O
�O
to
0
O
O
o
0
`Q
W
o
0
V
in
0
(n
o
0
O
0
0
Cn
0
0
O
0
0
�
O
°o
�
O
°o
�
O
°o
O
V1
O
V
U1
U1
O
O
O
O
O
D
Z
O
O
O
�
�
N
N
N
N
N
N
c n
r>T1
O
O
�p
O�
O
O
�
O
V
D`
N
N
N
O
V
N
A
N
A
W
W
A
Ui
Q)
tJt
A
O
W
(n
V
W
W
O
I
C n
�
v X
n
m
n
G1
N
+
O
+
A
+
+
+
+
+
pOp
+
n
�
N
`p
O
V
tr
O
V
W
�O
�O
N
�
ws
O�
�
N
�
OD
W
`p
V
V
`O
�
�
W
0`
`0
N
N
�O
O
W
V
N
O
V
�O
O
N
O�
O�
V
�
V
I
C 3
� �
v
y
N
X
X
X
X
X
X
X
Z
�
OD
V
O�
U�
IXI
A
W
N
O
V1
O
V
U1
U1
O
O
O
O
O
D
Z
O
O
O
�
�
N
N
N
N
N
N
c n
r>T1
W
N
O
O
O
�
z
�
rn
v x
co W
n
m
n
G1
N
+
O
+
A
+
+
+
+
+
pOp
+
Z
°o
°o
,o
°o
cwi,
°o
o
°o
a
o
w
°o
o
°o
o
°o
Cl)
�
O
v
z
rn
�
I.)
o
tAi,
o
0
0�
o
y
�
°o
°o
°o
°o
°o
o
°o
O
z
y
V
U1
N
O
�
O
O
�
O
V1
O
V
U1
U1
O
O
O
O
O
O
Z
O
O
O
C
c n
A
W
N
O
O
O
�
�
rn
v x
n
n
m
C
0
0
�
o�
G'
_
W
N
pip
� co
v

11/5/2013 H+ R+ m* m«&am
` �
I
11/5/2013 H+ R+ m* m«&am
§
\
�
�
(
e§
e�
§�
§
Z
§
§
§| f
§
o
�
°
°
%
/
m2
§§
k
,o
/G
>
0
§
z
>
\
!3
§
/
�
�
o
0
§
\
�
�
(
e§
e�
§�
§
§
§
§| f
�§/
§3k
)ƒ
kz/
m2
§§
k�/\m
,o
�§m
,M
« &{
!3
�

OD
t+
0
n ix =
.p 'I i
I � o
1
O
N
W
A
O�
V
2
N
OZp
I �
V_
DAmm
rn ;ONZ
<+
P
O Z
,O qlm N7C
-+NAB
W V
_O
001Z
V m
O
QQHH11gpy
tam mmm222
--b nxiAl 3n,° I
C)C)Gj
n np�l�innppnpp C -
t°.L o -:
�4nr
�0
g
p 4
x =
p °p11`
,g
x
REVISIONS
h�
m =t co ' r rf 0 I
N
p ° n 11 ° ff
7.
- - - " ''iii- T N X..
to
`
1r11 w ttM4 •!rte i'O:
\�}' \
.J- i_,_.;.h. J Z - J
ZZ
im
cm
J O
IJJ :� ! 'i' :i :; 'i -J
- U-: i i -: -'- mO PO°
000
333 f
pQ
_ _ J-7-• J J = ...... S 4 y
! . .
�"i" " "1 : . .. . .... . . . . . {'rT` I a G1 G
000 O
J ° r \\
-,J - FZn
1111
(71hAl) P-1 r--o ;rµ± i_i -i.. '_!_'--! +:::i. + ++ 31
-!� , ZIA
x
1
I
t
Z
Z
w � N
s D O
i
�$ z
n
m�
D � vmi
n � /
ax o
J <m p
N
m Z
O D
OD
y Z
Inln m� N
N
Olen$ ;
mp O
�N V
z
�8 �r�m
r
m� Il ppp
oi9 a0j0
s�
NE.
r
,�C \
\
opNp
owL
1 II II
�\
Sy�FgT
++
`-
-t - -y
N
0 m m mmm rg!
Ca
7.
- - - " ''iii- T N X..
to
`
1r11 w ttM4 •!rte i'O:
\�}' \
.J- i_,_.;.h. J Z - J
ZZ
im
cm
J O
IJJ :� ! 'i' :i :; 'i -J
- U-: i i -: -'- mO PO°
000
333 f
pQ
_ _ J-7-• J J = ...... S 4 y
! . .
�"i" " "1 : . .. . .... . . . . . {'rT` I a G1 G
000 O
J ° r \\
-,J - FZn
1111
(71hAl) P-1 r--o ;rµ± i_i -i.. '_!_'--! +:::i. + ++ 31
-!� , ZIA
x
1
I
t
Z
Z
w � N
s D O
i
�$ z
n
m�
D � vmi
n � /
ax o
J <m p
N
m Z
O D
OD
y Z
Inln m� N
N
Olen$ ;
mp O
�N V
z
�8 �r�m
r
m� Il ppp
oi9 a0j0
s�
NE.
r
,�C \
\
opNp
owL
1 II II
�\
Sy�FgT
<0 Ly pow
A m D w
is �c 1r S.
Am0�
.Z.z
omom
M
\ A
N
i A
Gam. , � :� •, :,\•, \ 1 � N
M
D D0
� m
v�
m
I m
Z
_; -{ o
'•4
yt m
- I F.:
.. D
♦ A r
I
�It .ZL
,5 •S
_
ti� O
- W o
m
"o
L11 $ i I 4yq'g S x O 0
.oL ,oe
\
N
m Q 0
D 8 ZF a
A n
%.fF� • 0 �gwa z V O
20 - O
D �.�■C
LL ,zL
vl� ii^ VJ n N A z

� I
Reza! . .
§7 % �yARewG _y«omeatJm*,a+R»3#cRm#286&&,
. sr 09/08/9
Z
0 ° \0 2
§ m o
/ 0 z q
0 q
§ ® 0
> z h
>
� / §
/ §
eo e)
§\ §t \(
�■ `
m m )QR \
z$ «� m� ]§
§0= \z k?
\i> #I (i
.Em 2m
� �� a

00
Fu
F; 41-
. ... ... .
U
Rltc r
,0 R 0
T 'I"
7,�Mj 7!7
8
T-T,TAL 11,1111-1,
7
_4
:iw z �
AM
D
H
;N C3 _3
tt 7 =!
t
m ri -I-
+
< 0,
0
_21
lln
0
co
1, t t4
--- ;42
-ELE 1:i-5 2
411. TEll,
1-H ," >
T—T TR
0
01
4-4
>
iQ
to
T�
-tt
Ln
�x$ Pik P
... .. .....
rn n n 11 0 a 0 a 0 a a +_Tq.
4
T,
�c-
c<
--- ---- ---
�1� Z
a
71:
:4
44�t±
.... .. 17t
JL J:
(0
41, t
h:
h:
h:
h:
h:
h:
h:
h:
Z—
W
REVISION
M-1--T-
8
0
5
C,
� 0
- 0
co
n
> 3:
r-
-n
-n
_n r-
-n
C)
10
0
K)
CA
_rl
n
X m
�
Ln
(n
CA
>
n
-n
-n
-n
Z
F
m
T 71-
r)
0000
m
>
(A
n
C/)
-n
(A
-n
CA
-n
X
2 K
N
m
:_4
. .....
r)
0000
P
M > m
(A
(A
(A
Ln
=Z
n
-n
-m
-n
Z
It; i LI
c
z Z
0 0
z
C Fl-
0 \1\ \ °k,'f�i;
Z
I rH
O , / �S pD err'
"v
t nZ Ln
oq
o �4
kND
O
333
K
z
i rrr
T-1:
.rz.
z
tt
m
0
�4- >
4- n
+
Tr
o
z
v�
m
m
z
7j 7'
m
m
Z
40
z >
-0
4
0 All
c
I
r7
F
ZL
, 11 'Zi
2
1►11
r
>
z
z
vm
M, 2 �2
P z
/ r Ol
m z
>
z
O 9 00
z
CA
Ou X
qg Ln
­9
0
14
> V m� ,
;50 ,
mTl
z
W
Z, >,
_j
b o
0
00
'0 3:
;p
NON
0 >�c 0-
;`t \ o
V�
v
V`
m(D
2cc
E D -g q I I F , s
0
0
0
Lh
0
xr
m
mg
>
z
n
Orgo,Ffl T4S Od !W` 14 m
z 0
z
o
w
9. W
z jj; g
0
LM
0
0
v.
F
mO
>
T 71-
:_4
. .....
z
tt
m
0
�4- >
4- n
+
Tr
o
z
v�
m
m
z
7j 7'
m
m
Z
40
z >
-0
4
0 All
c
I
r7
F
ZL
, 11 'Zi
2
1►11
r
>
z
z
vm
M, 2 �2
P z
/ r Ol
m z
>
z
O 9 00
z
CA
Ou X
qg Ln
­9
0
14
> V m� ,
;50 ,
mTl
z
W
Z, >,
_j
b o
0
00
'0 3:
;p
NON
0 >�c 0-
;`t \ o
V�
v
V`
m(D
2cc
E D -g q I I F , s
0
0
0
Lh
0
xr
m
mg
>
z
n
Orgo,Ffl T4S Od !W` 14 m
z 0
z
o
w
9. W
z jj; g
0
LM
0