state sheet total project of s.d. section e: structure...
TRANSCRIPT
INDEX OF SHEETS -
Section E: Structure Plans
Sheet E1 Layout Map and Index
Sheet E2
Sheet E3 to E20
Estimate of Structure Quantities
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
137’ - 0’’ Continuous Concrete Bridge
P 0040(22)65
BEGIN P 0040(22)65Station 11+50.00 END P 0040(22)65
Station 41+58.00
Battle
Creek
T 4 S
T 4 S
T 3 S
R 1
0 E
CU
ST
ER C
OU
NT
Y
TO H
ER
MO
SA
OG
LA
LA L
AK
OT
A C
OU
NT
Y
28
33
4
9
16
21
28
33
43
158 AVE
22151033
427
26
35
2 11
14
26
2
159 AVE
1
160 AVE
13
157 AVE
1213
625
259 S
T
159 AVE
CHEYENNE
RIV
ER
24
25
23
40
27 SHIRT
RED
T 3 S
N
Str. No. 17-577-099
137’ - 0’’ Continuous Concrete Bridge
Sta. 25 + 50.65 to 26 + 87.65
E1 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
1 18
HL-93
PCN 03TV
S. D. DEPT. OF TRANSPORTATION
OF
FOR
CUSTER COUNTY
PW BS MG
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA01CUST03TV
GENERAL DRAWING
32’ - 0’’ ROADWAY
OVER BATTLE CREEK
STA. 25 + 50.65 TO 26 + 87.65
STR. NO. 17-577-099
0° SKEW
SEC. 3-T4S-R10E
P 0040(22)65
MAY 2016-X020-
N
The elevations shown in these plans are based on the National Geodetic
Survey (NGS) North American Vertical Datum of 1988 (NAVD88).
PLANS BY :
OFFICE OF BRIDGE DESIGN, SOUTH DAKOTA DEPARTMENT OF TRANSPORTATION
Q
dQ
dA
dV
100Q
HYDRAULIC DATA
Vmax
QF
OT
3569 cfs
7.6 fps
3569 cfs
13.7 fps
13900 cfs
657 sq. ft.
9443 cfs
project based on 25 year frequency.
QF = Designated peak discharge for the basin approaching proposed
Q100
= Computed discharge for the basin approaching proposed project
QOT
Qd
= Design discharge for the proposed bridge based on 25 year
frequency. El. 2813.4.
Vmax = Maximum computed outlet velocity for the proposed bridge,
= Overtopping discharge and frequency 190 year recurrence
interval. El. 2820.4. Location Sta. 31 + 43.
based on 100 year frequency. El. 2818.1.
based on 100 year frequency.CURB AND CENTERLINE ELEVATION
Elevations with a are Top of Finished Slab at Centerline Roadway.
37’ - 6’’
137’ - 0’’
30’ - 0’’ 30’ - 0’’37’ - 6’’
Pier No. 3 Abut. No. 5Pier No. 2Abut. No. 1 Pier No. 4
7’ - 6’’ 7’ - 6’’ 7’ - 6’’ 7’ - 6’’
El. 2
822.1
56
Elevations with a are Top of Finished Slab at Curbs.
El. 2
821.8
36
El. 2
822.1
40
El. 2
821.8
20
El. 2
822.1
19
El. 2
821.7
99
El. 2
822.0
92
El. 2
821.7
72
El. 2
822.0
66
El. 2
821.7
46
El. 2
822.0
43
El. 2
821.7
23
El. 2
822.0
20
El. 2
821.7
00
El. 2
821.9
87
El. 2
821.6
67
El. 2
821.9
53
El. 2
821.6
33
El. 2
821.9
31
El. 2
821.6
11
El. 2
821.9
07
El. 2
821.5
87
El. 2
821.8
75
El. 2
821.5
55
El. 2
821.8
41
El. 2
821.5
21
El. 2
821.8
22
El. 2
821.5
02
El. 2
821.8
04
El. 2
821.4
84
El. 2
821.7
80
El. 2
821.4
60
El. 2
821.7
51
El. 2
821.4
31
1’ - 0’’1’ - 0’’
LC LC LC LC LC
Camber for Dead Load plus Plastic Flow, shown on SUPERSTRUCTURE DETAILS sheet of the Bridge Plans, have been included in the Elevatons shown above.
INDEX OF BRIDGE SHEETS -
-X020-
Sheet No. 1 - General Drawing
Sheet No. 2 - Estimate of Structure Quantities & Notes
Sheet No. 3 - Notes (Continued)
Sheet No. 4 - Notes (Continued)
Sheet No. 7 - Bent Details
Sheet No. 8 - Superstructure Details
Sheet No. 12 - Details of Approach Slab Adjacent to Bridge
Sheet No. 13 - Approach Slab Joint Details
Sheet No. 14 - Riprap Details
Sheet No. 16 - Details of Standard Plate No.’s 430.50 and 460.02
Sheet No. 17 - Details of Standard Plate No.’s 460.05 and 510.40
Sheet No. 18 - Details of Standard Plate No.’s 620.18 and 630.92
Sheet No. 10 - Details of Bridge End Backfill (A)
Sheet No. 11 - Details of Bridge End Backfill (B)
Sheet No. 6 - Abutment Details
Sheet No. 9 - End Block & Barrier Curb Details
FL
OW
Battle Cre
ek
LC
Abut. No. 1
LC
Abut. No. 5
LC
Bent No. 2
LC
Bent No. 3
LC
Bent No. 4
1’ - 0’’ 1’ - 0’’30’ - 0’’ 37’ - 6’’ 37’ - 6’’ 30’ - 0’’
137’ - 0’’
Road
way & Bridge
LC
1’ - 4’’
1’ - 4’’
16’ - 0’’
16’ - 0’’
32’ - 0’’
Road
way
34’ - 8’’
Overall
’’ (T
yp.)
21
33’ - 10
Appro
ach Sla
b
Begin Bridge
Sta. 25 + 50.65
CL
Sta. 25 + 51.65
CL
Sta. 25 + 81.65
CL
Sta. 26 + 19.15
CL
Sta. 26 + 56.65
CL
Sta. 26 + 86.65
CL
Sta. 26 + 87.65
End Bridge
LC
Type B Drainaige Fabric (Typ.)
Controlled Density Fill (Typ.)
20’ - 0’’ (Typ.)
Sleeper Slab (Typ.)
Approach Slab (Typ.)
-1- -5-
-2- -3- -4-
Type B Drainaige Fabric (Typ.)
Berm Elev. 2817.34
Class C Riprap (Typ.)
Class F Riprap (Typ.)
Existing Groundline
2
1(Typ.) D.H.W. Elev. 2813.4 (25 Year)
H.W. Elev. 2818.1 (100 Year)
Controlled Density Fill (Typ.)
Berm Elev. 2816.93
Elev. 2772.56 Elev. 2772.44 Elev. 2772.33
P. T.
Sta. 25 + 00.00
P. I.
Sta. 25 + 50.65
Begin Bridge
26 + 87.65
End Bridge
P. I.
Sta. 34 + 94.00
P. C.
Sta. 30 + 94.00
Sta. 21 + 00.00
g = -0.2999%
18’’
Surfacin
g
Lat C Roadway
Top of Finished GradeElev. = 2823.51 (Finished)
Elev. = 2819.33 (Finished)
P. I. Sta. 21 + 00.00
V. C. = 800’
V. C. = 800’
P. I. Sta. 34 + 94.00
GRADELINE DATA
P 0040(22)65
Class C Riprap (Typ.) Class F Riprap (Typ.)
Sheet No. 5 - Subsurface Investigation, Piling, and Drilled Shaft Layout
Existing Bridge
42’ - 3’’ Deck Drain Spacing (Typ.)48 - 9’’ 44 - 0’’
PLAN
ELEVATION
Sheet No. 15 - As - Built Elevation Survey
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
’’219’ - 4 ’’2
19’ - 4 ’’219’ - 4 ’’2
19’ - 4 ’’219’ - 4 ’’2
19’ - 4 ’’219’ - 4 ’’2
19’ - 4 7’ - 6’’ 7’ - 6’’ 7’ - 6’’ 7’ - 6’’
CT. S. at L El. = Top of Slab at Centerline Elevation
NOTE:
T. S. at C. El. = Top of Slab at Curb Elevation
Excavation
Unclassifie
dExcavation
Structure
Elev. 2816.34 Elev. 2815.93
T. S. at C. El. 2821.84 T. S. at C. El. 2821.84
T. S. at C. El. 2821.84 T. S. at C. El. 2821.84 T. S. at C. El. 2821.75 T. S. at C. El. 2821.63
T. S. at C. El. 2821.52
T. S. at C. El. 2821.43 T. S. at C. El. 2821.43
T. S. at C. El. 2821.43T. S. at C. El. 2821.43
T. S. at C. El. 2821.52
T. S. at C. El. 2821.63T. S. at C. El. 2821.75
riprap to be buried.
intercepts. This may require a portion of the
existing conditions between the riprap
Restore the channel and channel banks to
T.S. at El. 2822.16
T.S. at El. 2822.16 T.S. at El. 2822.07 T.S. at El. 2821.84
T.S. at El. 2821.95
T.S. at El. 2821.75 T.S. at El. 2821.75
E3 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
2 18OF
BS PW
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA02CUST03TV
FOR
STR. NO. 17-577-099
ESTIMATE OF STRUCTURE QUANTITIES AND NOTES
PW
MAY 2016
P 0040(22)65
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
E4 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
3 18OF
BS PW
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA03CUST03TV
FOR
STR. NO. 17-577-099
PW
NOTES (CONTINUED)
MAY 2016
P 0040(22)65
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
E5 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
4 18OF
BS PW
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA04CUST03TV
FOR
STR. NO. 17-577-099
PW
NOTES (CONTINUED)
MAY 2016
P 0040(22)65
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
E6 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
2800
24+00 25+00 26+00 27+00 28+00
2800
2810 2810
2790
2780
2770
2760
2750
2740
2730
2720
2790
2780
2770
2760
2750
2740
2730
2720
B1B3B4
B5
B5
B6
B6 B7
B8
B9
B2
11
42
77
26
60
60
81
30
68
67
72
68
69
2
58
59
43
92
50/6"
55/6"
85/10"
86/10"
2820 2820
050100150200250
Blows per Foot
3003500 50 100 150 200 250 300
Blows per Foot
350
Sample Zone 48 Blows Per Foot
is achieved, which is 50 blows within one 6 inch set.
"N" values. Blows over inches are listed if refusal
Penetration Test results are listed as uncorrected
(Pierre Shale)
Gray Silt-Clay
Gravel and Cobbles
with Sand
Brown Silt-Clay
with Sand
Brown Silt-Clay
Average In-Place Piling Lengths
Timber in Abutments
Steel 10x42 in Bents
5 18
HL-93
S. D. DEPT. OF TRANSPORTATION
OF
FOR
CUSTER COUNTY
PW BS
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA05CUST03TV
32’ - 0’’ ROADWAY
OVER BATTLE CREEK
STA. 25 + 50.65 TO 26 + 87.65
STR. NO. 17-577-099
0° SKEW
SEC. 3-T4S-R10E
P 0040(22)65
MAY 2016
24+00 25+00 26+00 27+00 28+00
B1
B2
B3
B4
B7B8
B9
N
P 0040(22)65
Road
way & Bridge
LC
FL
OW
Battle Cre
ek
LC
Abut. No. 1
LC
Bent No. 2
LC
Bent No. 3
LC
Bent No. 4
LC
Abut. No. 5
PILING AND DRILLED SHAFT LAYOUT
16’ - 0’’
16’ - 0’’
4 S
paces @
8’ - 0’’
= 3
2’ - 0’’
32’ - 0’’ (T
yp.)
(Typ.)
20’ - 0’’
10’ - 0’’
3’ - 0’’ Ø Drilled Shaft (Typ.)
HP 10 x 42 Steel Pile (Typ.)
AND DRILLED SHAFT LAYOUT
SUBSURFACE INVESTIGATION, PILING,
Sta. 25 + 51.65
Sta. 25 + 81.65
Sta. 26 + 19.15
Sta. 26 + 56.65
Sta. 26 + 86.65
HK/MG
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
B1
B2
B3
B4
B5
LEGEND
Drive Test
Water
CavedZoneSample
Test
Penetration
available for review at the Central Office in Pierre.
additional results of laboratory test, if any, are
all of the boring logs for this project. These logs and
The Geotechnical Engineering Activity has on file
the soil.
and to measure the resistance to penetration of
inches to obtain 2 inch nominal diameter samples
conducted by dropping a 140 pound hammer 30
diameter hollow stem auger. Penetration tests are
inch85Penetration test holes are drilled with a 6
(DRY) 2764.2
Auger Test
B6
2801.4
2802.1
2801.7
2804.7
(DRY) 2802.0
as of OCTOBER 2015
MEASURED SKIN FRICTION
B2
B4
ELEV. PSF
2791.0 2651
2789.4 2235
is considered to be "Soft Rock".
one half inch thick. Nonweathered Pierre Shale
may be encountered but are normally less than
claystone or siltstone seams. Bentonite zones
may be present that are cemented resulting in
may be considered hard and dense. Thin zones
thin but occasionally are massive. These zones
may contain concretion zones that are normally
Color varies from buff gray to black. The formation
classification that varies from silt-clay to clay-silt.
Pierre Shale is a marine shale with a textural
penetration of the soil.
inch drill stem to measure the resistance to 872
dropping a 490 pound hammer 30 inches to drive a
continuous flight auger. Drive tests are conducted by
inch diameter 21All auger test holes are drilled with a 2
GROUNDWATER ELEVATIONS
B7
B8
B9
2803.9
2802.6
2802.7
E7 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
B
B
S1- Front Face
S0 - Back Face
L1 4 3’ - 6’’
Str. 9 1 S0
S1
S2
S3
T1
T2
T3
T4
T5
U1
U2
U3
U4
2
2
2
4
4
4
2
14
4
5
4
2
1 9
9
9
5
5
5
5
5
6
4
4
6
4
4
4
4
2’ - 10’’
4’ - 3’’
Str.
Str.
19B
Str.
Str.
Str.
Str.
18
S12A
T1
T1
T1
T1
17A
17T1
Type 19B
1
2
S3
3’ - 3’’
Type T1
4’ - 3’’
’’ 21 7
U5
U6
U7
U8
Horizontal Leg
Type 17
U4
U2
’’211’ - 7
10’’
U1
Type 18
’’211’ - 7
1’ - 7’’
4
3
Type S12A
’’ 4
1
7
U3
1’ - 1’’
1’ - 9’’ L1
Type 17ANOTES:
All dimensions are out to out of bars.
Bars to be Epoxy Coated.
Bend in field as necessary to fit.
Reinforcing Steel
Epoxy Coated Reinforcing Steel
Preboring Pile
Structure Excavation, Bridge
HP 10 x 42 Steel Test Pile, Furnish & Drive
Lb.
Lb.
Ft.
Ft.
Ft.
Cu. Yd.
Cu. Yd.
Mk. No. Size Length Type Bending Details
HP 10 x 42 Steel Bearing Pile, Furnish & Drive
ITEM UNITQUANTITY
Abutment No. 1 Abutment No. 5
ESTIMATED QUANTITIES
REINFORCING SCHEDULE
5’ - 5’’
4’ - 0’’
9’ - 6’’
6’ - 2’’
10’ - 2’’
13’ - 4’’
12’ - 4’’
11’ - 6’’
10’ - 6’’
34’ - 3’’
1’ - 7’’
2’ - 3’’
4’ - 3’’
5’ - 8’’
5’ - 2’’
4’ - 9’’
2
1 @ 45’ = 45’ 1 @ 45’ = 45’
4 @ 40’ = 160’4 @ 40’ = 160’
5 @ 10’ = 50’5 @ 10’ = 50’
11.7
1010
986
8.2
11.7
1010
986
8.2
2’ - 8’’
U5
U6
U7
U8
17Type 2
Class A45 Concrete, Bridge
Rdwy & Abutment
LC
Sym. Abt.
LC
Abut.12’’
12’’2’ - 0’’
16’ - 0’’16’ - 0’’
1’ - 4’’ 1’ - 4’’1’ - 2’’1’ - 2’’3’ - 0’’ 3’ - 0’’
43’ - 0’’ Overall
Front Face
Back Face Begin Bridge Sta. 25 + 50.65
End Bridge Sta. 26 + 87.65
U3 1 - S2, 5 - T1, & 1 - S1
U1, U2, & L14 - T2, 1 - S0, & 1 - T4
U2 & U4
U5 U6 U7
U8
S2T4
PLAN(Abut. No. 1 Shown, Abut. No. 5 Similar Opposite Hand)
’’16
73’ - 8
’’16
92’ - 3
1’ - 6’’
4’ - 6’’
6’ - 0’’
Rdwy & Abutment
LC
Sym. Abt.
A
A
’’16
94’ - 0
’’16
13
5’ - 9
(Typ.)
2’ - 0’’
Abut. No. 1 El. 2816.34
Abut. No. 5 El. 2815.93
3’’6’’
8’ - 0’’ 8’ - 0’’ 8’ - 0’’ 8’ - 0’’ 5’ - 6’’5’ - 6’’ HP 10 x 42
Steel Pile Spacing
8’’12’’ 12’’ 3 Spcs. @
11 = 2’ - 9’’
4’’
2 - S2
T4
U2
U1
U3
L1
T2 - Back Face
T1 - Front Face
2 - S3
2 - T5
2 - T3
T2 - Back Face
T3 - Front Face
S0 - Back Face
T3 - Front Face
U8
U7
U6
U5
Crown Slope 0.02 ft./ft.(Typ.) Roughen Concrete
Construction Joint
Level
ELEVATION
U1, U2, U3, & L1 ~ 15 Spaces @ 12’’ = 15’ - 0’’
INC
RE
ASIN
G S
TA
TIO
NS
Abut. N
o. 1
INC
RE
ASIN
G S
TA
TIO
NS
Abut. N
o. 5
C
C
T4 - Back Face
T1 - Front Face
U4
6’’
9’’
6’’
1’’
Cl.
’’ Cl.
81
4
(U1 b
ar)
Cl.
3’’
3’’ 9’’
4 E
qual Spaces
T4
Roughen Concrete
Construction Joint
T1
2’ - 0’’
T2
U2S1
Back Face
S2
Z1
U1
L1
Mechanical Splice
S0
Front Face
U3
NOTE:
Quantity for Z1 bars and Mechanical Splices are
listed on the SUPERSTRUCTURE DETAILS Sheet.
LC
Abut.
SEC. A - A
12’’
S2 T5
T4
T3
T1
Roughen Concrete
Construction Joint
U3
U4
T3
T2
S0S1
U2
Back FaceFront Face
12’’
LC
Abut.
SEC. B - B
HP 10 x 42 Steel Pile (Typ.)
HP 10 x 42 Steel PileHP 10 x 42 Steel Pile
12’’
LC
Abut.
S3
T2
S0
Back Face
T3
T5
Front Face
SEC. C - C
U5
HP 10 x 42 Steel Pile
6 18
HL-93
S. D. DEPT. OF TRANSPORTATION
OF
FOR
CUSTER COUNTY
PW BS MG
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA06CUST03TV
32’ - 0’’ ROADWAY
OVER BATTLE CREEK
STA. 25 + 50.65 TO 26 + 87.65
STR. NO. 17-577-099
0° SKEW
SEC. 3-T4S-R10E
P 0040(22)65
MAY 2016
ABUTMENT DETAILS
P 0040(22)65
32
42’ - 8’’
34’ - 4’’
34’ - 4’’
37’ - 5’’
42’ - 8’’
34’ - 4’’
(For One Abutment)
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
32’ - 0’’ Roadway
T3
32
38
38
’’4
11’ - 9
E8 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
Bent No. 2 Elev. 2806.12
Bent No. 3 Elev. 2802.43
Bent No. 4 Elev. 2805.76
7 18
HL-93
S. D. DEPT. OF TRANSPORTATION
OF
FOR
CUSTER COUNTY
PW BS MG
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA07CUST03TV
32’ - 0’’ ROADWAY
OVER BATTLE CREEK
STA. 25 + 50.65 TO 26 + 87.65
STR. NO. 17-577-099
0° SKEW
SEC. 3-T4S-R10E
P 0040(22)65
MAY 2016
BENT DETAILS
P 0040(22)65
9 1
Str. 9 F1
F2 9 Str.
19B 4 F3
F4 2 4 Str.
Str. 6 4 F5
G1
4
G3 4
4 G4
REINFORCING SCHEDULE
Mk. No. Size Length Type Bending Details
F3
12
Type 1
Type S3
H1Type T1
Exact
Exact
Type 19B
Type 1A
Spiral
2’- 6’’
All dimensions are out to out of bars.
Bars to be Epoxy Coated.
extra turns at each end.21Spirals - Use 6’’ pitch and 1
turns for lap at splice as required, or weld21Use 1
as approved by the Office of Bridge Design. Use 3
vertical spacer bars per column. Spirals may be smooth
bars. Bar length shown does not include Splices.
8
2
6
16
(For One Bent)
4
4
46
H1
J1
40 10
4
8
2
G2
Spiral
1A
36’ - 10’’A4
J1
23’ - 0’’
33’ - 8’’
A434’ - 4’’
3’ - 4’’
G1
G2
G3
G4
G3 & G4
S3
S3
T1
T1
K1
K2
34
34
Str.
Str.
5
5
20’ - 0’’
18’ - 7’’
56’ - 8’’
739’ - 1’’
channels, for approval.
details to the Office of Bridge Design, thru the proper
the location of the lap splice and submit reinforcing
degree Std. Hook. The Contractor shall determine
required including one 6’ - 6’’ lap splice and one 180
The length shown for the H1 Bars is the total length
55’ - 3’’
Reinforcing Steel
ITEM UNIT
Lb.
QUANTITY
ESTIMATED QUANTITIES
Class A45 Concrete, Drilled Shaft
Cu. Yd.
38’’ Permanent Casing Ft.
Bent No. 2 Bent No. 3
Class A45 Concrete, Bridge Cu. Yd.
Bent No. 4
24.1
18.1
1619
25.7
16.5
1619
24.2
18.0
1619
18.0
26
Drilled Shaft Excavation
22 20
Epoxy Reinforcing Steel
Cu. Yd. 38.2 8.3 37.2Structure Excavation, Bridge
Cu. Yd.
Lb.
16.318.3
’’ lbs. per lin. ft. regardless of type furnished.43computed at
3’ - 0’’ Ø Equals 0.262 Cu.Yd./Ft. and 3’ - 2’’ Ø Equals 0.292 Cu.Yd./Ft.
LC
Bent
1’ - 8’’
1’ - 8’’
3’ - 4’’
17’ - 0’’ 17’ - 0’’
34’ - 0’’
TOP STEEL BOTTOM STEEL
17’ - 0’’
8’ - 6’’
33’ - 8’’
12’ - 7’’
1652
2’ - 11’’
G1 & G2
’’2
12’ - 11
’’2
12’ - 0
G3
G3
G2
G4
G4 G1A4 G2
G4
G4
G3
G3
F2 F3
12’’
12’’
Class A
45 C
oncrete Drill S
haft
6’’
K2 ~ 8 Spaces @ 12’’ = 8’ - 0’’
Bottom of Casing (Typ.)
Bent No. 3 Elev. 2793.00
Bent No. 2 Elev. 2794.00
Bent No. 4 Elev. 2797.00
Bent No. 3 Elev. 2772.34
Bent No. 2 Elev. 2772.46
Bent No. 4 Elev. 2772.23
17’ - 0’’
10’ - 0’’
8’ - 6’’
3’ - 2’’
K1 ~ 1
6 S
paces @ 1
2’’
= 1
6’ - 0’’
6’’
6’’
17’ - 0’’
Bent No. 3 Elev. 2804.00
Bent No. 2 Elev. 2807.12
Bent No. 4 Elev. 2806.76
(Top of Casing for Payment)
ELEVATION
Bent No. 2 Elev. 2818.46
Bent No. 3 Elev. 2818.34
Bent No. 4 Elev. 2818.23
LC
Column
Constr. Joint (Typ.)
Roughen Concrete
3’’
6’’ (Min.)
2’ - 9’’
Projection
’’2
11’ - 8
Proj.
4’’ 5’ - 2’’ 1’ - 10’’
4’’ 3’ - 0’’
LC
Column
’’16
12’ - 1
3’’ C
C
Rdwy & Bent
LC
Sym. Abt.
16’ - 0’’ 16’ - 0’’
32’ - 0’’ Roadway1’ - 4’’ 1’ - 4’’
34’ - 8’’ Overall
A
A
B
B
2 - F1 & 6 - F2
2 - F4
G1
G1
4 - F5
8 - A4
D D
G1 Bars 6 Spaces @
12’’ = 6’ - 0’’
6’’ = 2’ - 6’’
K1
K2
F F
2’’4’’
@ 12’’ = 5’ - 0’’
G bars ~ 5 Spaces
G3
G4G2
G2
4 - F3
J1
H1
3’’
Cl.
until Superstructure shoring is removed.
F2 bars are to be placed symmetrically between
columns.
NOTE:Substructure shoring shall remain in place
Constr. Jt. (Typ.)
Level
Bottom of Drilled Shaft (Typ.)
SEC. A - A
5 Spaces @
LCNormal to Roadway
Crown Slope 0.02 ft. / ft.
SEC. B - B
SEC. C - C
SEC. D - DSEC. F - F
To G b
ars
’’ Cl.
41
3
7 Equal Spaces
7 Equal Spaces
F1
F2 F2
F1
A4
(Typ.)
2’’
Cl.
3’’
Varies
F4
F5
G1G1
F4
F5
K1K1
K2K2
7 Equal Spaces
A4
3’ - 4’’
To G b
ars
’’ Cl.
41
3
(Typ.)
2’’
Cl.
3’’
Varies
3 Equal Spaces
3’ - 4’’
F3F3
F4F4
F5F5
G2
G2
Roughen Concrete
Constr. Joint
Roughen Concrete
Constr. Joint
K2
K2
2’’
Cl.
2’’
Cl.
K1
K1
H1
LC
Bent
3’ - 0’’
3’’ Cl.
J1
NOTE -
The A4 bars may be difficult to place aftercolumns and cap have been poured. The
bar hooks will need to be tilted to fit in the
space provided.
H1
38’’
Casin
g
4’’ Cl.
J1
(3 Req’d)
CSL access tubes(3 Req’d)
CSL access tubes
Includes Spacer Bars: 70 lbs. per Bent. Each spacer bar is
12975 12975 12975
Top of Casing (Typ.)
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
10’ - 5’’
’’4
115
1’ - 10’’
3’ - 0’’
3’ - 0’’
7’ - 10’’
9’ - 10’’
Drilled S
haft E
xcavation a
nd/or Structure E
xcavation
’’4
115
’’4
115
Sla
b
1 - F1, 1 - F4, & 1 - F5
1 - F1, 1 - F4, & 1 - F5
1 - F3 & 1 - F5
G1
Rdwy & Bent
LC
Sym. Abt.G2 G2
E E
38’’
Casin
g
LC
Bent
(3 Req’d)
CSL access tubes
4’’ Cl.
H1
2’’
Cl.
K1
K2
2’’
Cl.
K2
K1
12’’
12’’
SEC. E - E
webwall installation.
A portion of the casing will be removed for
46’ - 0’’ (O
verall H
eig
ht) Groundline (Typ.)
5
E9 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
Camber is calculated for dead load deflection plus plastic flow and shall be
added to the proposed grade elevations at the respective stations to establish
the elevations of the top of the finished roadway slab.
CAMBER DIAGRAM
12’’
DETAIL ’’X’’
B bars
B barC1
A1
B bars
A3
2’’ Cl. Cover
NOTE: All barrier curb details shown
on END BLOCK & BARRIER CURB
DETAILS sheet.
3’’
6’’ (Perpendicular to Abut.)CL
9’’
3’’ 3’’
Z1
DETAIL ’’D’’
Mechanical Rebar Splice
TO BRIDGE sheet for location of Z1 bars.
See DETAILS OF APPROACH SLAB ADJACENT
6’’ Cl. C
over
0.0
00’
LC
Bent No. 2 or 4
0.0
00’
LC
Abut. No. 1 or 5
0.0
00’
Bridge & Bent No. 3
LC
Sym. Abt.
1’’
1’’
2’’
DETAIL ’’E’’
Point of Span41
(End Span) (Interior Span)
LC
Bent
8 18
HL-93
S. D. DEPT. OF TRANSPORTATION
OF
FOR
CUSTER COUNTY
PW BS MG
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA08CUST03TV
32’ - 0’’ ROADWAY
OVER BATTLE CREEK
STA. 25 + 50.65 TO 26 + 87.65
STR. NO. 17-577-099
0° SKEW
SEC. 3-T4S-R10E
P 0040(22)65
MAY 2016
SUPERSTRUCTURE DETAILS
P 0040(22)65
Epoxy Coated Reinforcing Steel
Class A45 Concrete, Bridge Deck Cu. Yd.
Lb.
ESTIMATED QUANTITIES
ITEM UNIT QUANTITY
NOTES-
All dimensions are out to out of bars.
C2
12
B4
Type 1A
Type T1
C12
C13
Type 17
B20
Type 19B
12
C13
C12
B18
12
3
A3
All reinforcing steel shall be epoxy coated.
A1 Str.
A2 Str.
A3
B1 Str.
Str.
Str.
Str.
Str.
Str.
Str.
Str.
Str.
Str.
Str.
Str.
5 Str.12
Str.
4 8’ - 6’’ 19B8
8 4’ - 3’’12
5 2’ - 4’’ Str.12
17A
Str.
T1AC1
S11
54
54
5
5
5
5
5
T1A
5 7’ - 1’’16
5 5’ - 4’’4
Str.
1A
B2
B3
B4
B5
B6
B7
B8
B9
B10
B11
B12
B13
B15
B16
B17
B18
B19
B20
B21
1A
19B
C2
C3
C4
C5
C6
C7
C8
C9
C10
C11
C12
C13
4
4
4
4
4
6’ - 8’’
6’ - 9’’
7’ - 0’’
T1
T1
T1
T1
T1
Z1
1’ - 1’’
Bend in field as necessary to fit.
’’217
’’217
B18
B17
C11
C6
C7
C8
C9
9’’
’’218
8’’
7’’
’’216
2’ - 4’’
3’ - 0’’
1’ - 0’’
2’ - 4’’
A4
Mk. No. Size Length Type Bending Details
5’ - 0’’
5’ - 0’’
5’ - 0’’
S11
S11
S11
C3 ’’214
5’’C4
6’’C5
17
17
Type 17A
Type S11
Type S11
1611
411
’’ R.853
REINFORCING SCHEDULE
5
5
12 4
12 6
6 4
20 5
36 5
34 9
34 9
32 8
32 8
64 9
64 9
20 5
64 9
51 9
48 9
96 10
74 4
4
5
16 6
86 7
4 5
6’’
9’’
C1
Type T1A
1’ - 0"
6"
7’’
9’’
C10
Type T1A
1’ - 0"
3"
B17
2’ - 0’’
’’2
12’ - 4
Deck Drain (Slab Bridge) Each 4
86
6’ - 11’’
15’ - 0’’
(See Bent Details)
’’2
12’ - 4
232 34’ - 4’’
158 34’ - 4’’
8’ - 2’’
44’ - 3’’
12’ - 6’’
16’ - 9’’
14’ - 9’’
30’ - 9’’
30’ - 3’’
37’ - 6’’
8’ - 9’’
15’ - 9’’
23’ - 6’’
22’ - 9’’
39’ - 8’’
37’ - 6’’
45’ - 4’’
4’ - 0’’
46’ - 2’’
256 6’ - 4’’
228 5’ - 1’’
5’ - 11’’
6’ - 4’’
symmetrically about center
of interior spans.
Note: Place B9 and B11 bars
See Detail ’’E’’ B
B
C
C
A
A
End of B4,
S2
See Abut. Details
See DETAIL ’’D’’
3’ - 0’’ 7’ - 6’’ Transition
9’’
(Top)
12’’
1’- 6’’
B4
B8B10
B3 B2
B6B7
B11 B9
B1
B3
B2
Emergency Constr. Jt.LC
Bent No. 2 or 4
LC
No. 1 or 5
Abut.
B6, B8, & B10
1’ - 6’’
Bridge & Bent No. 3
LC
Sym. Abt.
6’ - 3’’
’’218’ - 4
’’2122’ - 1
6’ - 3’’
’’218’ - 4
’’2122’ - 1
’’216 ’’2
16
1’ - 5’’1’ - 5’’
’’216 ’’2
16
1’ - 5’’
6’ - 9’’ Min. Lap
A3 @ 13’’ = 17’ - 4’’ (Top)
A2 @ 13’’ = 18’ - 5’’ (Top)
’’ = 27’ - 1’’ (Bottom)21A1 @ 6
= 4’ - 4’’ (Top)
’’21A2 @ 6
= 4’ - 4’’ (Top)
’’21A2 @ 6
30’ - 0’’ 37’ - 6’’
137’ - 0’’ Overall
’’ = 6’ - 6’’21A2 @ 6 A2 @ 13’’ = 21’ - 8’’ (Top) ’’ = 6’ - 6’’2
1A2 @ 6
(Top)
A3 @ 13’’ = 20’ - 7’’ (Top)
’’ = 34’ - 8’’ (Bottom)21A1 @ 6
5’ - 3’’ Min. Lap
HALF LONGITUDINAL SECTIONAL VIEW
Optional Construction Joint
12’’
6’’
Construction Joint
C1
C1
12’’
6’’
1’’ Cl. Cover
7’’7’’
12’’
6’’
C1
C1
12’’
6’’
6’’
12’’
C1
6’’
12’’
C1
B5
2’’
B5
3’’
10’’
B13
B13
B13
B13
A2
A3
A1
A3
A2A1
A3A3
A2A1
7’’7’’
2’’
’’ Cl. Cover212
Level across curb.
Rustication not Optional
Rustication not Optional
2’ - 8’’
SEC. A - A
SEC. B - B
SEC. C - C
See DETAIL ’’X’’
4 - B13
4 - B134 - B13
4 - B13
4 - B5 4 - B5
1’ - 7’’
(Typ.)
Crown Slope 0.02’ in 12’’ (Typ.)
32’ - 0’’ Roadway
16’ - 0’’ 16’ - 0’’
B4 @ 12’’ = 31’ - 0’’
B8 @ 24’’ = 30’ - 0’’
B6 @ 12’’ = 31’ - 0’’
B10 @ 24’’ = 32’ - 0’’
B9 @ 24’’ = 30’ - 0’’
B7 @ 12’’ = 31’ - 0’’
B11 @ 24’’ = 32’ - 0’’
B3 @ 24’’ = 32’ - 0’’
B1 @ 12’’ = 31’ - 0’’
B2 @ 24’’ = 30’ - 0’’
B7 @ 12’’ = 31’ - 0’’
7’ - 6’’ ’’219’ - 4
4’’
6’’
30’ - 0’’
7’ - 6’’ 7’ - 6’’ 7’ - 6’’ 7’ - 6’’ ’’219’ - 4 ’’2
19’ - 4 ’’219’ - 4 ’’2
19’ - 4
37’ - 6’’
68’ - 6’’
0.0
07’
0.0
08’
0.0
04’
0.0
06’
0.0
11’
0.0
06’
Concrete Penetrating Sealer Sq. Yd.
No. 7 Rebar Splice Each
68635
487
13’ - 5’’
7’ - 8’’
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
252.4
’’4
31’ - 1
’’4
31’ - 10
2’ - 10’’
’’4
31’ - 8 ’’
43
1’ - 1
’’ Slab4115
’’ Slab4115
’’ Slab4115
1’ - 8’’ 1’ - 8’’
B1
B1 @ 12’’ = 31’ - 0’’
1’ - 8’’
E10 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
ELEVATION
PLAN
VIEW A- A VIEW B - B SEC. C - CSEC. D - D SEC. E - E SEC. F - F SEC. G - G
RECESS DETAIL
ISOMETRIC
VIEWPART PLAN
’’215
4’’
Place as shown in SUPERSTRUCTURE DETAILS.
Sides may be beveled slightlyto facilitate form removal.
’’214
B15
8 1
2’’
’’ 2
17
’’ 2
14
4’’
41
8’’
Begin or
End Bridge
L
’’217
2’ - 8’’
11’’
11’’
See Std. P No. 630. 92
4 3
8’’
3’’
Construction Joint,
Make level across Curb
Optional Constr. Joint
See RECESS DETAIL
’’ 8
34
3’’
8’’
1’ - 9’’
B21
B20
B5
B18
B19
B5
B5
C12
B21
B15
B5
C13
B18
B5 B21
B15
B18
C10
B16
B5
B21
C1
C6
B15
C11
B5 B5
1’ - 1’’
4’’
4’’
2’’
2’’
Cl.
B12
4’’
4’’
’’ Cl.21
1 1’’ Cl.
C2
2’’ Cl.
2’’ Cl.C1
B21
B17
B19 C13
C12
3-B15
C9 C8 C7 C6 C5 C4 C3
C2B21
B20
3-B18 C10
12’ - 0’’
B16 B5 2-B5 C1
7’’
2’’
7’’
1’ - 4’’
2-B20
2-B19
B19
C13
3’’
C11
2-B17
3-B12
C12 C10 B5 4-B5 B162- B21
C1
C2
B12B15
C3
C4C5B17C7C8C9
C6
C11B18
B20
6’’
C D E
F
G
NOTE:C D E
F
Min. Lap = 2’ - 6’’
3 Spaces @ 12’’ = 3’ - 0’’3 Spaces
@ 5’’ =
B
A
B
A
7 Spaces @ 12’’ = 7’ - 0’’
B16B16
B5
B5
’’211
’’ 2
11’ - 4
2’ - 8’’
1’ - 9’’
4’ - 6’’
1’ - 6’’ 3’ - 0’’
1’ - 4’’
1’ - 6’’
2’ - 4’’
3’ - 0’’
4’ - 6’’
1’ - 4’’
1’ - 0’’
12’’
Min. Lap = 3’ - 0’’
G
(C1 & C2 bars) 111 Spaces @ 12’’ = 111’ - 0’’
For listing of re-bars see SUPERSTRUCTURE DETAILS sheet.
1’ - 6’’ 3’ - 0’’ 7’ - 6’’
1’ - 3’’
Min. Lap = 1’ - 0’’
DRAIN AND BARRIER DETAILS
1’ - 4’’
7’’
2’’
1’ - 7’’
2’ - 8’’
10’’
’’2
1
’’21
1’’
1’’
2’’
1’’
1’ - 0’’
drain from 12’’ away on 3 sides.
See Deck Drain Detail
Construction Joint
Level across curb
Drip Groove
Continuous
Rustication
(not optional)
Optional
Constr. Jt.
3’’
1’’’’2
1
7’’
’’ to top of21Slope Slab
DECK DRAIN DETAIL
2’’
1’’
( See General Drawing for spacing of Deck Drains
and Notes Continued Sheet for deck drain notes. )
4’’ PVC Pipe
’’ PVC Pipe214
9 18
HL-93
S. D. DEPT. OF TRANSPORTATION
OF
FOR
CUSTER COUNTY
MG MG
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA09CUST03TV
32’ - 0’’ ROADWAY
OVER BATTLE CREEK
STA. 25 + 50.65 TO 26 + 87.65
STR. NO. 17-577-099
0° SKEW
SEC. 3-T4S-R10E
P 0040(22)65
MAY 2016
PW/BS
END BLOCK, BARRIER CURB, AND DECK DRAIN DETAILS
P 0040(22)65
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
’’4
315
’’4
115
E11 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
SPILL CONE DETAIL AT EMBANKMENT
Granular Bridge End Backfill
Type B Drainage Fabric
Porous Backfill
6 Mil Polyethylene Sheeting
Non-pervious Backfill Material.
Backfill to be compacted to the
satisfaction of the Engineer. 1’ - 6’’
Vertical Composite Drain
Abutment Backwall
SEC. E - E
Top of Berm
Granular Bridge End Backfill
1’ - 0’’1’ - 0’’
Type B Drainage Fabric
Porous Backfill
6 Mil Polyethylene Sheeting
Non-pervious Backfill Material.
Backfill to be compacted to the
satisfaction of the Engineer.
Vertical Composite Drain
Abutment Backwall
DETAIL ’’X’’
Bridge End Embankment
1’ - 0’’
1’ - 0’’
1’ - 0’’
Top of Berm
3’ - 0’’
1’ - 6’’
Granular Bridge End Backfill
Bridge End Embankment
Porous Backfill
4’’ Underdrain Pipe
Cu. Yd.
Cu. Yd.
Ft.
Ton
1.
2.
3.
4.
5.
6.
Items 5 and 6 are approximate quantities contained in the Granular Bridge
End Backfill and are for information only.
Shrinkage Factor of 1.25 Used.
Items 1 thru 4 are approximate quantities contained in the 4’’ Underdrain
Pipe and are for information only.
42
40
ft. 4’’ dia. Corrugated Polyethylene Drainage Tubing.
ft. 4’’ dia. Std. Black Steel Pipe with Rodent Screens.
sq. ft. Vertical Composite Drain
sq. ft. 6 mil Polyethylene Sheeting, not including laps.
sq. yd. Type B Drainage Fabric.
For estimating purposes only, a factor of 1.89 tons/cu. yd. was used to
convert cu. yds. to tons.
ESTIMATED QUANTITIES
ITEM UNIT QUANTITY
(For Two Abutments)
2
1
10’ - 0’’ 22’ - 0’’’’ (Begin Bridge)216’ - 10
’’ (End Bridge)835’ - 7
on Approach Slab
Top of Finished Roadway
Double Thickness of 6 Mil Polyethylene Sheeting
End Backfill
Granular Bridge
3’ - 0’’
Type B Drainage Fabric
9’’
6’’
End of Approach Slab
Sleeper Slab
See Detail ’’X’’
Porous Backfill
6 Mil Polyethylene Sheeting
Type B Drainage Fabric
Vertical Composite Drain
Controlled Density Fill
(at Roadway)LC
SEC. A - A
’’ per Foot Pipe Slope.81
LC12’’ at of Roadway, Bottom of Trench
8’’ - 12’’
12’’
12’’ 12’’2
(Typ.)1
Porous Backfill
End Embankment
Limits of Bridge
6’’
Bridge End Embankment
10 18
HL-93
S. D. DEPT. OF TRANSPORTATION
OF
FOR
CUSTER COUNTY
MG MG
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA10CUST03TV
32’ - 0’’ ROADWAY
OVER BATTLE CREEK
STA. 25 + 50.65 TO 26 + 87.65
STR. NO. 17-577-099
0° SKEW
SEC. 3-T4S-R10E
P 0040(22)65
MAY 2016
DETAILS OF BRIDGE END BACKFILL (A)
PW/BS
P 0040(22)65
18’’
Surfacin
g
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
Cu. Yd.
4
Approach Slab Underdrain Excavation
Precast Concrete Headwall for Drain
4.0
Each
244
28.4
453
52.9
162
270
2905
225
Quantity based on a 12’’ wide trench.
Top of Berm
Polyethylene Drainage Tubing.
4’’ Dia. Slotted Corrugated
Controlled Density Fill
ft. 4’’ dia. Slotted Corrugated Polyethylene Drainage Tubing.
11’ - 3 1
2’’
4 : 1
Slo
pe = 0.0
2 ft. / ft.
29’ - 6’’
Rd
wy
LC4 : 1
Slo
pe = 0.0
2 ft. / ft.
29’ - 6’’
81’ - 7’’
B
LC
Abut. No. 1
B
Rodent Screen (Typ.)
Surface of Berm Slope (Typ.)
Protude 6’’ Beyond
End of Pipe Shall
A
Bridge End Backfill
Limits of Granular
Subgrade Shoulder
Finished Shoulder
C
D
C
D
Subgrade Shoulder
Finished Shoulder
Precast Concrete Headwall for Drain (Typ.)
(See Standard Plate No. 430.50 for details.)
Limits of Bridge End Embankment
Polyeth
yle
ne Drainage T
ubin
g
5’ - 6’’ ~ 4’’
Dia.
Corrugate
d
36’ - 0’ ~ 4’’
Dia. Slotted C
orrugate
d P
olyeth
yle
ne Drainage T
ubin
gStd.
Black Pipe
5’ - 0’’ ~ 4’’
Dia.
Std.
Black Pipe
5’ - 0’’ ~ 4’’
Dia.
Polyeth
yle
ne Drainage T
ubin
g
5’ - 6’’ ~ 4’’
Dia.
Corrugate
d
’’ per ft.
81
Slo
pe Drain
’’ per ft.
81
Slo
pe Drain E
44’ - 6’’ ~ 4’’
Dia. Slotted C
orrugate
d P
olyeth
yle
ne Drainage T
ubin
g
E
Limits of Bridge End Embankment (Bridge End Backfill shown adjacent to Abut. No. 1
Abut. No. 5 similar opposite hand except as shown.)
PLAN
Steel Black Pipe (Typ.)
5’ - 0’ ~ 4’’ Dia Std.
Drainage Tubing (Typ.)
Corrugated Polyethylene
5’ - 0’’ ~ 4’’ Dia.
’’ per ft.41Slope =
Bridge End Backfill
Limits of Granular
A
11’ - 3 1
2’’
Polyethylene Drainage Tubing.
4’’ Dia. Slotted Corrugated
PolyethyleneDrainage Tubing
4’’ Dia. Slotted Corrugated
E12 E20
4
1
4
1
18’’
Surfacin
g
Rdwy
LC
29’ - 6’’ 29’ - 6’’
Limits of Bridge End Embankment
Top of Subgrade
Limits of Bridge End Embankment
Bridge End Embankment
’’2111’ - 3
SEC. D - D
Limits of Bridge End Embankment
Black Steel Pipe
4’’ Dia. Std.
5’ - 0’’5’ - 6’’
Polyethylene Drainage
4’’ Dia. Corrugated
’’ Per Ft.81Tubing. Slope
Limits of Bridge End Embankment
5’ - 0’’
Black Steel Pipe
4’’ Dia. Std.
Polyethylene Drainage
4’’ Dia. Corrugated
’’ Per Ft.81Tubing. Slope
5’ - 6’’
Granular Bridge End BackfillSleeper Slab
Bridge End Embankment
Precast Concrete Headwall for Drain (Typ.)
(See Standard Plate No. 430.50 for details.)
Bridge End Embankment
(Typ.)
’’431’ - 0
Rdwy
LC
’’ Per Ft.81Slope
Polyethylene Drainage Tubing.
Limits of Bridge End Embankment
SEC. C - C
’’2111’ - 3
2
1Bridge End Embankment
2
1Bridge End Embankment
Shall Be Vertical (Typ.)
Side Limits of Backfill Granular Bridge End Backfill
Crown Slope 0.02 ft./ft.
(normal to of Rdwy)LC
Rdwy
LC
on Approach Slab
Top of Finished Roadway
9’’
Porous Backfill
Polyethylene Drainage Tubing.
’’ per ft. along abutment backwall.81Slope
Non-pervious Backfill Material.
Backfill to be compacted to the
satisfaction of the Engineer.9’’
(Typ.)
’’4116’ - 11 ’’4
116’ - 11
’’ width of Granular Bridge End Backfill and Vertical Composite Drain2133’ - 10
SEC. B - B
Limits of Bridge End Embankment Limits of Bridge End Embankment
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
11 18
HL-93
S. D. DEPT. OF TRANSPORTATION
OF
FOR
CUSTER COUNTY
BT BT
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA11CUST03TV
32’ - 0’’ ROADWAY
OVER BATTLE CREEK
STA. 25 + 50.65 TO 26 + 87.65
STR. NO. 17-577-099
0° SKEW
SEC. 3-T4S-R10E
P 0040(22)65
MAY 2016
DETAILS OF BRIDGE END BACKFILL (B)
PW/BS
P 0040(22)65
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
1
Varies
1
Varies
18’ - 6’’ 18’ - 6’’
4’’ Dia. Slotted Corrugated
4’’ Dia. Slotted Corrugated
E13 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
BOTTOM STEEL
TOP STEEL
NOTES:
All bars to be epoxy coated.
All dimensions are out to out of bars.
c1 32 5 33’ - 7’’ Str.
25’ - 0’’4 d1
d2 4 6’ - 1’’ T2
Approach Slabs
e1 40 6 33’ - 7’’ Str.
Str.428 e2
g1 8 19’ - 8’’ Str.
Str.20’ - 2’’8 g2
g3 4 19’ - 8’’ Str.
Str.20’ - 2’’ 4 g4
g5 44 4 6’ - 0’’ Str.
Str.31’ - 8’’6 4 h1
Z1 7 Str.2’ - 0’’
d1 4’ - 2’’
5’’
Type 2
1’ - 3’’
d2 1’ - 5’’
Type T2
Sleeper Slabs
Mk. No. Size Length Type Bending Details
REINFORCING SCHEDULE
136
68
8
128
4
44
86
33’ - 7’’
Concrete Approach Slab for Bridge
Concrete Approach Sleeper Slab for Bridge
Sq. Yd.
Sq. Yd.
Items 1 thru 5 are approximate quantities contained in the above
bid items and are for information only.
(For Two Approach Slabs and Two Sleeper Slabs)
Cu. Yds. Concrete in Approach Slabs.
Lbs. Epoxy Coated Re-Steel in Approach Slabs.
Cu. Yds. Concrete in Sleeper Slabs.
Lbs. Epoxy Coated Re-Steel in Sleeper Slabs.
ITEM UNIT QUANTITY
ESTIMATED QUANTITIES
Sq. Ft. of 2’’ Polystyrene Insulation Board.
154.1
33.9
5.
4.
3.
2.
1. 39.1
11322
12.1
1851
16.9
LC
Abut. No. 1
3’’ 3’’
’’2
133’ - 10
Rd
wy
LC
Slo
pe 0.0
2 ft. / ft.
Slo
pe 0.0
2 ft. / ft.
Sta. 25 + 28.65
Elev. 2822.22
12 18
HL-93
S. D. DEPT. OF TRANSPORTATION
OF
FOR
CUSTER COUNTY
MG MG
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA12CUST03TV
32’ - 0’’ ROADWAY
OVER BATTLE CREEK
STA. 25 + 50.65 TO 26 + 87.65
STR. NO. 17-577-099
0° SKEW
SEC. 3-T4S-R10E
P 0040(22)65
MAY 2016
DETAILS OF APPROACH SLAB ADJACENT TO BRIDGE
Top Steel ~ 13 Spaces @ 18’’ = 19’ - 6’’
20’ - 0’’
Bottom Steel ~ 19 Spaces @ 12’’ = 19’ - 0’’
PLAN(Shown adj. to Abut. No. 1, Abut No. 5 similar by opposite hand as shown.)
g1g2
e1
e2
g3 g4 g5
In - Place Z1 @ 9’’
Mechanical Rebar Splice (Typ.)
Z1 @ 9’’
F
F
B B
AA
Begin Bridge
Sta. 25 + 50.65
Elev. 2822.16
D D
’’4
116’ - 11
’’4
116’ - 11
’’4
12
12’’
’’4
12
12’’
Top Ste
el ~ 2
1 S
paces @ 1
8’’
= 3
1’ - 6’’
’’4
12
’’4
12
Botto
m Ste
el ~ 6
7 S
paces @ 6’’
= 3
3’ - 6’’
g5 ~ 2
1 S
paces @ 1
8’’
= 3
1’ - 6’’
d1 & d
2 b
ars ~ 3
3 S
paces @ 1
2’’
= 3
3’ - 0’’ (Sleeper Sla
b)
’’4
15
’’4
15
h1
h1
Elev. = 2821.88
Elev. = 2821.88
Sta. 26 + 87.65
End Bridge
Elev. 2821.75
Rd
wy
LC
Elev. = 2821.67
Elev. = 2821.67
See DETAIL ’’X’’
PLAN(Shown adj. to Abut. No. 5)
LC
Abut. No. 5
DETAIL ’’X’’
Approach Slab
Joint Material
End Block
Wing Wall
E
E
’’ Preformed Expansion21
SEC. E - E
’’ Fill with Hot-Poured21’’ x 2
1
Elastic Joint Sealer (Typ.)
End Block
’’21
’’2
18 9’’
Approach Slab
Joint Material
’’ Preformed Expansion21
Sleeper Slab
VIEW D - D
6’’
Curb Trans. Length
4’ - 0’’
Approach Slab
9’’
1’’
4’’
Curbline
Top of Curb
Insulation Board
2’’ Polystyrene
Sleeper Slab
Approach Slab
2’’
3’’
1’’
DETAIL ’’Q’’
SEC. C - C
’’4
33
4’’
9’’
g3
4’’ ’’417
3’’ R.
e2g4
’’ Cl.
21
2
g2g1 e1
2’’
Cl.
’’ Radius21
’’4111
0.02 ft/ft Slope
2’’ Cl.
See Approach Slab Joint Details
Sleeper Slab
See DETAIL ’’Q’’
2’’ Cl.
4’ - 6’’
2’ - 9’’1’ - 9’’
4 Equal Spaces
(Sleeper Slab)
Constr. Jt.
1’ - 9’’
2’’
Cl.
c1
2’’
Cl.
2’’
Cl.
d1
9’’
1’’
9’’
d2 c1
SEC. B - B
for joint details.
2 Eq. Spcs.
Approach Slab
3’’
Sta. 25 + 28.65 (Begin Bridge)
Sta. 27 + 09.65 (End Bridge)
In-place Z1 bars and Mechanical Splices are listed and included in
superstructure quantities. See SUPERSTRUCTURE DETAILS sheet.
SEC. A - A
The portion of the sleeper slab directly under the
with asphalt paint or place 6 mil polyethylene sheeting
to prevent bonding of concrete. (Typ.)
A double thickness of plastic sheeting to prevent bond
c1 9’’
d1d2
g bars
g bars
h1
’’ Deep Sawed Joint43’’ x 4
1
Z1 @ 9’’
9’’
1’’
filled with Hot-Poured
In - Place Z1 @ 9’’
Mechanical Rebar SpliceSleeper Slab see
SEC. B - B
Elastic Joint Sealer (Typ.)
to bridge end backfill shall be placed between backfill and slab
in this area. See DETAILS OF BRIDGE END BACKFILL sheets.
movable slabs shall be smooth. Steel trowel and coat
e bars
e bars
g5
Sta. 27 + 09.65
Elev. 2821.68
P 0040(22)65
PW/BS
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
9’’
’’4
114
’’4
114
6’’6’’
C
C
Sleeper Slab
Approach Slab
9’’
1’’
4’’
Curbline
Top of Curb
GG
(Shown adj. to Abut. No. 1)
H
H
VIEW H - H
Sleeper Slab
NOTE: Elevations Top of
Sleeper Slab Curb at this location.
VIEW F - F
Sleeper Slab
NOTE: Elevations Top of
Sleeper Slab Curb at this location.
VIEW G - G(Shown adj. to Abut. No. 5)
g1 g2
Bottom Steel
e1
g3g4
Top Steel
e2
(For Two Approach Slabs & Two Sleeper Slabs)
E14 E20
GENERAL NOTES
13 18
HL-93
S. D. DEPT. OF TRANSPORTATION
OF
FOR
CUSTER COUNTY
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA13CUST03TV
32’ - 0’’ ROADWAY
OVER BATTLE CREEK
STA. 25 + 50.65 TO 26 + 87.65
STR. NO. 17-577-099
0° SKEW
SEC. 3-T4S-R10E
P 0040(22)65
MAY 2016
APPROACH SLAB JOINT DETAILS
PW/BS
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
MDG
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
ESTIMATED QUANTITIES ( For Two Approach Slabs )
ITEM UNIT QUANTITY
Ft.Membrane Sealant Expansion Joint
PLAN OF APPROACH SLAB JOINTS
1’ - 9’’
3’’
Approach Slab Joint
B
B
’’ Overall2133’ - 10
PLAN OF APPROACH SLAB JOINTS
1’ - 9’’ Sleeper Slab
A
A
3’’
Approach Slab Joint
B
B
’’ Overall2133’ - 10
C C
Curbline
Sleeper Slab
Approach Slab Approach Slab
plans and the foregoing specifications.
including labor, equipment and incidentals necessary to complete the work in accordance with the
Payment for this item shall be full compensation for furnishing all the required materials in place,
Sealant Expansion Joint will be paid for at the contract unit price per foot complete in place.
complete in place. Measurement will be made of the overall horizontal length. The Membrane
15. The Membrane Sealant Expansion Joint will be measured in feet to the nearest one-tenth foot,
by breaking out and replacing adjacent concrete, as approved by the Engineer.
equipment is moved across the joint. Any spall areas will be repaired at the Contractor’s expense
14. Use plywood or other material to protect concrete adjacent to the joint from spalling before any
recommended by the manufacturer.
13. Traffic shall not be allowed on the joint until the bonding adhesive has had time to cure, as
at least 5 days prior to joint installation for his review.
membrane joint sealant manufacturer shall submit a detailed installation procedure to the Engineer
12. Individual spliced sections shall be installed as per the manufacturers� recommendations. The
installation to verify the surface is dry and clean.
contact surfaces for the joint shall be visually inspected by the Engineer immediately prior to joint
obtain complete bonding with the adhesive, the adjacent surfaces must be dry and clean. The
devices capable of providing moisture-free and oil-free air at a recommended pressure of 90 psi. To
surface shall be air blasted. The air compressor used for joint cleaning shall be equipped with trap
11. After abrasive blasting, but immediately prior to membrane joint installation, the entire joint contact
grinding shall not be permitted.
to 2 inches of the surface will be required. Cleaning of the surfaces with solvents, wire brushing, or
surface. At a minimum, two passes of abrasive blasting with the nozzle held at an angle to within 1
blasting to remove all laitance and contaminants (such as oil, curing compounds, etc.) from the
10. Surfaces that will be in contact with the membrane sealant shall be thoroughly cleaned by abrasive
the manufacturers’ recommendations.
for the preparation and installation of the joint material to ensure the Contractor installs the joint to
during installation. The technical representative shall be knowledgeable in the correct procedures
9. A technical representative of the membrane sealant manufacturer shall be present at the jobsite
40° F.
8. The minimum ambient air temperature at the time of joint installation and adhesive curing shall be
approved by the Engineer.
7. If styrofoam filler material is used in the construction, it shall be closed cell and water-tight as
manufacturer.
6. Adhesive used to join adjacent pieces of the membrane sealant shall be as recommended by the
approved by the membrane sealant manufacturer.
5. The bonding adhesive used to attach the membrane sealant to the adjacent concrete shall be
shall be ultra-violet and ozone resistant.
4. The membrane sealant shall be supplied in pieces a minimum of 5 feet in length. The foam sealant
(minimum) from the specified joint opening dimension.
3. The membrane sealant shall provide a water tight seal throughout a joint movement range of + 25%
install the membrane sealant before the membrane sealant exceeds the joint opening width.
opening width. The foam sealant shall be slowly self expanding to permit workers ample time to
manufacturer, however, in no case shall the precompressed dimension exceed 75% of the joint
membrane sealant. The precompressed dimension shall be as recommended by the sealant
2. The manufacturer shall supply the membrane sealant in packaging that precompresses the
Joints.
1. The Membrane Sealant shall be on the approved product list for Membrane Sealant Expansion
Asphalt PavementAsphalt Pavement
P 0040(22)65
69.1
Top of Pavement
3’’ x 4’’ Membrane Sealant
Edge Curb Membrane
Styrofoam
Splice Adhesive Roadway
Membrane to Edge Curb Membrane.
(thru Curb and trimmed to match curb)
Additional 3’’ x 4’’ Membrane Sealant Piece
SEC. C - C
(Begin Bridge) (End Bridge)
3’’
SEC. B - B
Approach Slab
4’’
1’ - 9’’
Construction Joint
Top of Sleeper Slab
Top of Approach Slab
Styrofoam Filler (or approved Filler Material)
Place with Approach Slab. (Typ.)
’’ Radius (Typ.)41Finish Joint with
’’ Recess (Max.)41
(Typ.)
3’’ x 4’’ Membrane Sealant installed
with a Bonding Adhesive continuous
thru pavement edge. (Typ.)
3’’
VIEW A - A
Approach Slab
4’’
1’ - 9’’
Construction Joint
Top of Sleeper Slab
Top of Approach Slab
Styrofoam Filler (or approved Filler Material)
Sleeper Slab
Place with Approach Slab. (Typ.)
3’’ x 4’’ Membrane Sealant installed
with a Bonding Adhesive continuous
thru pavement edge. (Typ.)
thru pavement edge. (Typ.)
3’’ x 4’’ Edge Curb Membrane Sealant
installed with a Bonding Adhesive continuous
Top of 4’’ Edge Curb
VariesVaries
’’ Radius (Typ.)41Finish Joint with
4’’
’’ Recess (Max.)41
(Typ.)
Asphalt Pavement
Asphalt Pavement
Varies
Varies
MDG
Sleeper Slab
Curbline
E15 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
14 18
HL-93
S. D. DEPT. OF TRANSPORTATION
OF
FOR
CUSTER COUNTY
PW
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA14CUST03TV
32’ - 0’’ ROADWAY
OVER BATTLE CREEK
STA. 25 + 50.65 TO 26 + 87.65
STR. NO. 17-577-099
0° SKEW
SEC. 3-T4S-R10E
P 0040(22)65
MAY 2016
BS
RIPRAP DETAILS
P 0040(22)65
PLAN
LC
Abut. No. 1
LC
Bent No. 2
LC
Bent No. 3
LC
Bent No. 4 LC
Abut. No. 5
Begin Bridge
Sta. 25 + 50.65 Sta. 26 + 87.65
Elev. 2813.84
Offset 21.74’ Lt.
Sta. 25 + 65.13
Elev. 2805.00
Offset 22.15’ Lt.
Sta. 25 + 84.00
Elev. 2801.30
Offset 22.53’ Lt.
Sta. 26 + 09.00
FL
OW
Battle Cre
ek
Rd
wy
LC
Elev. 2817.34
Offset 21.50’ Rt.
Sta. 25 + 57.65
Elev. 2813.84
Offset 21.74’ Rt.
Sta. 25 + 65.13
Elev. 2805.00
Offset 22.15’ Rt.
Sta. 25 + 84.00
Elev. 2801.30
Offset 22.53’ Rt.
Sta. 26 + 09.00
Elev. 2817.34
Offset 21.50’ Lt.
Sta. 25 + 57.65
Elev. 2813.43
Offset 21.74’ Lt.
Sta. 26 + 73.12
Elev. 2805.00
Offset 22.14’ Lt.
Sta. 26 + 55.00
Elev. 2803.25
Offset 22.52’ Lt.
Sta. 26 + 30.00
Elev. 2816.93
Offset 21.50’ Lt.
Sta. 26 + 80.65
Elev. 2803.25
Offset 22.52’ Rt.
Sta. 26 + 30.00
Elev. 2805.00
Offset 22.14’ Rt.
Sta. 26 + 55.00 Elev. 2813.43
Offset 21.74’ Rt.
Sta. 26 + 73.12
Elev. 2816.93
Offset 21.50’ Rt.
Sta. 26 + 80.65
A A B B
2 : 12 : 1 2 : 12 : 1
Controlled Density Fill (Typ.)
25’ - 0’’
Elev. 2803.25
Elev. 2805.00
Elev. 2816.93
1
2
4’ - 6
’’
3’ - 6
’’
Class C Riprap
Class F RiprapType B Drainage Fabric
Webwall
LC
Bent No. 4
LC
Abut. No. 5
SEC. B - B
1
225’ - 0’’
LC
Abut. No. 1LC
Bent No. 2
4’ - 6’’
3’ - 6’’
Elev. 2801.30
Elev. 2805.00
Elev. 2817.346’’
Controlled Density Fill
6’’
Controlled Density Fill
SEC. A - A
Class C Riprap Ton
ESTIMATED QUANTITIES
ITEM UNIT QUANTITY
Type B Drainage Fabric Sq. Yd.
342.7
For estimating purposes only, a factor of 1.4 tons/cu.yd. was used to
convert Cu. Yds. to Tons.
Cu. Yd. 6.1Controlled Density Fill
The elevations shown in these plans are based on the National Geodetic
Survey (NGS) North American Vertical Datum of 1988 (NAVD88).
Class F RiprapType B Drainage Fabric
Class C Riprap
Webwall
Class F Riprap Ton 3475.5
N
(Riprap Layout)
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
2695
Elev. 2813.33
Offset 93.13’ Lt.
Sta. 25 + 25.65
Elev. 2801.30
Offset 75.39’ Lt.
Sta. 25 + 71.67
Elev. 2813.72
Offset 66.33’ Lt.
Sta. 25 + 25.65
Elev. 2805.00
Offset 52.06’ Lt.
Sta. 25 + 62.67
Elev. 2813.84
Offset 34.45’ Lt.
Sta. 25 + 55.89Elev. 2816.31
Offset 46.11’ Lt.
Sta. 25 + 25.65
Elev. 2817.34
Offset 38.09’ Lt.
Sta. 25 + 25.65
Elev. 2817.34
Offset 27.47’ Lt.
Sta. 25 + 53.20
Elev. 2817.34
Offset 32.31’ Rt.
Sta. 25 + 40.65
Elev. 2815.79
Offset 40.33’ Rt.
Sta. 25 + 40.65
Elev. 2811.86
Offset 60.55’ Rt.
Sta. 25 + 40.65
Elev. 2811.84
Offset 87.34’ Rt.
Sta. 25 + 40.65
Elev. 2817.34
Offset 27.47’ Rt.
Sta. 25 + 53.20
Elev. 2813.84
Offset 34.45’ Rt.
Sta. 25 + 55.89
Elev. 2805.00
Offset 52.06’ Rt.
Sta. 25 + 62.67
Elev. 2801.30
Offset 75.39’ Rt.
Sta. 25 + 71.67
Elev. 2803.25
Offset 74.73’ Lt.
Sta. 26 + 66.89
Elev. 2805.00
Offset 51.41’ Lt.
Sta. 26 + 75.88
Elev. 2816.93
Offset 27.47’ Lt.
Sta. 26 + 85.10
Elev. 2816.93
Offset 27.47’ Rt.
Sta. 26 + 85.10
Elev. 2816.93
Offset 32.31’ Rt.
Sta. 26 + 97.65
Elev. 2813.43
Offset 34.50’ Rt.
Sta. 26 + 82.40
Elev. 2805.00
Offset 51.41’ Rt.
Sta. 26 + 75.88
Elev. 2803.25
Offset 74.73’ Rt.
Sta. 26 + 66.89
Elev. 2814.53
Offset 40.38’ Rt.
Sta. 26 + 97.65
Elev. 2809.21
Offset 86.59’ Rt.
Sta. 26 + 97.65
Elev. 2808.38
Offset 92.38’ Lt.
Sta. 27 + 12.65
Elev. 2809.00
Offset 65.58’ Lt.
Sta. 27 + 12.65
Elev. 2814.60
Offset 46.16’ Lt.
Sta. 27 + 12.65
Elev. 2816.93
Offset 38.09’ Lt.
Sta. 27 + 12.65
Class F Riprap (Typ.)
Type B Drainage Fabric (Typ.)
End Bridge
Elev. 2813.43
Offset 34.50’ Lt.
Sta. 26 + 82.40
Elev. 2808.80
Offset 59.80’ Rt.
Sta. 26 + 97.65
MDG
E16 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
1L 2L 3L 4L 5L 6L 7L 8L 9L 10L 11L 12L 13L 14L 15L 16L 17L 23L 24L 25L 26L 27L18L 19L 20L 21L 22L
18R 19R 20R 21R 22R 1R 2R 3R 4R 5R 6R 7R 8R 9R 10R 11R 12R 13R 14R 15R 16R 17R 23R 24R 25R 26R 27R
1C 2C 3C 4C 5C 6C 7C 8C 9C 10C 11C 12C 13C 14C 15C 16C 17C 23C 24C 25C 26C 27C18C 19C 20C 21C 22C
LC
Abut. No. 1
LC
Bent No. 2
LC
Bent No. 3
LC
Bent No. 4
LC
Abut. No. 5
4 Spaces @ 20’ - 0’’ = 80’ - 0’’
Approach Roadway Elevations
4 Spaces @ 20’ - 0’’ = 80’ - 0’’
Approach Roadway ElevationsBridge Deck Elevations
135’ - 0’’
4 Spaces @ 7’ - 6’’ = 30’ - 0’’ ’’ = 37’ - 6’’214 Spaces @ 9’ - 4 4 Spaces @ 7’ - 6’’ = 30’ - 0’’’’ = 37’ - 6’’2
14 Spaces @ 9’ - 4
Curbline
Curbline
Road
way & Bridge
LC1’ - 0’’
1’ - 0’’
1’ - 4’’
1’ - 4’’
16’ - 0’’
16’ - 0’’
32’ - 0’’
Road
way
34’ - 8’’
Overall
The elevations shown in these plans are based on the National Geodetic
Survey (NGS) North American Vertical Datum of 1988 (NAVD88).
N
2L
3L
4L
5L
6L
7L
2C
3C
4C
5C
6C
7C
2R
3R
4R
5R
6R
7R
Location Elevation Location Elevation Location Elevation
Table of As-Built Elevations - Bridge Deck
1L 1C 1R
9L 9C 9R
8L 8C 8R
10L
11L
12L
13L
14L
15L
16L
17L
10C
11C
12C
13C
14C
15C
16C
17C
10R
11R
12R
13R
14R
15R
16R
17R
Location
22L
23L
25L
Elevation
Table of As-Built Elevations - Approach Roadway
Location
22C
23C
25C
Elevation Location
22R
23R
25R
Elevation
24L 24C 24R
26L 26C 26R
27L 27C 27R
Table of Elevations - Bridge Survey Markers
Location Station - Offset Elevation
Begin Bridge
Bridge Elevation Survey L. S. Lump Sum
ITEM UNIT QUANTITY
ESTIMATED QUANTITIES
PLAN
NOTE -
The Contractor shall be responsible for producing the As - Built Elevation Survey
soon after construction is complete and before the bridge is opened to traffic.
The As - Built Elevations of the Bridge shall be taken and recorded at the locations
who will forward a copy to the Office of Bridge Design and the Region Office.
shown by the table on this sheet. The completed table shall be given to the Engineer
21L 21C 21R
20L 20C 20R
19L 19C 19R
18L 18C 18R
15 18
HL-93
S. D. DEPT. OF TRANSPORTATION
OF
FOR
CUSTER COUNTY
MG MG
DESIGNED BY
BRIDGE ENGINEER
DRAFTED BYCK. DES. BY
03TVGA15CUST03TV
32’ - 0’’ ROADWAY
OVER BATTLE CREEK
STA. 25 + 50.65 TO 26 + 87.65
STR. NO. 17-577-099
0° SKEW
SEC. 3-T4S-R10E
P 0040(22)65
MAY 2016
AS - BUILT ELEVATION SURVEY
P 0040(22)65
End Bridge
PW/BS
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
E17 E20
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
STR. NO. 17-577-09916 18OF
MAY 2016
P 0040(22)65
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
E18 E20
STR. NO. 17-577-09917 18OF
MAY 2016
PROJECTNO. SHEETS
SHEET TOTALSTATE
S.D.
OF
P 0040(22)65
137’ - 0’’ CONTINUOUS CONCRETE BRIDGE
E19 E20