Plans_-_MS_FLTP_FS_967(1).pdf
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- Tombigbee National Forest Federal contract opportunity
- Solicitation number
- DTFH71-17-B-00018
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Plans - MS FLTP FS 967(1)
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Other files for this federal contract opportunity
| File | Type | Posted |
|---|---|---|
| ROBO_-_MS_FLTP_FS_967(1).pdf | ||
| Amend_0002_MS_FLTP_FS_967(1).pdf | ||
| Notice_of_Amendment_0002.docx | DOCX document | |
| Amend_0001_MS_FLTP_FS_967(1).pdf | ||
| VETS-4212.pdf | ||
| Report_1_-_NEPA.pdf | ||
| Report_2_-_Soils_and_Foundations.pdf | ||
| Report_4_-_Choctaw_Lake_Bridge_Inspection_Report_2012.pdf | ||
| Report_3_-_Certification_Program_for_Bridge_Temporary_Works_(FHWA-RD-93-033).pdf | ||
| ADV_Bidder's_Qualifications_Form.doc | DOC document | |
| FP14_Eng.pdf | ||
| Report_5_-_Choctaw_Lake_Pedestrian_Bridge_Design_Plans.pdf | ||
| IFB_Solicitation_-_MS_FLTP_FS_967(1).pdf | ||
| Synopsis_MS_FLTP_FS_967(1).pdf |
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Text version
R01
-F e b -2
:1
A M
M
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C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
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C T
S .d g n
NO. DATE BY REVISIONS NO. DATE BY REVISIONS
GENERAL NOTES AND INDEX
No scale
INDEX OF BRIDGE PLAN SHEETS
Reinforcement Bar List - 4
Reinforcement Bar List - 3
Reinforcement Bar List - 2
Reinforcement Bar List - 1
Spillway Details - 4
Spillway Details - 3
Spillway Details - 2
Spillway Details - 1
Rail Details - 2
Rail Details - 1
Typical Section and Slab Reinforcement
Diaphragm Details
Beam Details - 2
Beam Details - 1
Framing Plan
GRS-IBS Details - 3
GRS-IBS Details - 2
GRS-IBS Details - 1
GRS-IBS Abutment - 2
GRS-IBS Abutment - 1
Boring Logs
Plan and Elevation
Site Plan
General Notes and Index
SHEET NO. SHEET TITLE
HL-93. Maximum Dynamic Load Allowance, IM=33%
Live Loads:
th
Field verify all dimensions.
Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14.
Construction:
Dead Load:
Average Railing weight: 13 plf
Concrete: 150 psf
DESIGN LOADS:A
C
T U
A L F I L E R
M S F L T P F S
G E
N
N O
T E S .D
G N
StructureCL
Wingwall A
Wingwall B
Wingwall C
Wingwall D
Abutment 2Abutment 1
RoadwayCL
Reinforced Soil Foundation
Concrete masonry unit
RSF
CMU
KEY
Furnish galvanized structural steel conforming to AASHTO M 111.
Structural Steel:
Concrete:
- inch unless otherwise noted.4 3Chamfer exposed edges of all concrete
Furnish Class P(Prestressed) concrete for AASHTO Box Beam, BI-48 with f'ci = 5.5 ksi at release and f'c = 7.0 ksi at 28 days.
Furnish Class D(AE) concrete for concrete slab with f'c = 5.0 ksi at 28 days.
Furnish Class A(AE) concrete for spillway cast-in-place concrete, concrete filled in CMU and wet cast coping with f'c = 4.0 ksi at 28 days.
MATERIALS:
Furnish expanded polystyrene foam board conforming to ASTM C578 with minimum compressive strength of 10 psi.
comforming to ASTM D4595 and a tensile strength of 1370 lb/ft at 2 percent Strain.
Furnish biaxial polypropylene geotextile for geosyntheic reinforcement with a minimum ultimate tensile strength of 4800 lb/ft
Furnish concrete masonry units (CMU) conforming to ASTM C90 with f'c = 4000 psi and a water absorption limit of 5 percent.
Geosynthetic Reinforced Soil - Integrated Bridge System (GRS-IBS):
GENERAL NOTES:
Design:
Geosynthetic Reinforced Soil Integrated Bridge System Interim Implementation Guide, FHWA-HRT-11-026, June 2012.
AASHTO LRFD Bridge Design Specifications, 7 Edition, 2014 with 2015 and 2016 Interim Revisions.
SPECIFICATIONS:
-inch diameter high strength steel bar conforming to AASHTO M 275, Type II, Grade 150.4 1Furnish 1
The final estimated effective prestress force per strand is 37,800 lb based on estimated losses of 28,500 psi.
Pre-tension each strand to a total load of 43,950 lbs, at which load f'si = 0.75 f'u = 202,500 psi.
Furnish 0.6-inch diameter, seven wire, low-relaxation, prestressing strand comforming to AASHTO M 203, Grade 270.
Prestressing Steel:
Provide 2-inch cover for reinforcing steel unless otherwise noted.
Furnish epoxy coated steel reinforcing for AASHTO Box Beam, Deck and within GRS-IBS, confoming to ASTM A775.
Furnish reinforcing bar conforming to AASHTO M 31, Grade 60 defromed.
Reinforcing Steel:
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
FEDERAL HIGHWAY ADMINISTRATION
EASTERN FEDERAL LANDS HIGHWAY DIVISION
BRP NO.BRIDGE PLAN SHEET
BRP-122724
TOMBIGBEE NATIONAL FOREST
CHOCTAW LAKE BRIDGE AND SPILLWAY REPLACEMENT
February 2017
R02
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D e s ig n
F il e s P
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C T
S .d
PT
+39 .1
Begin Bridge
Sta. 21+93.25
P C
.1
P T
.8
P C
.5
P T
.1
21+00
22+00 23+00 24+00
PC 2+46.76
Structure CL
Sta. 22+81.75
End Bridge
Waterline
Existing
Choctaw Lake Road
Sta. 1+57.35
(Typ.)
side wall slope
Top of proposed
End Spillway
Sta. 3+70.50 slab (Typ.)
Edge of spillway
Siphon pipes retaining wall
Place gabion
POT 1+00.00
S
' 2
'' E covered riprap side slope concrete spillway and concrete
Remove and replace existing
Begin Spillway
20+00
P O
T
.0
N
Bridge length: 88'-6"
A C
T U
A L F I L E R
M S F L T P F S S I T
E .D
G N
P O
T
.6
SITE PLAN
'' = 1'-0''16 bridge with wood piles
Remove existing concrete reconstruction bridge and reset after spillway
Remove existing pedestrian to remain
Existing boardwalk
BL Spillway class 4
Place riprap, STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
CHOCTAW LAKE BRIDGE AND SPILLWAY REPLACEMENT
November 2016
R03
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S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
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C T
S .d
Notes:
1.
PLAN AND ELEVATION
'' = 1'-0'' 8
A C
T U
A L F I L E R
M S F L T P F S P
E .D
G N
PLAN
ELEVATION
Bridge length: 88'-6"
Begin Bridge
Elev. 470.28
Sta. 21+93.25
P T
.1
22+00 23+0022+50
P T
.8
21+50 N 32° 13' 33'' E
End Bridge
Elev. 469.60
Sta. 22+81.75
S
' 2
'' E
POT 2+00 Spillway
POT 22+37.09 on
BL
Roadway
StructureCL
CL
SpillwayBL
Choctaw Lake Road
88'-6"
W-Beam Steel Guardail
TXDOT Type T631LS
Choctaw Lake Road wall (Typ.)
spillway side
Top of proposed covered riprap side slope concrete spillway and concrete
Remove and replace existing
-0.769%
@ 16' right of Rdwy.
Approx. Existing ground
BL Spillway Box Beams
Prestressed
(Typ.)
ground line
Proposed
ABUTMENT 1
GRS-IBS
ABUTMENT 2
GRS-IBS
CL Proposed spillway450
PROFILE GRADE
NO SCALE
E le v .4
V P I S ta
E le v .5
V P I S ta
E le v .3
V P
T S ta
E le v .5
V P
C S ta
-0.769%
E le v .7
V P
T S ta
5-7.925%
50' VC
K = 7
K = 14
40' VC
-3.563% Bridge information.
See ''SPILLWAY DETAILS - 1'' sheet for additional1.
N spillway reconstruction bridge and reset after
Removed existing pedestrian to remain
Existing boardwalk waterline system
Remove and install
See Detail E617-22A
Guardrail terminal section (Typ.)
(Typ.)
traveled way
Proposed edge of
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
November 2016
R04
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M
P R
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C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
Ashpalt
Sand
Clay
Gravel
Fill
Clayey Silt
Sta. 21+89.17, 4.83' LT Sta. 22+84.66, 5.75' RT
PLAN
ELEVATION
" = 1'-0"8
N
Roadway
StructureCL
CL
22+00 22+50 23+00
B-1
B-2
P T
.8
P T
.1
Choctaw Lake Road Choctaw Lake Road
N 32° 13' 33'' E
Note:
1.
CL@ Rdwy.
Existing ground
Profile grade
BORING LOGS
A C
T U
A L F I L E R
M S F L T P F S
B O
R I N
G
L O
G S .D
G N
53/2.0
18/2.0
19/2.0
22/2.0
74/2.0
30/2.0
23/2.0
4/0.7
10/1.2
24/2.0
4/1.0
16/2.0
20/2.0
14/1.8
1.1
0.3
13.5
21/2.0
18.5
38.5
7/1.0
8/1.5
10/1.8
8/2.0
8/1.9
1.7
1.3
0.3
11.1
33.5
22/2.0
29/2.0
23/2.0
24/2.0
22/2.0
22/2.0
26/2.0
34/1.6
64/2.0
18/2.0
Subsurface conditions may vary between boring.
conditions encountered at the boring locations shown.
Boring logs on this sheet represent the subsurface
ANM of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
CHOCTAW LAKE BRIDGE AND SPILLWAY REPLACEMENT
November 2016
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA DW
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
LEGEND
N
Rec. Recovery (ft)
Standard Penetration Test
Resistance in Blows per Foot
N/Rec
B-2
Depth (ft)Depth (ft) N/Rec
B-1
R05
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D e s ig n
F il e s P
R O J E
C T
S .d
Notes:
KEY
Foam board
Aggregate base
Solid CMU
Hollow CMU
Hollow CMU filled with concrete and rebar
Reinforced Soil Foundation
Concrete masonry unit
RSF
CMU
" = 1'-0"8
A C
T U
A L F I L E R
M S F L T P F S
G R
S I B
S
A B
T .D
G N
EL. 459.39
EL. 456.89
"2 111'-8 "2
111'-8"2 11'-7 "2
11'-7
B
B
(Typ.)
coping
Wet cast
R S F
ELEVATION
no vertical joints greater than one CMU block height.
CMU blocks are staggered, including corners, so there are
Utilities not shown for clarity.
''GRS-IBS DETAILS-3'' sheet for SECTION B-B.
See ''GRS-IBS DETAILS-1'' sheet for SECTION A-A, and
A
A
2'-6""2 115'-7"2
115'-72'-6"
B B
Beam seat zone Begin Bridge
(T y p
Wingwall B with geotextile
Aggregate base wrapped
Structure CL CLRoadway
PLAN
GRS-IBS ABUTMENT - 1
N ground line
Proposed
Structure CL
14'-0"14'-0" with geotextile
Aggregate base wrapped
EL. 464.47 EL. 464.47
EL. 459.39
EL. 456.89
Wingwall A
W in g w a ll
T y p
Wingwall B (folded out) Wingwall A (folded out)
EL. 469.55* EL. 469.55*
EL. 469.55* EL. 469.55*
CMU's and corner CMU's and fill with concrete Class A(AE).
Insert 20-inch long #4 epoxy rebars into the top 3 rows of of abutment
Front face
* Elevation is at top of CMU block.
EL. 467.01* EL. 467.01*
1-inch thick and slope to drain.
On the top row of CMU's create a mortar capping approx.
waterline pipe.
Trim or saw cut CMU blocks for a custom fit around the
(See Note 6) waterline system opening
6.
5.
4.
3.
2.
1.
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R06
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M
P R
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C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
KEY
Foam board
Aggregate base
Solid CMU
Hollow CMU
Hollow CMU filled with concrete and rebar
Reinforced Soil Foundation
Concrete masonry unit
RSF
CMU
" = 1'-0"8
A C
T U
A L F I L E R
M S F L T P F S
G R
S I B
S
A B
T .D
G N
EL. 458.80
EL. 456.30
"2 111'-8 "2
111'-8"2 11'-7 "2
11'-7
B
B
(Typ.)
coping
Wet cast
R S F
ELEVATION
A
A
2'-6""2 115'-7"2
115'-72'-6"
B B
Beam seat zone
(T y p with geotextile
Aggregate base wrapped
Structure CL CLRoadway
PLAN
GRS-IBS ABUTMENT - 2
ground line
Proposed
Structure CL
14'-0"14'-0" with geotextile
Aggregate base wrapped
N
EL. 463.89 EL. 463.89
EL. 458.80
EL. 456.30
Wingwall C Wingwall D
EL. 468.97*
EL. 468.97* EL. 468.97*
EL. 466.43* EL. 466.43*
EL. 468.97*
of abutment
Front face
End Bridge
Wingwall C (folded out) Wingwall D (folded out)
Notes:
no vertical joints greater than one CMU block height.
CMU blocks are staggered, including corners, so there are
Utilities not shown for clarity.
''GRS-IBS DETAILS-3'' sheet for SECTION B-B.
See ''GRS-IBS DETAILS-1'' sheet for SECTION A-A, and
CMU's and corner CMU's and fill with concrete Class A(AE).
Insert 20-inch long #4 epoxy rebars into the top 3 rows of
1-inch thick and slope to drain.
On the top row of CMU's create a mortar capping approx.
W in g w a ll
T y p
(See Note 6) waterline system opening waterline pipe.
Trim or saw cut CMU blocks for a custom fit around the
* Elevation is at top of CMU block.
6.
5.
4.
3.
2.
1.
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R07
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M
P R
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C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
Notes:
1.
A
C T
U A
L F I L E R
M S F L T P F S
G R
S I B
S
D T S .D
G N
GRS-IBS DETAILS - 1
KEY
Foam board
Solid CMU
Hollow CMU
Hollow CMU filled with concrete and rebar
RSF
CMU
Aggregate base
Open Graded Backfill
As shown
SECTION A-A
DETAIL A
5'-0"13'-0" reinforcement
Geosynthetic
(See Note 4) block face
GRS wall CMU
S o li d C
M U
L a y e r s
H o ll o w C
M U
L a y e r s
C M
U fi ll e d
C o n c r e te
L a y e r s
C lr s p a c e
Bridge deck
2'-6"9'-6"
12'-0"
1H backfill
GRS open-graded
(See Note 7)
Excavation limits z o n e a p p r o a c h
I te g r a te
Aggregate Base See DETAIL A
Begin/End bridge
6'-6"
G R
S z o n e z o n e s e a t
B e a m z o n e
Aggregate base
(See Note 5) reinforcement (Typ.)
Bearing bed geosynthetic a p p r o a c h
I n te g r a
B a r in g b e d top of beam geotextile and
2" Min. between Top of roadway reinforcement tail (Typ.)
Wrap 4-foot geosynthetic
Aluminum flashing
2" Clr. from top
#4 Epoxy Rebar, Vertical wall face batter = 0°.
maximum of 6-feet with a conventional 4-foot tail.
The first beam seat reinforcement layer length is a girders, slope to drain.
Strike CMU concrete fill flush with top of CMU's under bridge specified cannot be obtained.
than 30 days or if the required short term back slope ratio be required if the short term back slope will be open more
(29CFR, Part 1926, Subpart P, excavation). Shoring may
Short term back slope ratio per OSHA Safety Regulations approach is a maximum of 12 inches.
Primary wrap reinforcement vertical spacing for the intergrated
G R
S o p e n g r a d e d b a c k fi ll z o n e
R S F geotextile wrapped with
Aggregate base
Minimum of 5 layers of bearing bed reinforcement.
Top of roadway CMU's and corner CMU's and fill with concrete Class A(AE).
Insert 20-inch long #4 epoxy rebars into the top 3 rows of
EL. A
EL. B
two courses of CMU blocks to accept rebar and concrete.
Cut "X" into bottom geosynthetic reinforcement of upper foam board
4" x 12" or two layer of 2" x 12"
Reinforced Soil Foundation
Concrete masonry unit
ELEVATION TABLE
ELEVATION* Abutment 1 Abutment 2
A
B 467.01 466.43
467.27 466.68
* Elevation is at top of CMU block.
Bridge beam
1V
Scale: 12'' = 1'-0''
Scale: 34'' = 1'-0'' in unit price bid for CMU
Include the cost of aluminum flashing and foam board 9.
8.
7.
6.
5.
4.
3.
2.
1.
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R08
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M
P R
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C T
S F
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S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
Notes:
GRS-IBS DETAILS - 2
A C
T U
A L F I L E R
M S F L T P F S
G R
S I B
S
D T S .D
G N
" = 1'-0"2
"8 55'-5 6'-3"
KEY
Foam board
Solid CMU
Hollow CMU
Hollow CMU filled with concrete and rebar
Reinforced Soil Foundation
Concrete masonry unit
RSF
CMU
Aggregate base
Open Graded Backfill
Begin/End bridge
(Typ.)
coping Wet cast Top of roadway
R S F geotextile wrapped with
Aggregate base
Solid CMU
(See Note 5) block face
GRS wall CMU fi ll e d C
M U c o n c r
L a y e r s
H o ll o w C
M U
L a y e r s
S o li d C
U
L a y e r s
(See Note 6)
Excavation limits backfill
GRS open-graded
Aggregate base no vertical joints greater than one CMU block height.
CMU blocks are staggered, including corners, so there are
Vertical wall face batter = 0°.
specified cannot be obtained.
than 30 days or if the required short term back slope ratio be required if the short term back slope will be open more
(29CFR, Part 1926, Subpart P, excavation). Shoring may
Short term back slope ratio per OSHA Safety Regulations6.
5.
4.
3.
2.
1.
WINGWALL ELEVATION
CMU's and corner CMU's and fill with concrete Class A(AE).
Insert 20-inch long #4 epoxy rebars into the top 3 rows of
12'-0"
2'-6"9'-6"
(Wingwall B shown) two courses of CMU blocks to accept rebar and concrete.
Cut "X" into bottom geosynthetic reinforcement of upper
1-inch thick and slope to drain.
On the top row of CMU's create a mortar capping approx.
StructureCL
Wingwall A
Wingwall B
Wingwall C
Wingwall D
Abutment 2Abutment 1
RoadwayCL ground line
Proposed
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R09
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
Notes:
1.
A
C T
U A
L F I L E R
M S F L T P F S
G R
S I B
S
D T S .D
G N
GRS-IBS DETAILS - 3
KEY
Foam board
Solid CMU
Hollow CMU
Hollow CMU filled with concrete and rebar
Reinforced Soil Foundation
Concrete masonry unit
RSF
CMU
Aggregate base
Open Graded Backfill
Vertical wall face batter = 0°.
" = 1'-0"2
SECTION B-B
geotextile wrapped with
Aggregate base b e d z o n e
R S
F G
R S
B e a r in g
Beam seat zone z o n e a p p r o a c h
I n te g r a
2'-9""2 11'-10
Solid CMU
Hollow CMU backfill
GRS, open-graded reinforcement
Geosynthetic
CMU with #4 rebar
Concrete filled hollow
(Typ.)
coping Wet cast
11'-0"
Structure CL CLRoadway
"2 115'-7
Aggregate base Roadway
5.
4.
3.
2.
1.
CRT post
CMU's and corner CMU's and fill with concrete Class A(AE).
Insert 20-inch long #4 epoxy rebars into the top 3 rows of two courses of CMU blocks to accept rebar and concrete.
Cut "X" into bottom geosynthetic reinforcement of upper
1-inch thick and slope to drain.
On the top row of CMU's create a mortar capping approx.
method to install CRT post.
Install CRT post in a pre-aguered hole, submit for approval
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R10
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
Notes:
1.
" = 1'-0"4
2.
1.See ''DIAPHRAGM DETAILS'' sheet for additional information.
for additional information.
See ''BEAM DETAILS-1'' and ''BEAM DETAILS-2'' sheets
FRAMING PLAN
A C
T U
A L F I L E R
M S F L T P F S F
R A
M E P
L A
N .D
G N
1Box beam
KEY
20'-9"20'-9"20'-9"20'-9"
88'-6"
2'-9"2'-9"
CL CL CL CL
A
A S
H T
O b o x b e a m
B I
Begin Bridge
CL
CL
(Typ.)
Interior beam
CL
(Typ.)
Exterior beam
End Bridge CLStructure
(Typ.) (Typ.)
'' 2 14 '' Diaphargm (Typ.)2
144'-0"
(Typ.)
FRAMING PLAN
3'' Dia. hole
(Typ.) 3'' dia. hole
Diaphragm and
3'' dia. hole
Diaphragm and
3'' dia. hole
Diaphragm and system waterline
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R11
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
Notes:
1.
BEAM DETAILS - 1
As shown
LBSReinf. Steel
Concrete
ITEM UNIT QUANTITY
PRESTRESSED BOX BEAM ESTIMATE
Note: Quantities shown are for one beam only.
KEY
Strand
LNFT
CUYD
0.6 Dia. Strands
Notes:
See ''DIAPHRAGM DETAILS'' sheet for additional information.
A
C T
U A
L F I L E R
M S F L T P F S
B E
A M
D
T S .D
G N
CLBeam
Scale: 11 2'' = 1'-0''
RECESS DETAIL
See SHEAR KEY
2'-0"2'-0"
4'-0"of void (Typ.)
corners of each end
" Dia. void drain at4
3" (Typ.)
2'-0"2'-0"
4'-0"
CLBeam
RECESS DETAIL
See SHEAR KEY
TYPICAL INTERIOR BEAM SECTION
Scale: 11 2'' = 1'-0'' of void (Typ.)
corners of each end
" Dia. void drain at4
TYPICAL EXTERIOR BOX BEAM SECTION
END BLOCK SECTION
3" 3"= 1'-6"
9 Spa. @ 2"
= 1'-6"
9 Spa. @ 2"
3"
0.6'' Dia. strand 0.6'' Dia. strand
3"
18 Strands
4 Strands
2 Strands
2 Strands
#4GE1
= 1'-4"
2 Spa. @ 8"
= 1'-4"
2 Spa. @ 8"
#4GE2
#4GE4 #4GE4
#4GE3
S p a
G E
#4GE1
4" 4"
CLBeam
(See "TYPICAL BOX BEAM SECTION" for details not shown)
Scale: 11 2'' = 1'-0''
Scale: 11 2'' = 1'-0''
1" Clr.
3" 3"= 1'-6"
9 Spa. @ 2"
= 1'-6"
9 Spa. @ 2"
3"
0.6'' Dia. strand 0.6'' Dia. strand
3"
6 Strands
2 Strands
18 Strands
M in s p li c e
T y p
1'-0" 1'-0"6" 6"
#4GE1
#4GE1
#4GE2
CLBeam
TYPICAL BOX BEAM SECTION
1" Clr.
E m b e d m e n t
2" Clr.
"8
"4
3 4
SHEAT KEY RECESS DETAIL
Scale: 3'' = 1'-0''
17.3
2.
1.
(Typ.)
Tooled edge
(Rake finish)
Top of Beam
(Typ.)
Tooled edge
(Rake finish)
Top of Beam
-inch.4 1an amplitude of
Rake finish top of all beams. Transverse roughened finish with
5"5" 5"5"
T y p
3" (Typ.)
T y p
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R12
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
Notes:
S p a
G E
Deflect 0.6 Dia. strands
25 Spa. @ 1'-6'' = 37'-6''9"
2 - #4GE1
= 3'-0''
@ 3''
4 Spa.
2 - #4GE1
= 1'-0''
9"
2-#4GE1 with #4GE2
8'-0"
BOX BEAM ELEVATION
1'-0" 3 Spa. @ 1'-0''
1'-9"
#4GE4
4 Spa. @ 1'-0" = 4'-0"
#4GE2
#4GE3
CL 2'-0"
CL
As shown
A C
T U
A L F I L E R
M S F L T P F S
B E
A M
D
T S .D
G N
BEAM DETAILS - 2
Interior girder midspan
Exterior girder midspan
C
1.71
CAMBER TABLE (in.)
A B
2.83 1.12
2.83 1.12 1.71
CL
3'-0"
2" Clr.
S p a
G E
PARTIAL BOX BEAM PLAN
G E
S p a
(End block reinforcing)
Scale: 1'' = 1'-0''
LIFTING EYE DETAIL
4"
CLLifting eye
4"
Top of girder
'' Dia. strand2
Double top
3 Cable clamps
Min. splice end of all voids (Typ.)
'' Dia. drain hole at each 4
Bearings BearingsCL
L/2
CL
L/2
C
A
Line between span ends
B
Midspan
Symmetrical about
CL
C = estimated camber at erection.
B = estimated camber due to deck, haunch, diaphragms and railings.
A = estimated camber due to prestress and self weight of girder.
3'' Dia. hole
3'' Dia. hole
2 - #4GE1
#4GE5 #4GE2
See ''BEAM DETAILS - 2'' sheet for additional information.
See ''DIAPHRAGM DETAILS'' sheet for additional information.
88'-6'' Beam length (out to out)
36'-3''
UTILITY SUPPORTS
EXTERIOR BEAM
Scale: 1'' = 1'-0''
(Interior and exterior beam)
Scale: 34'' = 1'-0''
Threaded insert
'' = 1'-0''2 1Scale: 1 strands or internal voids.
Spaced threaded insert in away that they do not interfere with
Cast threaded insert with beam, field installation is not allowed.
Include location of lifting eye in shop drawing submittal.
Midspan
Symm. about system
Waterline
Utility support
Contactor may submit alternative for the utility support.
Submit design and shop drawing of utility supports for approval.
5.
4.
3.
2.
1.
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R13
-N o v -2
M
P R
O J E
C T
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S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
A C
T U
A L F I L E R
M S F L T P F S F
R A
M E P
L A
N .D
G N
Notes:
the steel bars are properly tensioned.
No traffic or heavy equipment is permitted on the beams until
DIAPHRAGM DETAILS
As shown
EXTERIOR BEAM DIAPHRAGM DETAILS
CL
(At end block)
PLAN
CL
PLAN
(At intermediate diaphragm)
4" "2
4"
" diaphragm (Typ.)2
Scale: 1'' = 1'-0'' Scale: 1'' = 1'-0''
(At end block)
PLAN
Scale: 1'' = 1'-0''
INTERIOR BEAM DIAPHRAGM DETAILS
PLAN
(At intermediate diaphragm)
Scale: 1'' = 1'-0''
CL CL
"2 14 " diaphragm (Typ.)2
3'' Dia. hole 3'' Dia. hole
3'' Dia. hole 3'' Dia. hole
(Typ.)
Box beam
(Typ.)
Backer rod
(Typ.)
Box beam
(Typ.)
(Typical between beams)
Scale: 11 2'' = 1'-0''
CL
CL
(Typical at transverse tie road locations)
Scale: 11 2'' = 1'-0''
SHEAR KEY DETAIL SHEAR KEY DETAIL
(Typ.)
Backer rod
4" 4"
CL
(At intermediate diaphragm)
'' = 1'-0'' 2 1Scale: 1
(At intermediate diaphragm)
'' = 1'-0'' 2 1Scale: 1
CL
ELEVATION
ELEVATION
A t I n t.
D ia p h r
A t I n t.
D ia p h r
A t e n d b lo c k
A t e n d b lo c k
3'' Dia. hole
3'' Dia. hole
Grade DH. Galavanize steel bar, plates, nuts and washers.
Grade 150 and heavy hex nut conforming to ASTM A563, Furnish high strength steel bar conforming to AASHTO M 275, tightening steel bars.
contractor must submit for approval proposed method of
The tension force of each steel bar after all loss is 80 kip. The until filled.
Cover and protect shear keys from weather and debris strength of 5000 psi at 24 hours.
Provide a keyway non-shrink grout with minimum compressive
(Typ.)
transverse steel bars.
the final tensioning of completed and prior to erection work has been
Grout shear key after all
AA
(Typical at transverse tie rod locations)
Scale: 3'' = 1'-0''
PARTIAL SECTION BEAM
6"
Top of beam
CL11
4" Dia. high strength steel bar bearing plate (ASTM A36)
" thick 2 16" x 7" x 1
SECTION A-A
Scale: 3'' = 1'-0'' bearing plate (ASTM A36)
" thick 2 16" x 7" x 1 grount (Typ.)
Fill recess with non-shrink
7.
6.
5.
4.
3.
2.
1.
3'' Dia. hole
3'' Dia. hole
CL11
4" Dia. high strength steel bar before placing steel bars.
After pouring keyway grout, water cure for 3 days minimum
Use a non-corrosive pipe when casting the 3-inch dia. hole.
"4
(Typ.)
"4
B
B
SECTION B-B
Scale: 3'' = 1'-0''
Grout prior to erection of beams
Backer rod to be placed
3 Dia. hole
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R14
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
Notes:
1.
SLAB REINFORCEMENT
TYPICAL SECTION AND
A C
T U
A L F I L E R
M S F L T P F S
T Y P S
E C
T .D
G N
28'-0"
1'-0" 2'-0" 11'-0" 11'-0" 1'-0"2'-0"
#5SE1 1.56% 1.56%
Shoulder Shoulder
#5SE2
88 Spa. @ 1'-0'' = 88'-0"
S p a
S
E
S p a
S
E
#5SE2
2'-6"
(Typ.)
Min. lap
#5SE2
#5SE2
#5SE1
#5SE1
SLAB REINFORCEMENT
3"
(Typ.)
Utility support
(See Note 2)
Waterline system
Right edge Left edge
StructureCL
CL
2 3 4 5 6 7 beam BI-48 (Typ.)
AASHTO box
2'-0" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 2'-0"4'-0"
T y p
TYPICAL SECTION
(Looking ahead station)
Scale: 34'' = 1'-0''
Scale: 14'' = 1'-0''
W-Beam bridge rail (Typ.)
4" Cov.
Profile grade
Left edge
Right edge
Structure
KEY
1Box beam
DECK ELEVATIONS
Elevation (ft.)
21+93.25
22+37.50
22+81.75
Station
470.07
469.73
469.39
470.28
469.94
469.60
470.07
469.73
469.39 of Deck
Left Edge of Deck
Right Edge
Grade
Profile
LBSReinf. Steel
Concrete
ITEM UNIT QUANTITY
CUYD
SUMMARY OF QUANTITIES
See ''FRAMING PLAN'' sheet for additional information.
2.
1.
See "BEAM DETAILS - 2" sheet for utility support detail.
As shown
CL
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R15
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
Notes:
A C
T U
A L F I L E R
M S F L T P F S
R A I L
D T S .D
G N
As shown
RAIL DETAIL - 1
6'-3"
Begin bridge
"2 13'-7"2
12'-7
12 Spa. @ 6'-3" = 75'-0" 6'-3"
CL
W-Beam (Typ.)
CL
(Typ.)
over deck
S3 x 5.7 Post
End bridge
"2
4" "2
TYPICAL RAIL SECTION
Scale: 11 2'' = 1'-0''
CL
W-Beam
A
A
RAIL ELEVATION
CL
with one hex nut
" Hex head 4 1" Dia. x 12 s la b
M in
"2
Base plate
Backer plate
Post two hex nuts one lock washer placed under with one regular washer and
" Hex head bolt2 1" Dia. x 216
5 CL
VIEW A-A
S3 x 5.7 PostCL
"8
W-Beam
Backer plate
6"
'' Dia. anchor bolts8
5CL
of rail
Nominal face
1'-0" beam
Exterior box rest on top of box beam
Installed anchor bolts may
M in th r e a d l e n g th
ANCHOR BOLT
Scale: 3'' = 1'-0'' heavy hex nut one regular lock washer placed under bolt with one hardened washer and
" Dia. heavy hex head anchor 8
5 CL
revolution with wrench and secure with the second hex nut.
should be snug against the post). Then tighten hex nut one edges of the W-Beam engage the backer plate (backer plate
Tighten the first hex nut by hand until the top and bottom
S e e N o te
P r o je c ti o n
B o lt of zinc-rich paint according to ASTM A123.
inch and paint with two coats 2 1above nuts of more than
After posts set and bolts tightened, cut off bolt projection
(See Note 3)
#4GE2
conflicts with anchor bolts on exterior beams only.
Bend or cut and remove portion of bars #4GE2 where bar
See ''RAIL DETAILS - 2'' sheet for additional information.
Corrosion resistant (weathering) all steel compornents.
See "DETAIL E617-21A" sheet for CRT post detail.
'' dia. hole centered in PL.8 3with
'' Plate washer8 1'' x 4
3'' x 14
PART
Terminal section
W-Beam rail &
Base Plate according to ASTM A123.
Zinc-coat the embedded portion of weathering steel posts
7.
6.
5.
4.
3.
2.
1.
Hex head bolts
ASTM A563, Grade C3
ASTM A325, Type 3
Nuts
ASTM A242
Class B, Type IV
AASHTO M 180,
Anchor bolts ASTM A449 Type 3
Backer Plate SS Gr 33
ASTM A1011 CS or
SPECIFICATION
MATERIAL
(Looking at left interior top of deck)
Scale: 12'' = 1'-0''
Scale: 11 2'' = 1'-0''
(See "ANCHOR BOLT" Detail)
'' Dia. anchor bolts8 grade (Typ.)
CRT Post over
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R16
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
A C
T U
A L F I L E R
M S F L T P F S
R A I L
D T S .D
G N
As shown
"8
CLS3 x 5.7 Post
16'' Dia. hole front flange only
8'' Dia. hole front flange only
A A
4"4"
8"
6"1" 1"
"8
"4
"8
T y p
(Typ.)
CL
8'' Dia.
holes
2'' Radius
(Typ.)
PLAN
SECTION A-APOST ELEVATION
Scale: 3'' = 1'-0'' Scale: 5'' = 1'-0''
CLS3 x 5.7 Post
Traffic side
CL
BACKER PLATE DETAILS
ELEVATION
CL
(Typ.)
Backer plate
"2 13'-1 "2
13'-1"2 13'-1
25'-0" or 12'-6"
W-BEAM ELEVATION
Scale: 1'' = 1'-0''
CL
4 2'' x 21 '' Slotted hole (Typ.)
W-BEAM SPLICE ELEVATION
"4 14"4
"2 11'-
2" 2"
CL
CLW-beam splice splice bolts (Typ.)
'' button head4 1'' Dia. x 18
Backer plate 18'' x 8'' x 1'-3''
Scale: 4'' = 1'-0''
Scale 3'' = 1'-0''
" (Typ.)4
2" (Typ.)
CL W-beam splice
'' 8 58'' x 8'' x
Base plate
Base Plate
8'' x 8'' x 58"
8 Splice holes (Typ.)
RAIL DETAILS - 2
34'' x 1''
Slotted holes
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R17
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
Notes:
N
PLAN
A
B
B
A
PC 2+46.76
PT
+39 .1
D
D
SECTION A-A
SPILLWAY DETAILS - 1
Spillway
Spillway
SECTION B-B
E
E
(Typ.)
Spillway joint
See "SPILLWAY DETAILS - 2" sheet for additional information.
covered riprap side slope concrete spillway and concrete
Remove and replace existing
4.
3.
2.
1.
See "D sheets" for additional information.
As shown
A C
T U
A L F I L E R
M S F L T P F S S
P I L L
W A
Y
D T S .D
G N
C
C
SECTION C-C
slab
Spillway concrete slab (See Note 1)
Spillway concrete
See "SPILLWAY DETAILS - 3" sheet for additional information.
B
E
KEY
Spillway concrete slab
Roadway
StructureCL
CL
(Typ.)
side wall slope
Top of proposed slab (Typ.)
Edge of spillway
Sta. 1+57.35
Begin Spillway
SpillwayBL
(See Note 2)
Side wall slope
(See Note 2)
Side wall slope wall
Gabion retaining
End Spillway
Sta. 3+70.50 slab (See Note 1)
Spillway concrete
(See Note 3)
Gabion retaining wall
BL
BL
Scale: 116'' = 1'-0''
(Sta. 2+00 shown, looking back station)
Scale: 18'' = 1'-0''
(Sta. 3+00 shown, looking back station)
Scale: 316'' = 1'-0''
Section E-E for additional information.
See "SPILLWAY DETAILS - 4" sheet for Section D-D and
(See "SECTION D-D" for additional information, riprap not shown)
Scale: 38'' = 1'-0''
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
CHOCTAW LAKE BRIDGE AND SPILLWAY REPLACEMENT
November 2016
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW
R18
-N o v -2
M
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O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
18Not to scale
PANEL - BEGIN
PANEL - 1
PANEL - 2
PANEL - 3
PANEL - 4
PANEL - 5
PANEL - 6
PANEL - 7
PANEL - 8
PANEL - 9
PANEL - END
BL Spillway
"4 335'-6 "8
538'-10
BL Spillway
Notes:
BL Spillway
A C
T U
A L F I L E R
M S F L T P F S S
P I L L
W A
Y
D T S .D
G N
SPILLWAY DETAILS - 2
See ''SPILLWAY DETAILS - 1'' sheet for additional information.
See ''SPILLWAY DETAILS - 4' sheet for additional information.
ANM
"4 328'-10 "8
126'-7
"2 122'-6"8
124'-3
"8
19'-4""8 320'-3
18'-8""8
18'-8
"4
18'-10 "018'-
"8
17'-4 18'-6"
"8
16'-8"4
18'-1
16'-0"18'-0"
"8 115'-418'-0"
15'-0"18'-0"
BL Spillway BL Spillway
BL Spillway
BL Spillway
BL Spillway
BL Spillway
BL Spillway
BL Spillway
3.
2.
1.
to fit field condition as approved by CO.
Dimensions are approximate, determine final dimensions of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
CHOCTAW LAKE BRIDGE AND SPILLWAY REPLACEMENT
November 2016
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA DW
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
R19
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
Notes:
W a ll H e ig h t ft
1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 3+60 3+70
Top of wall
Edge of Bridge
Edge of Bridge
Elev. 462.63
Elev. @ Abut. 2 - 466.80 Elev. @ Abut. 1 - 467.08
Elev. 465.15
Elev. 465.83
Elev. 465.61 Sta. 1+86.00 Top of wall
PROPOSED WALL LAYOUT
ANM Not to scale
Elev. 461.42
Box beam
SPILLWAY DETAILS - 3
Wall slope constant at 5V:1H from 5V:1H to 1V:1H Transition wall slope at 1V:1H
Wall slope constant at 5V:1H
Wall slope constant
See "SPILLWAY DETAILS - 1" sheet for additional information.
2.
1.
See "SPILLWAY DETAILS - 4" sheet for additional information.
A C
T U
A L F I L E R
M S F L T P F S S
P I L L
W A
Y
D T S .D
G N
Elev. 445.07
Elev. 440.70 Sta. 3+70.5 End SpillwayElev. 461.00
Sta. 1+57.35 Begin Spillway slab of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
CHOCTAW LAKE BRIDGE AND SPILLWAY REPLACEMENT
November 2016
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA DW
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
R20
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
SECTION D-D
SECTION E-E
1'-0"10"
1'-0"1'-0"
BL
C lr
C lr
3'-0" Lap
(Typ.)
Varies
V a r ie s
Varies
See DETAIL A
Varies
DETAIL A
PARTIAL TYPICAL SECTION
joint
Optional construction1
Scale: 11 2'' = 1'-0''
Scale: 11 2'' = 1'-0''
As shown
10"2'-0"
Waterstop joint) optional construction
Waterstop (Required at
Scale: 11 2'' = 1'-0''
"2
See JOINT DETAIL
JOINT DETAIL
sealant
Silicone joint
#4 @ 1'-0''
#4 @ 1'-0"
#4 @ 1'-0"#4 @ 1'-0"#4 @ 1'-0"
#4 @ 1'-0"
#4 @ 1'-0"
#4 @ 1'-0"
#4 @ 1'-0" joint filler
Preformed expansion
A C
T U
A L F I L E R
M S F L T P F S S
P L L
W A
Y
D T S .D
G N
SPILLWAY DETAILS - 4
Spillway
Begin/End
Spillway
Symm. about
(Sta. 3+00 shown, looking back station)
Scale: 34'' = 1'-0''
Scale: 5'' = 1'-0''
V a r ie s
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R21
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
A C
T U
A L F I L E R
M S F L T P F S
R E
B A
R
B L
A N
K .D
G N
REINFORCEMENT BAR LIST - 1
No scale
TYPE 75
N = Number of Laps
B E
C
D
REINFORCING STEEL SCHEDULE DIMENSION TABLE
BAR MK SIZE TYPE PIN SZ LOCATION QTY LENGTH WEIGHT A B C D E F G H J K O R
BOX BEAM REINFORCEMENT (1 BEAM)
V or N
17 0'-3„"#4GE1 4
0'-3„"#4GE2 4
75#4GE3 4
17 0'-3„"#4GE4 4
17 0'-3„"#4GE5 4
LBSSUBTOTAL
SLAB REINFORCEMENT
V or N
STR#5SE1 5 Trans. top
75#5SE2 5 Long. top
LBSSUBTOTAL
B
STR
B
C
D
OPTIONAL LEG
TYPE 17 TYPE 730
A
B
C E
F
G I
WV
D
H
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
R22
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
A C
T U
A L F I L E R
M S F L T P F S
R E
B A
R
B L
A N
K .D
G N
REINFORCEMENT BAR LIST - 2
No scale
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
CHOCTAW LAKE BRIDGE AND SPILLWAY REPLACEMENT
November 2016
REINFORCING STEEL SCHEDULE DIMENSION TABLE
75 1#4P1 4 Trans. top & bot.
STR4
52 0'-3„"#4P3 4
67 0'-3„"#4P4 4
STR#4P5 4
75 14
STR#4P2 4
52 0'-3„"#4P3 4
66 0'-3„"#4P4 4
STR#4P5 4
B
STR
D
C
B
A
TYPE 52
K
C
F
H
E
B
D
TYPE 66
A
B C
D
E
TYPE 67
TYPE 75
N = Number of Laps
B E
C
D
#4P2
#4P1
Long. top & bot.
Trans. top & bot.
Long. top & bot.
STR#4P1 4 Trans. top & bot.
STR#4P2 4 Long. top & bot.
52 0'-3„"#4P3 4
66 0'-3„"#4P4 4
STR#4P5 4
STR#4P1 4 Trans. top & bot.
STR#4P2 4 Long. top & bot.
52 0'-3„"4
66 0'-3„"4
STR4
STR4 Trans. top & bot.#4P1
#4P3
#4P4
#4P5
LBSSUBTOTAL
LBSSUBTOTAL
SPILLWAY - BEGIN & SIDE WALLS
V or N
SPILLWAY - PANEL 1 & SIDE WALLS
SPILLWAY - PANEL 2 & SIDE WALLS
SPILLWAY - PANEL 3 & SIDE WALLS
SPILLWAY - PANEL 4 & SIDE WALLS
R23
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
A C
T U
A L F I L E R
M S F L T P F S
R E
B A
R
B L
A N
K .D
G N
REINFORCEMENT BAR LIST - 3
No scale
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
CHOCTAW LAKE BRIDGE AND SPILLWAY REPLACEMENT
November 2016
STR4 Long. top & bot.
52 0'-3„"#4P3 4
66 0'-3„"#4P4 4
STR#4P5 4
STR4 Trans. top & bot.
STR4 Long. top & bot.
B
STR
D
C
B
A
TYPE 52
K
C
F
H
E
B
D
TYPE 66
#4P2
#4P1
#4P2
52 0'-3„"#4P3 4
66 0'-3„"#4P4 4
STR#4P5 4
STR4 Trans. top & bot.#4P1
Long. top & bot.STR4#4P2
52 0'-3„"#4P3 4
66 0'-3„"#4P4 4
STR#4P5 4
STR4 Trans. top & bot.#4P1
4 STR#4P2
52 0'-3„"#4P3 4
66 0'-3„"#4P4 4
STR#4P5 4
STR4 Trans. top & bot.#4P1
Long. top & bot.
LBSSUBTOTAL
LBSSUBTOTAL
SPILLWAY - PANEL 4 & SIDE WALLS
(CONTINUED)
SPILLWAY - PANEL 5 & SIDE WALLS
SPILLWAY - PANEL 6 & SIDE WALLS
SPILLWAY - PANEL 7 & SIDE WALLS
SPILLWAY - PANEL 8 & SIDE WALLS
R24
-N o v -2
M
P R
O J E
C T
S F
S M
S p tn r d e l\ m s f lt p f s (1
B r id g e M ic r o s ta ti o n B r id g e
D e s ig n
F il e s P
R O J E
C T
S .d
A C
T U
A L F I L E R
M S F L T P F S
R E
B A
R
B L
A N
K .D
G N
REINFORCEMENT BAR LIST - 4
No scale
STATE PROJECT
NUMBER
SHEET
MS MS FLTP FS 967(1)
PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY
Dan WestonOA OA DW of
DATE
U.S. DEPARTMENT OF TRANSPORTATION
TOMBIGBEE NATIONAL FOREST
CHOCTAW LAKE BRIDGE AND SPILLWAY REPLACEMENT
November 2016
STR4
STR#4P2 4
52 0'-3„"#4P3 4
66 0'-3„"#4P4 4
STR#4P5 4
STR4 Trans. top & bot.
STR4 Long. top & bot.
52 0'-3„"#4P3 4
67 0'-3„"#4P4 4
B
STR
D
C
B
A
TYPE 52
K
C
F
H
E
B
D
TYPE 66
A
B C
D
E
TYPE 67
#4P1 Trans. top & bot.
#4P1
Long. top & bot.
#4P2
STR4#4P5
STR4 Long. top & bot.
52 0'-3„"#4P3 4
66 0'-3„"#4P4 4
STR#4P5 4
#4P2
LBSSUBTOTAL
SPILLWAY - PANEL 8 & SIDE WALLS
(CONTINUED)
SPILLWAY - PANEL 9 & SIDE WALLS
SPILLWAY - END & SIDE WALLS
File details come from the government source that posted it. Updated .