20190586 Ver 1_U-5888 100 Percent Combined_structure_20190503

DocuSign Envelope ID: BF2BAAFD-39FB-4132-B494-A8D1 El E55B93
6'
co
cs
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Prepared in the Office of.•
Prepared for:
DESIGN DATA
PROJECT LENGTH
ETHERILL
DIVISION OF HIGHWAYS
ADT 2021 = 7,800
ENGINEERING
DIVISION 14
ADT 2040 = 9,000
1223 Jones Franklin Rd. Raleigh, N.C. 27606
License No. F-0377
Bus: 919.851.8077 Fax: [phone]
253 Road�
SylvaeNC, 28779
�bster �DQ�%� G
Q 4,
2018 STANDARD SPECIFICATIONS
K = 9 %
D = 50 %
LENGTH ROADWAY TIP PROJECT U-5888 = 0.240 MILES
GREG S. PURVIS, PE
tpa
° *
/o T = 6
TOTAL LENGTH TIP PROJECT U-5888 = 0.240 MILES
PROJECT ENGINEER
V = 40 MPH
e
Q
* TTST = 2% DUAL = 4%
LETTING DATE:
JOHN A. DILWORTH, PE
F U N C . CLASS =
February 18, 2020
PROJECT DESIGN ENGINEER
MINOR ARTERIAL
11ICDOT CONTACT. J. SCOTT MILLER, III
NOTE: —Ll— AND —L2— USED FOR PROJECT LENGTH
DIVISION 14 DDC ENGINEER

DocuSign Envelope ID: BF2BAAFD-39FB-4132-B494-A8D1ElE551393
�o
�N
BM4o BENCHTIE NAIL IN 24" LEELAND CYPRUS9 STA. 9+29.52 -Y5 124.88' RT., ELEV. 26130479 N6604059 E815800
0 o0g o0
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0
(J)
\
q i EXISTING RCBC / z
2 (;� 10' x 8'
1 121 0 -30 -00
1 �
� I
PROPOSED
\ 15" RCP
PROPOSED DOUBLE
11' X 9' RCBC
CB (DROP
IN TOP
/ \ \ OF RCBC)
6-
50'-0"
EL. 2613.0 ±
EL. 2613.0 ±
DRAWN BY e J. PENDERGRAFT DATE e 11-18
CHECKED BY e J.A. DILWORTH DATE e 1-19
Sm
CV
V)
0
I—
m".
— STA. 14+99.00 -Y4-
CLASS I RIP RAP
(ROADWAY DETAIL
& PAY ITEM) (TYP.)
Cam.
�j
LOCATION SKETCH
FOR UTILITY INFORMATION, SEE UTILITY PLANS AND SPECIAL PROVISIONS.
50'-0"
EL. 2614.0 ±
-Y4-
50'-0"
EL. 2 616. 0 -
PROFILE ALONG C CULVERT
50'-0"
Z
EL. 2 616. 0 ±
\
S 4 TON
_\ cR
\ EEC
TOTAL STRUCTURE
QUANTITIES
CULVERT EXCAVATION
LUMP SUM
FOUNDATION CONDITIONING
MATERIAL
176 TONS
CLASS A CONCRETE
BARREL 66 2.897 CY/FT
257.8 C.Y.
WINGS
58.3 C.Y.
HEADWALLS
2.6 C.Y.
SILLS
5.6 C.Y.
END CURTAIN WALLS
2.9 C.Y.
TOTAL
327.2 C.Y.
REINFORCING STEEL
BARREL
38134 LBS,
WINGS
4218 LBS.
TOTAL
42352 LBS.
GALVANIZED RAILS
164.88 LIN. FT.
NOTES
ASSUMED LIVE LOAD ---------- HL-93 OR ALTERNATE LOADING.
DESIGN FILL TO BOTTOM OF TOP SLAB 2.00' (MIN.) AND 5.19' (MAX)
FOR OTHER DESIGN DATA AND NOTES SEE STANDARD NOTE SHEET.
3"0 WEEP HOLES INDICATED TO BE IN ACCORDANCE WITH THE SPECIFICATIONS.
CONCRETE IN CULVERTS TO BE POURED IN THE FOLLOWING ORDER.
1.WING FOOTINGS AND FLOOR SLAB INCLUDING 4"
OF ALL VERTICAL WALLS.
2. THE REMAINING PORTIONS OF THE WALLS AND WINGS FULL
HEIGHT FOLLOWED BY ROOF SLAB AND HEADWALLS.
THE RESIDENT ENGINEER SHALL CHECK THE LENGTH OF CULVERT BEFORE
STAKING IT OUT TO MAKE CERTAIN THAT IT WILL PROPERLY TAKE CARE
OF THE FILL.
DIMENSIONS FOR WING LAYOUT AS WELL AS ADDITIONAL REINFORCING STEEL
EMBEDDED IN BARREL ARE SHOWN ON WING SHEET.
TRANSVERSE CONSTRUCTION JOINTS SHALL BE USED IN THE BARREL, SPACED
TO LIMIT THE POURS TO A MAXIMUM OF 70 FT. LOCATION OF JOINTS SHALL
BE SUBJECT TO APPROVAL OF THE ENGINEER.
STEEL IN THE BOTTOM SLAB MAY BE SPLICED AT THE PERMITTED CONSTRUCTION
JOINT AT THE CONTRACTOR'S OPTION. EXTRA WEIGHT OF STEEL DUE TO THE SPLICES
SHALL BE PAID FOR BY THE CONTRACTOR.
FOR CULVERT DIVERSIONS DETAILS AND PAY ITEM, SEE EROSION CONTROL PLANS.
A 3 FOOT STRIP OF FILTER FABRIC SHALL BE ATTACHED TO THE FILL FACE OF THE
WING COVERING THE ENTIRE LENGHT OF EXPANSION JOINT.
FOR SUBMITTAL OF WORKING DRAWINGS SEE SPECIAL PROVISIONS.
FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.
FOR CRANE SAFETY,SEE SPECIAL PROVISIONS.
FOR GROUT FOR STRUCTURES,SEE SPECIAL PROVISIONS.
AT THE CONTRACTOR'S OPTION, HE MAY SPLICE THE VERTICAL REINFORCING STEEL
IN THE INTERIOR FACE OF EXTERIOR WALL AND BOTH FACES OF INTERIOR WALL
ABOVE LOWER WALL CONSTRUCTION JOINT. THE SPLICE LENGTH SHALL BE AS PROVIDED
IN THE SPLICE LENGTH CHART SHOWN ON THE PLANS. EXTRA WEIGHT OF STEEL DUE
TO THE SPLICES SHALL BE PAID FOR BY THE CONTRACTOR.
AT THE CONTRACTOR'S OPTION HE MAY SUBMIT, TO THE ENGINEER FOR APPROVAL,
DESIGN AND DETAIL DRAWINGS FOR A PRECAST REINFORCED CONCRETE BOX CULVERT
IN LIEU OF THE CAST -IN -PLACE CULVERT SHOWN ON THE PLANS. THE DESIGN SHALL
PROVIDE THE SAME SIZE AND NUMBER OF BARRELS AS USED ON THE CAST -IN -PLACE
DESIGN.FOR OPTIONAL PRECAST REINFORCED CONCRETE BOX CULVERT,SEE SPECIAL
PROVISIONS.
THE EXISTING STRUCTURE CONSISTING OF A 10'x8'DOUBLE BARREL REINFORCED CONCRETE BOX
CULVERT 43'-6"LONG ALONG CENTERLINE OF CULVERT AND LOCATED AT PROPOSED STRUCTURE
SHALL BE REMOVED. THE EXISTING CULVERT IS PRESENTLY NOT POSTED FOR LOAD LIMIT.
NATIVE MATERIAL BETWEEN SILLS/BAFFLES IN THE CULVERT SHALL PROVIDE A
CONTINUOUS LOW FLOW CHANNEL. NATIVE MATERIAL CONSISTS OF MATERIAL THAT IS
EXCAVATED FROM THE THE STREAM OR FLOODPLAIN AT THE PROJECT SITE DURING
CONSTRUCTION. ONLY MATERIAL THAT IS EXCAVATED FROM THE STREAM BED MAY
BE USED TO LINE THE LOW FLOW CULVERT BARREL. RIP -RAP MAY BE USED TO
SUPPLEMENT THE NATIVE MATERIAL IN THE HIGH FLOW CULVERT BARREL(S),IF RIP -RAP
IS USED TO LINE THE HIGH FLOW CULVERT BARREL(S),NATIVE MATERIAL SHOULD BE
PLACED ON TOP TO FILL VOIDS AND PROVIDE A FLAT SURFACE FOR ANIMAL
PASSAGE. NATIVE MATERIAL IS SUBJECT TO APPROVAL BY THE ENGINEER AND MAY
BE SUBJECT TO PERMIT CONDITIONS.
ROADWAY DATA
GRADE POINT ELEV. 2 STA 14+99.00 -Y4- = 2626.35
BED ELEV STA 14+99 00 -Y4- - 2614 15
ROADWAY SLOPES = 2:1
HYDRAULIC DATA_
DESIGN DISCHARGE
= 1100 CFS
FREQUENCY OF DESIGN FLOOD
= 25 YEAR
DESIGN HIGH WATER ELEVATION
= 2623.0
DRAINAGE AREA
= 1.93 SO. MI.
BASE DISCHARGE (0100)
= 1500 CFS
BASE HIGH WATER ELEVATION
= 2624.6
OVERTOPPING FLOOD DATA
OVERTOPPING DISCHARGE
= 1720 CFS
FREQUENCY OF OVERTOPPING FLOOD
= 100+ YEAR
* OVERTOPPING FLOOD ELEVATION
= 2625.5
OVERTOPPING OCCURS AT
STA. 14+29 -Y4- +/- AT THE ROADWAY CENTERLINE
ENGINEER OF RECORD
4/30/2019
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ENGINEERING
1223 Jones Franklin Rd.
DOCUMENT NOT CONSIDERED FINAL
Raleigh, N.C. 6
85180
Bus: 919 851 8077
UNLESS ALL SIGNATURES COMPLETED
LICENSE NO. F0377
I HEREBY CERTIFY THESE PLANS
ARE THE AS -BUILT PLANS
PROJECT No. U-5888
HAYWOOD COUNTY
STATION: 14+99-00 -Y4-
SHEET 1 OF 11 REPLACES BRIDGE NO. 460 1
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
BARREL STANDARD
DOUBLE 11 FTo X 9 FT.
CONCRETE BOX CULVERT
1210-30'-00"SKEW
NOVEMBER 1990
REVISIONS SHEET N0.
NO. BY: DATE: NO. BY: DATE: C 1
LI TOTAL
lJ SHEETS
L, 11

DocuSign Envelope ID: BF2BAAFD-39FB-4132-B494-A8D1 El E55B93
LOAD FACTORS-.
V)
LOAD AND RESISTANCE FACTOR RATING (LRFR)
SUMMARY FOR REINFORCED CONCRETE BOX CULVERTS
STRENGTH I LIMIT STATE
MOMENT
SHEAR
O
w
=
=
w
m
0CD
0
1--
w
0
1--
0
mw
0
0
mw+
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1-- 0
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1--
-1 LL_
m
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c�JW
m
LLI�_
c�JW
U
HL-93 (INVENTORY)
N/A
01
1.06
--
1.75
1.53
1
TOP SLAB
5.00
1.06
1
BOTTOM SLAB
10.95
DESIGN
HL-93 (OPERATING)
N/A
1.38
--
1.35
1.98
1
TOP SLAB
5.00
1038
1
BOTTOM SLAB
10095
LOAD
RATING
HS-20 (INVENTORY)
36.000
�2
1.21
43.56
1.75
1.70
1
TOP SLAB
5.00
1.21
1
BOTTOM SLAB
10.95
HS-20 (OPERATING)
36.000
1.57
56.52
1.35
2.20
1
TOP SLAB
5.00
1.57
1
BOTTOM SLAB
10095
SNSH
13.500
3.09
41.72
1.40
3.09
1
TOP SLAB
5.00
3.58
1
BOTTOM SLAB
10.95
SNGARBS2
20.000
2.42
48.40
1.40
2.89
1
TOP SLAB
5.00
2.42
1
BOTTOM SLAB
10.95
w
SNAGRIS2
22.000
2.21
48.62
1.40
3.09
1
TOP SLAB
5.00
2.21
1
BOTTOM SLAB
10.95
H
SNCOTTS3
27.250
1064
44.69
1.40
2.01
1
TOP SLAB
5.00
1.64
1
TOP SLAB
10.50
V)
w "
SNAGGRS4
34.925
1.39
48.55
1.40
2.14
1
BOTTOM SLAB
11.67
1.39
1
BOTTOM SLAB
10.95
CD
H
SNSSA
35.550
1.37
48.70
1.40
2.02
1
BOTTOM SLAB
11067
1.37
1
BOTTOM SLAB
10.95
V)
SNS6A
39.950
1e37
54.73
1.40
2.01
1
BOTTOM SLAB
11.67
1.37
1
BOTTOM SLAB
10.95
LEGAL
SNS7B
42.000
1.28
53.76
1.40
1.92
1
BOTTOM SLAB
11.67
1.28
1
BOTTOM SLAB
10.95
LOAD
RATING
TNAGRIT3
33.000
1.48
48.84
1.40
2.22
1
BOTTOM SLAB
11.67
1.48
1
BOTTOM SLAB
10.95
Q
TNT4A
33.075
1.47
48062
1.40
2.23
1
BOTTOM SLAB
11.67
1.47
1
BOTTOM SLAB
10.95
17
TNT6A
41a600
1.37
56.99
1.40
2.03
1
BOTTOM SLAB
11067
1.37
1
BOTTOM SLAB
10095
v
TNT7A
42.000
1.28
53.76
1.40
1.91
1
BOTTOM SLAB
11.67
1.28
1
BOTTOM SLAB
10.95
C
TNT7B
42.000
1.40
58.80
1.40
2.06
1
BOTTOM SLAB
11067
1.40
1
BOTTOM SLAB
10.95
U
TNAGRIT4
43.000
O3
1.14
49.02
1.40
1.77
1
BOTTOM SLAB
11.67
1.14
1
BOTTOM SLAB
10.95
TNAGTSA
45.000
1.27
57.15
1.40
1.95
1
BOTTOM SLAB
11e67
1.27
1
BOTTOM SLAB
10e95
TNAGTSB
45.000
1.16
52.20
1.40
1.74
1
BOTTOM SLAB
11.67
1.16
1
BOTTOM SLAB
10095
11'-n,, (TYP )
BOX 1 BOX 2
LRFR SUMMARY
(LOOKING DOWNSTREAM)
DESIGN LOAD RATING FACTORS
LOAD TYPE
MAX
FACTOR
MIN
FACTOR
DC
1.25
0.90
DW
1.50
0.65
EV
1.30
0.90
EH
1.35
0.90
ES
1.35
0.90
LS
1.75
--
WA
1.00
--
NOTE-0
RATING FACTORS ARE BASED ON THE STRENGTH I LIMIT STATE.
COMMENTS-,
10
20
30
40
J(D CONTROLLING LOAD RATINGI
ODESIGN LOAD RATING (HL-93)
O2 DESIGN LOAD RATING (HS-20)
O3 LEGAL LOAD RATING
* SEE CHART FOR VEHICLE TYPE
PROJECT No. U-5888
HAYWOOD COUNTY
STATION- 14+99-00 -Y47
SHEET 2 OF 11

DocuSign Envelope ID: BF2BAAFD-39FB-4132-B494-A8D1 El E55B93
COCO00
Ln
4- #5 G1 BARS
2 3"CTSo 01 FOR ROADWAY WIDTH, SEE ROADWAY PLANS
3" 3"
ROADWAY FILL SLOPE 2a1 -Y4-
WING SLOPE / /
FOR 201 FILL /
//
/ /
H- -o 0- - -
I
3-#8 S2 BARS
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CTSo
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3-#8 S2 BARS
EXTERIOR
WALL
15" 0 RCP DETAIL
FOR REINFORCEMENT
SEE SHEET 4 OF 11 CULVERT SECTION
#5 A101 BARS ETC. (b 6" CTSo 6�1*5 A100 BARS (b 6" CTSo
BOTTOM OF ROOF SLAB BOTTOM OF ROOF SLAB
#6 A301 BARS ETC. 2 6" CTSo 6" #6 A300 BARS Z 6" CTSo
2/
3-#8 S2 BARS 2 5" CTSo
BOTTOM OF ROOF SLAB
ROADWAY FILL SLOPE 2.1
1'-3„
------------------
•• 3-#8 S2 BARS Ob 5" CTSo
BOTTOM OF ROOF SLAB
`9
�—% WING SLOPE
FOR 201 FILL
CONST. JTo 6"
GRADE CD U w
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a #4 B3 EA.FACE
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STAGGERED
U
ELEV. 2614.15 a CONST. JTo
# ,L,
3-#8 S2 BARS (;� 5" CTSo
TOP OF FLOOR SLAB
INTERIOR WALL
ORMAL TO ROADWAY
TOP OF ROOF SLAB TOP OF ROOF SLAB
W1
-Y4-
\?0 o
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cp_
4- #5 G1
BAR
2 3"CTSo
IN HEADWAL
* * FOR 2'-0" W x 3'-0" L
FORMED OPENING IN ROOF
SLAB OPENING DETAIL,
SEE SHEET 4 OF 11
#5 A2 BARS O,b 6" CTSo CORNER BARS
EA. EXT. WALL ( SEE BARREL SECTION )
#4 B1 BARS 2 10" CTSo STREAM FACE
#4 B2 BARS 2 6" CTS. FILL FACE
aOHW
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. 14+99000 zQ�-
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LLOm _— — — — — — — — — — — — m
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Q U U
O /) U
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L
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FORMED OPENING M M
FOR CATCH BASIN u ~o w
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# --
---7r—T—i T-------— — — — — — —
/
/
/ W3
15" 0 RCP -IV
THRU EXTERIOR WALL
#5 Al BARS 2 6" CTSo CORNER BARS
EA. EXT. WALL ( SEE BARREL SECTION )
5 2- 6
z
E
W2
_0„
�?
o
�s
900 6%
600 300
10'-01,
SKEW TRIANGLE
it rt �t � it
1'-0"
#4 B3 BARS C�D 1'—O" CTSo — EACH
FACE STAGGERED IN INT. WALL
\e0 0
CULVERT
3-#8 S2 BARS
Ob 5"CTSo
TOP OF
FLOOR SLAB
#5 A200 BARS Z 6" CTSo
S
L
wJn
OQ Oa V) <°20 2,-0"W x 3-0"L <<
FORMED OPENING M M
FOR CATCH BASIN u ~o w
mu�
# --
---7r—T—i T-------— — — — — — —
/
/
/ W3
15" 0 RCP -IV
THRU EXTERIOR WALL
#5 Al BARS 2 6" CTSo CORNER BARS
EA. EXT. WALL ( SEE BARREL SECTION )
5 2- 6
z
E
W2
_0„
�?
o
�s
900 6%
600 300
10'-01,
SKEW TRIANGLE
it rt �t � it
1'-0"
#4 B3 BARS C�D 1'—O" CTSo — EACH
FACE STAGGERED IN INT. WALL
\e0 0
CULVERT
3-#8 S2 BARS
Ob 5"CTSo
TOP OF
FLOOR SLAB
#5 A200 BARS Z 6" CTSo
6"
1*5 A201 BARS ETC. Z 6" CTSo
TOP OF FLOOR SLAB
-1
loop
TOP OF FLOOR SLAB
1*6 A400 BARS Z 6"CTSo
6"
#6 A401 BARS ETC. 2 6" CTSo
BOTTOM OF FLOOR SLAB BOTTOM OF FLOOR SLAB
36'-6"
LENGTH OF CULVERT = 89'-0"
PART PLAN - ROOF SLAB-
Ln
T)
�n
Ln
Ln
11
27'-8g/6„
Ln
Ln
INLET END ELEVATION NORMAL TO SKEW
LOOKING DOWNSTREAM
27'-89/6„
Ln
1
OUTLET END ELEVATION NORMAL TO SKE
LOOKING UPSTREAM
0
CV
0
0
N
PROJECT No. U-5888
HAYWOOD COUNTY
STATION- 14+99000 -Y4-
SHEET 3 OF 11
STD- NOo CB332

DocuSign Envelope ID: BF2BAAFD-39FB-4132-B494-A8D1 El E55B93
00
00
00
Ln
BARREL REINFORCING STEEL
BAR
NO
SIZE
TYPE
LENGTH
WEIGHT
BAR
NO
SIZE
TYPE
LENGTH
WEIGHT
Al
356
5
1
6'-41,
2352
A300
150
6
STR
23'-8"
5332
A2
356
5
1
5'-9
2135
A301
2
6
STR
23'-2"
70
A302
2
6
STR
22'-3"
67
A303
2
6
STR
21'-5"
64
A100
150
5
STR
23'-8"
3703
A304
2
6
STR
20'-7"
62
A101
2
5
STR
23'-2"
48
A305
2
6
STR
19'-8"
59
A102
2
5
STR
22'-3"
46
A306
2
6
STR
18'-10"
57
A103
2
5
STR
21'-5"
45
A307
2
6
STR
17'-11"
54
A104
2
5
STR
20'-7"
43
A308
2
6
STR
17'-1"
51
A105
2
5
STR
19'-8"
41
A309
2
6
STR
16'-3"
49
A106
2
5
STR
18'-10"
39
A310
2
6
STR
15'-41,
46
A107
2
5
STR
17'-11"
37
A311
2
6
STR
14'-61,
44
A108
2
5
STR
17'-1"
36
A312
2
6
STR
13'-8"
41
A109
2
5
STR
16'-3"
34
A313
2
6
STR
12'-9"
38
A110
2
5
STR
15'-4"
32
A314
2
6
STR
11'-111,
36
A111
2
5
STR
14'-6"
30
A315
2
6
STR
11'-01,
33
A112
2
5
STR
13'-8"
29
A316
2
6
STR
10'-2"
31
A113
2
5
STR
12'-9"
27
A317
2
6
STR
9'-41,
28
A114
2
5
STR
11'-11"
25
A318
2
6
STR
8'-5"
25
A115
2
5
STR
11'-01,
23
A319
2
6
STR
7'-7"
23
A116
2
5
STR
10'-2"
21
A320
2
6
STR
6'-8"
20
A117
2
5
STR
9'-41,
19
A321
2
6
STR
5'-10"
18
A118
2
5
STR
8'-5"
18
A322
2
6
STR
5'-0"
15
A119
2
5
STR
7'-7"
16
A323
2
6
STR
4'-1"
12
A120
2
5
STR
6'-8"
14
A324
2
6
STR
3'-3"
10
A121
2
5
STR
5'-101,
12
A325
2
6
STR
2'-4"
7
A122
2
5
STR
5'-01,
10
A123
2
5
STR
4'-11,
9
A400
150
6
STR
23'-8"
5332
A124
2
5
STR
3'-3"
7
A401
2
6
STR
23'-2"
70
A125
2
5
STR
2'-4"
5
A402
2
6
STR
22'-3"
67
A403
2
6
STR
21'-5"
64
A200
150
5
STR
23'-8"
3703
A404
2
6
STR
20'-7"
62
A201
2
5
STR
23'-2"
48
A405
2
6
STR
19'-8"
59
A202
2
5
STR
22'-3"
46
A406
2
6
STR
18'-10"
57
A203
2
5
STR
21'-5"
45
A407
2
6
STR
17'-11"
54
A204
2
5
STR
20'-7"
43
A408
2
6
STR
17'-1"
51
A205
2
5
STR
19'-81,
41
A409
2
6
STR
16'-3"
49
A206
2
5
STR
18'-101,
39
A410
2
6
STR
15'-4"
46
A207
2
5
STR
17'-11"
37
A411
2
6
STR
14'-6"
44
A208
2
5
STR
17'-1"
36
A412
2
6
STR
13'-8"
41
A209
2
5
STR
16'-3"
34
A413
2
6
STR
12'-9"
38
A210
2
5
STR
15'-4"
32
A414
2
6
STR
11'-11"
36
A211
2
5
STR
14'-6"
30
A415
2
6
STR
11'-01,
33
AM
2
5
STR
13'-8"
29
A416
2
6
STR
10'-2"
31
A213
2
5
STR
12'-9"
27
A417
2
6
STR
9'-41,
28
A214
2
5
STR
11'-11"
25
A418
2
6
STR
8'-5"
25
A215
2
5
STR
11'-01,
23
A419
2
6
STR
7'-7"
23
A216
2
5
STR
10'-2"
21
A420
2
6
STR
6'-8"
20
A217
2
5
STR
9'-4„
19
A421
2
6
STR
5'/ 10;'
18
A218
2
5
STR
8'— 5
18
A422
2
6
STR
5 —0
15
A219
2
5
STR
7'-7"
16
A423
2
6
STR
4'-11,
12
A220
2
5
STR
6'-8"
14
A424
2
6
STR
3'-3"
10
A221
2
5
STR
5'-10"
12
A425
2
6
STR
2'-4"
7
A222
2
5
STR
5'-0"
10
A223
2
5
STR
4'-1"
9
A224
2
5
STR
3'-3"
7
A225
2
5
STR
2'-4"
5
BAR
NO
SIZE
TYPE
I LENGTH
WEIGHT
B1
214
4
STR
11'-1"
1584
B2
356
4
STR
8 —4
1982
B3
177
4
STR
11'-11,
1310
C1 1 364 1 4 1 STR 1 23'-8" 1 5755
D1 15 6 STR 2'-7" 58
D2 27 6 STR 1'-7" 64
E1 16 1 5 STR 4'-0" 67
Q
F1 12 8 STR 12'-6" 401
G1 1 8 1 5 1 STR 1 27'-4" 1 228
S2 1 12 1 8 1 STR 1 27'-4" 1 876
REINFORCING STEEL
38,134 LBS
2'-0" W x 3'-0" L
FORMED OPENING FOR
CATCH BASIN
#8 F1 TOP
& BOTTOM
OF SLAB
(TYPo)
A100 & A300
BARS (TYPo)
4"
(TYPo)
4" TYPo
00
# cn
0a
a �m
co
U # cn
rr
0a
�m
3" CL. 2'-0" 3„ CLe
OPENING
PLAN - FORMED OPENING
IN ROOF SLAB
15" QS RCP —IV
#5 E1
EA. FACE
(TYPo)
ELEV. - 15" 0 PIPE THRU
EXTERIOR WALL DETAIL
NOTE -
THE 15"0 PIPE THRU THE EXTERIOR WALL OF
THE CULVERT AND 2'—O" W x 3'—O" L FORMED OPENING
IN ROOF SLAB IS SHOWN IN IT'S APPROXIMATE LOCATION,
THE FINAL LOCATION SHALL BE VERIFIED BY THE ENGINEER
PRIOR TO POURING THE CULVERT WALLS AND ROOF SLAB.
FIELD BEND AND/OR CUT At, C1, B1 & B2 BARS ONLY AS
NECESSARY TO AVOID CONFLICT WITH THE PROPOSED 15"0 RCP.
CUT A100 & A300 BARS TO PROVIDE 2"CLEARANCE TO FORMED
OPENING.SEE DRAINAGE SUMMARY SHEET FOR INVERT ELEVATION°
24'-0"
RIGHT ANGLE SECTION OF BARREL
THERE ARE 91 "C" BARS IN SECTION OF BARREL.
IST. JTo
Pa)
PROJECT No. U-5888
HAYWOOD COUNTY
STATION- 14+99000 -Y4-
SHEET 4 OF 11

DocuSign Envelope ID: BF2BAAFD-39FB-4132-B494-A8D1 El E55B93
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120 °—00'-00"
2'-0" SILL
(TYP. BARREL 2)
STA.14+99000 —Y4-
BARREL 2
121 °-30'-00"
1200-00'-00" /-- C CULVERT
2'-0" SILL
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~1`0" SILL
2'-0" SILL
i
dd 2'-0" SILL
i
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1'-0" SILL
2'-0" SILL
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2'-0" SILL
1'-0" SILL
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1'-0" SILL
1'-0" SILL
I
1'-0" SILL
BARREL 1
1'-0" SILL
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1'-0"SILL
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1'—O" SILL
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2'-0" SILL
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2'-0"SILL
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2'-0" SILL
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2'-0" SILL
mi
►►m
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9 SILLS Cb 10'-0" CTS.
,I, V L_, L X I I I a/ 7F 'L L) 1 /\ u L/ 1 \ I I I o/
INLET ELEVATION
LOOKING DOWNSTREAM
PLAN - SILL LOCAT
SHOWING PLACEMENT OF SILLS
CULVERT SILL DETAILS
J J
J J
I --I H
11
1'-01,
Cr
N J
U
2 LAYERS OF 30 LB.
ROOFING FELT TO
PREVENT BOND
(TYP.)
SECTION THROUGH SILL
DOWELS MAY BE PUSHED INTO GREEN CONCRETE
AFTER SLAB HAS BEEN FLOAT FINISHED°
SEE "PLAN — SILL LOCATIONS" FOR SILL LOCATIONS
FLOW
PROJECT No. U-5888
HAYWOOD COUNTY
STATION- 14+99-00 -Y4-
SHEET 5 OF 11

DocuSign Envelope ID: BF2BAAFD-39FB-4132-B494-A8D1ElE551393
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BOTTOM OF
ND FOOTING
PLAN 9
2—#5 Z6 2—#5 Z7
4—#5 Z8 4—#4 Z9
PLAN 9
cI '16
3"
BAR TYPES
ALL BAR DIMENSIONS ARE OUT TO OUT.
O
II
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0
1'-8%4"
(:
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1'-3" 1'-0"
T
6" RADo
8"
71
BILL OF MATERIAL
BAR
N0.
SIZE
TYPE
LENGTH
WEIGHT
H1
16
#4
STR
17-10"
191
H2
4
#4
STR
12'-4"
33
H3
4
#4
STR
6'-3"
17
H4
28
#4
1
3'-3"
61
H5
4
#4
STR
18'-5"
49
H6
8
#4
STR
9'-4"
50
H7
2
#4
STR
6'-3"
8
H8
2
#4
STR
2'-10"
4
H9
14
#4
2
3'-3"
30
H10
2
#4
STR
10'-2"
14
mo\o
N1
1 4
#6
3
1 11'-4"
68
N2
6
#6
3
10'-9"
97
N3
8
#6
3
9'-10"
118
N4
8
#5
3
8'-10"
74
N5
8
#4
3
7'-10"
42
N6
8
#4
3
6'-10"
37
N7
2
#6
3
11'-2"
34
N8
3
#6
3
9'-11"
45
N9
3
#5
3
8'-7"
27
N10
4
#4
3
6'-10"
18
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Z2
5'-8"
7"
Z3
4'-8"
7„
Z4
3'-9"
7"
Z5
2'-10"
6"
Z6
6'-0"
7"
Z7
5'-5"
7"
Z8
4'-2'1
7"
Z9
2'-10"
6"
S1 1 9 1 #6 1 STR 1 6'-0" 1 81 1
T1 6 #5 STR 19'-9" 124
T2 3 #5 STR 11'-3" 35
V1
4
#4
STR
9'-4"
25
V2
6
#4
STR
8'-9"
35
V3
8
#4
STR
7'-9"
41
V4
8
#4
STR
6'-9"
36
V5
8
#4
STR
5'-9"
31
V6
8
#4
STR
4'-9"
25
V7
2
#4
STR
9'-1"
12
V8
3
#4
STR
7'-10"
16
V9
3
#4
STR
6'-6"
13
V10
4
#4
STR
4'-10"
13
Z1
1 4
#5
4
6'-9"
28
Z2
6
#5
4
6'-3"
39
Z3
10
#5
4
5'-3"
55
Z4
10
#5
4
4'-4"
45
Z5
10
#4
4
3'-4"
22
Z6
2
#5
4
6'-7"
14
Z7
2
#5
4
6'-0"
13
Z8
4
#5
1 4
1 4'-9"
20
Z9
4
--jREINFORCING
#4
4
3'-4"--j
9
STEEL 1749 LBS
FOR 3 WINGS
HKo
CLASS
A CONCRETE
2-#4
3" 4—#4 V6 4—#4 V5 4—#4 V4 4—#4 V3 3—#4 V2 2—#4 V1 3—#4
"\/" RARC C) 1'-(1" f'TC "\/" RARC
V7 3-#4 V8
V9 4—#4 V10 3"
(;h 1'-W' (TC I i
4
3
WINGS 24.5 CY
"N" HAKS 2 1'-0" C I Se
ELEVATION 9
DRAWN BY : A.J. KLINK DATE o 1-19
CHECKED BY o J.A. DILWORTH DATE 1-19
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00
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"N"" BAKS (db 1'-0" C I Se
ELEVATION 9
8"
TYPICAL WING
SECTION
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
ENGINEER OF RECORD
4/30/2019
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6213822 B100
�j ETHERILL
ENGINEERING
1223 Jones Franklin Rd.
Raleigh, N.C. 27606
Bus: 919 851 8077
Fax: [phone]
LICENSE NO. F-0377
TOTAL 24.5 CY
PROJECT No. U-5888
HAYWOOD COUNTY
STATION- 14+99000 -Y4-
SHEET 6 OF 11
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
WINGS
FOR
CONCRETE BOX CULVERT
H = 9'-0"
1200
MA M■
oAINE! on
pAINE! 4■
SLOPE - 201
SKEW
SHEET NO.
BY: DATE: C 6
TOTAL
SHEETS
11

DocuSign Envelope ID: BF213AAFD-39FB-4132-6494-MD1ElE55B93
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ELEVATION nW3_
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..
PROJECT No. U-5888
HAYWOOD COUNTY
STATION- 14+99-00 -Y4-
SHEET 7 OF 11

DocuSign Envelope ID: BF2BAAFD-39FB-4132-B494-A8D1ElE551393
BILL OF MATERIAL BAR TYPES
BAR N0. SIZE TYPE LENGTH WEIGHT ALL BAR DIMENSIONS ARE OUT TO OUT.
H11 20 #4 STR 16'-8" 223
H12 2 #4 STR 24'-G" 33
CD
H13 2 #4 STR 8'-6" 11 c9
H14 6 #4 STR 30'-0" 120
H15 2 #4 STR 24'-10" 33
H16 2 #4 STR 8'-9" 12 3
H17 14 #4 STR 3'-3" 30
H18 4 #4 STR 16'-9" 45
H19 4 #4 STR 16'-0" 43
N11 5 #6 3 11'-111, 89 6" RAD.
N12 8 #6 3 11'-4" 136
N13 8 #6 3 10'-91, 129
N14 8 #5 3 10'-3" 86 rt 1'-01,
N15 8 #5 3 9'-8" 81 8" 2"
N16 8 #5 3 9'-11, 76 2
N17 8 #5 3 8'-6" 71
N18 8 #5 3 7'-11" 66
N19 8 #5 3 7'-5" 62
N20 8 #5 3 6'-101, 57 Z10 6'-10" 8" LA
N21 8 #5 3 6'-4" 53
�' "V" BARS
S1 3 #6 STR 6'-0" 27 STREAM
FACE
T3 6 #5 STR 32'-11" 206 Ln
a "N" BARS
V11 4 #4 STR 9'-10'/ 26 0°
V12 5 #4 STR 9'-5" 31 = FILL FACE
V13 5 #4 STR 8'-11" 30 J
V14 5 #4 STR 8'-5" 28 # "Z" BARS `'
CONST. JTe rn
V15 5 #4 STR 8'-0" 27
V16 5 #4 STR 7'-6" 25
V17 5 #4 STR 7'-1" 24 HKo
V18 6 #4 STR 6'-7" 26 q NLV19 6 #4 STR 6'-0" 24 "T" BARS
V20 6 #4 STR 5'-6" 22 m
V21 6 #4 STR 4'-111, 20
8"
V22 7 #4 STR 4'-3" 20
Z10 5 #6 4 7'-6" 56
Z11 11 #6 4 7'-0" 116 TYPICAL WING
Z12 12 #5 4 6'-41, 79
Z13 12 #5 4 5'-9" 72 SECTION W 3
Z14 12 #5 4 5'-2" 65
Z15 12 #4 4 4'-6" 36
Z16 11 #4 4 3'-11" 29
Z17 10 #4 4 3'-7" 24
REINFORCING STEEL 2469 LBS
FOR 1 WING
CLASS A CONCRETE
1 WING 33.8 CY
TOTAL 33.8 CY
PROJECT NO. U— 5 8 8 8
HAYWOOD COUNTY
STATION° 14+99-00 -Y47
SHEET 8 OF 11
ENGINEER OF RECORD
4/30/2019 STATE OF NORTH CAROLINA
®+a' a pp ppppNnIIIIXIIppppppppp DEPARTMENT OF TRANSPORTATION
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SEAL WINGS
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\ E
�j ETHERILL
ENGINEERING REVISIONS SHEET NO.
1223 Jones Franklin Rd. NO. BY: DATE: NO. BY: DATE: C 8
27606
DRAWN BY A.J. KLINK DATE 2-19 Raleigh,N.C.1807
DOCUMENT NOT CONSIDERED FINAL Bus: 9198518/07 TOTAL
Fax: [phone] SHEETS
CHECKED BY , B.C. HUNT DATE : 2-19 UNLESS ALL SIGNATURES COMPLETED LICENSE NO.F-0377 2 11
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Z12
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Z13
5'-2"
7"
Z14
4'-7"
7"
Z15
4'-0"
6"
Z16
3'-5"
6"
Z17
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PLAN OF INLET END
ELEVATION OF INLET END
LOOKING DOWNSTREAM
(WINGS UNFOLED)
PROJECT No. U-5888
HAYWOOD COUNTY
STATION- 14+99-00 -Y4-
SHEET 9 OF 11

DocuSign Envelope ID: BF2BAAFD-39FB-4132-B494-A8D1 El E55B93
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ELEVATION OF OUTLET END
LOOKING UPSTREAM
(WINGS UNFOLDED)
DETAIL 'A'
PROJECT No. U-5888
HAYWOOD COUNTY
STATION- 14+99-00 -Y4-
SHEET 10 OF 11

DocuSign Envelope ID: BF2BAAFD-39FB-4132-B494-A8D1 El E55B93
NOTES,
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CONSTRUCT PROPOSED STEEL PIPE RAIL 11/2"DIAMETER
SCHEDULE 40 PLAIN END GALVANIZED STEEL PIPE MEETING THE
REQUIREMENTS OF ASTM A53a
EMBEDED PIPE RAIL INTO PROPOSED HEADWALLS AND WINGS
AS SHOWN ON THE PLANS AND GROUT INTO PLACE.FOR GROUT,
SEE SPECIAL PROVISIONS°
REPAIR GALVANIZING IN ACCORDANCE WITH SECTION 1076 OF
THE NCDOT STANDARD SPECIFICATIONS°
WELD IN ACCORDANCE WITH ARTICLE 1072-18 OF
THE STANDARD SPECIFICATIONS°
FOR GALVANIZED RAILS,SEE SPECIAL PROVISIONS.
POST TO E
CENTERED =
HEADWALL`.
a
INSET 'A'
�66=16111
""'"` ELEVATION OF RAIL
AT HEADWALLS
POST TO
CENTERED
WINGS
101
INSET 'B'
00
ET 'A'
HEADWALL
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PAY ITEM
GALVANIZED RAILS 164.88 LIN. FT.
PROJECT No. U-5888
HAYWOOD COUNTY
STATION- 14+99-00 -Y4-
SHEET 11 OF 11

DocuSign Envelope ID: BF2BAAFD-39FB-4132-B494-A8D1ElE551393
DESIGN DATA:
SPECIFICATIONS - - - - - - - - - - - - - - - - - A.A.S.H.T.O. (CURRENT)
LIVE LOAD - - - - - - - - - - - - - - - - - - -- SEE PLANS
IMPACT ALLOWANCE - - - - - - - - - - - - - - - - SEE A.A.S.H.T.O.
STRESS IN EXTREME FIBER OF
STRUCTURAL STEEL - AASHTO M270 GRADE 36 - - 20.000 LBS. PER SO. IN.
- AASHTO M270 GRADE 50W - - 27,000 LBS. PER SO. IN.
- AASHTO M270 GRADE 50 - - 27.000 LBS. PER SO. IN.
REINFORCING STEEL IN TENSION - GRADE 60 - - - 24,000 LBS. PER SO. IN.
CONCRETE IN COMPRESSION - - - - - - - - - - - - 1.200 LBS. PER SO. IN.
CONCRETE IN SHEAR - - - - - - - - - - - - - - - - SEE A.A.S.H.T.O.
STRUCTURAL TIMBER - TREATED OR UNTREATED
EXTREME FIBER STRESS - - - 1,800 LBS.PER SO.IN.
COMPRESSION PERPENDICULAR TO GRAIN
OF TIMBER - - - - - 375 LBS. PER SO. IN.
EQUIVALENT FLUID PRESSURE OF EARTH - - - - - 30 LBS.PER CU.FT.
(MINIMUM)
MATERIAL AND WORKMANSHIP:
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
PROVISIONS. ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
THE 2018 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES"OF THE
N.C.DEPARTMENT OF TRANSPORTATION.
STEEL SHEET PILING FOR PERMANENT OR TEMPORARY APPLICATIONS SHALL
BE HOT ROLLED.
CONCRETE:
UNLESS OTHERWISE REQUIRED ON PLANS.CLASS A CONCRETE SHALL BE
USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE EXCEPTION THAT:
CLASS AA CONCRETE SHALL BE USED IN BRIDGE SUPERSTRUCTURES,
ABUTMENT BACKWALLS, AND APPROACH SLABS; AND CLASS B CONCRETE SHALL
BE USED FOR SLOPE PROTECTION AND RIP RAP.
CONCRETE CHAMFERS:
UNLESS OTHERWISE NOTED ON THE PLANS,ALL EXPOSED CORNERS ON
STRUCTURES SHALL BE CHAMFERED 3/4"WITH THE FOLLOWING EXCEPTIONS:
TOP CORNERS OF CURBS MAY BE ROUNDED TO 1'/2"RADIUS WHICH IS BUILT
INTO CURB FORMS; CORNERS OF TRANSVERSE FLOOR EXPANSION JOINTS
SHALL BE ROUNDED WITH A 1/4"FINISHING TOOL UNLESS OTHERWISE REQUIRED
ON PLANS;AND CORNERS OF EXPANSION JOINTS IN THE ROADWAY FACES
AND TOPS OF CURBS AND SIDEWALKS SHALL BE ROUNDED TO A 1/4"RADIUS
WITH A FINISHING STONE OR TOOL UNLESS OTHERWISE REQUIRED ON PLANS.
DOWELS:
DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS,SHALL
BE EMBEDDED AT LEAST 12"INTO THE OLD CONCRETE AND GROUTED INTO
PLACE WITH 1:2 CEMENT MORTAR.
STANDARD NOTES
ALLOWANCE FOR DEAD LOAD DEFLECTION,SETTLEMENT,
ETC.IN CASTING SUPERSTRUCTURES:
BRIDGES SHALL BE BUILT ON THE GRADE OR VERTICAL CURVE SHOWN ON PLANS.
SLABS, CURBS AND PARAPETS SHALL CONFORM TO THE GRADE OR CURVE.
ALL DIMENSIONS WHICH ARE GIVEN IN SECTION AND ARE AFFECTED BY DEAD LOAD
DEFLECTIONS ARE DIMENSIONS AT CENTER LINE OF BEARING UNLESS OTHERWISE NOTED
ON PLANS. IN SETTING FORMS FOR STEEL BEAM BRIDGES AND PRESTRESSED CONCRETE
GIRDER BRIDGES,ADJUSTMENTS SHALL BE MADE DUE TO THE DEAD LOAD DEFLECTIONS
FOR THE ELEVATIONS SHOWN. WHERE BLOCKS ARE SHOWN OVER BEAMS FOR BUILDING
UP TO THE SLAB, THE VERTICAL DIMENSIONS OF THE BLOCKS SHALL BE ADJUSTED
BETWEEN BEARINGS TO COMPENSATE FOR DEAD LOAD DEFLECTIONS, VERTICAL CURVE
ORDINATE. AND ACTUAL BEAM CAMBER. WHERE BOTTOM OF SLAB IS IN LINE WITH
BOTTOM OF TOP FLANGES, DEPTH OF SLAB BETWEEN BEARINGS SHALL BE ADJUSTED
TO COMPENSATE FOR DEAD LOAD DEFLECTION.VERTICAL CURVE ORDINATE.AND
ACTUAL BEAM CAMBER.
IN SETTING FALSEWORK AND FORMS FOR REINFORCED CONCRETE SPANS,AN
ALLOWANCE SHALL BE MADE FOR DEAD LOAD DEFLECTIONS, SETTLEMENT OF FALSEWORK,
AND PERMANENT CAMBER WHICH SHALL BE PROVIDED FOR IN ADDITION TO THE
ELEVATIONS SHOWN. AFTER REMOVAL OF THE FALSEWORK. THE FINISHED STRUCTURES
SHALL CONFORM TO THE PROFILE AND ELEVATIONS SHOWN ON THE PLANS AND
CONSTRUCTION ELEVATIONS FURNISHED BY THE ENGINEER.
DETAILED DRAWINGS FOR FALSEWORK OR FORMS FOR BRIDGE SUPERSTRUCTURE
AND ANY STRUCTURE OR PARTS OF A STRUCTURE AS NOTED ON THE PLANS SHALL
BE SUBMITTED TO THE ENGINEER FOR APPROVAL BEFORE CONSTRUCTION OF THE
FALSEWORK OR FORMS IS STARTED.
REINFORCING STEEL:
ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO
PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED
IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE TO CENTERS OF BARS OR ARE OUT
TO OUT AS INDICATED ON PLANS.
WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL WHERE
INDICATED ON THE PLANS. WHEN BAR SUPPORT PIECES ARE PLACED IN CONTINUOUS
LINES. THEY SHALL BE SO PLACED THAT THE ENDS OF THE SUPPORTING WIRES SHALL
BE LAPPED TO LOCK LEGS ON ADJOINING PIECES.
STRUCTURAL STEEL:
AT THE CONTRACTOR'S OPTION. HE MAY SUBSTITUTE T/8"OJ SHEAR STUDS FOR THE
3/4"0 STUDS SPECIFIED ON THE PLANS. THIS SUBSTITUTION SHALL BE MADE AT
THE RATE OF 3 - T/e"OJ STUDS FOR 4 - Y4"0 STUDS, AND STUD SPACING CHANGES
SHALL BE MADE AS NECESSARY TO PROVIDE THE SAME EQUIVALENT NUMBER OF 3/8"0 STUDS
ALONG THE BEAM AS SHOWN FOR -/4"O STUDS BASED ON THE RATIO OF 3 - T/8"PJ
STUDS FOR 4 - 3/4"¢)STUDS. STUDS OF THE LENGTH SPECIFIED ON THE PLANS MUST
BE PROVIDED. THE MAXIMUM SPACING SHALL BE 2'-0".
EXCEPT AT THE INTERIOR SUPPORTS OF CONTINUOUS BEAMS WHERE THE COVER
PLATE IS IN CONTACT WITH BEARING PLATE, THE CONTRACTOR MAY, AT HIS OPTION,
SUBSTITUTE FOR THE COVER PLATES DESIGNATED ON THE PLANS COVER PLATES OF THE
EQUIVALENT AREA PROVIDED THESE PLATES ARE AT LEAST 5/6"IN THICKNESS AND
DO NOT EXCEED A WIDTH EQUAL TO THE FLANGE WIDTH LESS 2"OR A THICKNESS
EQUAL TO 2 TIMES THE FLANGE THICKNESS. THE SIZE OF FILLET WELDS SHALL CONFORM
TO THE REQUIREMENTS OF THE CURRENT ANSI/AASHTO/AWS "BRIDGE WELDING CODE".
ELECTROSLAG WELDING WILL NOT BE PERMITTED.
WITH THE SOLE EXCEPTION OF EDGES AT SURFACES WHICH BEAR ON OTHER
SURFACES,ALL SHARP EDGES AND ENDS OF SHAPES AND PLATES SHALL BE SLIGHTLY
ROUNDED BY SUITABLE MEANS TO A RADIUS OF APPROXIMATELY ''/16INCH OR
EQUIVALENT FLAT SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING,GALVANIZING,
OR METALLIZING.
HANDRAILS AND POSTS:
METAL STANDARDS AND FACES OF THE CONCRETE END POSTS FOR THE METAL
RAIL SHALL BE SET NORMAL TO THE GRADE OF THE CURB, UNLESS OTHERWISE SHOWN
ON PLANS. THE METAL RAIL AND TOPS OF CONCRETE POSTS USED WITH THE ALUMINUM
RAIL SHALL BE BUILT PARALLEL TO THE GRADE OF THE CURB.
METAL HANDRAILS SHALL BE IN ACCORDANCE WITH THE PLANS. RAILS SHALL BE
AS MANUFACTURED FOR BRIDGE RAILING. CASTINGS SHALL BE OF A UNIFORM APPEARANCE.
FINS AND OTHER DEFORMATIONS RESULTING FROM CASTING OR OTHERWISE SHALL BE
REMOVED IN A MANNER SO THAT A UNIFORM COLORING OF THE COMPLETED CASTING SHALL
BE OBTAINED. CASTINGS WITH DISCOLORATIONS OR OF NON -UNIFORM COLORING WILL
NOT BE ACCEPTED.CERTIFIED MILL REPORTS ARE REQUIRED FOR METAL RAILS AND POSTS.
SPECIAL NOTES:
GENERALLY, IN CASE OF DISCREPANCY, THIS STANDARD SHEET OF NOTES SHALL
GOVERN OVER THE SPECIFICATIONS, BUT THE REMAINDER OF THE PLANS SHALL GOVERN
OVER NOTES HEREON, AND SPECIAL PROVISIONS SHALL GOVERN OVER ALL. SEE
SPECIFICATIONS ARTICLE 105-4.
ENGLISH
HLV. b-lb-95 ELM (4) HGW REV. 5-1-03 RWW W) JTE REV. 10-1-11 MAA (4) GM
REV. 8-16-99 RWW 0 LES REV. 5-1-06 TLA (4) GM REV. 12-IT MAA (A THC
JANUARY,1990
STD. NO. SN