Task Order One (Road 902-2.7 Plans).pdf
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- Solicitation number
- 127K1120R0007
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| File | Type | Posted |
|---|---|---|
| Revised page 39.pdf | ||
| 521-2.726_INSP_200324 (002).pdf | ||
| Task Order Two (Road K53E-1.0 Plans).pdf | ||
| DBWD LA20200051.pdf | ||
| Task Order One.pdf | ||
| Exhibit A.pdf | ||
| Performance Relevancy Questionaire.pdf | ||
| Task Order Two.pdf | ||
| Task Order Three.pdf | ||
| DBWD LA20200015.pdf | ||
| Task Order Five.pdf | ||
| Task Order Four.pdf | ||
| Solicitation 127K1120R0007.pdf |
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VICINITY MAP
U.S. DEPARTMENT OF AGRICULTURE
FOREST SERVICE, REGION 8
CANEY RANGER DISTRICT
KISATCHIE NATIONAL FOREST
CLAIBORNE PARISH, LOUISIANA
CONSTRUCTION PLANS FOR:
BRIDGE 902-2.7
REPLACEMENT
PROJECT
LOCATIONT22N
T23N
R 4W
R 5W
R 3W
R 4W
PROJECT
LOCATION
LOCATION MAP
ENGINEERS
PLANNERS
SURVEYORS
DATE
DISTRICT RANGER
DATE
FOREST ENGINEER
RECOMMENDED BY:
DATE
DATE
FOREST SUPERVISOR
APPROVED:
REGIONAL STRUCTURAL ENGINEER
DATE
REGIONAL DIRECTOR OF ENGINEERING
85% DRAFT PLANS
Not for Construction
INDEX TO SHEETS
NO. DESCRIPTION
1 TITLE SHEET
ESTIMATED QUANTITIES &
GENERAL NOTES
ROAD TYPICAL SECTION &
POINT TABLES
4 ROAD PLAN & PROFILE
5 BRIDGE GENERAL LAYOUT
6 EXCAVATION & BACKFILL
7 FOUNDATION PLAN
APPENDIX A
A1 - A12
STANDARD BRIDGE DESIGN
SINGLE LANE PRESTRESSED
SLAB 40'-50' BRIDGES
APPENDIX B
XS1 - XS3 ROAD CROSS SECTIONS
MATERIAL SOURCES
GOVERNMENT FURNISHED
Waste Site
CONTRACTOR FURNISHED
unclassified borrow structural backfill
Crushed Aggregate
Riprap
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SHREVEPORT
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ALEXANDRIA
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LAYFAYETTE
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NEW ORLEANS
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BATON ROUGE
DRAWING
TITLE
PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 6/2
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REGION 8
SOUTHERN REGION
ESTIMATED
QUANTITIES &
GENERAL NOTES
Apr-20
A. GROESBECK
A. GROESBECK
M. JENSEN
6909.005
BRIDGE 902-2.7
KISATCHIE
CANEY
REPLACEMENT
NFSR 902-2.7
RANGER DISTRICT
NATIONAL FOREST
CQ= Contract Quantity (See SECTION 109.02(b) of the STANDARD SPECIFICATIONS)
SPECIFICATIONS: Construct the project in compliance with Federal Highway
Administration Standard Specifications for Construction of Road and Bridges on Federal Highway Projects (FP-14) and applicable Forest Service
Supplemental Specifications (FSSS).
BRIDGE HYDRAULICS: This bridge has been designed to exceed the hydraulic capacity of the previous bridge by maintaining or increasing the clear height and increasing the waterway opening as directed by the Forest Service.
DEWATERING & EROSION CONTROL PLAN: Submit a Dewatering and Soil
Erosion and Sediment Control Plan to the Contracting Officer for approval at least thirty (30) days prior to beginning work. See Section 157 of the
Supplemental Specifications for details. Construct temporary means to divert the flow of the live stream as necessary to perform work, including dewatering for bank construction and replanting. Do not pump water from excavations directly into the live stream. See Stream Dewatering
Requirements on Sheet 6.
STREAM CROSSINGS: Contractor will be allowed to cross the live stream during construction, as approved by the CO.
DISPOSAL: All materials designated for removal other than timber caps and girders, become the property of the Contractor and are to be disposed of by removing from the Forest in an environmentally safe manner in accordance with all Local, State and Federal requirements.
SALVAGING: Salvage timber caps and timber girders as directed by the
Contracting Officer. The Contracting Officer will inspect and determine which timber elements are salvageable. Transport (Load, haul, and unload) to Forest
Service work center.
TEMPORARY TRAFFIC CONTROL: Submit a Temporary Traffic Control Plan to the Contracting Officer for approval at least 30 days prior to intended use.
EXISTING UTILITIES: Location of existing utilities is unknown. The contractor is responsible for locating all utilities prior to any excavation activities and coordinating with the appropriate utility companies to have utilities moved as necessary to complete the project. Damage to any existing utilities will be repaired at the Contractor's expense.
GENERAL NOTESBID SCHEDULE
ITEM
NO.
ITEM DESCRIPTION UNIT
QUANTITY
COMMENTS
15101 MOBILIZATION
Lump Sum
1 INCLUDES TEMPORARY TRAFFIC CONTROL.
15201 CONSTRUCTION SURVEY AND STAKING, METHOD 2, CLASS B Lump Sum
1 LICENSED SURVEYOR REQUIRED
15401 CONTRACTOR TESTING
Lump Sum
1 CONCRETE TESTING AND PILE INSTALLATION.
15713 SOIL EROSION & POLLUTION CONTROL
Lump Sum
1 INCLUDES DEWATERING. SEE GENERAL NOTES.
20401
UNCLASSIFIED BORROW, COMPACTION PLACEMENT 2, TOLERANCE
CLASS A
Cubic
Yard
15 CQ
CONTRACTOR FURNISHED MATERIAL FROM A
COMMERCIAL SOURCE. IN PLACE QUANTITY, NOT
ADJUSTED FOR SHRINK / SWELL.
20302
REMOVAL OF EXISTING BRIDGE, METHOD A
Each 1 CQ REMOVE PILES OR CUT PILES BELOW GRADE.
20801 STRUCTURAL BACKFILL
Cubic
Yard
25 CQ
CONTRACTOR FURNISHED MATERIAL FROM A
COMMERCIAL SOURCE. IN PLACE QUANTITY, NOT
ADJUSTED FOR SHRINK / SWELL.
20803 STRUCTURAL EXCAVATION
Lump Sum
25102
PLACED RIPRAP, CLASS 2 (LA DOTD CLASS 130)
Tons 115 CQ
CONTRACTOR FURNISHED MATERIAL FROM A
COMMERCIAL SOURCE. CALCULATED USING A
CONVERSION FACTOR OF 1.94 (CY TO Tons).
30102
AGGREGATE SURFACING, COARSE GRADING, METHOD 1
Tons 105 CQ
CONTRACTOR FURNISHED MATERIAL FROM A
COMMERCIAL SOURCE. CALCULATED USING A
CONVERSION FACTOR OF 1.94 (CY TO Tons).
55101 PRESTRESSED CONCRETE PILE, 14" x 14", IN PLACE
Linear
Foot
320 CQ
55201
STRUCTURAL CONCRETE, CLASS A, (AE)
Cubic
Yard
14 CQ 6" CAST IN PLACE CONCRETE DECK SLAB
55218A
PRECAST CONCRETE MEMBER, ABUTMENT PILE CAP
Each 2 CQ
55218B
PRECAST CONCRETE MEMBER, WINGWALL
Each 4 CQ
55218C
PRECAST CONCRETE MEMBER, BACKING PLANK
Each 2 CQ
55301A
PRECAST, PRESTRESSED STRUCTURAL CONCRETE MEMBER,
TXDOT 4SB15, 40' LONG
Each 2 CQ
55301B
PRECAST, PRESTRESSED STRUCTURAL CONCRETE MEMBER,
TXDOT 5SB15, 40' LONG
Each 2 CQ
55401
REINFORCING STEEL, GRADE 60
Lbs 960 CQ FOR 6" CAST IN PLACE CONCRETE DECK SLAB
55601 BRIDGE TRAFFIC BARRIER CURB
Linear
Foot
80 CQ
62504 SEEDING, DRY METHOD Lump Sum
1 INCLUDES MULCH.
63306
POSTS, WOOD
Linear
Foot
40 CQ
63307
OBJECT MARKER, TYPE 3
Each 4 CQ
BRIDGE DESIGN: This structure is designed for HL-93 loading in accordance with AASHTO LRFD Bridge Design Specifications, 8th edition with current interims.
DESIGN NOTES
See Appendix A for additional
General Notes.
ALTERNATE PRESTRESSED CONCRETE SECTIONS: Contractor may substitute alternate prestressed concrete girder or pile sections.
Alternate pile sections must match the dimensions shown on plan and be acceptable equivalents. Alternate girder sections must match the sections depth shown on these plans within 6". Maintain road way elevations and adjust wingwall heights as necessary. Prestressed girder sections must be inter-connected as required by AASHTO. Cast-in-place topping pours are not necessary for alternate sections. Complete design calculations and fabrication drawings must be submitted and approved by the Contracting Officer before fabrication. Acceptable alternate girder section examples include: Georgia DOT PSC Cored Beam, South Carolina
DOT Prestressed Concrete Cored Slab, or Mississippi DOT Prestressed
Concrete Hollow Slab Beams.
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E
CP-9
CP-12
CONTROL POINT TABLE
POINT #
CP-9
CP-12
NORTHING
881856.81
881253.56
EASTING
3208341.50
3209283.27
ELEVATION
137.13
123.04
DESCRIPTION
IR-5/8IR W/SAM PCAP
IR-5/8IR W/SAM PCAP
LAYOUT POINTS
POINT #
NORTHING
881738.1512
881712.6726
EASTING
3209171.1335
3209197.9633
ELEVATION
118.69
118.69
DESCRIPTION
ABUTMENT 1 LAYOUT
ABUTMENT 2 LAYOUT
LAYOUT POINTS
POINT #
NORTHING
881796.7510
881794.4169
881788.2621
881780.4429
881771.0211
881760.0711
881747.6793
881740.6317
881739.1842
881711.6397
881710.9681
881706.4976
881692.0230
881676.7393
881660.7027
881643.9719
881626.6084
881608.6761
881590.2407
881560.0446
EASTING
3209064.0231
3209073.2686
3209092.2911
3209110.6921
3209128.3263
3209145.0546
3209160.7447
3209168.5215
3209170.0458
3209199.0510
3209199.7581
3209204.3749
3209218.1722
3209231.0674
3209243.0132
3209253.9658
3209263.8849
3209272.7341
3209280.4809
3209290.4641
ELEVATION
121.96
121.96
122.09
122.37
122.76
122.97
123.00
123.00
123.00
123.00
122.99
122.84
122.49
122.19
122.03
122.00
122.02
122.03
DESCRIPTION
STA 3+90.46 PC
STA 4+00
STA 4+20
STA 4+40
STA 4+60
STA 4+80
STA 5+00
STA 5+10.50 PT
STA 5+12.60
STA 5+52.60
STA 5+53.57 PC
STA 5+60
STA 5+80
STA 6+00
STA 6+20
STA 6+40
STA 6+60
STA 6+80
STA 7+00
STA 7+31.82 PT
DRAWING
TITLE
PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 6/2
0 1 4:
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ON
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2-
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REGION 8
SOUTHERN REGION
ROAD TYPICAL
SECTION & POINT
TABLES
Apr-20
A. GROESBECK
A. GROESBECK
M. JENSEN
6909.005
BRIDGE 902-2.7
KISATCHIE
CANEY
REPLACEMENT
NFSR 902-2.7
RANGER DISTRICT
NATIONAL FOREST
LEGEND
EXISTING FEATURES
Existing Edge of Water
Major Contour (5')
Minor Contour (1')
Existing Edge of Road
Existing Bridge
Existing Guardrail
6'-0" min.
8'-0" max.
8'-0"
14'-0" min.
16'-0" max.
1'-0"
Existing 902-2.7 Bridge
F
L O
W
To Forestry
Road
To Hwy 9
ROAD TYPICAL SECTION
Not to Scale
PROJECT CONTROL
Not to Scale
Crushed Aggregate Surfacing
4" compacted thickness
Centerline
Road
Profile Grade
1'-0"
1'-0"
5'-0" min. 5'-0" min.
Clearing Limits
Clear to: Toe of fill, Cut daylight, or 5' min. shown.
Transition to 0% cross slope at bridge.
1.5
-3%
-3
1.5
OBJECT MARKERS: Use 12"x 36" Type 3 object markers colored yellow and black. Use material meeting MUTCD OM-3L or OM-3R specifications. Fasten to post w/ (2) 1/4" Ø machine bolts w/ washers. Field drill bolt holes. Install posts such that the inside edge of the reflectorized panel is on line with the inside edge of the curb.
12"
2'
Max.
OBJECT MARKER TYPE 3
Not to Scale
Curb
Warning Signs and Markers
Curb
4x4 Rough Sawn
Wood Post
CONTROL POINTS
* Abutment layout points are bottom of pile cap elevations.
ABUTMENT LAYOUT POINTS
* Centerline Points are at Profile Grade at stations shown.
ROAD CENTERLINE POINTS
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CURVE DATA:
R=615.00
L=110.94'
Δ=10°20'07"
PC: 2+59.50
P
C
P C
P
T
P T
PT: 7+31.82
CURVE DATA:
R=225.00
L=120.03'
Δ=30°33'58"
CURVE DATA:
R=330.00
L=178.24'
Δ=30°56'50"
3+20 4+00 5+00 6+00 7+00 7+20
-0.07%
0.00%
0.08%
S T A
E L
S T
E
60.00' VC
B V C S
B V C E
PVI STA:4+40.00
PVI ELEV:121.93
K: 27.01
60.00' VC
B V C S
B V C E
E V C S
E V C E
PVI STA:6+25.00
PVI ELEV:121.97
K: 28.09
40.00' VC
B V C S
B V C E
E V C S
E V C E
PVI STA:4+90.00
PVI ELEV:123.00
K: 18.62
40.00' VC
B V C S
B V C E
PVI STA:5+75.00
PVI ELEV:123.00
K: 19.47
DRAWING
TITLE
PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 6/2
0 1 4:
A
MM
ON
C :\U
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RS
\A
MM
ON
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ND
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TO
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5 C
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ID
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N\
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5 B
RI
DG
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2-
2.7 D
ES
IG
N.
DW
G;
REGION 8
SOUTHERN REGION
ROAD PLAN &
PROFILE
Apr-20
A. GROESBECK
A. GROESBECK
M. JENSEN
6909.005
BRIDGE 902-2.7
KISATCHIE
CANEY
REPLACEMENT
NFSR 902-2.7
RANGER DISTRICT
NATIONAL FOREST
PROFILE
Scale: 1" = 30'
PLAN
SCALE IN FEET
0 15 30
Existing Ground at
Centerline Road
Centerline Road
Finished Grade
New Edge of Road
STA 4+00
BEGIN ROAD WORK
MATCH EXISTING
(BEGIN SURFACING)
STA 7+00
END ROAD WORK
MATCH EXISTING
(END SURFACING)
Remove and
Dispose Existing
Bridge
New Prestressed
Concrete Bridge
Precast Concrete Pile Cap on Prestressed Concrete
Piles, Typ.
Centerline Road
Toe of Fill, Typ
F
L
O
W
Structure Excavation
See Sheet 6
9 CY Cut, 17 CY Fill 17 CY Cut, 17 CY Fill
ROAD CONSTRUCTION NOTES:
1. Quantities shown are in-place, calculated to subgrade and not adjusted for shrink/swell.
2. Construct road embankment in accordance with FP-14 Section
204.
3. Use imported Unclassified
Borrow (Item 20401) to construct road embankment.
4. Haul & dispose excess/unsuitable material to the waste site designated by the CO.
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P C
P T
EL 115.76
Riprap
DRAWING
TITLE
PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 6/2
0 1 4:
A
MM
ON
C :\U
SE
RS
\A
MM
ON
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JA
ND
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TO
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.00
5 C
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ID
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D
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IG
N\
.00
5 B
RI
DG
E
2-
2.7 D
ES
IG
N.
DW
G;
REGION 8
SOUTHERN REGION
BRIDGE GENERAL
LAYOUT
Apr-20
A. GROESBECK
A. GROESBECK
M. JENSEN
6909.005
BRIDGE 902-2.7
KISATCHIE
CANEY
REPLACEMENT
NFSR 902-2.7
RANGER DISTRICT
NATIONAL FOREST
TYPICAL SECTION
Scale: 1/4" = 1'-0"
Centerline Road
Centerline Structure
18'-0
" Out-to-Out Bridge & Slab
7'-11" 7'-11"
3'-11
Typ. Ext Girder
Prestressed Concrete
Slab Girder, Typ.
4'-11
Typ. Int Girder
Gap, Typ.
6" Reinforced
Cast-in-Place Slab
Glulam Curb, Typ.
1 2
PLAN
ELEVATION
Scale: 1" = 10'
New Edge of Road
Existing Ground at
Centerline Road
Class 2 Riprap
(LA DOTD Class
130), Typ.
S T A
C e n t e r l i n e
B r g
A b u t
Precast Concrete Pile Cap on Prestressed Concrete
Piles, Typ.
37.00'
CL Bearing to CL Bearing
Centerline
Road
Precast Concrete
Wingwall on Precast
Concrete Pile Cap, Typ.
Type 3 Object
Markers, Typ.
(1 ea. corner)
S T A
C e n t e r l i n e
B r g
A b u t
37.00'
CL Bearing to CL Bearing
Centerline Brg.
Abutment 1
FG EL = 123.00
Centerline Brg.
Abutment 2
FG EL = 123.00
New Prestressed
Concrete Bridge
Type 3 Object Markers, typ.
See Detail Sheet 3.
Centerline Road
Finished Grade
(FG)
Class 2 Riprap
(LA DOTD Class 130), Typ.
13'
Precast Concrete Pile Cap on Prestressed Concrete
Piles, Typ.
Precast Concrete
Wingwall on
Precast Concrete
Pile Cap, Typ.
0.00%
SCALE IN FEET
0 5 10
F
L
O
W
Existing Ground
Class 2 Riprap
(LA DOTD Class 130)
H
V
Precast
Pile Cap
Prestressed
Concrete Pile
TYPICAL RIPRAP SECTION
Scale: 1" = 5'
*Note: Warp Riprap
Slope to Fit Fill Slope.
Keyway Only Required at Channel Bed
Class 2 Seperation
Geotextile Filter
(714.01), Cost to be Included in Bid
Item 25102
2' 8.4'
2'
See Appendix A for Bridge
Superstructure Details
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PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 6/2
0 1 4:
A
MM
ON
C :\U
SE
RS
\A
MM
ON
.D
JA
ND
A\
DE
SK
TO
P\
.00
5 C
AN
EY
D
IS
TR
IC
T
BR
ID
GE
D
ES
IG
N\
.00
5 B
RI
DG
E
2-
2.7 D
ES
IG
N.
DW
G;
REGION 8
SOUTHERN REGION
EXCAVATION &
BACKFILL
Apr-20
A. GROESBECK
A. GROESBECK
M. JENSEN
6909.005
BRIDGE 902-2.7
KISATCHIE
CANEY
REPLACEMENT
NFSR 902-2.7
RANGER DISTRICT
NATIONAL FOREST
STRUCTURE EXCAVATION
Not to Scale
LOOKING UPSTREAM
ABUT. 1
ABUT. 2
Limits of Structure
Excavation, Typ.
Finish Ground
Profile
Class 2 Riprap
(LA DOTD Class 130), See Sheet 5
All Material Outside the
Structural Backfill Limits Must
Meet the Requirements for
Unclassified Borrow (704.06)
ESTIMATED QUANTITIES
ITEM UNIT
QUANTITY
IMPORTED STRUCTURAL BACKFILL (704.04)
Cubic Yard 25
1.5
Approximate
Existing Ground
Backfill the Area Behind the Bridge with Structural
Backfill (704.04)
** The quantities shown are for information only and based on the limits shown.
Quantities are in-place with no adjustment for shrink/swell. **
1.5
Structure Excavation Area.
Remove Existing
Piles at or Below
Excavation Extents
Salvage Existing Timber Pile Caps and Girders at Discretion of CO.
1. Complete Structure Excavation in accordance with FP-14 Section
208.
2. The Contractor is solely responsible for excavation support and compliance with all applicable OSHA regulations.
3. Excavation limits shown comply with OSHA sloping and benching requirements based on Soil Types found during soils exploration.
Notify the CO immediately if actual conditions vary from the soil types shown.
4. Submit an Excavation Plan for approval that includes, as a minimum, the following: drawings and a written outline illustrating and describing the proposed excavation limits, methods, equipment to be used, location of stockpiles, and estimated quantities. The
Excavation Plan must comply with all applicable OSHA requirements. Changes to the excavation limits shown here for the
Contractor's dewatering methods or Contractor convenience must be shown on the Plan and are the responsibility of the Contractor.
The Excavation Plan is incidental to the work.
1. Place Structural Backfill meeting FP-14 Subsection 704.04 at the ends of the bridge in accordance with Subsection 208.10 and compact in accordance with
Subsection 208.10.
2. The Structural Backfill limits shown here are the minimum requirements.
3. It is assumed that material from Structure Excavation at this site will not be suitable for re-use. Remove and haul all unsuitable material to the designated waste site. Any material deemed suitable may be used upon approval by the CO.
4. Any material outside the limits shown for Structural Backfill must meet the requirements of Subsection 704.06, Unclassified Borrow.
STRUCTURE EXCAVATION NOTES:
BACKFILL NOTES:
1. Protect against soil erosion and sedimentation during construction in accordance with FP-14 Section 157 and the project permits. Prepare and submit a Soil Erosion and Sediment Control Plan to the CO for approval prior to beginning work. Include drawings and written outline illustrating and describing the proposed layout, methods, and equipment.
SOIL EROSION CONTROL:
1. Complete Structure Removal in accordance with FP-14 Section 203.
2. Submit a Demolition Plan for approval that includes, as a minimum, the following:
drawings and a written outline illustrating and describing the methods, equipment to be used, and estimated quantities. The Demolition Plan must comply with all applicable OSHA requirements. The Excavation Plan is incidental to the work.
3. Final Requirements and Approval of Salvaging by the CO.
4. Salvaged materials are to be transported to the Forest Service work center.
STRUCTURE SALVAGE & DEMOLITION NOTES:
2'
Typ.
Waste Removal and Haul is
Incidental to Structural Excavation
[Item 20803].
Approximately 90 CY
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P C
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Layout Pt.
Layout Pt.
EL 118.69
Pile Cap
EL 78.69
Pile Tip
EL 118.69
Pile Cap
EL 78.69
Pile Tip
NOTE: All dimensions are typical.
DRAWING
TITLE
PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
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REGION 8
SOUTHERN REGION
FOUNDATION PLAN
Apr-20
A. GROESBECK
A. GROESBECK
M. JENSEN
6909.005
BRIDGE 902-2.7
KISATCHIE
CANEY
REPLACEMENT
NFSR 902-2.7
RANGER DISTRICT
NATIONAL FOREST
S T A
C e n t e r l i n e
B r g
A b u t
37.00'
CL Bearing to CL Bearing
S T A
C e n t e r l i n e
B r g
A b u t
F
L
O
W
SECTION THRU CENTERLINE
Scale: 1" = 20'
PLAN
SCALE IN FEET
0 5 10
Prestressed
Concrete Pile, Typ.
Approximate
Existing Ground at
Centerline Road
Precast Concrete Pile
Cap Abutment, Typ.
1'-6" 1'-6"
3'-0"
Centerline Road
Outline of Pile
Cap, Typ.
14"x14"
Prestressed
Piles, Typ.
Precast Concrete Pile Cap on Prestressed Concrete
Piles, Typ.
PILE NOTES
1. Pile capacity shall meet or exceed 35 tons, each (service load).
2. Dynamic load testing is required.
3. The contractor is required to retain a pile specialty consultant to monitor all phases of the pile installation. See
FP-14 551.03 for qualification requirements.
See Appendix A for Bridge
Substructure Details
P r e c a s t
P i l e s
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Precast Concrete
Pile, Typ.
Precast Concrete
Wingwall, Typ.
Precast Concrete
Pile Cap, Typ.
Precast Concrete
Backing Plank, Typ.
U.S. DEPARTMENT OF AGRICULTURE
FOREST SERVICE, REGION 8
KISATCHIE NATIONAL FOREST
CONSTRUCTION PLANS FOR:
APPENDIX A: STANDARD BRIDGE DESIGN
SINGLE LANE PRESTRESSED SLAB
40'-50' BRIDGES
INDEX TO SHEETS
NO. DESCRIPTION
A1 TITLE SHEET
A2 GENERAL NOTES
A3 PILE DETAILS
A4 ABUTMENT PLAN & ELEVATION
A5 ABUTMENT DETAILS
A6 WING WALL DETAILS
A7 BACKING PLANK DETAILS
A8 SUPERSTRUCTURE
A9 SUPERSTRUCTURE PLAN
A10 - A11 SUPERSTRUCTURE DETAILS
A12 Alternate Curb
ENGINEERS
PLANNERS
SURVEYORS
Prestressed Concrete
Slab Girder, Typ.
6" Reinforced
Cast-in-Place Slab
Glulam Curb, Typ.
15'-10
" Curb Face to Curb Face
40'-50' SINGLE LANE PRESTRESSED SLAB BRIDGE
No Scale
PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 0/2
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REGION 8
SOUTHERN REGION
GENERAL NOTES
40'-50' BRIDGES
Oct-19
A. GROESBECK
J. ROSKE
M. JENSEN
6909.002
A2
REGION 8
SINGLE LANE
STANDARD BRIDGE
DESIGN
40'-50' BRIDGES
PRESTRESSED SLAB
Precast Concrete
Pile, Typ.
Precast Concrete
Wingwall, Typ.
Precast Concrete Pile
Cap, Typ.
Elastometric Bearing
Pad, Typ.
DESIGN NOTES
BRIDGE DESIGN: These structures are designed in accordance with AASHTO LRFD
Bridge Design Specifications, 8th Edition with current interims. Supply TXDOT
PSB-4SB15 & PSB-5SB15 beams as designed and detailed by the Texas DOT.
DESIGN LOADS: These structures are designed to HL-93 Live Loading.
DESIGN PARAMETERS:
Single Lane Multiple Presence Factor = 1.14 (Adjusted for 100 ≤ ADTT ≤ 1000)
Importance Factor = 1.0
CONCRETE: Use Class A(AE) for all cast-in-place and precast, non-prestressed concrete with F'c = 5000 psi at 28 days and an entrained air content of 5% ± 1%. Finish all precast elements with a
Class 2- Rubbed Finish.
Use Class "P" Prestressed concrete with strength requirements as determined by the prestressed beam fabricator, except as follows. The minimum 28-day compressive strength is 5500 psi (F'c = 5500 psi) and the minimum compressive strength at transfer of prestress force is 3500 psi (F'ci = 3500 psi).
Make all concrete in accordance with an approved mix design. Chamfer all exposed edges of concrete 3/4" and fillet all acute angles 3" unless otherwise noted.
REINFORCING STEEL: Use non-prestressed reinforcing of the deformed type conforming to AASHTO M31 (ASTM A615), Grade 60. Concrete cover shall be as shown; where not shown it shall conform to AASHTO.
Cut and bend steel in accordance with ACI 315.
PRESTRESSING STEEL: Use prestressing steel of low-relaxation prestressing strand conforming to AASHTO M203, Grade 270.
HARDWARE AND STRUCTURAL STEEL: Use steel shapes, plates and bars meeting the requirements of ASTM A36. Galvanize all steel in accordance with AASHTO M111 (ASTM A123) except when covered by 1 inch or more of concrete. Use hardware meeting the requirements of
ASTM A307 except as noted. Galvanize hardware in accordance with
AASHTO M232 (ASTM A153) unless covered by 1 inch or more of concrete.
WELDING: Weld in accordance with the Bridge Welding Code, AWS D1.5 with E70XX electrodes. A certified welder is required.
FABRICATION DRAWINGS: Submit fabrication drawings for all precast members to the CO a minimum of 30 days prior to fabrication.
MATERIAL NOTES
ABUTMENT SECTION
Scale: 1/4" = 1'-0"
Precast Concrete
Backing Plank, Typ.
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PILE INFORMATION
Pile Size
(in.)
Section Properties Square Spiral Layouts
Clear
"CLR"
(in.)
Area
(in
Section
Modulous
(in
Weight
Per Foot
(lb/ft)
No. of
Strands
Prestress in Concrete (psi) Max. Casting Length (ft)
At Release
At 90 Days
L
L
14 2 196 457 204 8 1203 1116 66.0 93.4
DRAWING
TITLE
PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 0/2
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REGION 8
SOUTHERN REGION
PILE DETAILS
40'-50' BRIDGES
Oct-19
A. GROESBECK
J. ROSKE
M. JENSEN
6909.002
A3
REGION 8
SINGLE LANE
STANDARD BRIDGE
DESIGN
40'-50' BRIDGES
PRESTRESSED SLAB
DESIGN SPECIFICATIONS: Supply piles as designed and detailed by the
Louisiana DOT or an approved equivalent.
CONCRETE IN PILE: The contractor shall design and submit for approval a "P1" concrete mix with a minimum compressive cylinder strength of 6000 psi at 28 days. concrete strength at the time of transfer of prestressed force shall be
4500 psi or greater.
CONCRETE IN BUILD-UP: Built-up concrete shall meet or exceed the concrete design requirements of the original pile. Built-up concrete not meeting the above requirements shall be removed and replaced at no direct pay.
PRESTRESSING STEEL: Pretensioned reinforcement shall be 1/2" dia.
seven-wire, uncoated low-relaxation strands Grade 270 and shall conform to the requirements of AASHTO M203. An initial tension of 30,980 lbs. shall be applied to each strand.
DEFORMED REINFORCING STEEL: Reinforcing steel shall be deformed steel bars, Grade 60 and shall meet the requirements of AASHTO M31.
SPIRAL REINFORCING STEEL: Spiral reinforcement shall be size W-4.5
Cold-Drawn Steel wire and shall conform to AASHTO M 32M.
FABRICATION TOLERANCES: Manufacture of the piling and fabrication tolerances shall be in accordance with the "Manual for Quality Control for Plants and
Production of Structural Precast Concrete Products" (MNL-116, Latest Edition)
Published by PCI, and the draft detail shown below.
CHAMFERS AND CORNERS: On piles 18" Ø or smaller, all exposed concrete corners are to have 3/4" chamfers. A 1" radius curve will be permitted in lieu of chamfers shown above. However, all piles furnished shall be of the same configuration.
PICK-UP AND HANDLING: Loading criteria are based on careful handling of the pile. Rotation of the pile in the sling shall be prevented until the pile is in vertical position.
Pick-up points for all the piles shall be clearly marked on piles. Support for storage shall be at pick-up points. In the case of 1-point pick-up, support pile at 0.29L from each end.
Piles shall be made at a central plant and be transported to the bridge site.
Before transportation, all prestressed piling shall be held at the plant for 14 days after casting and shall attain a minimum compressive strength of 6000 psi.
Pick-up points shown may be modified for transportation purposes, provided the pile stresses are in accordance with the design criteria. Any support configuration differing from those shown on this plan shall require stamped and signed calculations to be sent to the bridge design engineer for review.
All embedded lifting loops shall be provided with 2" deep foam block-outs. Prior to transport, lifting loops shall be removed to provide 2" minimum clear cover.
The remaining cavities shall be clear of all slag and loose material, and then filled with a patching material from QPL No. 49. The patching material must meet or exceed pile concrete requirements for strength and permeability.
SHOP DRAWINGS: Any deviation from the details shown on this sheet, or any design changes made to the piles shall require shop drawings to be submitted to the bridge design engineer for review and approval prior to fabrication.
ALLOWABLE HANDLING STRESSES: The maximum lengths for pick-up have been determined using the following AASHTO LRFD Stresses for both 14 and 90 days.
MOMENT CONNECTIONS: Whenever metal pipe is used to form a moment connection the spiral spacing (2") shall extend the full length of and at least 18 inches beyond the end of the pile.
Allowable Tensile Stress (ksi): 0.19Öf'c
Allowable Compressive Stress (ksi): 0.45 f'c
Impact Factor: 1.5
Min Final Compressive Stress: 0.7 ksi
GENERAL NOTES
Pile Length (L or L
), Per Plan
1"
5 Turns @ 1" = 5"
24 Turns @ 2" = 4'-0"
Spiral Turns @ 6" Pitch
24 Turns @ 2" = 4'-0"
5 Turns @ 1" = 5"
1"
W-4.5 Wire Spirals
14" SQUARE PRECAST-PRESTRESSED CONCRETE PILES
Scale: 1/2" = 1'-0"
P e r
P l a n
SECTION A-A
Scale: 3/4" = 1'-0"
C l r
W-4.5 Wire Spirals
3/4" Chamfer, Typ.
1/2" Ø Strands Equally
Spaced. "No." Per table
PICK-UP DETAILS
No Scale
L
L
0.21 L
0.58 L
0.21 L
DRAFT DETAIL
No Scale
Centerline
Max Allowable Draft
= 1/4" Per Foot
(Each Side), Typ.
TYPICAL BUILD-UP
Scale: 1/2" = 1'-0"
Note: Detail Applicable Where
Redriving is not Required.
Build-Up is Not Allowed Where
Redriving is Required.
Build-Up (With W-4.5 Spiral)
1'-6" Min Splice Length
PCC Pile
Top of Pile
(Cut-Off)
1/2" Min Saw
Cutting Collars or
Other Approved
Methods Shall be
Used at
Break-Off point to Avoid Spalling
Prestressing Strand
Spiral Turns @ 6" Pitch
1"
(1) #6 Bar Per Strand, typ.
Embedment in Pile Cap
NOTE: Piles are designed and detailed by the Louisiana
DOT standard standard or an approved equivalent.
A A
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Precast Pile Spacing
Centerline
Bearing
See NOTE
NOTE:
Use 3/4"x 6" x L
Elastomeric Bearing
Pads, Typ. (70
Duro., Zone A)
L = 47" (4SB15)
L = 59" (5SB15)
ABUTMENT PLAN
Scale: 1/4" = 1'-0"
ABUTMENT 1 SHOWN
ABUTMENT 2 SIMILAR
Cast-In-Place Slab Over
Prestressed Slab Girders
Symmetrical about
Centerline Structure
Guard Angle, See Sheet A9
2-1/2" Sleeve Spacing
Prestressed
Concrete
Pile, Typ.
Pile Connection
Typ. DETAIL
All precast concrete abutment members must be manufactured by the same PCI/NPCA certified plant that manufactures the prestressed concrete members on this project.
Glu-lam Curb
Precast Wingwall, See Sheet A6
A4
A4
ABUTMENT ELEVATION
Scale: 1/4" = 1'-0"
LOOKING BACK ON-LINE
ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR
24'-0" Out- to-Out Precast Pile Cap
9'-0
" to CL (18'-0
" Superstructure Width)
Typical Girder to Pile Cap
Connection
See DETAIL
A
A5
Prestressed
Concrete
Pile, Typ.
Precast Concrete
Pile Cap
Cast-in-Place
Concrete Slab
#5A
Hoops
2"
#5B
Hoops
(19) #5A Hoops & (8) #5B Hoops
Symmetrical about
Centerline Structure
A4
A4
A4
SECTION
Scale: 1/2" = 1'-0"
ABUTMENT 1 SHOWN
ABUTMENT 2 SIMILAR
PILE TO CAP CONNECTION
A4
SECTION
Scale: 1/2" = 1'-0"
3'-0"
14" Square
Prestressed
Pile, Typ.
2" Clr.
(Bottom)
#5A Hoop
33"
1 2
Centerline
Bearing
3 4
(Sides &
Top)
Clr.
B a r s
E a c h f a c e
(4) #8 Bars - Top & Bottom
Maintain 1-1/2" Clr.
Min Between #8 Bars
Centerline
Bearing
B a r s
E a c h f a c e
(4) #8 Bars - Top & Bottom
Maintain 1-1/2" Clr.
Min Between #8 Bars
#5B Hoop
33"
1 2
10"
(Sides & Top)
Clr.
1" Clr. to Blockout, Typ.
2" Clr.
(Bottom)
Pile Connection, See Sheet A5
14" Square
Prestressed
Pile, Typ.
Run Hoop Through 6"
Grout Holes as
Layout Requires, Typ.
Typical Pile
Cap to Girder
Connection
See DETAIL
A
A5
#5A
Hoops
#5B
Hoops
(2) #5 Bar
Between Piles
DRAWING
TITLE
PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 0/2
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REGION 8
SOUTHERN REGION
ABUTMENT PLAN &
ELEVATION
40'-50' BRIDGES
Oct-19
A. GROESBECK
J. ROSKE
M. JENSEN
6909.002
A4
REGION 8
SINGLE LANE
STANDARD BRIDGE
DESIGN
40'-50' BRIDGES
PRESTRESSED SLAB
1'-3
"2'-4
2'-6"
B
A5
3'-0" 3'-0"
Prestressed Slab
Girder, Typ.
Precast Wingwall to
Pile Cap Connection
See DETAIL
B
A6
(28) Spa. @ 5" = 11'-8"
1'-7
2"
Precast
Pile Cap
Precast Concrete
Backing Plank
Below
Precast Concrete
Backing Plank
See DETAIL
A
2'-1"
#5A
Hoops
Adjust spacing where necessary to clear embedded sleeves.
1'-9"
6'-0"
Flexible
Gasket-Type
Sealant
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A5
DETAIL
Scale: 1/2" = 1'-0"
PILE CAP TO GIRDER CONNECTION
Bearing Pad
Precast Pile Cap
Prestressed Slab
Girder
PILE TO CAP CONNECTION
B
A5
DETAIL
Scale: 1" = 1'-0"
14" Prestressed
Concrete Pile
Precast Pile Cap
6" Ø Corrugated
Grout Hole
3" Typ.
1'-8" x 1'-8" x 11"
Deep Blockout
Non-Shrink Grout
Per 725.13
3" Ø x 18" Deep
Hole in Pile
#10 x 2'-4" (Black)
Rebar Pile Pin
2-1/2"Ø nom. PVC Sleeve, Leave Embedded in Pile Cap
Preformed Flexible
Gasket-Type Sealant
1"Ø x 2'-6" Smooth Dowel,
(8) Required Per Abutment
Remove sleeve and clean resulting blockout in the beam prior to shipping.
Fill with Non-Shrink Grout after Setting Beams Prior to
Pouring Slab
Centerline
Sleeve
1'-6"
Fabricator may use post tensioning duct in lieu of PVC to form blockouts where PVC sleeves are to be removed.
P/T duct may be left in place.
NOTE
DRAWING
TITLE
PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 0/2
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REGION 8
SOUTHERN REGION
ABUTMENT DETAILS
40'-50' BRIDGES
Oct-19
A. GROESBECK
J. ROSKE
M. JENSEN
6909.002
A5
REGION 8
SINGLE LANE
STANDARD BRIDGE
DESIGN
40'-50' BRIDGES
PRESTRESSED SLAB
Cast-In-Place Slab
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PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 0/2
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REGION 8
SOUTHERN REGION
WINGWALL DETAILS
40'-50' BRIDGES
Oct-19
A. GROESBECK
J. ROSKE
M. JENSEN
6909.002
A6
REGION 8
SINGLE LANE
STANDARD BRIDGE
DESIGN
40'-50' BRIDGES
PRESTRESSED SLAB
Fabricator may use post tensioning duct in lieu of PVC to form blockouts where PVC sleeves are to be removed. P/T duct may be left in place.
A
A
1 2
Precast
Pile Cap
Grout
Remove sleeves and clean resulting blockout in the wingwall prior to shipping.
Backer
Rod, Typ.
#5 x 2'-4"
Dowel
Use plastic shims to set wingwall and grout all voids between wingwall and grade beam.
SECTION A - A
Remove (2) sleeves at ea.
end of pile cap for wingwall connection and clean resulting blockouts prior to shipping.
Set Wingwall in contact with
Edge of Slab. Seal the joint per manufacturer's instructions with
Sikaflex 15LM (Aluminum Gray color) or approved equal.
[Incidental to Item 55301]
Place #5 dowels in field and fill with non-shrink grout.
Precast
Wingwall
B
A6
DETAIL
Scale: 3/4" = 1'-0"
PILE CAP TO WINGWALL CONNECTION
A A
SECTION A - AELEVATION
2'-1"
1 2
Do Not Chamfer
Bottom Corners
Chamfer
Top Corners
C l r
T y p
1 4
(3) #4 Bar
Horizontal & (4)
#4 Bar Vertical, Each Face
A
A6
DETAIL
Scale: 3/4" = 1'-0"
WINGWALL
G a p
NOTE
2'-11
"2'-11
1 2
C l r
T y p
2-1/2"Ø nom. sleeve, typ.
Remove and clean prior to shipping. Fabricator may use post tensioning duct in lieu of
PVC to form blockouts where
PVC sleeves are to be removed. P/T duct may be left in place.
1"
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PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 0/2
0 1 7:
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REGION 8
SOUTHERN REGION
BACKING PLANK
DETAILS
40'-50' BRIDGES
Oct-19
A. GROESBECK
J. ROSKE
M. JENSEN
6909.002
A7
REGION 8
SINGLE LANE
STANDARD BRIDGE
DESIGN
40'-50' BRIDGES
PRESTRESSED SLAB
Galvanized C6x13
Channel
2" 1'-10" 2"
2'-2"
1-1/8" Ø Hole, Typ.
24'-0"
2'-1" 1'-10" 4'-2" 1'-10" 4'-2" 1'-10" 4'-2" 1'-10" 2'-1"
1-1/4" Ø PVC
Sleeve, Typ.
8" Precast Concrete Backing Plank with 2 Mats of (7) #5 Bar Horizontal
& #4 Bar @ 12" o.c. Vertical
A
A7
DETAIL
Scale: 3/8" = 1'-0"
1'-0"
Min
Riprap
Per Schedule
Precast
Pile Cap
Prestressed
Concrete Pile
8" Precast Concrete
Backing Plank
A7
SECTION
Scale: 1" = 1'-0"
Channel Clamp, Typ.
A7
14 in Square
Prestressed
Concrete Pile
8" Precast Concrete
Backing Plank
Galvanized C6x13
Channel
7/8" Ø Galvanized Thru Bolt with an Ogee Washer Against the Backing Plank, Typ.
1-1/4" Ø PVC
Sleeve, Typ.
Shim with Galvanized
Steel Shims as Required to Provide Contact
Between Pile & Plank
PRECAST CONCRETE BACKING PLANK CHANNEL CLAMP
Precast
Pile Cap
8" Precast Concrete
Backing Plank
Prestressed
Concrete Pile
Channel
Clamp, Typ.
SECTION A - A
A
A
" Clr., Typ.
B
A7
DETAIL
Scale: 3/8" = 1'-0"
PRECAST CONCRETE BACKING PLANK ELEVATION
B
A7
DETAIL
Scale: 1 1/2" = 1'-0"
CHANNEL CLAMP
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PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 0/2
0 1 7:
A
MM
ON
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\69
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REGION 8
SOUTHERN REGION
SUPERSTRUCTURE
40'-50' BRIDGES
Oct-19
A. GROESBECK
J. ROSKE
M. JENSEN
6909.002
A8
REGION 8
SINGLE LANE
STANDARD BRIDGE
DESIGN
40'-50' BRIDGES
PRESTRESSED SLAB
Pretensioning is the only acceptable method of prestressing for this project.
Provide the final design for all prestressed reinforcement and non-prestressed reinforcement in the section shown on this sheet. Design prestressed girders according to the standards of Texas DOT.
Verify that the allowable stress and ultimate strength requirements are met at all stages of construction. The design documents must bear the seal of a Professional Engineer licensed in the applicable state where the bridge is to be constructed. Submit calculations and shop drawings in accordance with Section 553 of the Standard Specifications at least 30 days prior to casting any members.
Design in accordance with the AASHTO LRFD Bridge Design Specifications, 8th Edition. Design notes are as follows:
1. HL-93 Live Load with Impact
2. Superimposed dead load is 35 PSF for a future wearing surface. Superimposed dead load may be assumed to be equally distributed to girders.
3. Assume moderate corrosive conditions for tensile stress limits at Service Limit State after losses.
4. Either approximate or refined methods for estimating prestress losses may be used.
FINISHING CONCRETE: Finish the bottoms of all slabs and the exterior edges of exterior slabs in accordance with the specifications except a concrete gray epoxy mortar using AASHTO M235 Class II
Epoxy Resin Adhesive may be used instead of the specified sand-cement mortar to reduce curing time. Rub the epoxy mortar with cement prior to hardening. Finish the slab ends so that all holes or acceptable rock pockets are patched and the strands are cut off flush or burned back.
PAINTING OF WELD TIE CONNECTIONS AND GUARD ANGLES: Galvanize or paint guard angles or weld ties not covered by 1 inch or more of concrete. If painting, use one primer coat and two field coats of aluminum paint conforming to AASHTO M69, Type II.
PRESTRESSED BEAM DESIGN NOTES
ALTERNATE CURB SECTION
Scale: 1/4" = 1'-0"
Centerline Road
Centerline Structure
18'-0
" Out-to-Out Bridge
8'-0
" 8'-0
3'-11
Typ. Ext Girder
Prestressed Concrete
Slab Girder, Typ.
Precast Concrete
Curb, Typ.
4'-11
Typ. Int Girder
Gap, Typ.
6" Reinforced
Cast-in-Place Slab
DESIGN NOTES
BRIDGE DESIGN: These structures are designed in accordance with AASHTO LRFD
Bridge Design Specifications, 8th Edition with current interims. Supply TXDOT
PSB-4SB15 & PSB-5SB15 beams as designed and detailed by the Texas DOT.
DESIGN LOADS: These structures are designed to HL-93 Live Loading.
See Sheet A2 for additional material notes.
MATERIAL NOTES
TYPICAL SECTION
Scale: 1/4" = 1'-0"
Centerline Road
Centerline Structure
18'-0
" Out-to-Out Bridge & Slab
7'-11
" 7'-11
3'-11
Typ. Ext Girder
Prestressed Concrete
Slab Girder, Typ.
4'-11
Typ. Int Girder
Gap, Typ.
6" Reinforced
Cast-in-Place Slab
Glulam Curb, Typ.
TIMBER CURB NOTES
GLUED LAMINATED MEMBERS: Furnish curbs and curb blocks of Southern Pine conforming to American Institute of Timber Construction (AITC) 117-2004 for combination symbol 50. Glued laminated members must conform to the current National Design Specifications for wood construction (NDS), with an industrial appearance and fabricated for wet use using resorcinol glues.
TREATMENT: Treat glued laminated curbs and curb blocks in conformance with AWPA UC3B (above ground, exposed). Treat all timber in strict conformance with the current edition of WWPI's “best management practices for the use of treated wood in aquatic environments”.
FIELD TREATMENT: Field treat all abrasions and approved field cuts with an approved solution. Pour the field treatment into any field-drilled holes or nail holes prior to inserting the fasteners.
TIMBER FASTENERS: Use bolts and nuts conforming to ASTM A307, galvanized. Use malleable iron washers against wood, except where noted.
FABRICATION: Submit shop drawings for all curb components. Show all dimensions and fabrication details for all cut or bored timber. No field drilling will be allowed unless otherwise noted in the plans.
1 2
ALTERNATE PRESTRESSED CONCRETE SECTIONS: Contractor may substitute alternate prestressed concrete girder or pile sections. Alternate pile sections must match the dimensions shown on plan and be acceptable equivalents. Alternate girder sections must match the sections depth shown on these plans within 6". Maintain road way elevations and adjust wingwall heights as necessary. Prestressed girder sections must be inter-connected as required by AASHTO. Cast-in-place topping pours are not necessary for alternate sections. Complete design calculations and fabrication drawings must be submitted and approved by the Contracting Officer before fabrication.
Acceptable alternate girder section examples include: Georgia DOT PSC Cored Beam, South Carolina DOT Prestressed Concrete Cored Slab, or Mississippi DOT Prestressed
Concrete Hollow Slab Beams.
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"G" Total Slab Girder Length
A10
"B" Curb Blocks @ "S" Typ. Spacing
Guard Angle, See
Connection DETAIL
Glu-lam Curb, Typ.
1 2
O u t t o O u t
S l a b
G i r d e r s
C/L Brg. C/L Brg.
See Sheet A10 for Placement of Sleeves
DRAWING
TITLE
PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 0/2
0 1 7:
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ON
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REGION 8
SOUTHERN REGION
SUPERSTRUCTURE
PLAN
40'-50' BRIDGES
Oct-19
A. GROESBECK
J. ROSKE
M. JENSEN
6909.002
A9
REGION 8
SINGLE LANE
STANDARD BRIDGE
DESIGN
40'-50' BRIDGES
PRESTRESSED SLAB
1'-6" 1'-6"
"C" Out-to-Out Curb
T y p
G u a r d
A n g l e
C e n t e r e d
3 4
3 4
3 4
3 4
1 2
G a p
T y p
Use Transverse
Rough Broom Finish
Place (2) #4 Hairpins at Each 2-1/2" Girder
Sleeve, Typ.
28"
EXTERIOR GIRDER
Scale: 3/4" = 1'-0"
INTERIOR GIRDER
Scale: 3/4" = 1'-0"
4'-11
TXDOT PSB-5SB15
Prestressed Slab Girder
Stirrups to Extend into
Cast-in-Place Slab
3'-11
3"
TXDOT PSB-4SB15
Prestressed Slab Girder
1/2" Ø Half-Round
Drip Groove
Stirrups to Extend into
Cast-in-Place Slab
6" Thick Cast-In-Place Slab Over
Girders With #4 Bar @ 12" o.c.
Each Way, Centered in Slab
TABLE 1 - TYPICAL SUPERSTRUCTURE
DIMENSIONS
Bridge
Length
Bridge
Span
Girder
Length
"G"
Curb
Length
"C"
Curb Block
Count
"B"
Curb Block
Spacing
"S"
40' 37' 40' 40' 5 8-0"
50' 47' 50' 50' 7 7'-0"
12" x 24" Smooth
Trowel Finish at
Curb Blocks, Typ.
4'-0"4'-0"
Curb Assembly
Attachment, See
Sheet A11
Curb Attachment
Assembly, See
Sheet A11
SUPERSTRUCTURE PLAN
Not to Scale
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PROJECT NAME
DRAWN
DESIGNER
CHECKED
ARCHIVE NO.
DATE
PROJECT NO.
DWG SHEET NO.
OF
SHEET
United States Department of Agriculture Forest Service
4/1 0/2
0 1 7:
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ON
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REGION 8
SOUTHERN REGION
SUPERSTRUCTURE
DETAILS (TYP)
40'-50' BRIDGES
Oct-19
A. GROESBECK
J. ROSKE
M. JENSEN
6909.002
A10
REGION 8
SINGLE LANE
STANDARD BRIDGE
DESIGN
40'-50' BRIDGES
PRESTRESSED SLAB
Recess Angle
1/8" Below
Finished Grade
Guard Angle
L 2-1/2x 2-1/2x 1/4, See Superstructure
Plan for Length
1/2"Øx 4" Headed
Concrete Anchors @
12" o.c. Max. Spacing
A
A10
DETAIL
Scale: 1 1/2" = 1'-0"
GUARD ANGLE
Prestressed
Bridge Girder
Cast-in-Place
Concrete Slab
B
A10
DETAIL
Scale: No Scale
SLAB PLAN
2-1/2" Ø
PVC sleeve
INTERIOR SLAB PLAN
Remove sleeve and clean resulting blockout prior to shipping beam. Fabricator may use post tensioning duct in lieu of PVC to form blockouts where PVC sleeves are to be removed. P/T duct may be left in place.
EXTERIOR SLAB PLAN
3 4
T o t a l
S l a b
W i d t h
2-1/2" Ø
PVC sleeve
3 4
T o t a l
S l a b
W i d t h
3 8
3 8
1'-6"
Curb Attachment
Assembly Per Sheet
A11
1'-6"
7 8
7 8
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