20201576 Ver 2_SMP (Final)_20210108

1 iighway North Carolina Department of Transportation
SIOP171watCY of
Highway Stormwater Program
STORMWATER MANAGEMENT PLAN
(Version 2.08;Released April 2018) FOR NCDOT PROJECTS
WBS Element: 17BP.14.R.211 TIP No.: County(ies): Macon Page 1 of 1
General Project Information
17BP.14.R.211 TIP Number: Project Type: Bridge Replacement Date: 12.7.2020
NCDOT Contact: Patrick J.Breedlove Contractor/Designer: TGS Engineers(Austin R.Turner P.E.)
Address: 253 Webster Road Address: 804-C North Lafayette Street
Sylva,N.C.28779 Shelby,N.C.28150
Phone: [phone] Phone: [phone]
Email:pjbreedlove(cilncdot..ov Email:
City/Town: Franklin County(ies): Macon
River Basin(s): Little Tennessee CAMA County? No
Wetlands within Project Limits? No
Project Description
Project Length(lin.miles or feet): 0.080 miles Surrounding Land Use: Rural Residential&Agriculture
Proposed Project Existing Site
Project Built-Upon Area(ac.) 0.4 ac. 0.2 ac.
Typical Cross Section Description:
Annual Avg Daily Traffic(veh/hr/day): Design/Future: Year: Existing: Year:
General Project Narrative: Bridge 79 is located on Tellico Road(SR 1369).The North Carolina Department of Transportation(NCDOT)is proposing to replace the subject bridge. The purpose of the
(Description of Minimization of Water project is to replace the functionally obsolete 20'W x 40'6"L timber deck on steel I-beam bridge with a 30'W x 50'7"L x 27"H steel girder bridge unit.Traffic will be detoured
Quality Impacts) onsite utilizing staged bridge demolition and construction.The new bridge unit will sit at a 130 degree skew on 4.0'end bent cap.The existing stable ditches will be maintained.
The proposed bridge inteior gutter drainage system inculdes 1 outlet pipe(approx.6"diameter)located at the southeast portion of the bridge.The drainage outlet discharges
0.10 cfs into a lateral v-ditch which flows east along Tellico Road.
Waterbody Information
Surface Water Body(1): Tellico Creek NCDWR Stream Index No.: 2-40
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: Trout Waters(Tr)
Other Stream Classification:
Impairments:
Aquatic T&E Species? Yes Comments:Spotfin Chub
NRTR Stream ID: Buffer Rules in Effect: N/A
Project Includes Bridge Spanning Water Body? Yes Deck Drains Discharge Over Buffer? No Dissipator Pads Provided in Buffer? N/A
Deck Drains Discharge Over Water Body? No (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)

c
STATE STATE PROJECT REFERENCE NO. SHEET TOTAL
NO. SHEETS
131 113_ N I TI N C 17BP.14.R.211 EC-1
1113 1114 ~ �� STATE OF NO I•\�� 1\�EINA AV oL o
N ! .1133 STATE PROINH.. P.A.PROD.NO. DESCRIPTION
•
17BP.14.R.211 N/A
0ek \ c ^-� 11\33 17BP.14.R.211 N/A R'W &E UTIL.
• e 1114' ' C`� ~ DIVISION O�� HIGHWAYS ` 17BP.14.R.211 N/A CONST.
gWAIN COUNTY a - - J
28
�I MACON COUNT des 1 .4 ,
• . �e ' 53 1`�-0N 1455
ell illaill J E CT ,473 1362 �o EROSION AND SEDIMENT CONTROL MEASURES
0:1LggATI_ON _ I .- . PLAN FOR PROPOSED
1?69" 1367 : 1370[f 8cY? Description
�sm)ml
_-J
. ___ -P - --�t- - - �(�- 11 - o/ 1630.03 Temporary Silt DitchT.
136 ,/ Creek - 1369 Er 1369 � R HIGHWAY EROSION CONTROL 1630.05 Temporary Diversion
,�' ,c0 a' Tellico"- ' .1 1372 1370 ��
0•44 ! f 1605.01 Temporary Silt Fence III Ill III
v��1366 n r1 1606.01. Special Sediment Control Fence /\/�/\/\/\�,
v oereu .,�.�.N)J 1372 1622.01 Temporary Berms and Slope Drain.
��
• • Fig ee i 1371EIIIII COUNTY 1630.02 Siit Baein Type B �///�
U G / 368 1459. 1445 ®� 1633.01 Temporary Rock Silt Check Type-A A.
Temporary V N13;474 LOCATION: BRIDGE NO. 550079 OVER TELLICO CREEK Matti ga Rock cryt Check Type with
4. 1lattin and Polyacrylamide(PAIeI)
c.,'' ON SR 1369 (TELLICO ROAD) 1633.02 Temporary Rock Silt Check Type-B10
O VICINITY MAP Wattle/Coir Fiber Wattle -ew_
Wattle!Coir Fiber Wattle `
..1with Polyacrylamide(PAM)
J
TYPE OF WORK: GRADING,DRAINAGE,PAVING,AND STRUCTURE 1634.01 Temporary Rock Sediment Dam Type-A
L:g ,- ..-
1634.02 Temporary Rock Sediment Dam Type-R...
Pillilli \� ,/j/� 1635.01 Rock Pipe Inlet Sediment Trap Type-A
\� �� 1635.02 Rock Pipe Inlet Sediment Trap Type-B
\\ -� / 1630.04 Stilling Basin
BEGIN BRIDGE /
1630.06 Special Stilling Basin
-L- STA. 15 + 84.99 CREEK -1S Rock Inlet Sediment Trap:
TELL�C�s s is 1632.01 Type A A
���
/is- 7 sue- s 1632.02 Type B BD
END CONSTRUCTION4 S� 15
s s �� - / 1632.03 Type C C
x �� [s �_.-� --
176P.14.R.211 0 ��:► j,$-- 1369____ _ -- Skimmer Basin
o -
17 R- STA. 10 + 3 0.00 ' �� ,-' - To BOWERS Tiered Skimmer Baein 1 b�
i�� i� �%! MOUNTAIN RD
//�// �� /' 'CO Infiltration Basin
RD
N THIS PROJECT CONTAINS
//j j�// 4/ j /
/ Q EROSION CONTROL PLANS
�` FOR CLEARING AND
�������� / /�� �.� BEGIN RESURFACING U R ACING + GRUBBING PHASE OF
\vi�� �/ / /' Cr -L- STA. 1 8 + 80.00 CONSTRUCTION.
/ O END BRIDGE THIS
// / �� �� BEEN DEOSIGNED TO
/-'/�' �s -L- STA. 1 6 + 41 .01 -L- STA. 19 + 30.00 SENSITIVE WATERSHED
/ 5/ _ END PROJECT STANDARDS.
TO RINEHART j5 L STA 14 + 50.00
CREEK RD �' // BEGIN PROJECT END RESURFACING ENVIRONMENTALLY
��� �� / s5 '� SEONTITHISRPROJECT EXIST
_
17BP.14.R.211 17BP.14.R.211
Refer To E.C.Special Provisions
for Special Considerations.
r 1
VIM GRAPHIC SCALE
V Prepared In Me Office of: Roadway Standard Drawings
Po Reviewed In the Office of:
25 ROADSIDE ENVIRONMENTAL UNIT The following partmen en lra standardstion- appear in C.,"Roadway Standard D18a and h Roadway Design
THESE EROSION AND SEDIMENT TGS ENGINEERS Unit-N.C.Department of Transportation-Raleigh,N.C.,dated January 2018 and the latest
CONTROL PLANS COMPLY WITH 804-C N. LAFAYETTE ST. 1 South Wilmington St. revison thereto are applicable to this project and by reference hereby are considered a part of
IC
1;._ _
THE REGULATIONS SET FORTH these plans.
PLANS BY THE NCG-O70000 GENERAL SHELBY, NC 28150 Raleigh, NC 27611
1604.01 Railroad Erosion Control Detail 1632.01 Rock Inlet Sediment Trap Type A
CONSTRUCTION PERMIT EFFECTIVE 2018 STANDARD SPECIFICATIONS 2018 STANDARD SPECIFICATIONS 1605.01 Temporary Silt Fence 1632.02 Rock Inlet Sediment Trap Type B
APRIL 1,2019 AND ISSUED BY 1606.01 Special Sediment Control Fence 1632.03 Rock Inlet Sediment Trap Type C
THE NORTH CAROLINA DEPARTMENT 1607.01 Gravel Construction Entrance 1633.01 Temporary Rock Silt Check Type A
OF ENVIRONMENTAL QUALITY 1622.01 Temporary Berms and Slope Drains 1633.02 Temporary Rock Silt Check Type B
DIVISION OF WATER RESOURCES. Designed by: Reviewed by: 1630.01 Riser Basin 1634.01 Temporary Rock Sediment Dam Type A
E 1630.02 Silt Basin Type B 1634.02 Temporary Rock Sediment Dam Type B
4] C;) Andrew H.Cochrane,PE 3015 Reid Whitehead,PE CPESC 1630.04 Temporary Silt Ditch 1635.01 Rock Pipe Inlet Sediment Trap Type A
> 1630.04 Stilling Basin 1635.02 Rock Pipe Inlet Sediment Trap Type B
$ NAME LEVEL III CERTIFICATION NO. 1630.05 Temporary Diversion 1640.01 Coir Fiber Baffle
rrg q co)
ryn8 1630.06 Special Stilling Basin 1645.01 Temporary Stream Crossing
1631.01 Matting Installation
° \ - - J

PROJECT REFERENCE NO. SHEET NO.
/7BP./4.R.21/ EC-2
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
WATTLE DETAI L
NOTES:
USE MINIMUM 12 IN. DIAMETER EXCELSIOR WATTLE.
411111
P P 41° USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL
CROSS SECTION.
ONLY INSTALL WATTLE(S) TO A HEIGHT IN DITCH SO FLOW WILL NOT
WASH AROUND WATTLE AND SCOUR DITCH SLOPES AND AS DIRECTED.
See Inset A
EDGE OF PAVEMENT INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE
"No
N,
STAKES AT AN ANGLE TO WEDGE WATTLE TO BOTTOM OF DITCH.
.....,..„
�lt'vt� PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE
EXCELSIOR WATTLE " �_°� �,
�
FORMED INTO A U SHAPE NOT LESS THAN 12 IN LENGTH.
G
'� OQ INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON
• 5� BOTH SIDES OF WATTLE AND AT EACH END TO SECURE IT TO THE SOIL.
MATTING INSTALL MATTING IN ACCORDANCE WITH SECTION 1631 OF THE
BACK STANDARD SPECIFICATIONS.
SLOPE
ISOMETRIC VIEW /
�i
—
imi r a = = = .
2'(MAX. ) 2' UPSLOPE
STAKE NATURAL GROUND STAPLES /
INSET A INSET B
III — L______
. .. . ...„ ..--;\ \\\\\ \.. ...
\\\\�\\\\\\\\\\
MATTING A• 12 �M
2' DOWNSLOPE STAKE SLOPESTAKE DOWNSLOPE
CROSS SECTION STAKE
VEE DITCH • • .. + :
2 IN. 2' UPSLOPE _ VAR. ®®�
z,,,,,,,, STAKE NATURAL GROUND FLOW o�,
L______T
>?f See Inset B MATTING
\
•
V� 2'(MI • 6'(MI
MATTING 2' DOWNSLOPE
CROSS SECTION STAKE / / �� // /
TRAPEZOIDAL DITCH
TOP VIEW

PROJECT REFERENCE NO. SHEET NO.
/7BP.14.R.2/l EC-2A
RW SHEET NO.
TEMPR A R Y R KSI L TCH E AI I K TYPE WITH ROADWAY DESIGN HYDRAULICS
0O C C ENGINEER ENGINEER
EXCELSIOR MATTING AND POLYACRYLAMIDE ( PAM )
EXCELSIOR NOTES :
MATTING
FLOW e— 11 INSTALL TEMPORARY ROCK SILT CHECK TYPE A IN
ACCORDANCE WITH ROADWAY STANDARD DRAWING NO . 1633 . 01 .
`� ' s
SEDIMENT CONTROL STONE .J:14 4.;� `.
y - USE EXCELSIOR FOR MATTING MATERIAL AND ANCHOR
ANUMATTING SECTION AT TOP AND BOTTOM WITH CLASS B STONE .
ittaffinittiM
A °perp T °prpo A PRIOR TO POLYACRYLAMIDE ( PAM) APPLICATION , OBTAIN
1TpOTs� :, p p'.DpOp p.
°��o°��;D�� °� p��o°��, A SOIL SAMPLE FROM PROJECT LOCATION , AND FROM OFFSITE
o �o p�]o '_o 00 MATERIAL , AND ANALYZE FOR APPROPRIATE PAM FLOCCULANT
: O O D p(�CJ tt�� O D p�J D 1 a O a
.. opO, 0O, v;oo_oq°�,,p opt, TO BE APPLIED TO EACH ROCK SILT CHECK .
o o o • Or'a o
D p0 D p S, • D p I' i ♦ D p O D
Ce D�(� ''`oe°°�_°" INITIALLY APPLY 4 OUNCES OF POLYACRYLAMIDE ( PAM)
�D pOOC••p•oD °C6(�'�o °C6 o TO TOP OF MATTING SECTION AND AFTER EVERY RAINFALL
�°�o °�o pOo �o w
e.. °, °°� EVENT THAT EQUALS OR EXCEEDS 0 . 50 INCHES .
STRUCTURAL STONE 9fo 9,°"
B
PAM
(4 OZ.)
PLAN
►9:�?4-���,:���4`i,I
���i�iw-�„v
•44, d�►,,
INSET A
See Inset A
A 4.. CLASS B STONE
Aft. 141.
V low
4 ` 2/3 CHANNEL j 1 ' MIN EXCELSIOR
,p WIDTH oo•
_o'� i i °� �� MATTING
CJD . oc oo 12
1 MIN -' -' s(��r�4, 1 .N p.o,.p H = 2' MIN �0 p0 0Q0 oDO9 .moo boa
,+yat''Idj� � D °O D °O D °O D °O O °
�I -III-� � � -1 I Iq Hap 11 I IATf1 full I-ITTI 1 -III H 11
EXCELSIOR
MATTING SECTION B- B - CLASS B STONE
SECTION A-A
NOT T T _ =.TT

PROJECT REFERENCE NO. SHEET NO.
/7BPJ4.R.2/l EC-3
DIVISION OF HIGHWAYS
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
STATE OF NO TH CAROLINA
SOIL S TABILIZA TION TIMEFRAMES
Sl I F DFSCRI F l ION ST ABI LI ZA l ION l /IAI F l I MEFRAMF FXCFP l IONS
PERIMETER DIKES, SWALES, DITCHES AND SLOPES 7 DAYS NONE
HIGH QUALITY WATER (HQW) ZONES 7 DAYS NONE
SLOPES STEEPER THAN 301 7 DAYS IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE
NOT STEEPER THAN 2:1, 14 DAYS ARE ALLOWED.
SLOPES 3e1OR FLATTER 14 DAYS 7 DAYS FOR SLOPES GREATER THAN 50' IN
LENGTH.
ALL OTHER AREAS WITH SLOPES FLATTER THAN 4:1 14 DAYS NONE, EXCEPT FOR PERIMETERS AND HOW ZONES.

PROJECT REFERENCE NO. SHEET NO.
Macon County /7BP./4.R.2/1 EC-4/CONST.4
Bridge #550079 ROADWAY DIGSN EET NO. HYDRAULICS
ENGINEER ENGINEER XOdd
Kati
v. \ir!•
. / TGS ENGINEERS
eee..���� ii
804-C N. LAFAYETTE ST
illiak
. e '---,-,-
m _ / SHE(70 E4 5?.02
PH 704 476-0003
CORP. LI�EN�E NO.: CO275
a
1 �\
PROP. 1 (\ /�
n« G EL D' _ _ Pu l. 4 BETT "ANE BREEDLOVE
1 �' L 18+ 8.7 00
F'A I,. .. -:� SURF � /7 7
IMPERVIOUS -"l � /i
, � DIKE l
lu
00
5HEILA ANN POSEY
0 ,ir:i:i. , 4D. ...,14 ,
04111
_ Il•=�{I)(�1 , �� P�''- \1.104111%. �hl. c.�.u,REP-RAP
� ..�-�a:_f 20+62.87�
0:11
♦♦ W is — e
111011111 i ". _�•1 , - SF. ,.. CO CREEK
__../YZI
"i
�° 40,
1111110 ,• � S ��_' • .+��'�— iI.1�V�`�( �•18"RCP IV� \ —��05 g.PAVED ROADWAY
O
`j% 4,>
SirtirtaWIFFAri
�** '—� 3/F� 1 �7. F ;ti � s.. T
s ,_r/ ,
• R• . .1000
---; ,.. .'"--f0 - 1111W1. ,,,. ".L.M11. - immilitiiiiiiiioillitsirist ,x - 4 e 0 , :,_4__ _AO
10111P":0 ` - y •rk
yy N11111114141111111114111H\11.1111114111411111114441
• :'.117 i, ..� ..�/.• � '.ICI Al.
I ,it
11,Ar ,./' / 0. s''
oioso„,_.aoo.—""" oilL,:mmv
, s, A _ . , . _41184.18.4\_ :. ,, , ,gt,ttiA..9 a&Ak ....,
IIISloh 144\ 1
31
.10' •eiry • , - ,.. ► •'I to • ►,0 40
90. i /0 07 v ,,.4. 0, ,,,, ,,,,,:,/,, ,/,_4,,, % 0,7,,,..",. , . ... .
.\NKi I 1
,,
,,
z' - ' r iltio, _ -'4it''
aoFa,W�cO'�'a. t PLACE COIR FIBER MATTING ALONGTHE •'I'�v„=%tory �' ti_„y ,, : r STREAMBANK AT LOCATIONS EXPOSED '*►'I I' ,►f- I. / 11 I'..:fa, 4
���' ��� BY REMOVAL OF END BENTS. ') �,. - - i - I,Ia 'pll '
•l't�� • I_ D. '/
''''''''"Ili ----__ - ---- 4, , „ (/ • Ir , -• .•
Alit
' . ________________-___-iv ji_____._:_______,,,,,,,__,_._7„,,,A, .„
." r--------------- _._.,_____________7'' / \
\,N„,gE.
,. ,.
, .... __ .
, /
e
Y
; / L___ "'C-3- i (/*
t � .� ' ENVIRONMENTALLY SENSITIVE AREA
NOTE: j SEE PROJECT SPECIAL PROVISIONS
NOTE: CLEARING AND GRUBBING PLACE TEMPORARY ROCK SEDIMENT DAMS TYPE-B
UTILIZE SPECIAL STILLING BASIN(S)AS EROSION CONTROL FOR AND TEMPORARY ROCK SILT CHECKS TYPE-A AT
STILLING BASIN WHERE APPLICABLE. CONSTRUCTION SHEET 4 DRAINAGE OUTLETS.

PROJECT REFERENCE NO. SHEET NO.
Macon County 178P.14.R.21/ EC-5/CONST.4
Bridge #550079 ROADWAY D SIGSN EET NO. HYDRAULICS
ENGINEER ENGINEER
XOdd
Kati
/ \ / \ 1GT7 TGS ENGINEERS
/ ..'""“ (70 804-C N. LAFAYETTE ST
SHE 4 -000
28150
ri PH (704) NI .:
3
CORP. LICENSE NO.: C-0275
\ \
\ PROP. ,�//
GRAVEL DRIVE -L- PRC 17+83.74 \ BETTY JANE BREEDLOVE "'
BEGIN BRIDGE 0 -L- PT /8t68.72 0
- - STA 15+84.99
FRANKLIN MARSH ALL BRADEY BEGIN RESURFACING O / /
PRO.ASPHALT DRIVE -L-STA.18+80�0 N / //
END CO STRUCTION e /
EN�PS
-L-STA.U+36.52 \\ ��.� /// SHEILA ANN POSEY
17BP.14.R. 11 -L- PRC 15+84.41 �a RIP_RAP
-DR- STA 10+30.00 __ 5Sl PC 'atIIIE
eRp� SEP .8 POC 20+62.87
DR POT l0 00.00 �DE �STEPs °��Js Js
0R1'W 1 COLl1MN }B 1'� co CREEK I�15 - ia-
-L- PC 1.+14.78 2"CSP v oNcs � � • "
B ,- �• is------
, a\cR�
iS J"` � ' •';, 1. 18"RCP IV SR 1369 f7ELLICO RDl
CONC.DITCH X ��• �`� � lAirmat-,a-,..0._.'
JS ---rJ l/������� _ 8PAVEDRO AY�`t Af74'or.
SEE DETAIL 2 �O ,(' � .4Q+J 0a °:. IS ::. I i - 11 _i���.m,,iq15"RCP-III .'3,,'r�`_i .� �e-�.��.. � ee Vs��'_ �c aiw4.
TERRY E HALL / / �/ / mii_-7 �'•'� DETAIL 7DETAIL 2
© ir
/� I� �/r��� �� _: s/� - N� RIP RAP AT EMBANKMENT CONCRETE DITCH
-L- PT 13+52.31 •,(�I• '' - 77an'=� j C o +TYP. \ra�ro Scale) IHmm scale)
o° �i �; 4e ,�?s� 1?�;►� - k TO TAPER END PROJECT
_ END RE RFA LNG PPEP.- 4� bTAOKE PROP.ROADWAY
pasT.
,z//�/ .. � '�� ' E� 17BP.14.R.211 z• 01 C �i END FDPS -L- STA 19+30.00
�� lk
�e -L-STA.17+15.35 4°
-L- PCC 10+86.17 / L------
STA. +37!y1 STREAM
/ / 18"RCP-III q0� �� END SBG BED cork.
0 �� GLASS B' -L-STA.16+57.10 Type of Liner= CLASS'I'RIP-RAP DITCH
\-L- g5g Fio�:CLE Io:40: INSTALL MATTING IN THE
30� GEOTEXTIL. MODIFIED CONC.FLUME -L-STA.14+66 RT FROM -L-14+50 STA.TO STA.15+60 RT
-L- PC 10+00.00 _.--
-L- /��° / �T' a0001SEE DETAIL SHEET2C-1 PROPOSED DITCH LINE
PC 12+38.68 // ,A / �° END BRIDGE -L- STA 17+00 TO 18+50 RT
,` Aso.o' JOSEPH R MA' JR
\ c���� ��.00'so � ' -L- STA 16+41.01 EST.200 SY
�� / c� c° USE B GUAR,• a POSTS -DR- CURVE DATA L CURVE DATA
/�/ �:• " SE� i'� ONT
OFR ALL AR P PROPOSED IINGR WALL
PI Sta 10+71.83 PI Sta I0+43.55 PI Sta 1I+6/.69 PI Sta 12+95.54 PI Sta 15+51.08
�/ RIP-RAP A EMBANKMENT A = ll5°51'33.8"(RT) A = 20°29'09.0"(LT) A = 44°24'55./"(LT) A = 5°25'32.9"(LT) A = 39°53'37.4"(RT)
Sq \ ' BEGIN FDPS SEE DETAIL D = 229°10'59.2"
a � �� -L-STA.14+50.00 D = 23°46'27.1" D = 30°58'14.5" D = 4`46'28.7" D = 57°lT 44.8"
69 0e FxS �, CLASS'I'RIP RAP L = 50.55' L = 86.17' L = 143.41' L = 113.64' L = 69.63'
9`�0go "Aw PLACE COIR FIBER MATTING ALONG THE T = 39.90' T = 43.55' T = 75.53' T = 56.86' T = 36.29'
4oip. _ ► BEGIN PROJECT STREAMBANK AT LOCATIONS EXPOSED R = 25.00' R = 241.00' R = 185.00' R = 1,200.00' R = 100.00'
s • /\ .4 BY REMOVAL OF END BENTS. 81-N 8°41'34.8"E SE = 0.04
�7� y' 17BP.14.R.211
' B2-S 55°26'51.4"E PI Sta 16+84.53 PI Sta 18+26.27 Pl Sta 20+17.84 DS = 20 MPH
E+ ��� ,� s -L- STA 14+50.00 I-DR- PC 10+3/.93 A = 13°26'08.9"(LT) A = 6°05'10.5"(RT) p = 4°35'19.4"(RT)
N`"» ��- Z
2 DR PT 10+82.49 D = 6°44'26.4" D = 7°09'43.1" D = 5°05'34.6"
�� 3 -DR- POT 10+91.88 L = 199.32' L = 84 98' L = 90.10'
= L POC 15+72.49 T = 850. ' T 42.50' T = 45.0T
R = 850.00' R = 800.00' R = 1,125.00'
SE = NC SE = NC
For Slopes Excavated Greater Than 10 feet DS = /5 MPH DS = /5 MPH
Install Matting for Erosion Control on
Entire Slope as Work Allows.
�uN�g�RG
R�
NOTE:
UTILIZE SPECIAL STILLING BASIN(S)AS
STILLING BASIN WHERE APPLICABLE.

15+00 15+50 16+00 16+50 17+00 17+50
VERTICAL GRADE DATA -L-
(-)0.6600% SPAN A VERTICAL GRADE DATA -L- STA.15+84.99pL •
-
( )O.4360% WORK POINT 1
i
PI = 15+00.00 (_)q.8°0 •
0% PRC STA.15+84.41-L- /
EL = 2.012.57 PI = 17+50.00 •• -L
VC = 100' EL = 2,011.48' •
1'-6"TO LIMITS OF UNCLASSIFIED
STRUCTURE EXCAVATION VC = 170' CHORD
EXTENDED
APPROX. A.S.ELE .= 2 003.5
- 2.030 FILL FACE (b END BENT 1 DATE:3/7/18 FILL FACE a END BENT 2 ♦� -FILL FACE
STA.15+84.99 -L- EL.2,009.2 STA.16+41.01 L IGNORE CURVE • 0 EB1
(05) •
G.P.EL.2,012.20 G.P.EL.2,01196 .
EL.2.014.4
• 2,020 (0100) / �� WORKPOINT1 DETAIL
Zr , THE CONTRACTOR SHALL USE THE TANGENT EXTENDED
F"\-'L' EXP. (� END BENT 1 FOR THE LAYOUT OF THE FOLLOWING:
- �-f _FIX. UNCLASSIFIED
1 STRUCTURE - 1.LAYOUT OF END BENT 1
• 2.010 .� Pim EXCAVATION F 2.LAYOUT OF APPROACH SLAB AT END BENT 1
o`ti o�N M 40 u
F ‹ 3.COMPUTATIONS OF BRIDGE OR APPROACH
ti ti _ o o SLAB ELEVATIONS
APPROXIMATE GROUND LINE �� �J r - + /!. fk IN ADDITION.THE CONTRACTOR SHALL ASSUME THAT ALL
- 2,000 x oY STATIONING OCCURS ALONG THE CHORD EXTENDED.
o& �� 0
- ti ti ni HYDRAULIC DATA:
�, HP 12x53 STEEL PILES
- 1.090 (TYP.) DESIGN DISCHARGE 1200 CFS �STA.16+41.01 L
WORK POINT 2 •
u STEEL SHEET PILES FREQUENCY OF DESIGN DISCHARGE l 5 YRS.
(TYPJ DESIGN HIGH WATER ELEVATION 20092
- DRAINAGE AREA 10.5 SO.MI.: BASE •
i IGNORE CURVE
1,08C EXCAVATE EXCAVATE BASE HIGH HWATER ARGE ( 1 ELEVATION 00) 3100 CFS '
2014.4 '
TO EL.2,003.6 TO EL.2.003.9 i
(GRADE TO DRAIN) (GRADE TO DRAIN)
OVERTOPPING FLOOD DATA: / CHORD
END BENT 1 END BENT 2 FILL FACE- / EXTENDED
OVERTOPPING DISCHARGE 1600 CFS EB2
SECTION ALONG -L- FREOUENCY OF OVERTOPPING FLOOD 10 YR+ •
SECTIONS THROUGH END BENTS ARE TAKEN AT RIGHT ANGLES OVERTOPPING FLOOD ELEVATION 2010.1
* PROPOSED BRIDGE IMPROVES LEVEL OF SERVICE WORKPOINT 42 DETAIL
/ LOW CHORD ELEVATIONS THE CONTRACTOR SHALL USE THE TANGENT EXTENDED
/ 0 END BENT 2 FOR THE LAYOUT OF THE FOLLOWING:
1. LAYOUT OF APPROACH SLAB AT END BENT 2
EXISTING �r EB1: 2,008.55 EB2: 2,008.34 2.COMPUTATIONS OF APPROACH SLAB ELEVATIONS
STRUCTURE G�'
�� IN ADDITION.THE CONTRACTOR SHALL ASSUME THAT ALL
GO ,' STATIONING OCCURS ALONG THE CHORD EXTENDED.
-L- CURVE DATA
PRC 15+84.41 L WORK POINT 2 PI Sto 16+84.53
yq0 y / STA.16+41.01 L A= 13° 26'08.9"(LT)
n D = 6° 44'26.4"
�� V� WORK POINT 1 FILL FACE (� END BENT 2 L = 199.32'
St STA.15+84.99 -L- T = 100.12'
FILL FACE (A END BENT 1 STA.16+13.00 L TEMPORARY SHORING R = 850.00'
`Joy / BRIDGE I.D.STA. (ROADWAY PAY ITEM
i & DETAIL)(TYPJ
STA.15+74.40 -CHORD EXT.- • STA.16+51.60 -CHORD EXT.- TO 1
36-1
BEGIN APPROACH SLAB A
END APPROACH SLAB SR
-CHORD EXT.)SEE " ORKPOINT -1A t��/ ���"4'�'�/_�l'1 A` A"
RI DETAIL") % �;� I1� . _ L PROJECT NO. 17BP.14.R.211
'// -CHORD EXT. MACON
' COUNTY
(SEE "WORKPOINT
135°00'00" i
' °2 DETAIL") 16+13.00-L-
STATION:
i (TO CHORD)
,36$ (TYPJ /
-0
S� SHEET 1 OF 4 REPLACES BR.N0.550079
STATE OF NORTH CAROLINA
f DEPARTMENT OF TRANSPORTATION
-L- 001;. .Y CURVE DATA 28'-0"(ALONG CHORD) / RALEIGH
GENERAL DRAWING
PI Sto 15+51.08 56'-0"= LENGTH OF BRIDGE FOR BRIDGE OVER
D= 39° 53' .8"(RT) FILL FACE TO FILL FACE (ALONG CHORD)
D = 57° 17
17'44.8" TELLICO CREEK
L = 69.63' ON SR 1369
R = 00.29'
.00' BETWEEN SR 1368 AND SR 1367
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED REVISIONS SHEET NO.
PLAN 1GS TGS ENGINEERS NO. BY: DATE: NO. BY: DATE: S-1
DRAWN BY CCC DATE 1/19 804-C N. LAFAYETTE ST
CHECKED BY : MGC DATE : 7/19 PILES & SHEET PILES NOT SHOWN IN PLAN VIEW FOR CLARITY PSI--I (70HELBY4)47 NC 6�0003 9 s»Een
DESIGN ENGINEER OF RECORD :MGC DATE 1 7/19 CORP_ LI ENSE NO.: c-0z75 2 4 42

B 1 I: SPIKE IN BASE OF 2011 TREE, -L- STA. 14+31°00, 27.5' LT, ELEV. 2017.42'
\ ISTFD
STA.16+13.00 L \ /�
---t
BRIDGE I.D.STA. rr'
TalIC0 CREEK -
EXISTING STRUCTURE
_•1'
/ SR �36CIC�O S� -
ti ,,
//
9
�� c+ EXISTING -
9�pSR 1369 //� • J-� - -� (TO CHORD)
(TYPJ ��/ -4,iligr"#Ak-
11Ifr rgiPROPOSED GUARDRAIL (TYP.)
(ROADWAY PAY ITEM & DETAIL)
2L:SSB
1�0 / CLASS B RIP RAP
/ (ROADWAY PAY
• PROPOSED STRUCTURE ITEM & DETAIL)
4 ' RIP RA/
(ROADWAY PAY
ITEM & DETAIL)
FOR UTILITY INFORMATION SEE UTILITY
PLANS AND SPECIAL PROVISIONS
LOCATION SKETCH
NOTES:
ASSUMED LIVE LOAD . HL-93 OR ALTERNATE LOADING. THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM
THE BEST INFORMATION AVAILABLE. SINCE THIS INFORMATION IS SHOW FOR THE
THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE CONVENIENCE OF THE CONTRACTOR,THE CONTRACTOR SHALL HAVE NO CLAIM WHATSOEVER
REQUIREMENTS OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS. AGAINST THE DEPARTMENT OF TRANSPORTATION FOR ANY DELAYS OR ADDITIONAL COST
INCURRED BASED ON DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN
THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1. ON THE PLANS AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE NOTES SHEET S-42. THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH 'REC
18-EVALUATING SCOUR AT BRIDGES."
FOR FALSEWORK AND FORMWORK,SEE SPECIAL PROVISIONS. FOR GROUT FOR STRUCTURES,SEE SPECIAL PROVISIONS.
FOR SUBMITTAL OF WORKING DRAWINGS,SEE SPECIAL PROVISIONS. FOR ASBESTOS ASSESMENT FOR BRIDGE DEMOLITION AND RENOVATION
FOR CRANE SAFETY,SEE SPECIAL PROVISIONS. ACTIVITIES,SEE SPECIAL PROVISIONS.
FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLANS. REMOVABLE FORMS MAY BE USED IN LIEU OF METAL STAY-IN-PLACE FORMS IN ACCORDANCE
WITH ARTICLE 420-3 OF THE STANDARD SPECIFICATIONS. 17 B P.14.R.211
INASMUCH AS THE PAINT SYSTEM ON THE EXISTING STRUCTURAL STEEL PROJECT NO.
CONTAINS LEAD,THE CONTRACTOR'S ATTENTION IS DIRECTED TO ARTICLE ALL STRUCTURAL STEEL SHALL BE AASHTO M270 GRADE 50W AND PAINTED IN ACCORDANCE M A C B N
107-1 OF THE STANDARD SPECIFICATIONS.ANY COSTS RESULTING FROM WITH SYSTEM 5 OR SYSTEM 6 OF THE STRUCTURAL STEEL SHOP COATINGS PROGRAM AND COUNTY
THE COMPIANCE WITH APPLICABLE STATE OR FEDERAL REGULATIONS SECTION 442-8 OF THE STANDARD SPECIFICATIONS UNLESS OTHERWISE NOTED ON THE PLANS.
PERTAINING TO HANDLING OF MATERIALS CONTAINING LEAD BASED PAINT
SHALL BE INCLUDED IN THE BID PRICE FOR 'REMOVAL OF EXISTING THE CLASS AA CONCRETE IN THE BRIDGE DECK SHALL CONTAIN FLY ASH OR GROUND GRANULATED STATION: 16+13.0 0-L-
STRUCTURE." BLAST FURNACE SLAG AT THE SUBSTITUTION RATE SPECIFIED IN ARTICLE 1024-1 AND IN
THE MATERIAL SHOWN IN THE CROSS HATCHED AREA ON SHEET S 1 SHALL ACCORDANCE WITH ARTICLES 1024-5 AND 1024-6 OF THE STANDARD SPECIFICATIONS. NO PAYMENT SHEET 3 OF 4
WILL BE MADE FOR THIS SUBSTITUTION AS IT IS CONSIDERED INCIDENTAL TO THE COST OF
BE EXCAVATED FOR THE DISTANCE OF 30 FT.EACH SIDE OF THE THE REINFORCED CONCRETE DECK SLAB.
CENTERLINE OF THE BRIDGE AS DIRECTED BY THE ENGINEER.THIS WORK STATE OF NORTH CAROLINA
WILL BE PAID FOR AT THE CONTRACT LUMP SUM PRICE FOR UNCLASSIFIED TEMPORARY SHORING WILL BE REQUIRED IN THE AREA INDICATED IN THE PLAN VIEW. DEPARTMENT OF TRANSPORTATION
STRUCTURE EXCAVATION, SEE SECTION 412 OF THE STANDARD SHEET 1 OF 4. RALEIGH
SPECIFICATIONS.
FOR THE LIMITS OF TEMPORARY SHORING FOR MAINTENANCE OF TRAFFIC,SEE TRAFFIC CONTROL GENERAL DRAWING
AFTER SERVING AS A TEMPORARY STRUCTURE,THE EXISTING 1 SPAN STRUCTURE PLANS. FOR PAY ITEM FOR TEMPORARY SHORING FOR MAINTENANCE OF TRAFFIC,SEE
(1 040'-6)CONSISTING OF A TIMBER FLOOR ON STEEL I-BEAMS,WITH A CLEAR ROADWAY PLANS. FOR BRIDGE OVER
ROADWAY WIDTH OF 19'-01/4"AND A 1"ASPHALT WEARING SURFACE;AND A
SUBSTRUCTURE CONSISTING OF TIMBER POST AND BEAM ABUTMENTS,AND LOCATED REMOVAL OF THE EXISTING BRIDGE SHALL BE PREFORMED IN A MANNER THAT PREVENTS T E L L I C O CREEK
AT THE SITE OF THE PROPOSED BRIDGE SHALL BE REMOVED. THE EXISTING BRIDGE DEBRIS FROM FALLING INTO THE WATER. THE CONTRACTOR SHALL SUBMIT DEMOLITION ON SR 1369
IS PRESENTLY POSTED FOR LOAD LIMIT. SHOULD THE INTEGRITY OF THE BRIDGE PLANS FOR REVIEW AND REMOVE THE BRIDGE IN ACCORDANCE WITH ARTICLE 402-2 OF
DETERIORATE DURING CONSTRUCTION OF THE PROPOSED BRIDGE.THIS LOAD LIMIT THE STANDARD SPECIFICATIONS. BETWEEN SR 1368 AND SR 1367
MAY BE REDUCED AS FOUND NECESSARY DURING THE LIFE OF THE PROJECT.
FOR 18"GALVANIZED STEEL SHEET PILES.SEE SPECIAL PROVISIONS. DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED REVISIONS SHEET NO.
ILES TGS ENGINEERS NO. BY, DATE, NO. BY, DATE: S-3
DRAWN BY : CCC DATE : 1/19 iwii804-C N. LAFAYETTE ST
SHELBY, NC 28150 1 3 TOTAL
CHECKED BY MGC DATE 1/19 PH ea,It
476-0003 SHEETS
DESIGN ENGINEER OF RECORD :MGC DATE : 7/19 •CORP_ LI EN$SE NO.: C-0275 2 4 42

STATE STATE PROJECT REFERENCE NO. SOT TOOEEATS'N
N.C. 17BP.14.R.211 RF-1
STATE PROJ.NO. F.A.PROD.NO. DESCRIPTION
1
PLANTING DETAILS
SEEDLING / LINER BAREROOT PLANTING DETAIL
REFORESTATION
HEALING IN DIBBLE PLANTING METHOD
USING THE KBC PLANTING BAR
1. Locate a healing—in site in a shady,well ❑ TREE REFORESTATION SHALL 3E PLANTED 6 FT.TO 10 FT.ON CENTER, RANDOM SPACING,
protected area.
2.Excavate a flat bottom trench AVERAGING 8 FT.ON CENTER, APPROXIMATELY 680 PLANTS PER ACRE.
12 inches deep and provide drainage. II
6HIHI1a ElIIAIIEIEI 0.11
mym Vim 11-1 —111 1 �1 y11 r
� 1I� II -."-2 inch
Au#S. II
1M=W= 1 IF=MI m--i II 1` II=0 1
0 -llE1L- WE1 -1' L H �W�
I ke k�I�W I=J 1 1t -m
llIl_ =I1E1 d 1E11 111= —�-11-1 —I 1=W I
111E1101=111E11E111 111=111=11 11H1H11111,
—ll=1HI �ll IE1IHIHIE
�,
II IIR11=11H1 III IHIE1111�11�1E11
v - LJI�II 1�l�ll
1.Insert planting bar 2.Remove planting bar 3.Insert planting bar
as shown and pull handle and place seedling at 2 inches toward planter
toward planter. correct depth. from seedling.
3.Backfill the trench with 2 inches well
rotted sawdust.Place a 2 inch layer of
well rotted sawdust at a sloping an le
at one end of the trench.
r
REFORESTATION
MIXTURE,TYPE, SIZE,AND FURNISH SHALL CONFORM TO THE FOLLOWING:
I—I III=11—I II
C =III 1 I K14, �= I 11-11 :11=11--I I
II 1 E111&"11 II ff 11 J W=11 I
H l' 1E111H1— 11 Ir= `'dHI
I �FI 11 1 EI 1-:1 H 1 FI 1 111�1 1.LI HTA33%
m n�11H 11— lE11 1111= 11--111A1 11�1�I LIRIODENDRON TULIPIFERA TULIP POPLAR 12 in — 18 in BR
4.Place a single layer of plants v I L1H 1� LIEll El I FLIEIIEI 1E111E111E111E11191
against the sloping end so that =11 LI11= 1 L11-111=ITI=111=III 1 I FI I IR I E I I-111=1I
the root collar is at ground level. 4.Pull handle of bar 5.Push handle forward 6.Leave ccion 33% PLATANUS OCCIDENTALIS SYCAMORE 12 in - 18 in BR
toward planter,firming firming soil at top. holopompact n. Water
soil at bottom. thoroughly. 34% BETULA NIGRA RIVER BIRCH 12 in — 18 in BR
PLANTING NOTES:
PLANTING BAG )`
During planting,seedlings 41110
shall be kept in a moist
canvas bag or similar
5.Place a 2 inch layer of well rotted/ '/ container to prevent the
sawdust over the roots maintainin root systems from drying.
a sloping angle.
KBC PLANTING BAR
Planting bar shall have a
blade with a triangular
cross section,and shall
be 12 inches long,
4 inches wide and
1 inch thick at center.
6.Repeat layers of plants and sawdust
as necessary and water thoroughly. ROOT PRUNING11 REFORESTATION DETAIL SHEET
All seedlings shall be root
pruned,if necessary,so that
no roots extend more than N.C.D.O.T.— ROADSIDE ENVIRONMENTAL UNIT
10 inches below the
root collar.
DS J