20210034 Ver 2_File 2 - 2nd Submittal to DWR Complete Package Final_20211103

Carpenter,Kristi
From:Lennon, Andre <[e-mail]>
Sent:Thursday, April 01, 2021 2:40 PM
To:Chapman, Amy; Hood, Donna
Cc:Thomas, Kevin; Shawn Pennell; Brown, David W CIV USARMY CESAW (USA);
Carpenter,Kristi; Mizzi, Janet; Hamstead, Byron A; Degnan, Jesse;
[e-mail]; Johnson, Matt; Walters, Shad
Subject:RE: City of Hickory: Startown / Robinson Road Connectors ID # 20210034
Attachments:File 2 - 2nd Submittal to DWR Complete Package Final.pdf
Ms. Hood,

nd
2 of two (2) emails. Let us know if you need anything else. Thanks.

Andre L. Lennon, P.E. | Senior Project Manager
Civil & Environmental Consultants, Inc.
3701 Arco Corporate Drive, Suite 400, Charlotte, NC 28273
direct 980.260.2045 office 980.237.0373 mobile [phone]
www.cecinc.com

From: Lennon, Andre
Sent: Wednesday, March 31, 2021 3:15 PM
To: Chapman, Amy <[e-mail]>; Hood, Donna <[e-mail]>
Cc: Thomas, Kevin <[e-mail]>; Shawn Pennell <[e-mail]>; Brown, David W CIV USARMY
CESAW (USA) <[e-mail]>; Carpenter,Kristi <[e-mail]>; Mizzi, Janet
<[e-mail]>; Hamstead, Byron A <[e-mail]>; Degnan, Jesse <[e-mail]>;
[e-mail]; Johnson, Matt <[e-mail]>; Walters, Shad <[e-mail]>
Subject: RE: City of Hickory: Startown / Robinson Road Connectors ID # 20210034

Good afternoon Ms. Hood,

Please see our resubmittal for the subject project for the City of Hickory Startown/Robinson Road Connectors Project.
The file is 16MB so we have prepared a link to the compiled package at the link below:

http://downloads.cecinc.com/303-168

If you don’t mind please acknowledge receipt for our records to satisfy the resubmittal requirements for DWR ID #
20210034. The package includes our Cover letter with comment responses along with supporting exhibits and design
documents. We appreciate your review of the project documents and let us know if you require any additional
information or have any questions. Thanks.

Andre

Andre L. Lennon, P.E. | Senior Project Manager
Civil & Environmental Consultants, Inc.
1

3701 Arco Corporate Drive, Suite 400, Charlotte, NC 28273
direct 980.260.2045 office 980.237.0373 mobile [phone]
www.cecinc.com

From: Walters, Shad <[e-mail]>
Sent: Wednesday, March 31, 2021 1:41 PM
To: Chapman, Amy <[e-mail]>; Hood, Donna <[e-mail]>
Cc: Thomas, Kevin <[e-mail]>; Shawn Pennell <[e-mail]>; Brown, David W CIV USARMY
CESAW (USA) <[e-mail]>; Carpenter,Kristi <[e-mail]>; Mizzi, Janet
<[e-mail]>; Hamstead, Byron A <[e-mail]>; Degnan, Jesse <[e-mail]>;
Lennon, Andre <[e-mail]>
Subject: RE: \[External\] City of Hickory: Startown / Robinson Road Connectors ID # 20210034

Ms. Chapman:
Thank you for your consideration on the timing for the re-submittal. As requested, we performed two site visits to
confirm the presence of the dwarf-heartleaf with the last site visit being last week….. which we found numerous clusters
that impacted our previously prepared plans.

We are working diligently today to complete the resubmittal to show the avoidance of the plants - which we anticipate
should be out shortly to you guys.

We apologize for any inconvenience - let us know if you guys need any additional information to support the City of
Hickory’s application.

Shad W. Walters, P.E. | Vice President
Civil & Environmental Consultants, Inc.
3701 Arco Corporate Drive, Suite 400, Charlotte, NC 28273
direct 980.260.2127 office 980.237.0373 mobile [phone]
www.cecinc.com

From: Chapman, Amy <[e-mail]>
Sent: Wednesday, March 31, 2021 1:17 PM
To: Hood, Donna <[e-mail]>
Cc: Walters, Shad <[e-mail]>; Thomas, Kevin <[e-mail]>; Shawn Pennell
<[e-mail]>; Brown, David W CIV USARMY CESAW (USA) <[e-mail]>;
Carpenter,Kristi <[e-mail]>; Mizzi, Janet <[e-mail]>; Hamstead, Byron A
<[e-mail]>
Subject: RE: \[External\] City of Hickory: Startown / Robinson Road Connectors ID # 20210034

15A NCAC 2H.0507 gives the Director of DWR the ability to deny any 401 application that does not meet our
requirements.
st
I know the question Mr. Thomas wanting the full 60 days to respond. We can give him until 5pm tomorrow (April 1 )
since Friday is a holiday and his 60 days is up on a weekend when we are not open.

2

From: Hood, Donna <[e-mail]>
Sent: Wednesday, March 31, 2021 11:22 AM
To: Chapman, Amy <[e-mail]>
Cc: Walters, Shad <[e-mail]>; Thomas, Kevin <[e-mail]>; Shawn Pennell
<[e-mail]>; Brown, David W CIV USARMY CESAW (USA) <[e-mail]>;
Carpenter,Kristi <[e-mail]>; Mizzi, Janet <[e-mail]>; Hamstead, Byron A
<[e-mail]>
Subject: RE: \[External\] City of Hickory: Startown / Robinson Road Connectors ID # 20210034

Hi Amy,

Mr. Thomas is questioning the DWR ability to return an incomplete application.
Also, the endangered Hexasylis naniflora species has now been found on this site after the plant review was performed
at the correct time of year. The Corps has not been informed of this finding except by an email I sent about 30 minutes
ago. I have also copied the US Fish and Wildlife Service. As the 401 permit writer, I advise that both Federal agencies
should weigh in on this finding prior to resubmittal for DWR approval.

Thank you for any response you may have.

Regards,
Donna Hood

From: Thomas, Kevin <[e-mail]>
Sent: Wednesday, March 31, 2021 11:02 AM
To: Hood, Donna <[e-mail]>
Cc: Walters, Shad <[e-mail]>
Subject: \[External\] City of Hickory: Startown / Robinson Road Connectors ID # 20210034

CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
Report Spam.

Ms. Hood.

Here is Shads email.

Thanks,

Kevin Thomas, PWS & LSS (NC, SC & FL) / Senior Project Manager
Civil & Environmental Consultants, Inc.
3701 Arco Corporate Drive · Suite 400 · Charlotte, NC 28273
Toll-Free: 855-859-9932 · Direct: 980-260-2035 · Fax: [phone]
Mobile: [phone] · http://www.cecinc.com
Senior Leadership · Integrated Services · Personal Business Relationships

This electronic communication and any attachments are intended solely for the use of the person or entity to which it is addressed, and may contain
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promptly notify the sender by reply electronic communication and immediately delete this message from your system.

3

BRIDGE STUDY
ELLER DRIVE CONNECTOR over MUDDY CREEK
Prepared For:
CITY of HICKORY
NORTH CAROLINA
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NC
CEC Project 303-168
MARCH 2O21
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NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO. C-3035 ' 'i.
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Civil & Environmental Consultants, Inc.
Charlotte 3701 Arco Corporate Drive,Suite 400 Charlotte, NC 28273 I p:980-237-0373 f.980-237-0372 1 www.cecinc.com

TABLE OF CONTENTS
PROJECTLOCATION MAP ....................................................................................................2 APPENDICES:
PROJECT DESCRIPTION.........................................................................................................2 APPENDIX A: ESTIMATED STRUCTURE COST TABLES............................................6
DESIGN CRITERIA....................................................................................................................3 APPENDIX B• BRIDGE PLANS 8
. ............................................................................................
MATERIAL SPECIFICATIONS ..............................................................................................3 APPENDIX C• DECK DRAINAGE CALCULATIONS 13
. ....................................................
COMPUTER SOFTWARE.........................................................................................................4
CONSTRUCTION CONSIDERATIONS ..................................................................................4
MISCELLANEOUS STRUCTURAL REQUIREMENTS ......................................................4
PROPOSED BRIDGE ELEMENTS ..........................................................................................5
ESTIMATED STRUCTURE COST...........................................................................................5
RECOMMENDED ALTERNATIVE.........................................................................................5
Civil & Environmental Consultants, Inc. -1-
Eller Drive Connector over Muddy Creek
March 2021

PROJECT DESCRIPTION
PROJECT LOCATION MAP
A. Introduction
- The proposed bridge is located on a proposed new roadway connecting Eller Drive and Short Road over
,,Oer Si Fisher Sj
Muddy Creek in Hickory, North Carolina. The proposed structure will carry two lanes of traffic, one east
' bound and one west bound. The design speed is 25 MPH.
Two alternatives have been evaluated for this Bride Study. The alternatives are as follows:
i + ` Alternative 1:
{ ' - Simple span prestressed concrete box beam bridge with eleven (11) 39 prestressed concrete box
r � t beams spaced at 3 0 .The proposed bridge length is 76 0 from center to center of abutment bearings
- ,� and a total of 81'-3 1/8" out to out. The bridge length was established based on criteria set by the site
geometry and hydraulic calculations. The out to out bridge width for this alternative is 33 -0 . This
alternative was evaluated using a conventional stub abutment.
„,3 Alternative 2:
Simple span steel rolled beam bridge with four (4) 36" steel rolled beams spaced at 9'-0". The
proposed bridge length is 76'-0" from center to center of abutment bearings and a total of 79'-1 7/8"
out to out. The bridge length was established based on criteria set by the site geometry and hydraulic
PROJECT calculations. The out to out bridge width for this alternative is 32'-10". This alternative was evaluated
LOCATION using integral abutments.
IL
B. Alignment and Grade
The horizontal alignment of the proposed structure is located on a tangent with a bearing of S 49' 22' 24"W.
The construction centerline is skewed approximately 18 degrees with Muddy Creek.
jrs"�-.Pw ThOm\pson% B I ack's Au to Col I i8 i on
Kamp DF
�} The proposed structure is locate entirely on a+3.68% grade vertical tangent. The profile grade line is applied
' at the centerline of the lanes.
C. Typical Section and Superelevation
VICINITY MAP
The typical section of the proposed structure will consist of two (2) 10'-0" lanes and 2'-4 1/2" shoulders with
a 6" curb on the right and a 5'- 0" sidewalk on the left lane. The structure will utilize three bar metal railing
for the barrier.
The entire bridge is located on a tangent alignment;therefore,there is no superelevation. The bridge has a 1/4"
per foot normal crowned slope.
Civil & Environmental Consultants, Inc. -2-
Eller Drive Connector over Muddy Creek
March 2021

DESIGN CRITERIA Concrete Structures From: 20°F to 105°F
Design and plan submission will conform to the Design Criteria provided in this section. ii. Sizing Bearings and Joints
Steel Structures From: 10 OF to 110°F
A. Specifications Concrete Structures From: 20°F to 105°F
5. Seismic:
1. AASHTO "EKED Bridge Design Specifications", 9th Edition, 2020.
The design shall be in accordance with AASHTO LRFD Bridge Design Specifications, Earthquake
2. State of North Carolina Department of Transportation Structures Management Unit Structure Effects. The bridge is located in Seismic Zone 1 according to Figure 2-1 of the NCDOT SDM.
Design Manual (September 2020)
6. Fatigue:
3. NCDOT Structure Design Unit Standard Drawings, 2012.
Fatigue design shall be in accordance with AASHTO LRFD Specifications
4. NCDOT Standard Specifications for Roads and Structures, January 2018.
MATERIAL SPECIFICATIONS
B. Design Method
A. Structural Steel:
Alternatives will be designed according to the AASHTO Load and Resistance Factor Design Method(LRFD).
Bearings AASHTO M270 Grade 50
C. Design Loading Superstructure AASHTO M270 Grade 50
1. Dead Loads: B. Concrete:
a) Reinforced Normal Weight Concrete 150 lbs/ft3
b) Future Bituminous Wearing Surface 301bs/ft2 All concrete properties shall be in accordance with the specified 28-day compressive strength (f c)
c) Permanent Metal Deck Forms 3 lbs/ft2 and concrete class as follows:
d) Three Bar Metal Rail 25 lbs/ft
1. Cast-in-place deck(Class AA) 4,500 psi, n=7
2. Live Loads: 2. Footings and Abutments (Class A) 3,000 psi, n=9
3. Approach Slab (Class AA) 4,500 psi, n=7
The design Live Load for the LRFD method is HL-93, which will be distributed using AASHTO
LRFD Specifications. C. Concrete Cover:
3. Wind Loads: A monolithic concrete bridge deck with epoxy-coated bars shall be used. The clear distance between
the reinforcing steel and the face of the concrete shall be:
Design Wind Loads shall be per AASHTO LRFD Specifications.
1. Top of Slab 2.50 inches
4. Thermal Forces: 2. Bottom of Slab 1.25 inches
3. Bottom of Footing 3 inches
a) The assumed normal fabrication and erection temperature is 60'F 4. All other locations 2 inches
b) Thermal Coefficient of Expansion
i. Steel Structures 6.5 x I V per OF
ii. Concrete Structures 6.0 x 10-6 per OF
c) Seasonal Variation
i. Structural Design
Steel Structures From: 10 OF to 110°F
Civil & Environmental Consultants, Inc. -3-
Eller Drive Connector over Muddy Creek
March 2021

D. Reinforcing Steel: CONSTRUCTION CONSIDERATIONS
Reinforcing steel shall conform to the requirements of AASHTO M31 Grade 60. A. Clearance Requirements
All barrier rail,parapet, sidewalk, deck,bent caps,pile caps and footings reinforcement shall be epoxy There are no horizontal or vertical clearance requirements.
coated.
B. Maintenance of Traffic and Staged Construction
E. Fasteners (Diaphragms and Splices):
There are no maintenance of traffic issues associated with the proposed stream crossing.
All fasteners shall be 7/8-inch diameter high strength bolts conforming to AASHTO M 164 Type 3
unless otherwise specified. C. Constructability
F. Shear Connectors: Access for construction equipment and materials to the site will not be an issue for the proposed stream
crossing.
7/8-inch diameter steel stud shear connectors shall be used for the steel girder alternative. The shear
connectors shall be attached in the field after erection of the girders and installation of the deck forms, MISCELLANEOUS STRUCTURAL REQUIREMENTS
however, some shear studs may be attached in the shop to support the contractors fall protection
system. A. Deck Drainage
G. Anchor Bolts: For the alternatives under consideration, scuppers/drain assemblies are not anticipated. Inlets will be placed
before the bridge to intercept roadway surface discharge. If required, the deck drainage system will be
Anchor bolts shall be in accordance with AASHTO M111. designed in accordance with the Manual "Design of Bridge Deck Drainage" dated May 1993 (FHWA
Hydraulic Engineering Circular no. 21, publication no. FHWA-SA-92-010). The rainfall design frequency
H. Steel H-Piles: shall be based on a 10-year recurrence.
All steel piling shall conform to AASHTO M183. B. Bearings
COMPUTER SOFTWARE Elastomeric bearing pads will be used for both alternatives.
The following computer programs will be available to be used in the analysis and design: C. Environmental, Utilities, and Aesthetics
• HEC-RAS There are no utility requirements for this structure.
• MDX by MDX Software (steel girder analysis and design)
• LEAP Bridge Concrete (prestressed concrete box beam design) There are no special aesthetic requirements for this site.
• AutoCAD Civil 3D 2020
• Microsoft Excel
HYDRAULIC STUDY
A hydraulic analysis was performed in conjunction with the bridge study to determine the impact of the
proposed bridge on the water surface elevation of Muddy Creek. Hydraulic analyses were performed for the
existing condition and the proposed alternatives using HEC-RAS. The 100-yr discharge was evaluated and
shows only a .01 foot increase of the base flood elevation.
Civil & Environmental Consultants, Inc. -4-
Eller Drive Connector over Muddy Creek
March 2021

PROPOSED BRIDGE ELEMENTS
A. Superstructure
1. Alternative 1 superstructure consists of a flexible pavement overlay supported on eleven 39 inch
prestressed concrete box beams spaced at 3'-0"with no overhang.
2. Alternative 2 superstructure consists of an 8.5"concrete deck supported on four 36"steel rolled beams
spaced at 9'-0", with overhangs of 2'-11".
B. Abutments
1. Alternative 1 will use stub abutments with cantilevered turn-back U-wings supported by steel vertical
and brace piles.
2. Alternative 2 will use integral abutments with cantilevered turn-back U-wings supported on steel
vertical piles.
ESTIMATED STRUCTURE COST
A summary of the estimated construction costs for each alternative is presented below. Detailed cost estimates
are included in Appendix B.
Alternative Total Structure Cost
Alternative 1 $1,088,556.65
Alternative 2 $788,536.60
RECOMMENDED ALTERNATIVE
We recommend Alternative 2 for advancement through the final design process.
Civil & Environmental Consultants, Inc. -5-
Eller Drive Connector over Muddy Creek
March 2021

APPENDIX A
ESTIMATED STRUCTURE COST TABLES
Civil & Environmental Consultants, Inc. _6
Eller Drive Connector over Muddy Creek
March 2021

ELLER DRIVE CONNECTOR OVER MUDDY CREEK
BRIDGE STUDY
CONSTRUCTION COST ESTIMATES
ALTERNATIVE 1 ALTERNATIVE 2
SIMPLE SPAN W/39" PRESTRESSED
CONCRETE BOX BEAMS ON STEM SIMPLE SPAN W/36" STEEL ROLLED
ABUTMENTS BEAMS ON INTEGRAL ABUTMENTS
ITEM NUMBER DESCRIPTION UNIT UNIT COST QUANTITY COST QUANTITY COST
8112730000-N PDA TESTING EA $3,700.00 1 $3,700.00 1 $3,700.00
8121000000-N UNCLASSIFIED STRUCTURE EXCAVATION LS $4,000.00 1 $4,000.00 1 $4,000.00
8147000000-E REINFORCED CONCRETE DECK SLAB SF $38.50 - - 2,410 $92,785.00
8161000000-E GROOVING BRIDGE FLOORS SF $0.50 - - 2,410 $1,205.00
8182000000-E CLASS A CONCRETE (BRIDGE) CY $1,100.00 120 $132,000.00 80 $88,000.00
8210000000-N BRIDGE APPROACH SLABS LS $200,000.00 1 $200,000.00 1 $200,000.00
8224000000-E EPDXY COATED REINFORCING STEEL (BRIDGE) LB $1.50 14,400 $21,600.00 9,600 $14,400.00
8280000000-E APPROXIMATE LBS STRUCTURAL STEEL LB $2.00 - - 46,200 $92,400.00
8328200000-E PILE DRIVING EQUIPMENT SETUP FOR HP12X53 STEEL PILES EA $440.00 28 $12,320.00 14 $6,160.00
8364000000-E HP12X53 STEEL PILES LF $85.00 2,300 $195,500.00 1,150 $97,750.00
8482000000-E THREE BAR METAL RAIL LF $295.00 163 $48,085.00 160 $47,200.00
8608000000-E RIP RAP CLASS II (2'-0" THICK) TON $47.40 260 $12,324.00 260 $12,324.00
8622000000-E GEOTEXTILE FOR DRAINAGE SY $4.00 440 $1,760.00 440 $1,760.00
8657000000-N ELASTOMERIC BEARINGS LS - 1 $33,000.00 1 $24,000.00
8753200000-E 3'-0" X 3'-3" PRESTRESSED CONC BOX BEAMS LF $329.00 858 $282,282.00 - -
SUBTOTAL $946,571.00 $685,684.00
15% ENGINEERING AND CONTINGENCY $141,985.65 $102,852.60
TOTAL $1,088,556.65 $788,536.60
Civil & Environmental Consultants, Inc.
Eller Drive Connecter over Muddy Creek
-7- March 2021

APPENDIX B
BRIDGE PLANS
Civil & Environmental Consultants, Inc. _g
Eller Drive Connector over Muddy Creek
March 2021

PROJECT REFERENCE NO. SHEET NO.
303-168 7
R/W SHEET NO.
ROADWAY DESIGN
ENGINEER
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PROPOSED 4"0 FRENCH DRAIN WITH
CLASS II RIPRAP APRON CLEANOUTS IN BOTTOM OF LEVEL SPREADER
ID,p SFONE SIZE=61N FRENCH DRAIN INV: 870.75
MIN.DEPTH = 13.5IN
CO
PROPOSED LEVEL SPREADER
PROPOSED 40 LF OF 4"0 SCH 40 I BOTTOM ELEVATION=873.50
Pvc® 1.00%FROM FRENCH DRAIN RPRAP BERM ELEVATION=875.50 DOCUMENT NOT CONSIDERED FINAL
To DAYLIGHT I RIPRAP BERM D50 STONE SIZE= 12IN UNLESS ALL SIGNATURES COMPLETED
FLARED END ,-,W,_
SECTION(FES)
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PRELIMINARY
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/ CURB IN (CI) / L 14FT
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-
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/ / � I HYDRAULIC INFORMAITON
EX. OPENING = N/A
1° PRO. OPENING = 592 SF
/ �0 65 81'-3A"OUT TO OUT
76'-0"q BRG.TO @ BRG. ' 6 / Q25 = 600 GFS
15'-o" e 865 CFS
APPROACH SLAB 1 " r -- �100 =
APPROACH SLAB AT
a 'S'T 72'-10j"CLEAR SPnN_- m ' _ _ EX. 100-YR W.S.E. = 872.00'
5 _ PRO. 100-YR W.S.E. = 872.01'
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LEGEND
EX. MINOR CONTOUR
EX. MAJOR CONTOUR
RIPRAP
EDGE OF ELK CREEK
EX.OVERHEAD WIRE
BRIDGE ALTERNATIVE#1
39"PRESTRESSED CONCRETE BOX BEAMS WITH STEM ABUTMENTS
PLAN
@ SCALE: 1"= 20'
P
900 900
1'-3j"0/0 BRIDGE LiNGTH
890 890
AF PR.S APPR.LAB
9"PRESTRESS
880 PROFILE E ONCR BOX BEAM 880
8 870 1J¢1 SLOP DBE 1 870
a 711N
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1'-0"NORMAL —
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PRO ECTION
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840 840
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BRIDGE ALTERNATIVE#1
39"PRESTRESSED CONCRETE BOX BEAMS WITH STEM ABUTMENTS
SECTION ALONG-Y-
SCALE: 1"= 20'

PROJECT REFERENCE NO. SHEET NO.
303-168 8
R/W SHEET NO.
ROADWAY DESIGN
ENGINEER
�A PROPOSED 4"0 FRENCH DRAIN WITH
CLASS II RIPRAP APRON CLEANOUTS IN BOTTOM OF LEVEL SPREADER
2� ID.STONE SIZE= 61N FRENCH DRAIN INV: 870.75
MIN.DEPTH= 13.5IN
0
CO
PROPOSED LEVEL SPREADER
PROPOSED 40 LF OF 4"0 SCH 40 I BOTTOM ELEVATION=873.50
PVC® 1.00%FROM FRENCH DRAIN RIPRAP BERM ELEVATION=875.50
TO DAYLIGHT I RIPRAP BERM D50 STONE SIZE= 121N
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
FLARED END
SEC10N(FES)
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HYDRAULIC INFORMAITON
i� i/� �I II�I ��� EX. OPENING = N/A
t/x 779'-1�"OUT TO OUT o �� ' i I I I I PRO. OPENING = 592 SF
6'-D"(i BRG.TO rL BRG./ �;�— e" i �i i i i �I
15'-D^ Q25 = 600 CFS
APPROACH SLAB APPROA H SLAB % i i� - j j j QIOO = 865 CFS
+
72'-10j"CLEAR SPAN- -
g ; — -- EX. 100—YR W.S.E. = 872.00'
a PRO. 100—YR W.S.E. = 872.01'
o
0 FILL FACE O i o � / �• \ I II ABBREVIATION LEGEND
END BENT 1 N F of w = ® \
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jS 49'22'24"W 2+00 � /3}0 / 4 22'24"W N o 7 g / 4+00 g8 \ 5,19 / BRG.=BEARING
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EXP.-EXPANSION
LEGEND
x
IX.MINOR CONTOUR
IX.MAJOR CONTOUR
RIPRAP
EDGE OF ELK CREEK
f—
�0051 I /
EX.OVERHEAD WIRE
BRIDGE ALTERNATIVE#2
36"STEEL ROLLED BEAMS WITH INTEGRAL ABUTMENTS
PLAN
P SCALE: 1"= 20'
P
900 900
$ 9'-1a"0/0 BRIDGE LE14GTH
890 890
AF PR.S APPR.LAB
880 P )FILE G E 880
L
870 1Yz:1 LOPE D BEN 1 870
STA. 09.31 NORM L TO C P B/7 EL 8 2.15
36"R LLED
860 F EL 868.97 BEAM I a 860
'-0"h DIRMAL o 1 XISDNG ei a
850 TO CAP ') ROUND 850
F UNDAT N
840 P TEC'R N 840
830 1 830
2+50 2+60 2+70 2+80 2+90 3+00 3+10 3+20 3+30 3+40 3+50 3+60 3+70 3+80 3+90 4+00 4+10 4+20 4+30 4+40 4+50
BRIDGE ALTERNATIVE#2
36"STEEL ROLLED BEAMS WITH INTEGRAL ABUTMENTS
SECTION ALONG-Y-
SCALE: 1"= 20'

PROJECT REFERENCE NO. SHEET NO.
303-168 10
R/W SHEET NO.
ROADWAY DESIGN
ENGINEER
33'-0"OUT TO OUT
6" DOCUMENT NOT CONSIDERED FINAL
1. 1•-31• 5'-0. 14•_ • 14_ CURB 1•_31• 1„ UNLESS ALL SIGNATURES COMPLETED
SIDEWALK
,/,A AZ
THREE BAR METAL RAIL(TYP.) Civil&Environmental
Consultants,Inc.
FLEXIBLE PAVMENT OVERLAY P R E L I M I N A R Y
2.Ox NOT FOR CONSTRUCTION
FOOT }'/FOOT
11 El El El 0 El El El El 11
Z
0 11 -39"PRESTRESSED CONCRETE BOX BEAM O 3'-0"SPA.=33'-0"
to
LL
ALTERNATIVE 1-PRESTRESSED CONCRETE BOX BEAMS
TYPICAL SECTION
SCALE. 1/2"= 1'-0"
j
S
32'-10"OUT TO OUT
&'F 7 6"1'-32" 5'-0" 12'-44" 12'-4,1" CURB
�2 SIDEWALK
� THREE BAR METAL RAIL(TYP.)
o
g 2.OR 4
FOOT }"/FOOT
Q
r
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d
8
i 2'-11" 4-36"STEEL ROLLED BEAMS O 9'-0"SPA.=27'-0" 2'-11"
ALTERNATIVE 2-STEEL ROLLED BEAMS
TYPICAL SECTION
SCALE: 1/2"= 1'-0"

PROJECT REFERENCE NO. SHEET NO.
303-168 11
R/W SHEET NO.
ROADWAY DESIGN
ENGINEER
'S
o
�w
w
PROFILE GRADE a 10, 6, PROFILE GRADE DOCUMENT NOT CONSIDERED FINAL
c UNLESS ALL SIGNATURES COMPLETED
CL BRGS. �w ��
m ,iii
Civil&Environmental
3 o qco`Consultants,Inc.�E Ne��'a
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r--------------------------------------------------- --------
PRELIMINARY
NOT FOR CONSTRUCTION
I
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FILL FACE
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FlLL FACE
i
1+j"FORMED OPENING
i
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__________ _________ __
to
0 ELASTOMERIC BEARING CONST.JZT. 36"STEEL ROLLED BEAM
to
q BRGS.& PILES
W 3.-PRESTRESSED
cc CONCRETE BOX BEAM
ELASTOMERIC R n
BEARING PAD
0
p ii it
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g ii I G
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u u ii ii
e u u 3 u n
CONIC.COLLAR- 12%%'k LI 2'-0"0 CONIC. ii i�i •I
(TyP') \ COLLAR(TYP.)
it
STEEL PILE(TYP.) STEEL PILE(TYP.)
P
rL VERTICAL PILES rL BRACE PILES
� I �
Q
1-3" 1-6" 1-3" 1-fi" 1-6"
g
d
_ 4'-0" 3'-0"
p�
d
8
i ALTERNATIVE 1-STEM ALTERNATIVE 2-INTEGRAL
ABUTMENT TYPICAL SECTION ABUTMENT TYPICAL SECTION
SCALE: 1"= 1'-0" SCALE: 1"= 1'-0"

APPENDIX C
DECK DRAINAGE CALCULATIONS
Civil & Environmental Consultants, Inc. -13-
Eller Drive Connector over Muddy Creek
March 2021

F�r>
Civil & Environmental Consultants, Inc.
PROJECT Hickory Bridge Study PROJECT NO. 303-168
PAGE 14
PREPARED BY HTC DATE 3/1/2021 CHECKED BY GSL DATE 3/1/2021
SCUPPER CALCULATIONS
Required Scupper Spacing
24393.E [LI.67 5L.5 T2.671
L = L J = 141.6ft.
Cn i wp
Sx 0.02
SL 0.0368
T 4.375 ft.
Wp 24.75 ft.
n 0.016
C 0.9
i 6.94 in/hr 10-yr Occurrence
Lb 76 ft. Proposed Bridge Length
Scuppers are not required. Distance of proposed bridge length is less than the required scupper spacing.
\\svr-charlotte\projects\300-000\303-168\-Ca I cu I ati o ns\303168-Scu p pe r.xl sx

See Sheet ] A For I n d e x o f Sheets m STATE PROJECT REFERENCE NO. SNOT SHEETS
See Sheet 1 B For Conventional Symbols N.C. 303-16$ 1 7
0- ROB SON ROAD / SHORT ROAD CONNECTORS STATE PROD. NO. F. A. PROJ. NO. DESCRIPTION
p z
PE, R/ W, UTIL
Hwy 70 SE
C TY OF H CKORY
CATAWBA COUNTY
2 1
�o
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
SITE 1 FOR PERMITTING ONLY
LOCATION : HICKORY , NORTH CARO LINA NOT FOR CONSTRUCTION
Date: 3/25/2021 By: ALL
SITE 2
Cn
z
<I TYPE OF WORK : GRADING PAVING & DRAINAGE
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WETLANII AND SURFACE WAT � . R IMPAC , ,-) PERMIT
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NOT TO SCALE o
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—Y— ALIGNMENT
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BEGIN —L— ALIGNMENT Q0
SITE 1 STA: 0+00Of 00
� � BRIDGE CROSSING
Y UNNAMED
TRIBUTARY TO �
O
V— _ MUDDY CREEK
S R END —L— ALIGNMENT Z
Z 12/ / STA: 17+65 m
m Ui 5 o
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SITE 2
CMP CULVERT
o CROSSING
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THERE IS NO CONTROL OF ACCESS ON THIS PROJECT
o THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES.
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD II
3
a
m
GRAPHIC SCALES DESIGN DATA PROJECT LENGTH
o SCALE IN FEET ADT 2020 = XX,XXX LENGTH ROADWAY TIP PROJECT XXXX -L- =XXXX MI Civil & Environmental
0 400 soo XX,/VV`z^ZX LENGTH ROADWAY TIP PROJECT XXXXX -Y- =XXXXX MI Consultants, Inc.
ADT2040 — 3701 ARCO CORPORATE DRIVE SUITE 400 CHARLOTTE,NC 28273
980-237-0373-800-365-2324
ww.CeMc.com
T = XX%*
2018 STANDARD SPECIFICATIONS
3 -L- V = 30 MPH
°
Q
-Y- V = 35 MPH ANDRE LENNON, P.E.
I
TTST X% + DUALS X% PROJECT ENGINEER
*
� RIGHT OF WAY DATE:
o NCDOT CONTACT: MATTHEW JOHNSON
FUNCTION CLASS: LOCAL
LETTING DATE: PROJECT DESIGNER NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO. C3035

PROJECT REFERENCE NO. SHEET NO.
303-168 1 A
R/W SHEET NO.
os 2 Zoe �
,��► �1�i i`.Atti►p�,���i
INDEX OF SHEETS GENERAL NOTES: 2018 SPECIFICATIONS
EFFECTIVE: 01 - 1 6-2018
•�� SEAL
SHEET NUMBER SHEET = 0337 6
REVISED: 40
,
1 TITLE SHEET
GRADE LINE: /it �
1 A INDEX OF SHEETS, GENERAL NOTES AND LIST OF STANDARD DRAWINGS GRADING AND SURFACING: NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO. C3035
1 B CONVENTIONAL SYMBOLS L.vCUMENT NOT CONSIDERED FIN.,._
THE GRADE LINES SHOWN DENOTE THE FINISHED ELEVATION OF THE PROPOSED UNLESS ALL SIGNATURES COMPLETED
2A PAVEMENT SCHEDULE AND TYPICAL SECTIONS SURFACING AT GRADE POINTS SHOWN ON THE TYPICAL SECTIONS. GRADE LINES MAY BE
4 —L— PLAN VIEW ADJUSTED AT THEIR BEGINNING AND ENDING AND AT STRUCTURES AS DIRECTED BY THE
ENGINEER IN ORDER TO SECURE A PROPER TIE—IN. Civil & Environmental
5 —L— PROFILE VIEW Consultants, Inc.
6 —Y— PLAN/PROFILE VIEW BRIDGE ALTERNATIVE # 1 CLEARING. 3701 ARCO CORPORATE237-03DRIVE SUITE65 CHARLOTTE,NC 28273
980. 37-0373.800-3 -2324
www.cecinacom
7 —Y— PLAN/PROFILE VIEW BRIDGE ALTERNATIVE #2 CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY FOR PERMITTING ONLY
8A BRIDGE TYPICAL SECTIONS METHOD II. NOT FOR CONSTRUCTION
Date: 3/25/2021 By: ALL
8B ABUTMENT TYPICAL DETAILS SUPERELEVATION:
EC- 1 A — EC- 1 D EROSION CONTROL DETAILS
ALL CURVES ON THIS PROJECT SHALL BE SUPERELEVATED IN ACCORDANCE WITH
EC-2 SOIL STABILIZATION SUMMARY SHEET STD. NO. 225.04 USING THE RATE OF SUPERELEVATION AND RUNOFF SHOWN ON THE PLANS.
EC-2A SOIL STABILIZATION TIMELINE SUPERELEVATION IS TO BE REVOLVED ABOUT THE GRADE POINTS SHOWN ON THE TYPICAL
SECTIONS.
EC-3 —L— CLEARING AND GRUBBING EROSION CONTROL PLAN
EC-4 —L— EROSION CONTROL SIDE ROADS:
UC- 1 —L— UTILITY PLAN THE CONTRACTOR WILL BE REQUIRED TO DO ALL NECESSARY WORK TO PROVIDE
SUITABLE CONNECTIONS WITH ALL ROADS, STREETS, AND DRIVES ENTERING THIS PROJECT.
THIS WORK WILL BE PAID FOR AT THE CONTRACT UNIT PRICE FOR THE PARTICULAR ITEMS
INVOLVED.
EFF. 01 — 1 6-2018 SUBSURFACE DRAINS:
REV.
2018 ROADWAY ENGLISH STANDARD DRAWINGS SUBSURFACE DRAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD. NO. 815.02
AT LOCATIONS DIRECTED BY THE ENGINEER.
The following Roadway Standards as appear in "Roadway Standard Drawings" Highway Design Branch N. C. Department of Transportation — Raleigh, N. C., Dated January, 2018 are applicable to this project STREET TURNOUT:
and by reference hereby are considered a part of these plans:
STREET RETURNS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD. NO. 848.04 USING
STD.NO. TITLE THE RADII NOTED ON PLANS.
DIVISION 2 — EARTHWORK
200.02 Method of Clearing — Method II UTILITIES:
225.04 Method of Obtaining Superelevation — Two Lane Pavement
225.06 Method of Grading Sight Distance at Intersections UTILITY OWNERS ON THIS PROJECT ARE:
DIVISION 3 — PIPE CULVERTS PIEDMONT NATURAL GAS (PNG) — FUTURE GAS SERVICES,
300.01 Method of Pipe Installation
DIVISION 8 — INCIDENTALS CITY OF HICKORY PUBLIC SERVICES — FUTURE WATER & SEWER SERVICE,
815.02 Subsurface Drain DUKE ENERGY — FUTURE ELECTRICAL SERVICE,
838.01 Concrete Endwall for Single and Double Pipe Culverts — 15" thru 48" Pipe 90 Skew CENTURYLINK — FUTURE FIBER OPTIC SERVICE.
838. 11 Brick Endwall for Single and Double Pipe Culverts — 15" thru 48" Pipe 90 Skew
ANY RELOCATION OF EXISTING UTILITIES WILL BE ACCOMPLISHED BY OTHERS, EXCEPT
838.80 Precast Endwalls — 12" thru 72" Pipe 90 Skew
840.00 Concrete Base Pad for Drainage Structures AS SHOWN ON THE PLANS.
840.01 Brick Catch Basin — 12" thru 54" Pipe CURB RAMPS
840.02 Concrete Catch Basin — 12" thru 54" Pipe
N 840.03 Frame, Grates and Hood — for Use on Standard Catch Basin CURB RAMPS ARE SHOWN ON THE PLANS AT APPROXIMATE LOCATIONS.
840.45 Precast Drainage Structure CONSTRUCT ALL CURB RAMPS ACCORDANCE WITH STD 848.05 and/or 848.06.
840.51 Brick Manhole — 12" thru 36" Pipe
a
840.52 Precast Manhole — 4', 5' and 6' Diameter
840.53 Precast Manhole with Masonry Base — 12" thru 42" Pipe
840.54 Manhole Frame and Cover
840.66 Drainage Structure Steps
846.01 Concrete Curb, Gutter and Curb & Gutter
848.01 Concrete Sidewalk
848.04 Street Turnout
U
848.05 Curb Ramp — Proposed Curb 8c Gutter
0 876.02 Guide for Rip Rap at Pipe Outlets
q,
3
O
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U
12
O
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O

PROJECT REFERENCE NO. SHEET NO.
STATE OF NORTH CAROL � NA D � V � S � ON OF H � GHWAYS 303-168 1 B
9
FOR PERMITTING ONLY
NOT FOR CONSTRUCTION
CONVENTIONAL PLAN SHEET SYMBOLS Date:3/25/2021 By: ALL
SCUNSDIES AND PROPERTY: Note: Not to Scale *S. UN. Subsurface Utility Engineering WATER:
State Line _____ RAILROADS:
Standard GaugeHed Water Manhole OW
County Line CSx TRANSP°RTATI°N ge Water Meter
RR Signal Milepost 0 Woods Line
Township Line MILEPOST 35 Water Valve
City Line Switch Orchard SWITCH Water Hydrant �
RR Abandoned � � � � Vineyard vineyard y
Reservation Line U/G Water Line LOS B (S.U.E*) W
RR Dismantled EXISTING STRUCTURES:
Property Line U/G Water Line LOS C (S.U.E*) - -W- -
MAJOR:
Existing Iron Pin F° U/G Water Line LOS D (S.U.E*) W
RIGHT OF WAY H PROJECT CONTROL : Bridge, Tunnel or Box Culvert CONC AEG Water
Computed Property Corner Above Ground Water Line
El Secondary Horiz and Vert Control Point ♦ Bridge Wing Wall, Head Wall and End Wall CONC WW
Property Monument ECM
Sequence Number 2 Primary Horiz Control Point 0 MINOR: TV:
Parcel / Se
q 0 TV Pedestal
Primary Horiz and Vert Control Point ' Head and End Wall CONS HW
Existing Fence Line TV Tower 0
Exist Permanent Easment Pin and Cap - 0 Pipe Culvert
Proposed Woven Wire Fence � Footbridge >--- ----� N
U/G TV Cable Hand Hole
--
Proposed Chain Link Fence New Permanent Easement Pin and Cap - g
- -
Proposed Barbed Wire Fence � Vertical Benchmark m Drainage Box: Catch Basin, DI or JB ❑CB U/G TV Cable LOS B (S.U.E. ) TV- - -
U/G TV Cable LOS C (S.U.E. ) - -TV- -
Existin Wetland Boundary - - _ _ _ _ _ Existing Right of Way Marker 0 Paved Ditch Gutter
g y -WLB U/G TV Cable LOS D (S.U.E. ) TV
Existing Right of Way Line Storm Sewer Manhole O
Proposed Wetland Boundary WEB U/G Fiber Optic Cable LOS B (S.U.E.*) - - - -TV FO- - -
New Right of Way Line Storm Sewer
Existing Endangered Animal Boundary FAB s U/G Fiber Optic Cable LOS C (S.U.E.*)
— —TV FO—
Existing Endangered Plant Boundary EPB New Right of Way Line with Pin and Cap U TI LI TIES:ESo U/G Fiber Optic Cable LOS D (S.U.E.*) TV FO
Existing Historic Property Boundary "PB New Right of Way Line with POWER:
Concrete or Granite R/W Marker GAS:
Known Contamination Area: Soil S •� - Existing Power Pole
S � _ Gas Valve 0
Potential Contamination Area. Soil � � New Control of Access Line with Concrete C/A Marker Proposed Power Pole b
:. W .:_ Gas Meter
Known Contamination Area: Water ExistingControl of Access c Existing Joint Use Pole - - - - - -
Potential Contamination Area: Water ? W ? -
U/G Gas Line LOS B (S.U.E.*) -O-
New Control of Access Proposed Joint Use Pole * O
Contaminated Site: Known or Potential ? U/G Gas Line LOS C (S.U.E. )
ExistingEasement Line E Power Manhole © * °
U/G Gas Line LOS D (S.U.E. )
SUI LDI NCS AND OTHER CULTURE.- New Temporary Construction Easement E Power Line Tower Above Ground Gas Line A/C Gas
Gas Pump Vent or U/G Tank Cap 0 New Temporary Drainage Easement -TDE Power Transformer
Sign 0 U/G Power Cable Hand Hole SANITARY SEWER:
New Permanent Drainage Easement PDE
Well W H-Frame Pole Sanitary Sewer Manhole
New Permanent Drainage / Utility Easement DUE - - Sanitary Sewer Cleanout +
Small Mine New Permanent Unlit Easement P E U/G Power Line LOS B (S.U.E.*) - - 0
y � U/G Sanitary Sewer Line ss
Foundation 0 U/G Power Line LOS C (S.U.E.*)
-
New Temporary Utility Easement TUE Air Sanitary Sewer
Area Outline New Aerial Utility Easement auE U/G Power Line LOS D (S.U.E.*) P Above Ground Sanitary Sewer
-:
Cemetery fi SS Forced Main Line LOS B (S.U.E.*) FSS -
TELEPHONE: SS Forced Main Line LOS C (S.U.E.*) - -Fss- -
N Building ROADS AND RELATED EEA TUBES:
N School Existing Telephone Pole SS Forced Main Line LOS D (S.U.E. ) Fss
Existing Edge of Pavement
Proposed Telephone Pole -0-
Church
Existing Curb — MISCELLANEOUS:
Telephone Manhole O
Dam Proposed Slope Stakes Cut - - - -
p p Telephone Pedestal
HYDROLOGY: n Utility Pole
2
Pro osed Slo e Stakes Fill - F - - -
p p - - Utility Pole with Base El
Stream or Body of Water Telephone Cell Tower
m Proposed Curb Ramp " Utility Located Object 0
Hydro, Pool or Reservoir - U/G Telephone Cable Hand Hole 0
Existing Metal Guardrail U/G Telephone Cable LOS B (S.U.E.*) -T
Utility Traffic Signal Box ❑S
Jurisdictional Stream
- - - - - - -
JS Proposed Guardrail T T T T Utility Unknown U/G Line LOS B (S.U.E.*) ?UTL
Buffer Zone 1 Bz 1 U/G Telephone Cable LOS C (S.U.E.*) T
Existing Cable Guiderail T U/G Tank; Water, Gas, Oil 0
Buffer Zone 2 Bz2 n n n n U/G Telephone Cable LOS D (S.U.E.*)
Proposed Cable Guiderail
Flow Arrow U/G Telephone Conduit LOS B (S.U.E.*) - —TC— - - Underground Storage Tank, Approx. Loc. SST
Equality Symbol * A/G Tank; Water, Gas, Oil
Disappearing Stream U/G Telephone Conduit LOS C (S.U.E. ) TC 0
. .Spring Pavement RemovalU/G Telephone Conduit LOS D (SUE.*) T Geoenvironmental Boring
1/ECF TA TIONo U/G Test Hole LOS A (S.U.E.*)
Wetland U/G Fiber Optics Cable LOS B (S.U.E.*)
e
Single Tree 0 * Abandoned According to Utility Records AATUR
Proposed Lateral, Tail, Head Ditch U/G Fiber Optics Cable LOS C (S.U.E. ) T
FLOW False Sump Single Shrub O End of Information
a
U/G Fiber Optics Cable LOS D (S.U.E.*) T E.O.I.
0
a
a

PROJECT REFERENCE NO. SHEET NO.
303-168 2A
PAVEMENT SCHEDULE R/W SHEET NO.
03 . 2 Zo2
C PROP. APPROX. 2.5" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5C, �►�� �CAR ��ii�
AT AN AVERAGE RATE OF 168 LBS. PER SQ. YD. IN EACH OF TWO LAYERS. .•S81 .-iy%��
;4 SEAL
E 8" COMPACTED AGGREGATE BASE COURSE, COMPACTED TO 100% OF MAXIMUM 0337 6
ZZ
DENSITY. ��.�,'.• ,• � ,�\�:
R PROP. 2'-6" CURB AND GUTTER
NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO. C3035
S 4" CONCRETE SIDEWALK DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
[1A A
Civil & Environmental
Consultants, Inc.
3701 ARCO CORPORATE DRIVE• SUITE 400 • CHARLOTTE,NC 28273
980-237-0373.800-365-2324
—ceanc.com
FOR PERMITTING ONLY
NOT FOR CONSTRUCTION
Date: 3/25/2021 By: ALL
a
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i 12.50' SHOULDER 12.50' 12.50' 12.50'
h 5.00'
W 10.00 10.00' CONCRETE
W 2.50' LANE LANE 2.50' 3.00' SIDEWALK 4.50'
a
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FOOT FOOT
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PROJECT REFERENCE NO. SHEET NO.
SCALE IN FEET 303-168 4
0 20 40 R/W SHEET NO.
Z Zo2
0�'5
DENOTES IMPACTS IN CA,/����/ '
S RC ��
S SURFACE WATER `&:0. $ �DE�y���
;4F SEAL r-; _
0337 6
LENGTH=195.19'
D RADIUS=500.00'
A=022°22'00.01 " ��► I \
(A o CHORD DIRECTION=S 29°26'35.74" E
� CHORD LENGTH=193.95' NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
0 PI STA=8+27.31 SURVEYORS LICENSE NO. C3035
(A 3 65 TANGENT LENGTH=98.85'
I DOCUMENT NOT CONSIDERED FINIAL.
S�P.Ig23 1� UNLESS ALL SIGNATURES COMPLETED
�.. 131�2a0OgCURB INLET (CI)
0111 RIM=OUT (1 111AIV
�� -
�� FtGP INV. OUT (18"W)=887.13
1 2Ar LE
Civil & Environmental
Consultants, Inc.
3701 ARCO CORPORATE DRIVE• SUITE 400 - CHARLOTTE,NC 28273
980.237-0373.800-365-2324
w-cecin-cm
FOR PERMITTING ONLY
CURB INLET (CI) � NOT FOR CONSTRUCTION
RM89 O110 Date: 21 L
INV. IN (18"E)=886.89
INV. OUT (18"SE)=886.69
Ohs \
O -
<O0 1O
k
00
0112 CURB INLET (CI)
RIM=884.73
INV. OUT (18"SW)=880.44
O�
fn
ZO ,���� \ s1C-1 / /�� STREAM I II
cn / II TOP OF I
BANK I I
WSTREAM
a CURB INLET (CI) ,� i I BOTTOM OF
RIM=884.73 0109 ,� / i BANK
INV. IN (18"NE)=880.20 \ /
" S, / CURB INLET (CI)
N INV. IN (18 NW)=880.20 6'� 0113 I i \RIM=876.99 CLASS II RIP-RAP
� i
INV. OUT (18"SE)=880.00 D50 STONE SIZE = 301N
INV. OUT (18"SW)=872.00 MIN. DEPTH = 68IN
0107 CURB INLET (CI)
DOUBLE CMP BARREL ti RIM=873.60
9S`�cA ,,X00 INV 862.00 �� INV. OUT (18"S)=866.49
Q CURB INLET (CI) - 00
�Gv N 00 0106 RIM=886.00
a CD N�`! INV. OUT (18"S)=882.24 0 r-
LENGTH=348.37 ti � � 0�+00
o RADIUS=275.00' ' a_N 00
A=072°34'55.49" /� Q ..
CHORD DIRECTION=S 54°33'03.47" E `y Rv z wR w w w w w w z ww
CHORD LENGTH=325.54 \� W
PI STA=1 1 +25.59
TANGENT LENGTH=201 .94' 12 2'-6" C&G N
a
ce J I I 13+00 - - _ - -
3 CURB INLET (CI) 0 v CO N _ _ - N89' 09' 28.79"E -�
a RIM=876.99 0108 ,Q `Q^per ^ I I 231.428 00 o ry 14+00 N 15+00
INV. IN (18"NE)=871.76V l
" / 145 LF OF PROPOSED r / in - - - -
INV. IN (18 NW)=871.50 / ,�ti -N - - - - _ - 18 RCP
° INV. OUT (18"E)=871.30 / , PERMANENT STREAM / _ - - - _ _ - - - - - 200 LF
a IMPACTS i 18 RCP 2'-6" C&G "
18 RCP
/ DOUBLE CMP BARREL 69 LF 5' SIDEWALK 131 LF
INV 859.00
DOUBLE CMP BARREL rev R R R R R W W W W
2 / INV 860.00 / N�A� W If IfW W W RB INLET (CI)
CLASS II RIP-RAP / 0101 CURB INLET (CI) V_(��RIUN
w =886.00
° D50 STONE SIZE = 301N RIM=873.60 CURB INLET (CI) INV. IN (18"E)=882.00
MIN. DEPTH = 681N ,��T , INV. IN (18�N)=866.25 0102 RIM=875.68" INV. IN (18"N)=882.00
a F� INV. IN (18 E)=864.98 INV. IN (18 E)=870.04
a STREAM Fp i INV. OUT (18"W)=881.80
TOP OF Fib INV. IN (18"W)=867.80 INV. OUT (18"W)=869.84
o BANK INV. OUT (24"SW)=864.78 LENGTH=134.78'
v
m UNNAMED i
' RADIUS=700.00'
`O TRIBUTARY TO i 0100 CONCRETE FLARED END SECTION A=011°01 '53.93"
MUDDY CREEK / INV. (24 )=864.50 CHORD DIRECTION=N 83°38'31 .82" E
STREAM co I BOTTOM OF CHORD LENGTH=134.57'
o
o BANK I / RIP-RAP DISSIPATOR I PI STA=15+71 .04
11'1 W = 1 1FT TANGENT LENGTH=67.60
CLASS II RIP-RAPT) ( �/ // / D STONE SIZE = 61N
D50 STONE SIZE = 61N ���� / / MIN. DEPTH I 12IN
MIN. DEPTH = 13.5 IN �; ��� / / / / /
CO
CLASS II RIPRAP APRON
INV = 861.35 �
D50 STONE SIZE = 6IN
MIN. DEPTH = 13.5IN
0 PROPOSED LEVEL SPREADER
BOTTOM ELEVATION = 864.50
RIPRAP BERM ELEVATION = 866.50
RIPRAP BERM D50 STONE SIZE = 121N
PROPOSED 40 LF OF 4"0 SCH 40
PVC D01.00%AYLIGHT
FROM FRENCH DRAIN
TO DAYLIGHT PROPOSED 4"0 FRENCH DRAIN WITH
/ CLEANOUTS IN BOTTOM OF LEVEL SPREADER
/C9FRENCH DRAIN INV: 861.75
/ FOR -L- PROFILES, SEE SHEET N0. 5

PROJECT REFERENCE NO. SHEET NO.
303-168 5
R/W SHEET NO.
ZCA
846
Zo2
�����••RCE ��i
;4 SEAL
0337p
��l I
NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO. C3035
I DOCUMENT NOT CONSIDERED FINAII.�
UNLESS ALL SIGNATURES COMPLETED
rj,. AA.
' AVA.
Civil & Environmental
Consultants, Inc.
3701 ARCO CORPORATE DRIVE• SUITE 400 • CHARLOTTE,NC 28273
980-237-0373.800-365-2324
www.cecinc.com
FOR PERMITTING ONLY
NOT FOR CONSTRUCTION
Date: 3/25/2021 By: ALL
HORIZONTAL
SCALE IN FEET
0 20 40
VERTICAL
SCALE IN FEET
Mimi
0 5 10
0
900 N Y Y 900
N z z
N J 05 9
p = o 0
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0
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e INV=887\ o00
w Q 0�0000 N >M
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3' MIN. COVER 0 J
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N INV=880.32 I N =� 8"0 PUBLIC I
WATERMAIN IN
8"0 PUBLIC o = ui EASTERN SHOULDER
I
WATERMAIN IN Z za�- a 00 (SEE UTILITY PLANS
y I EASTERN SHOULDER o ll FOR LOCATION)
(SEE UTILITY PLANS w d00
880 3 FOR LOCATION) ?CIDo 880
s 8 QO00 —��
W SOR 3 °' Coll— PI STA = 12+32.59 3' MIN. COVER
o S PVC o a EL = 866.54
3 VC = 300.00
I 0� K - 15.2
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a 875 " LP STA: 12+22.69 875
18 RCP LP ELEV: 873.89 '
INV=871.88
rn �
VC 1 7— ri ri '
•,n _
R 870 50 F g" SDR 35 PVC ® 2.00� 870
20 LF 8" DIP ® 8.50% " �,�
8 DIP 01.00%
8" DIP OUTSIDE — N
w DROP
a 865 8" DIP OUTSIDE 865
18" RCP
Q DROP INV=866.37
v
i
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00 INV=861.54
860 o —(STORM BYPASS 860
o W w 72" CMP (BURIED 1')
a o o FLOW CULVERT) INV=860.63
o 2 (BASE FLOW CULVERT)
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> > > > > > > > > > > > >
850 zz zz zzzzz zz zz 850
9+00 10+00 1 1 +00 12+00 13+00 14+00

PROJECT REFERENCE NO. SHEET NO.
303-168 EC-1 A
III SHEET NO.
Z Zo2
"NA%• RO•
SKIMMER BASIN WITH BAFFLES DETAIL4�4� SEAL IV.
0337 6 —
l I
NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO. C3035
DOCUMENT NOT CONSIDERED FINAL.
STEEL POSTS ( QUANTITY VAR ° ) SKIMMER ( S ZE VAR . )
_______ I UNLESS ALL SIGNATURES COMPLETED
Zrj,. , AF AIM
SOIL S TA B I H Z AT O N Civil & Environmental
Consultants, Inc.
G E O T E X T I L E
3701 ARCO CORPORATE DRIVE• SUITE 400 • CHARLOTTE,NC 28273
980-237-0373.800-365-2324
—.cecinc.com
P LAST C SLOPE D RA N FOR PERMITTING ONLY
P PE ( 12 N ° ) 2 M I N ° NOT FOR CONSTRUCTION
Date: 3/25/2021 By: ALL
1 '
MIN. 4
4' (MAX.) W 6 ' ( MIN ° 2 " x 2 " ( nominal )
1 .5' 1 ' WOODEN STAKE
MIN. MIN.
11
1 99
h
N N
NROPE 1 — 2 "
W COIR BER MAT 1 - 2
TEMPORARY OR 99
12 24
U PERMANENT DITCH 2 (MIN .) SOIL GEO EXTIALEON
-'J
Mid V (MIN.)
WOOD STAKE
4' ( MIN .) STONE PAD
METAL POST
a
W I OR STAPLE
o PRIMARY SPILLWAY
0
EARTH DIKE # 10 STEED
6 N . L 3W
REINFORCEMENT BAR
Q
( M N ° ) 3 4L COIR FIBER MAT
I
3 1 Z2L
SOIL STABILIZATION 499
1 4L 1 ' GEOTEXTILE IAMETER BEND
MIN. 18 IN. 499
o � 1 ' (MIN. OVERLAP
W
MIN .
( MIN ° 9 1 ' (MIN.) 12 ��2 4 IN. (MIN.) 24"
a °] 3 � MAX.
w
9
MAX.
UNCLASSIFIED EARTH
MATERIAL C
VARIABLE NATURAL GROUND
I 9
CO R EBER BAFFLE 2 RIGID 1 " ( nominal )
ROADWAY STD ° DWG NO 1640 . 01 COUPLING( SEE ° ° ) UNCLASS K ED EARTH STAPLE
I
0
MATER AL 1 '9
STELE POSTS PEACE SEALANT AROUND BARREL PIPE
WITH MINIMUM WIDTH OF 6 IN °
CLASS B STONE PAD ( 4 ' x 49 x 1 ' MIN ° ) 12 "
NOTES
1 . SHED AND PEACE MATT NG FOR EROS ON CONTROL ON LATER OR AND EZTER OR S DESLOPES °
2 ° L UT EARTH D K C HE G HT TO 5 FT. COI R FIBER MAT
3 ° FOR BAS N DEPTH OF 3 FT. , THE M H MUM BASH W DTH SHALL BE D T° ANCHOR OPTIONS
4 ° DETERM NE PR MARY SP LLWAY WE R LENGTH ( FT. ) US NG Q 0 ° 8 , WHERE Q S COW RATE ( CC ) NTO BAS N .
5 ° PLAST C SLOPE DRA N H PE AT NLET OF BAS N MAY BE R PLACED BY K LTRAT ON GOTCT LE OR TARP AS D RECTED °
6 ° SO L STAB L ZAT ON GEOTDT LE FOR PR MARY SP LLWAY SHALL BE ONE CONT NUOUS P ECE OF MATER AL OR OVERLAPPED 18 N . ( UN . ) .
NOT TO SCALEIII

PROJECT REFERENCE NO. SHEET NO.
303-168 EC-1 B
WATTLE WITH POLYACRYLAMIDE PAM ) DETAIL
R/W SHEET NO.
%x%
;4� SEAL
os3
NOTES: t �USE MINIMUM 12 IN. DIAMETER EXCELSIOR WATTLE. ��►
NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
USE 2 FT. WOODEN STAKES WITH A 2 IN . BY 2 IN. NOMINAL CROSS SECTION. SURVEYORS LICENSE NO. C3035
I DOCUMENT NOT CONSIDERED FINIAL.
ONLY INSTALL WATTLE(S) TO A HEIGHT IN DITCH SO FLOW WILL NOT WASH AROUND UNLESS ALL SIGNATURES COMPLETED
WATTLE AND SQQ R DITCH SLOPES AND AS DIRECTED.
11AWAfA_'M
INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES AT AN ANGLE Civil & Environmental
TO WEDGE WATTLE TO BOTTOM OF DITCH. Consultants, Inc.
3701 ARCO CORPORATE DRIVE• SUITE 400 - CHARLOTTE,NC 28273
PROVIDE STAPLES MADE OF 0. 12 5 I N . DIAMETER STEEL WIRE FORMED INTO A 980.237-0373.800-385-2324
See Inset A www°°°'°°°°m
U SHAPE NOT LESS THAN 12" IN LENGTH.
FOR PERMITTING ONLY
NOT FOR CONSTRUCTION
EDGE OF PAVEMENT
INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF WATTLE Date: 3/25/2021 By: ALL
AND AT EACH END TO SECURE IT TO THE SOIL.
EXCELSIOR WATTLE INSTALL MATTING IN ACCORDANCE WITH SECTION 1 631 OF THE STANDARD SPECIFICATIONS.
er Q� PRIOR TO POLYACRYLAMIDE (PAM) APPLICATION, OBTAIN A SOIL SAMPLE FROM PROJECT
LOCATION , AND FROM OFFSITE MATERIAL, AND ANALYZE FOR APPROPRIATE PAM FLOCCULANT
TO BE APPLIED TO EACH WATTLE.
MATTI N G
BACK INITIALLY APPLY 2 OUNCES OF ANIONIC OR NEUTRALLY CHARGED PAM OVER WATTLE WHERE
iiz SLOPE WATER WILL FLOW AND 1 OUNCE OF PAM ON MATTING ON EACH SIDE OF WATTLE. REAPPLY
PAM AFTER EVERY RAINFALL EVENT THAT IS EQUAL TO OR EXCEEDS 0.50 IN.
121
N Z PAM
N O
W • (2 0Z.)
0
ISOMETRIC VIEW
c
,U
i
FLOW
O
• • •• •••
J
2 ' ( MAX . ) 2 ' UPSLOPE
STAKE NATURAL GROUND STAKES STAPLES
PA PAM
INSET A ( 1 oz.) INSET B ( 1 oz.)
INSET C
I
3
a
c
a
0
c
0
U
0
12"(MI )
MATTING 2 ' DOWNS �OPE
UPSLOPE
31
STAKE DOWNSL0P
CROSS SECT ON STAKE STAKE
a
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(1 0Z.)
a
I
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STAKE NATURAL GROUND
FLOW
I /
0
a
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(1 0Z.)
2'(MIN. 6'(MIN.
MATTING 2 ' DOWNSLOPE do ow
CROSS SECTON STAKE
- TRAPEZOIDAL DITCH
TOP V EW

PROJECT REFERENCE NO. SHEET NO.
303-168 EC-1 C
VA \ G \ S A — A 0 \ :D A R/W SHEET NO.
2 yo2
ols
�w SEAL
0337 6
1 H E \ C C '''
III I I _ I I '
( M \ o ) G D 0 UJ D NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
11 _ Ell I MI I I— I I— 1 SURVEYORS LICENSE NO. C3035
1- 1 DOCUMENT NOT CONSIDERED FINI.m-
B A C \ \ UNLESS ALL SIGNATURES COMPLETED
A 'a— AF 11AWAfA 'M
6 99
Civil & Environmental
( M N . ) Consultants, Inc.
STAR LES 0 R
1 -1 - � 0 9 � �� 11 3701 ARCO CORPORATE DRIVE• SUITE 400 CHARLOTTE,NC 28273
_ ( 980.237-0373.800-366-2324
1 www.cecinacom
1 =1 - — 99 B ) 11= \\C �\\ : . . " - " \\ �\\�\� 1 9 CENTERS
--  1 0 r - I I '� ' FOR PERMITTING ONLY
-1 = TRENCH 4 99 �I NOT OR CONSTRUCTION
1 ) 1- 1 0
Dat y
C
1 0 „ I-
1= 11
MI I
I-
1. ' 1 0 " 1 MI I I- 99
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= 11— 6 = I—
N STAPLE - = I
CHECK _-_-1 I_-
cn MATT C SHALL B E �TAO HC 0� Z
N PLACED D TRENCH V CENTERS
W MATTING IN DITCHES
AND BACER FEED H TRENCH
0
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DAGRAM CA
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Stap � e Check Pattern
10 A
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C
DAGRAM
c
MATTING ON SLOPES
DAGRAM B
NOTES:
THIS DETAIL APPLIES TO STRAW, EXCELSIOR , AND PERMANENT SOIL REINFORCEMENT MAT ( PSRM ) INSTALLATION .
STAPLES SHALL BE NO . 11 GAUGE STEEL WIRE FORMED INTO A "U " SHAPE WITH A MINIMUM THROAT WIDTH OF 1
INCH AND NOT LESS THAN 6 INCHES IN LENGTH . NOT TO SCAB

PROJECT REFERENCE NO. SHEET NO.
303-168 EC-1 D
R/W SHEET NO.
Os 2 Zo2
`���Ul Illl//V
�$. •ki
Ix
� BAIp•mod-y��
kw SEAL ter•
0337 6 ;
NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO. C3035
I DOCUMENT NOT CONSIDERED FIN&L.
UNLESS ALL SIGNATURES COMPLETED
AV
111AW r
z Cf) z
o 0C/) Civil & Environmental
Q Q Q Q Consultants, Inc.
8 MAX. WITH WIRE Q � Q ��
(6' MAX. WITHOUT WIRE) H () H =C) 3701 ARCO CORPORATE DRIVE• SUITE 400 CHARLOTTE,NC 28273
LL J o F-I LL J 0 F-I 980.237-0373.800-365-2324
0 0 = z NOTES 0 0 =z www.cecinc.com
LLJ0 =o� 1 . PROVIDE TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE �0=o� FOR PERMITTING ONLY
MIDDLE AND VERTICAL WIRES Q = z ~ TRUCKS. Q ~'
SHALL BE 12%2 GAUGE MIN . � � 0"' �� zo w NOT FOR CONSTRUCTION
LL 2. LOCATE ENTRANCES TO PROVIDE FOR UTILIZATION LL
or 0 I-I Q M 0 F-I Q Date: 3/25/2021 By: ALL
0 cn BY ALL CONSTRUCTION VEHICLES. 0 cn
z ~ 3. MUST BE MAINTAINED IN A CONDITION WHICH WILL PREVENT z •'-'
00 I o TRACKING OR DIRECT FLOW OF MUD ONTO STREETS. o
TOP AND BOTTOM STRAND r LU PERIODIC TOPDRESSING WITH STONE WILL BE NECESSARY. w
SHALL BE 10 GAUGE MIN . Hill 24" MAX. '' / 4. ANY MATERIAL TRACKED ONTO THE ROADWAY MUST BE r
( 18" MIN . ) // CLEANED UP IMMEDIATELY.
/ 5. LOCATE GRAVEL CONSTRUCTION ENTRANCE AT ALL POINTS OF
/ INGRESS AND EGRESS UNTIL SITE IS STABILIZED. PROVIDE
EBII
1-T�Tf-ITI-1T1-1 I I-1TI -i�T I I-1TI-1(I-1 I-1TI-1 I-1TI-1 -1TI-1 I -1 I-1 I-1 T I-T�TI-T-ITI-11 E 1TI� 17116 1 EI E I I-T-1TI-1TI-1 I-1TI-1 -1TI / FREQUENT CHECKS OF T H E DEVICE A N D TIMELY MAINTENANCE .
/ Q4 6. NUMBER AND LOCATION OF CONSTRUCTION ENTRANCES TO W
/ Q�� BE DETERMINED BY THE ENGINEER. v
121: // ��G 7. USE CLASS 'A' STONE OR OTHER COARSE AGGREGATE APPROVED Z
Cr <
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V / QJ �,�, 8. INSTALL CONSTRUCTION ENTRANCES IN A WAY TO PREVENT VEHICLES LL
CD Z / FROM BYPASSING CONSTRUCTION ENTRANCE LEAVING PROJECT SITE. CD Z
GEOTEXTILE z W // z W
o
NOTES
cn o ~ 00
p USE GEOTEXTILE A MINIMUM OF GEOTEXTILE ~ ~
cn 36" IN WIDTH AND FASTEN ADEQUATELY Q Q
> TO THE POSTS AND WIRE AS DIRECTED. COMPACTED FILL > o pC
USE WIRE A MINIMUM OF 32" Q 0
IN WIDTH AND WITH A MINIMUM Ct) U) Z
} O CLASS 'A' STONE V
OF 5 LINE WIRES WITH 12" VERTICAL TTE W 8 IN. MIN . DEPTH o J
SPACING. 7I I I I I r37o � � I II I I I—I I I I I I ¢ Q
PROVIDE 5'-0" STEEL POST OF o ff o W
o THE SELF-FASTENER ANGLE STEEL o °C °C >
N TYPE . 4„ STEEL POST - 2'-0" DEPTH NOTE: PLACE GEOTEXTILE FOR DRAINAGE BENEATH STONE
FOR MECHANICAL SLICING METHOD O
INSTALLATION, GEOTEXTILE SHALL
QBE A MAXIMUM OF 18" ABOVE GROUND SURFACE . EXTENSION OF GEOTEXTILE AND
WIRE INTO TRENCH SHEET 1 OF 1 SHEET 1 OF 1
1605 . 01 11607 . 01-
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W 0 0 cc: C = z
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CROSS SECTIONAL VIEW Cc
SHEET 1 OF 1
1630 . 05

PROJECT REFERENCE NO. SHEET NO.
303-168 EC-2
R/W SHEET NO.
C TY OF H CKORY
����'�.•ROE �/�
4� •
4F�8EAtD�y9'
0337 6 —
/ll I
NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
SO L STAB L ZAT ON SUMMARY SHEET SURVEYORS LICENSE NO. C3035
DOCUMENT NOT CONSIDERED FINAL
I UNLESS ALL SIGNATURES COMPLETED
MATT NG FOR EROS0N CONTROL
//7'WIRAIM;AW
Civil & Environmental
C O N S T FROM TO Consultants, Inc.
SHEET N0 . LINE STAT O N STATION SIDE E S T I MATE (SY) 3701 ARCO CORPORATE DRIVE• SUITE 65-• CHARLOTTE,NC 28273
980-237-0373.800-365-2324
www.ceanc.com
EC-4 —L— 10+50 13+00 LT 335 FOR PERMINOT FOR oTTIRNG ONLY
ON
Date: 3/25/2021 By: ALL
EC-4 —L— 10+00 13+50 RT 470
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PROJECT REFERENCE NO. SHEET NO.
303-168 EC-2A
R/W SHEET NO.
OsC TY OF H CKORY
2 Zo2
`� Ul Illl//
SEAL
,�t► �1i CAR p�����
0337 6 ;
NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO. C3035
DOCUMENT NOT CONSIDERED FINIAL.
SO S A3 A 0 \ V AV SI UNLESS ALL SIGNATURES COMPLETED
AV
111AW � r
Civil & Environmental
Consultants, Inc.
3701 ARCO CORPORATE DRIVE• SUITE 400 - CHARLOTTE,NC 28273
980.237-0373.800-365-2324
www.cecin—cm
FOR PERMITTING ONLY
NOT FOR CONSTRUCTION
Date: 3/25/2021 By: ALL
a
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N N
Z
° SITE DESCRIPTION STABILIZATION TIME T MEERAME EXCEPTIONS
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F SLOPES ARE 10 ' OR LESS IN LENGTH AND ARE
N SLOPES STEEPER THAN 3 : 1 7 DAYS
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NOT STEEPER THAN 2 : 1 , 14 DAYS ARE ALLOWED .
0
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7 DAYS FOR SLOPES GREATER THAN 50 ' IN
0
SLOPES 3 : 1 OR FLATTER 14 DAYS
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EROSION AND SEDIMENT CONTROL MEASURES PROJECT REFERENCE NO. SHEET NO.
Sid. Descri tp ion Symbol 303-168 EC-3
1630.03 Temporary Silt Ditch TSD Ill SHEET NO.
1630.05 Temporary Diversion TD III , Z ZOZ
1605.01 Tem orar Silt Fence 0�'�Alr 1����/� '
p Y '41�.. RCE����
1606.01 Special Sediment Control Fence
1622.01 Temporary Berms and Slope Drains `— `— SEALr'=
0337 6 _
1630.02 Silt Basin Type B • zz
Dv O / / I 1 1633.01 Temporary Rock Silt Check Type—A �� •. ti\��
00
Temporary Rock Silt Check TypeA with
z / / / I Matting and Polyacrylamide (PAM) NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
w o / SURVEYORS LICENSE N0. C3035
1633.02 Temporary Rock Silt Check Type—B ' DOCUMENT NOT CONSIDERED FIN�.i
Wattle/Coir Fiber Wattle CFw
/ Ew I UNLESS ALL SIGNATURES COMPLETED
/
,A / Wattle/Coir Fiber Wattle
AV
with Polyacrylamide (PAM) ' ���
/ 111AW
7
1634.01 Temporary Rock Sediment Dam T e—A �
p Y Yp � o � Civil & Environmental
1634.02 Temporary Rock Sediment Dam Type—B Consultants, Inc.
—�
Rock Pipe Inlet Sediment Trap T eA 3701 ARCO CORPORATE DRIVE• SUITE 400 CHARLOTTE,NC 28273
i
1635.01 p p Y p 980.237-0373•800-366-2324
www.cecinacom
1635.02 Rock Pipe Inlet Sediment Trap TypeB —U
o /,890� ,/' /,/' ��� ���' . 1630.04 Stilling Basin FOR PERMITTING ONLY
NOT FOR CONSTRUCTION
1630.06 Special Stilling Basin Date: 3/25/2021 By: ALL
Rock Inlet Sediment Trap: SCALE IN FEET
1632.01 Type A A
0 20 40
1632.02 Type B B
/ / 3 CLEARING AND GRUBBING EROSION CONTROL FOR
,A / CONSTRUCTION SHEET 4
LIMITS OF 10 1632.03 Type C C DISTURBED AREA
DISTURBANCE PROPOSED TREE LINE / 87,120 SF OR 2.0 ACRES
a2 Skimmer Basin
PROPOSED O
TEMPORARY SILT Tiered Skimmer Basin
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Infiltration Basin
cn
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�-A / / /� LIMITS OF DISTURBANCE
PROPOSED TREE LINE
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/ / I STREAM BOTTOM OF BANK I I \ \ \
PROPOSED TEMPORARY
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�A _ �\ I i I— CONTRACTOR TO PUMP STREAM \
AROUND WORK AREA DURING I PROPOSED TREE LINE \
CLEARING AND GRUBBING OPERATIONS I \
/ J o WATTLE WITH PAM �O � / / / / //T_ �� (CONTRACTOR SHALL REMOVE PUMP LIMITS OF
i (TYP.) / / / / /', / / ONCE CULVERTS ARE INSTALLED) I DISTURBANCE \ \
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EROSION AND SEDIMENT CONTROL MEASURES PROJECT REFERENCE NO. SHEET NO.
Sid. Descri tp ion Symbol 303-168 EC-4
1630.03 Temporary Silt Ditch TSD Ill SHEET NO.
1630.05 Temporary Diversion — TD , Z&1;
ZOZ
1605.01 Tem orar Silt Fence 0�'�Alr ���/� '
p Y '41�.. RCE����
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0337 6zz
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w
k / �/ / / I ��► i
� O / ' / / / / I Temporary Rock Silt Check T eA with
z / / / I Matting and Polyacrylamide (PAM) NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
n A / / SURVEYORS LICENSE NO. C3035
00
1633.02 Temporary Rock Silt Check Type—B ' DOCUMENT NOT CONSIDERED FI
(A
/ EW—CFw N�.i
Wattle/Coir Fiber Wattle UNLESS ALL SIGNATURES COMPLETED
,A / Wattle/Coir Fiber Wattle
A AV
with Polyacrylamide (PAM) ' ���
/ 111AW
7
1634.01 Temporary Rock\\ Sediment Dam Type—A Civil & Environmental„ 1634.02 Temporary Rock Sediment Dam Type—B Consultants, Inc.
\ / / es & 3701 ARCO CORPORATE DRIVE• SUITE 400 - CHARLOTTE,NC 28273
1635.01 Rock Pipe Inlet Sediment Trap Type—A 980.237-0373.800-365-2324
www.cecinacom
1635.02 Rock Pipe Inlet Sediment Trap TypeB
\ ,S9o� ,�' ,�' 1630.04 Stilling Basin FOR PERMITTING ONLY
NOT FOR CONSTRUCTION
1630.06 Special Stilling Basin Date: 3/25/2021 By: ALL
Rock Inlet Sediment Trap: SCALE IN FEET
1632.01 Type A A
0 20 40
1632.02 Type B B 13 DISTURBED AREA
_ / 87,120 SF OR 2.0 ACRES
O �0
LIMITS OF o0 1632.03 Type C C
DISTURBANCE \ PROPOSED TREE LINE /
aC2 Skimmer Basin
PROPOSED
o TEMPORARY SILT
Tiered Skimmer Basin
FENCE (TYP.) ,
Infiltration Basin
J
Z i // /�� � LIMITS OF DISTURBANCE
t INLET PROTECTION — / i i
N TYPE C (TYP.) �� �� PROPOSED TREE LINE
>
/ // I STREAM TOP OF BANK
I I STREAM BOTTOM OF BANK
PROPOSED TEMPORARY I I \ \ \
N DIVERSION �� I I li I CLASS B RIP—RAPUZI I $ \
CONTRACTOR TO PUMP STREAM \
AROUND WORK AREA DURING I PROPOSED TREE LINE \ \
CLEARING AND GRUBBING OPERATIONS I
WATTLE WITH PAM �� >>X y _ (CONTRACTOR SHALL REMOVE PUMP LIMITS OF
(TYP.) / 0O 9
ONCE CULVERTS ARE INSTALLED) I DISTURBANCE INLET PROTECTION —
<< PROPOSED TYPE C 9TYP.) \
I TEMPORARY SILT N
o �� aC) w I I I FENCE (TYP.) \
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TEMPORARY a O1 �� 0
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/ SKIMMER BASIN #1 ,y�T Ol�a� O1
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PROPOSED TEMPORARY
DIVERSION
PROPOSED TREE LINE I o I
I I I
STREAM TEMPORARY 1 I I
BOTTOM OF SKIMMER BASIN #2 I
// I(� BANK \ I I
UNNAMED
TRIBUTARY TO
MUDDY CREEK
STREAM
TOP OF
BANK I I I I I I I II \
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I I
I \

PROJECT REFERENCE NO. SHEET NO.
\ ` SCALE IN FEET 303-168 UC-1
A 0 20 40
R/W SHEET NO.
Z
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0
-8816
SEAL
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00 Ill I
NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND
0 SURVEYORS LICENSE NO. C3035
00
9 I DOCUMENT NOT CONSIDERED FINIAL.
UNLESS ALL SIGNATURES COMPLETED
AR
EXISTING Z ,� � �
SS MANHOLE 1000
RIM = 873.10
INV IN = 866.34 CivilEnvironmental
INV OUT = 866.24 Consultants, Inc.
3701 ARCO CORPORATE DRIVE• SUITE 400 - CHARLOTTE,NC 28273
%p 980.237-0373.800-365-2324
4' DIA. MANHOLE \ w—cecln—cm
RIM=889.92 SS107
INV. IN (8"NW)=882.90 A �0 FOR PERMITTING ONLY
INV. OUT (8"SE)=882.70 x NOT FOR CONSTRUCTION
�3 00 Date: 3/25/2021 By: ALL
S
�v SS
-o
i
STREAM
TOP OF
IIjjI BANK
I
STREAM
BOTTOM OF I I I
BANK I I I I
h cn s r � a / ► � , I_� )
N0 4' DIA. MANHOLE
N RIM=883.30 SS106 SS >>X
W INV. IN (8 NW)=875.62 00 T
INV. OUT (8"SE)=875.42 ,rt� �q��
J 11"
U lJ PROPOSED PROPOSED PROPOSED 8"0
o l W I I UNDERGROUND UNDERGROUND
i ELECTRICAL TELEPHONE LINE PUBLIC WATER MAIN
t T ( LINE (MIN. 3' COVER)
\ SS W R I I R R R R R R R R
P \ T 11
SS T T
4' DIA. \ \ 8" D/p W y W T T T T W W W W W yy yy W
DOGHOUSE MANHOLE '
RIM=876.79 SS 100 \ \ / "12+0p / W W W W
INV. IN (8'E)=868.75 T
INV. IN (8"NW)=868.75
INV. IN (8"NW)=864.17(OUTSIDE DROP) _SS ► 13+00 8" SDR 35 PVC
INV. IN (8"E)=864.17 (OUTSIDE DROP) T / 8" SD 8 5 PVC _ SS
_ c c _
INV. OUT (12"SW)=864.17 I 14+00 15+00
T T T T T T T T T T �y T W
W W W {�' W
4' DIA. MANHOLE
/ PROPOSED SS 103
o / / RIM=895.93
UPROPOSED 8"0 PROPOSED UNDERGROUND
DR 35 PVC UNDERGROUND TELEPHONE LINE INV. IN (8"E)=889.62
SANITARY SEWER ELECTRICAL INV. OUT (8"W)=886.23
PIPE LINE SS 02 4' DIA. MANHOLE
i 4' DIA. MANHOLE RIM=875.84
R UNNAMED i c� / RIM=874.14 SS101 INV. IN (8"E)=871.35
U
i TRIBUTARY TO INV. IN (8"E)=870.15
INV. OUT (8"W)=871.15
�° a� MUDDY CREEK ( i / INV. OUT (8"W)=869.95
0 � I STREAM
I
0 1 TOP OF
BANK
o �✓/ / STREAM
BOTTOM OF
BANK
co
a�
EXISTING /
SS MANHOLE 1002 /
RIM = 865.28
INV IN = 859.86
INV OUT = 859.76 /
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