COMMONWEALTH OF PENNSYLVANIA DEPARTMENT OF TRANSPORTATION STANDARD REFERENCE DRAWINGS REINFORCED CONCRETE PIERS BD-665M BD-664M BD-658M BC-788M BC-755M BC-751M BC-736M BC-735M BD-653M BD-651M BD-613M GENERAL NOTES AND DESIGN CRITERIA WALL CONSTR. & EXP. JOINT DETAILS REINFORCEMENT BAR FABRICATION DETAILS BRIDGE DRAINAGE BEARINGS TYPICAL WATERPROOFING AND EXPANSION DETAILS HIGH LOAD MULTI-ROTATIONAL POT BEARINGS TYPICAL FRAMING PLANS AND DETAILS DIAPHRAGMS, SKEW LIMITATIONS AND BACKWALLS REQUIREMENTS FOR TENDONS, DOWELS, SHEAR BLOCK, BD-621M REINFORCED CONCRETE ABUTMENTS BD-629M AND BOX BEAM BRIDGES SHEAR BLOCK DETAILS AT PIER - P/S CONCRETE I-BEAM CONTINUITY FOR LIVE LOAD DETAILS - I-BEAM BRIDGES BRIDGES CONTINUITY FOR LIVE LOAD DETAILS - BOX BEAM BD-656M TYPICAL LONGITUDINAL SECTIONS SHEET OF 1 15 CHIEF BRIDGE ENGINEER RECOMMENDED RECOMMENDED BUREAU OF PROJECT DELIVERY ACTING DIR, BUR. OF PROJECT DELIVERY - FOR ROUND COLUMNS, RECOMMENDED MAXIMUM COLUMN DIA. IS 8'-0". TOP COLUMN SEGMENT. SEE ELEVATION ON SHEET 9, FOR GRAPHICAL REPRESENTATION. CONSIDER USING COLUMN SEGMENT LENGTHS WITH 1'-0" INCREMENTS FOR ALL BUT - FOR STEPPED COLUMN, PROVIDE 6" MINIMUM / 2'-0" MAXIMUM WIDTH VARIANCE. COLUMN (J-BARS) TO BOTTOM MAT OF FOOTING REINFORCEMENT STEEL. FOR VERTICAL COLUMN REINFORCEMENT STABILITY, EXTEND VERTICAL COLUMN STEEL - DO NOT EXTEND SPIRALS INTO THE PIER CAP. PROVIDE SPLICED TIES. - PROVIDE SPLICES IN COLUMN TIES WHICH EXTEND INTO THE PIER CAP. TO ALLOW PLACEMENT OF THE PIER CAP REINFORCEMENT CAGE: PROVIDE A TEMPERATURE/DISPLACEMENT TABLE FOR PLACEMENT AT OTHER THAN 70°F. FOR STEEL BRIDGES WITH MULTIPLE FIXED PIERS AND CONTINUOUS DECK DESIGN, SUPERSTRUCTURE LOADS. PIERS LOCATED IN THE EMBANKMENT MUST BE INVESTIGATED FOR STABILITY NOT CONSIDERING EFFECT OF THE ADJACENT EMBANKMENT. THE EARTH PRESSURE AGAINST THE BACK OF THE FOOTING AND COLUMN 100% TO INCLUDE THE FOR COLUMNS OR PIER BENTS LOCATED IN THE SLOPED PORTION OF AN EMBANKMENT, INCREASE STRESSES. SHRINKAGE KEYS MUST NOT BE USED IN PIER CAPS TO ELIMINATE PARTIAL OR TOTAL SHRINKAGE USE INCREMENTS OF 6" MINIMUM TO INCREASE COLUMN WIDTHS/DIA. FOR ROUND, SQUARE AND RECTANGULAR COLUMNS USE A 3'-0" MIN. COLUMN DIA./WIDTH. THE TOP TO ACCOMMODATE THE BRIDGE SEAT WHEN REQUIRED. SOLID PIERS SHALL HAVE A MINIMUM THICKNESS OF 2'-0" AND MAY BE WIDENED AT 2'-6" FOR FOOTINGS ON PILES MINIMUM FOOTING THICKNESS: 2'-0" FOR SPREAD FOOTINGS FOR FOOTINGS USE A MINIMUM DEPTH INCREMENT OF 3" EQUIVALENT FLUID EARTH PRESSURE = 35 psf/ft OF DEPTH UNIT WEIGHT OF CONCRETE = 150 lb/ft. UNIT WEIGHT OF BACKFILL MATERIAL = 120 lb/ft. ZONE (14 FT. OF ROADWAY EDGE), TO PROTECT AGAINST SALT SPRAY. 14. APPLY AN EPOXY RESIN COATING TO ENTIRE PIER COLUMN/WALL THAT ARE WITHIN SPLASH TO PROVIDE CONSTRUCTION TOLERANCE AND LONG TERM SERVICEABILITY. 13. FOR CHECKING CRACK CONTROL, THE SIDE CLEARANCE SHALL BE 2". A 3" COVER IS INDICATED BUT NOT REQUIRED. SOIL COVER MAY BE ANY DEPTH TO AVOID UNNECESSARY EXCAVATION. 12. FOR FOOTINGS FOUNDED ON BEDROCK A MINIMUM OF 1 FT. SOIL COVER IS PREFERRED PIERS NEAR WATER. 11. PROVIDE ƒ" V-NOTCH IN COLUMNS OF PIERS AT FINISH GROUND LINE FOR 10. SEE BC-736M FOR STANDARD SPLICE AND DEVELOPMENT LENGTHS. 9. KEY FOR CONSTRUCTION JOINT MAY BE FORMED INTO THE COLUMN OR INTO THE FOOTING. PART 4, CONCRETE STRUCTURES, SECTION D.5.4.3.6P. 8. FOR ADDITIONAL EPOXY COATED REINFORCEMENT BAR REQUIREMENTS, SEE DESIGN MANUAL, COLUMNS OR STEM AND CAP STEEL BELOW OPEN JOINTS. 7. EPOXY COAT MAIN REINFORCEMENT BARS (J-BARS) PROTRUDING FROM PIER FOOTINGS INTO 6. USE CLASS C CEMENT CONCRETE BELOW BOTTOM OF FOOTINGS, IF SPECIFIED. 5. USE CLASS A CEMENT CONCRETE IN PIERS, FOOTINGS AND DRILLED SHAFTS. TOLERANCE AND LONG TERM SERVICEABILITY 3" - SIDE COVER TO STIRRUPS IN PIER CAPS TO PROVIDE CONSTRUCTION 1•" - TO CROSS TIES IN COLUMNS 2" - CONCRETE EXPOSED TO WEATHER 3" - CONCRETE EXPOSED TO EARTH 4" - CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 4. PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER FOR REINFORCEMENT: 3. PIER DIMENSIONS ARE DETERMINED BY DESIGN. 2. MATERIALS AND WORKMANSHIP ARE TO BE IN ACCORDANCE WITH PUBLICATION 408. ASTM A 615, A 706, OR A 996. 1. ALL REINFORCEMENT STEEL BARS SHOWN MEET THE REQUIREMENTS OF NOV. 21, 2014 NOV. 21, 2014 GENERAL NOTES DESIGN DATA 3 3 CONSTRUCTABILITY CONSIDERATIONS DESCRIPTION INDEX OF DRAWINGS SHEET NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 GENERAL NOTES AND DESIGN CRITERIA TYPICAL FOOTING DETAILS TYPICAL CAP DETAILS REHABILITATION AND JACKING DETAILS MULTI-COLUMN BENT - DETAILS MULTI-COLUMN BENT - COLUMN DETAILS MULTI-COLUMN BENT - COLUMN SECTIONS MULTI-COLUMN BENT - WALL PIER DETAILS HAMMERHEAD - DETAILS HAMMERHEAD - COLUMN DETAILS AND SECTIONS SOLID SHAFT - DETAILS SINGLE COLUMN - DETAILS SINGLE COLUMN - COLUMN DETAILS AND SECTIONS SINGLE DRILLED SHAFT - DETAILS AND SECTIONS SINGLE DRILLED SHAFT - SHAFT/COLUMN DETAILS
15
Embed
COMMONWEALTH OF PENNSYLVANIA … of pennsylvania department of transportation standard ... commonwealth of pennsylvania. department of ... use a 6" maximum tie …
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
STANDARD
REFERENCE DRAWINGS
REINFORCED CONCRETE PIERS
BD-665M
BD-664M
BD-658M
BC-788M
BC-755M
BC-751M
BC-736M
BC-735M
BD-653M
BD-651M
BD-613M
GENERAL NOTES AND DESIGN CRITERIA
WALL CONSTR. & EXP. JOINT DETAILS
REINFORCEMENT BAR FABRICATION DETAILS
BRIDGE DRAINAGE
BEARINGS
TYPICAL WATERPROOFING AND EXPANSION DETAILS
HIGH LOAD MULTI-ROTATIONAL POT BEARINGS
TYPICAL FRAMING PLANS AND DETAILS
DIAPHRAGMS, SKEW LIMITATIONS AND BACKWALLS
REQUIREMENTS FOR TENDONS, DOWELS, SHEAR BLOCK,
BD-621M REINFORCED CONCRETE ABUTMENTS
BD-629M
AND BOX BEAM BRIDGES
SHEAR BLOCK DETAILS AT PIER - P/S CONCRETE I-BEAM
CONTINUITY FOR LIVE LOAD DETAILS - I-BEAM BRIDGES
BRIDGES
CONTINUITY FOR LIVE LOAD DETAILS - BOX BEAM
BD-656M TYPICAL LONGITUDINAL SECTIONS
SHEET OF 1 15
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
- FOR ROUND COLUMNS, RECOMMENDED MAXIMUM COLUMN DIA. IS 8'-0".
TOP COLUMN SEGMENT. SEE ELEVATION ON SHEET 9, FOR GRAPHICAL REPRESENTATION.
CONSIDER USING COLUMN SEGMENT LENGTHS WITH 1'-0" INCREMENTS FOR ALL BUT
- FOR STEPPED COLUMN, PROVIDE 6" MINIMUM / 2'-0" MAXIMUM WIDTH VARIANCE.
COLUMN
(J-BARS) TO BOTTOM MAT OF FOOTING REINFORCEMENT STEEL.
FOR VERTICAL COLUMN REINFORCEMENT STABILITY, EXTEND VERTICAL COLUMN STEEL
- DO NOT EXTEND SPIRALS INTO THE PIER CAP. PROVIDE SPLICED TIES.
- PROVIDE SPLICES IN COLUMN TIES WHICH EXTEND INTO THE PIER CAP.
TO ALLOW PLACEMENT OF THE PIER CAP REINFORCEMENT CAGE:
PROVIDE A TEMPERATURE/DISPLACEMENT TABLE FOR PLACEMENT AT OTHER THAN 70°F.
FOR STEEL BRIDGES WITH MULTIPLE FIXED PIERS AND CONTINUOUS DECK DESIGN,
SUPERSTRUCTURE LOADS.
PIERS LOCATED IN THE EMBANKMENT MUST BE INVESTIGATED FOR STABILITY NOT CONSIDERING
EFFECT OF THE ADJACENT EMBANKMENT.
THE EARTH PRESSURE AGAINST THE BACK OF THE FOOTING AND COLUMN 100% TO INCLUDE THE
FOR COLUMNS OR PIER BENTS LOCATED IN THE SLOPED PORTION OF AN EMBANKMENT, INCREASE
STRESSES.
SHRINKAGE KEYS MUST NOT BE USED IN PIER CAPS TO ELIMINATE PARTIAL OR TOTAL SHRINKAGE
USE INCREMENTS OF 6" MINIMUM TO INCREASE COLUMN WIDTHS/DIA.
FOR ROUND, SQUARE AND RECTANGULAR COLUMNS USE A 3'-0" MIN. COLUMN DIA./WIDTH.
THE TOP TO ACCOMMODATE THE BRIDGE SEAT WHEN REQUIRED.
SOLID PIERS SHALL HAVE A MINIMUM THICKNESS OF 2'-0" AND MAY BE WIDENED AT
2'-6" FOR FOOTINGS ON PILES
MINIMUM FOOTING THICKNESS: 2'-0" FOR SPREAD FOOTINGS
FOR FOOTINGS USE A MINIMUM DEPTH INCREMENT OF 3"
EQUIVALENT FLUID EARTH PRESSURE = 35 psf/ft OF DEPTH
UNIT WEIGHT OF CONCRETE = 150 lb/ft.
UNIT WEIGHT OF BACKFILL MATERIAL = 120 lb/ft.
ZONE (14 FT. OF ROADWAY EDGE), TO PROTECT AGAINST SALT SPRAY.
14. APPLY AN EPOXY RESIN COATING TO ENTIRE PIER COLUMN/WALL THAT ARE WITHIN SPLASH
TO PROVIDE CONSTRUCTION TOLERANCE AND LONG TERM SERVICEABILITY.
13. FOR CHECKING CRACK CONTROL, THE SIDE CLEARANCE SHALL BE 2". A 3" COVER IS INDICATED
BUT NOT REQUIRED. SOIL COVER MAY BE ANY DEPTH TO AVOID UNNECESSARY EXCAVATION.
12. FOR FOOTINGS FOUNDED ON BEDROCK A MINIMUM OF 1 FT. SOIL COVER IS PREFERRED
PIERS NEAR WATER.
11. PROVIDE ƒ" V-NOTCH IN COLUMNS OF PIERS AT FINISH GROUND LINE FOR
10. SEE BC-736M FOR STANDARD SPLICE AND DEVELOPMENT LENGTHS.
9. KEY FOR CONSTRUCTION JOINT MAY BE FORMED INTO THE COLUMN OR INTO THE FOOTING.
PART 4, CONCRETE STRUCTURES, SECTION D.5.4.3.6P.
8. FOR ADDITIONAL EPOXY COATED REINFORCEMENT BAR REQUIREMENTS, SEE DESIGN MANUAL,
COLUMNS OR STEM AND CAP STEEL BELOW OPEN JOINTS.
7. EPOXY COAT MAIN REINFORCEMENT BARS (J-BARS) PROTRUDING FROM PIER FOOTINGS INTO
6. USE CLASS C CEMENT CONCRETE BELOW BOTTOM OF FOOTINGS, IF SPECIFIED.
5. USE CLASS A CEMENT CONCRETE IN PIERS, FOOTINGS AND DRILLED SHAFTS.
TOLERANCE AND LONG TERM SERVICEABILITY
3" - SIDE COVER TO STIRRUPS IN PIER CAPS TO PROVIDE CONSTRUCTION
1•" - TO CROSS TIES IN COLUMNS
2" - CONCRETE EXPOSED TO WEATHER
3" - CONCRETE EXPOSED TO EARTH
4" - CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH
4. PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER FOR REINFORCEMENT:
3. PIER DIMENSIONS ARE DETERMINED BY DESIGN.
2. MATERIALS AND WORKMANSHIP ARE TO BE IN ACCORDANCE WITH PUBLICATION 408.
ASTM A 615, A 706, OR A 996.
1. ALL REINFORCEMENT STEEL BARS SHOWN MEET THE REQUIREMENTS OF
NOV. 21, 2014 NOV. 21, 2014
GENERAL NOTES DESIGN DATA
3
3
CONSTRUCTABILITY CONSIDERATIONS
DESCRIPTION
INDEX OF DRAWINGS
SHEET NO.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
GENERAL NOTES AND DESIGN CRITERIA
TYPICAL FOOTING DETAILS
TYPICAL CAP DETAILS
REHABILITATION AND JACKING DETAILS
MULTI-COLUMN BENT - DETAILS
MULTI-COLUMN BENT - COLUMN DETAILS
MULTI-COLUMN BENT - COLUMN SECTIONS
MULTI-COLUMN BENT - WALL PIER DETAILS
HAMMERHEAD - DETAILS
HAMMERHEAD - COLUMN DETAILS AND SECTIONS
SOLID SHAFT - DETAILS
SINGLE COLUMN - DETAILS
SINGLE COLUMN - COLUMN DETAILS AND SECTIONS
SINGLE DRILLED SHAFT - DETAILS
AND SECTIONS
SINGLE DRILLED SHAFT - SHAFT/COLUMN DETAILS
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
tshroyer
Text Box
CHANGE 1
tshroyer
Text Box
CHANGE 2
tshroyer
Rectangle
tshroyer
Rectangle
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Text Box
CHANGE 3
tshroyer
Rectangle
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
STANDARD
REINFORCED CONCRETE PIERS
MULTI-COLUMN BENT
BD-629M
A
AB
B
DETAILS
2 15SHEET OF
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
TOP REINF.
2
SECTION B-B
3
8
7
BOT. REINF.
TOP REINF.
2
SECTION A-A
3
8
LAYERS OF TOP REINFORCEMENT)
(DOUBLE STIRRUPS WITH TWO
BOT. REINF.
LAYERS OF TOP REINFORCEMENT)
(DOUBLE U-SHAPED STIRRUPS WITH TWO
10
10
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
0.75 D
1'-0"
MIN.
TOP & BOT.
2" CLR.
#4 STIRRUPS
MIN.
3" CLR.
EA. SIDE
3" MIN.
6" MAX.
3" CLR.
EA. SIDE#4 STIRRUPS
MIN.
TOP & BOT.
2" CLR.
3" MIN.
6" MAX.
0"
0"
0"
0"
OTHER REQUIREMENTS AS DETERMINED BY THE ENGINEER.
FROST, SCOUR, PAVEMENT DEPTH, ROADWAY DRAINAGE OR ANY
11 BOTTOM OF FOOTING ELEVATION DETERMINED BY SOIL CONDITIONS,
COLUMN REINFORCEMENT TO AVOID INTERFERENCE.
10 COORDINATE BOTTOM FLEXURAL CAP REINFORCEMENT WITH VERTICAL
BEARING SIZE, ANCHOR BOLT LOCATION/EDGE DISTANCES AND SKEW.
9 DIMENSION BASED ON THE FOLLOWING PARAMETERS: BEAM SIZE,
CLEAR SPACING MUST BE 1•" MINIMUM
IN UPPER LAYER(S)
PLACE REINFORCING BARS DIRECTLY BELOW REINFORCING BARS
8 MULTI-LAYERS
AND CANTILEVER PORTIONS OF CAP.
7 FOR CONSTRUCTABILITY, PROVIDE STIRRUP SPLICE OVER COLUMNS
S/2 TO BALANCE POSITIVE AND NEGATIVE MOMENTS IN THE CAP.
6 WHEN POSSIBLE, ENDS OF PIER CAPS SHALL EXTEND S/3 TO
5 TYPICAL RANGE OF COLUMN SPACING, S IS 12'TO 20'.
4 ALTERNATE SPLICE LOCATIONS OF ADJACENT BARS.
REINFORCEMENT PER AASHTO 5.7.3.4.
"de" EXCEEDS 3'-0", PROVIDE LONGITUDINAL SKIN
3 PROVIDE #5 @ 12" MIN. OR IF EFFECTIVE DEPTH
INCLUDING SLEEVES.
WILL NEED TO BE ADJUSTED TO CLEAR DOWELS OR ANCHOR BOLTS
PROVIDE 6" MIN. AT ALL OTHER SPACES. REINF. SPACING
5'-0" WIDE PROVIDE TWO 9" CLEAR SPACES.
FACILITATE CONCRETE PLACEMENT. FOR CAPS GREATER THAN
2 PROVIDE AT LEAST ONE SPACE AT A MIN. OF 9" CLEAR TO
CONCRETE PLACEMENT. MAX. SPACING IS 12".
SPACING WILL NOT INTERFERE WITH VIBRATION OR
REGIONS (HIGH SHEAR STRESS ZONES) WHERE A SMALLER
TO FACILITATE CONCRETE PLACEMENT, EXCEPT LOCALIZED
1 STIRRUPS TO BE SPACED AT A MIN. OF 9" CLEAR
NOTES:
NOV. 21, 2014 NOV. 21, 2014
SEPARATION
GRADERIVERPIER TYPE
A
B
C
D
X
X
X
X X X
L
L
L
L
TYPE A
TYPE B
TYPE C
TYPE D
1 1
STIRRUP SPACING STIRRUP SPACING
1
STIRRUP SPACING
4
CAP ELEVATION
3
OR PILE FOOTING
CONTINUOUS SPREAD
OR PILE FOOTING
CONTINUOUS SPREAD
OR PILE FOOTING
CONTINUOUS SPREAD
INDIVIDUAL OR
OR PILE FOOTING
CONTINUOUS SPREAD
INDIVIDUAL OR
D
D
X
WALL PIER PORTION
(IF REQUIRED)
TOP SPLICE (BETWEEN COLUMNS)
6
5 5
55
55
556
6
6
ELEVATION
DESIGN FLOOD
REINF.
FLEXURAL
BOT.
REINF.
FLEXURAL
TOP
COLUMNS MAY BE STEPPED OR TAPERED
ROUND OR SQUARE COLUMNS (TYP.)
COLUMNS MAY BE STEPPED OR TAPERED
ROUND OR SQUARE COLUMNS (TYP.)
COLUMNS MAY BE STEPPED OR TAPERED
ROUND OR SQUARE COLUMNS (TYP.)
COLUMNS MAY BE STEPPED OR TAPERED
ROUND OR SQUARE COLUMNS (TYP.)
ON SHEET 14
SEE DETAIL A
CONFIGURATIONSRECOMMENDED MULTI-COLUMN BENT
98
- DENOTES RECOMMENDED VALUE
BOT. SPLICE
L GIRDERC
LINE (PIERS NEAR WATER)
PROVIDE V-NOTCH AT GROUND
ON SHEET 3
SEE COLUMN DETAILS
EXTENDING INTO CAP
FOR COLUMN TIES
SLOPED OR STEPPED CAP)
DETAILS ON SHEET 14 FOR
LEVEL (SEE TYP. CAP
11
11
11
11
DETAILS, SEE BD-658M
FOR SHEAR BLOCK
OR SHRINKAGE FORCES BECOME EXCESSIVE.)
FLEXIBILITY IN SHORTER PIERS, WHERE THERMAL
INDEPENDENT WALL PIER PORTION (TO ALLOW GREATER
MIN. COVER
1'-0"
MINIMUM
3'-0"
MIN. COVER
1'-0"
MINIMUM
3'-0"
MIN. COVER
1'-0"
MINIMUM
3'-0"
MIN. COVER
1'-0"
MINIMUM
3'-0"
OF CL TRACK
25 FT.
RAILROAD WITHIN
6"
MAX. SPA.
#5 @ 12"
6"
OVER COLUMN
@ 24" MAX.
STIRRUP SPACING
OVER COLUMN
@ 24" MAX.
STIRRUP SPACING
10
Highlight
Highlight
Oval
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
STANDARD
REINFORCED CONCRETE PIERS
MULTI-COLUMN BENT
COLUMN DETAILS
BD-629M
A
B
C
A
C
B
A
D
A
B
C
A
C
A
D
B
D D
SHEET OF 3 15
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
GREATER OF: MAX. COLUMN DIMENSION, 1/6 CLR. HEIGHT OF COLUMN OR 18"
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
MI
N.)
DI
AM
ET
ER
S
Ld (2
0
BA
R
MI
N.)
DI
AM
ET
ER
S
(2
0
BA
R
1.2
5
Ld
1.2
5
Ld
(2
0
BA
R
DI
AM
ET
ER
S
MI
N.)
3
2 22
MAX. SPACING
1
11
3
3
45
54
54
54
FOOTING
CAP
FOOTING
CAP CAP
SPI
RA
L
WI
TH
TI
GH
T
PI
TC
H1
2"
MA
X.
PI
TC
H
6
SPI
RA
L
WI
TH
TI
GH
T
PI
TC
H
6"
MA
X.
•
TI
E
SP
A.
TI
ES
@ 1
2"
MA
X.
SP
A.
6"
MA
X.
•
TI
E
SP
A.
MAX. SPACING
TIES @ 6"
SP
ACI
NG
6"
MA
X.
TI
ES
@
TI
ES
@ 1
2"
MA
X.
SP
A.
SP
ACI
NG
6"
MA
X.
TI
ES
@
MAX. SPACING
TIES @ 6"
TIES @ 6"
MAX. SPACING
TIES @ 6"
#4
SPI
RA
L
WI
TH
USE A 6" MAXIMUM TIE SPACING ALONG THE LENGTH OF
REINFORCING BARS IS GREATER THAN 24" MEASURED
PITCH OF SPIRAL MUST NOT EXCEED 6".
GREATER OF: • MAX. COL. DIMENSION OR 15"
6 SPIRAL REINFORCEMENT #4 @ 12" MAXIMUM PITCH, BUT NOT
LESS THAN 0.10 )
COEFFICIENT, S ,
(RESPONSE ACCELERATION
RECTANGULAR COLUMN
ROUND, SQUARE OR
D1 D1
ROUND COLUMN (ALTERNATE)
& D-D, SEE SHEET NO. 4.
FOR SECTIONS A-A, B-B, C-C
NOTE:
3 FOR BUNDLED #10 BARS OR LARGER, VERTICAL TIE SPACING OR
THE SPLICE LENGTH MUST NOT BE LESS THAN CLASS B SPLICE
ROUND, SQUARE OR
RECTANGULAR COLUMN
(SITE CLASS E, F OR RESPONSE
ACCELERATION COEFFICIENT, S ,
GREATER THAN OR EQUAL TO 0.10 )
D1
(SITE CLASS E, F OR RESPONSE
ACCELERATION COEFFICIENT, S ,
GREATER THAN OR EQUAL TO 0.10 )
•
3"
MA
X.
•
TI
E
SP
A.
3"
MA
X.
TI
E
SP
A.
FOOTING
3"
MA
X.
•
TI
E
SP
A.
3"
MA
X.
•TI
E
SP
A.
IN NON-SPLASH ZONE
PERMITTED SPLICE LOCATION
FOOTING
SP
LI
CE
ROADWAY
EDGE OF14'-0"
LINE
GROUND
COLUMN
FOOTING
ROADWAY
EDGE OF14'-0"
LINE
GROUND
COLUMN
SP
LI
CE
4'-0"
MI
N.
SP
LI
CE
20'-0"
MI
N.
IN SPLASH ZONE
PERMITTED SPLICE LOCATION
(TYP.)
REINFORCEMENT
COLUMN
2 SPLICE CRITERIA: (SEE PERMITTED SPLICE LOCATION DETAILS)
PER BC-736M.
STAGGER CLASS B SPLICES SUCH THAT NO MORE THAN 50% OF THE
ZONE)
(NOT IN SPLASH
(IN SPLASH ZONE)
NOV. 21, 2014 NOV. 21, 2014
NOTES:
1 COORDINATE VERTICAL COLUMN REINFORCEMENT WITH BOTTOM
FLEXURAL CAP REINFORCEMENT TO AVOID INTERFERENCE.
REINFORCING BARS ARE SPLICED AT ONE LOCATION.
THE SPLICE.
IF THE ABOVE SPLICE CRITERIA CANNOT BE MET, FULL-MECHANICAL
CONNECTION SPLICES CAN BE USED PROVIDED NOT MORE THAN
ALTERNATE REINFORCING BARS IN EACH LAYER ARE SPLICED AT A
SECTION, AND THE DISTANCE BETWEEN SPLICES OF ADJACENT
ALONG THE LONGITUDINAL AXIS OF THE COLUMN.
4 COLUMN CONNECTION
5 PLASTIC HINGE ZONE
LESS THAN THE SIZE AND SPACING SHOWN ON THE DRAWINGS, MAY BE
SUBSTITUTED AT NO ADDITIONAL COST TO THE DEPARTMENT.
Highlight
Highlight
Highlight
Highlight
Highlight
Line
Line
Highlight
Line
Line
Line
Line
Line
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Highlight
Line
tshroyer
Rectangle
tshroyer
Highlight
tshroyer
Highlight
gagordon
Highlight
gagordon
Rectangle
gagordon
Rectangle
gagordon
Highlight
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
STANDARD
REINFORCED CONCRETE PIERS
MULTI-COLUMN BENT
BD-629M
COLUMN SECTIONS
SHEET OF 4 15
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
SQUARE COLUMNROUND COLUMN
SECTION A-A
SECTION D-D
ST
AG
GE
R
SP
LI
CE
SQUARE COLUMNROUND COLUMN
SECTION B-B
SQUARE COLUMN
1
SQUARE COLUMN
(DESIGNED AS ROUND)
(DESIGNED AS ROUND)
SQUARE COLUMNROUND COLUMN
SECTION C-C
SQUARE COLUMN
(DESIGNED AS ROUND)
SQUARE COLUMN
1 1 1
135° HOOK (TYP.)
ARRANGEMENT)
(ALTERNATE TIE
1'-6"
MI
N.
ST
AG
GE
R
SP
LI
CE
ST
AG
GE
R
SP
LI
CE
1'-6"
MI
N.
ST
AG
GE
R
SP
LI
CE
1'-6"
MI
N.
2SPIRAL LENGTH = ( D)+P (H/P)+(3)( D)
2
SI
CE
MI
N.
TA
GG
ER
SP
L
1'-6"
ST
AG
GE
R
SP
LI
CE
1'-6"
MI
N.11
1
1
1
(COLUMN ONLY)
SPIRAL.
PIECES IS LIMITED TO THE PITCH OF THE
THE MAXIMUM DISTANCE BETWEEN THE SPIRAL
MUST ENGAGE A VERTICAL REINFORCING BAR.
135 DEGREE HOOK AT EACH END. EACH HOOK
BE PROVIDED WITH 1• EXTRA TURNS AND A
INTO SEPARATE PIECES. EACH PIECE MUST
THE TOTAL SPIRAL LENGTH CAN BE DIVIDED
SPIRAL SPLICES:
OR APPROVED MECHANICAL CONNECTORS.
PITCH
SPACING = PITCH MAXIMUM
1• EXTRA TURNS
1• EXTRA TURNS
SPIRAL ANCHORAGE:
SQUARE COLUMN
1
ARRANGEMENT)
(ALTERNATE TIE
1
LENGTH FOR HOOKED ENDS)
(DOES NOT INCLUDE ADDITIONAL
3 = 1• TURNS TOP & BOTTOM
P = PITCH (DISTANCE BETWEEN TURNS)
H = HEIGHT OF SPIRAL PIECE
D = DIAMETER
(COLUMN ONLY)
3'-0" MIN.
3"
CL
R.
#4 MIN.
#5 MIN.
MI
N.
3'-0"
3" CLR.
MIN.
3'-0"
#5 MIN.
#4 MIN.
MIN.
3'-0"
MI
N.
3'-0"
#4 MIN.
3" CLR.
#5 MIN.
(COLUMN ONLY)
EACH CORNER
#5 MIN.
(COLUMN ONLY)
SPACE VERT. @ 12"
#4 MIN.
1'-6"
MI
N.
MIN.
3'-0"
3" C
LR.
#4 SPIRAL MIN.
#5 MIN.
#4 SPIRAL MIN.
#5 MIN.
#4 MIN. (TYP.)#4 MIN. (TYP.)
#5 MIN.
TIE SPACING
1'-2" MAX.
TIE SPACING
1'-2" MAX.
#5 MIN.
#4 MIN. (TYP.)#4 MIN. (TYP.)
#5 MIN.
#4 MIN. (TYP.)
#5 MIN.
#4 MIN. (TYP.)
#5 MIN.
TIE SPACING
1'-2" MAX.
#4 MIN. (TYP.)
#5 MIN.1
TIE SPACING
1'-2" MAX.
#5 MIN.
#4 MIN. (TYP.)
#4 MIN.
EACH CORNER
#5 MIN.
3
4
3
4
4 4
2
2
2
2
NOV. 21, 2014 NOV. 21, 2014
CENTER TO CENTER
8" MAX.
(PLASTIC HINGE ZONE)
BARS
RESTRAINED VERTICAL
48" MAX. BETWEEN
CENTER TO CENTER
8" MAX.
ARE TIED (TYP.)
ALTERNATE BARS
SPACING WHEN
6" MAX. CLEAR
5
ARE TIED (TYP.)
ALTERNATE BARS
SPACING WHEN
6" MAX. CLEAR
(PLASTIC HINGE ZONE)
5
55
CLASS A SPLICE AND HAVE A 180 DEGREE HOOK WITH AN EXTENSION OF SIX BAR DIAMETERS.
5 WHERE NON-CONTINUOUS TIES ARE USED, THEY SHALL BE LAP SPLICED WITH A
ALTERNATE 90° & 135° HOOKS ON CROSS TIES BOTH VERTICALLY AND HORIZONTALLY.
4 ALL HOOKS ON TIES MUST ENGAGE VERTICAL COLUMN REINFORCING STEEL.
THE DEPARTMENT.
3 CONTRACTOR MAY SUBSTITUTE SPLICED TIES AT NO ADDITIONAL COST TO
SHEET NO. 3.
2 FOR LOCATION OF SECTIONS A-A, B-B, C-C & D-D, SEE COLUMN DETAILS
FLEXURAL CAP REINFORCEMENT TO AVOID INTERFERENCE.
1 COORDINATE VERTICAL COLUMN REINFORCEMENT WITH BOTTOM
NOTES:
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
tshroyer
Highlight
Highlight
Highlight
Oval
Oval
Oval
Oval
Oval
Oval
Oval
Oval
Oval
Oval
Oval
Oval
c-gseibert
Line
c-gseibert
Line
c-gseibert
Polygonal Line
c-gseibert
Polygonal Line
c-gseibert
Line
c-gseibert
Line
c-gseibert
Line
c-gseibert
Highlight
c-gseibert
Line
c-gseibert
Line
c-gseibert
Polygonal Line
c-gseibert
Polygonal Line
c-gseibert
Highlight
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
STANDARD
REINFORCED CONCRETE PIERS
MULTI-COLUMN BENT
BD-629M
E E
A A
C C
B
C
D
B
C
D
WALL PIER DETAILS
SHEET OF 5 15
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
3
FOOTING
SECTION E-E
(TYP.)
NEOPRENE SPONGE
1" CLOSED CELL
& TOP (TYP.)
CAULK - SIDES
FOOTING
54
3
FOOTING
3
3
54
1
2
SECTION A-A SECTION B-B
(TYP.)
COLUMN ABOVE
(TYP.)
COLUMN ABOVE
SQUARE COLUMN ROUND COLUMN
SQUARE COLUMN ROUND COLUMN
C C
L COLUMN
L PIERC
C
L PIER
L COLUMNC
C
C
L COLUMN
L PIER &
L COLUMNC
C
C
NOT SHOWN, SEE SHEET 3
FOR REINFORCEMENT
L COLUMN
NOT SHOWN, SEE SHEET 3
FOR REINFORCEMENT
L COLUMN
SEE SHEET 3
REINFORCEMENT
FOR COLUMN
REINFORCEMENT
WALL
REINFORCEMENT
WALL
NOT SHOWN, SEE SHEET 3
FOR REINFORCEMENT
L COLUMN
WALL PIER
TOP OF
WALL PIER
TOP OF
WALL PIER
TOP OF
OF COLUMN)
COLUMN (PROTECTED SIDE
TO BE FLUSH WITH FACE OF
FRONT FACE OF WALL PIER
•TI
E
SP
A.
6"
MA
X.
MA
X.
SP
A.
TI
ES
@ 1
2"
MA
X.
SP
A.
TI
ES
@ 1
2"
•
TI
E
SP
A.
6"
MA
X.
MA
X.
SP
A.
TI
ES
@ 1
2"
3"
MA
X.
MAX. SPACING
TIES @ 6"
6"
MA
X.
MA
X.
SP
A.
TI
ES
@ 1
2"
•TI
E
SP
A.
3"
MA
X.
MAX. SPACING
TIES @ 6"
#5
@ 1
2
#5 MIN. (TYP.)
D1 D1
LESS THAN 0.10 )
COEFFICIENT, S ,
(RESPONSE ACCELERATION
INTEGRAL WALL PIER
COLUMN WITH
INTEGRAL WALL PIER
COLUMN WITH
3" CLR. (TYP.)
3'-0"
MI
N.
"Y"
#4 MIN. (TYP.)#5 MIN. (TYP.)
WALL REINFORCEMENT
#4 MIN.
SECTION ONLY)
TIE SPACING (COLUMN
1'-2" MAX.
#4 MIN.
3" CLR. (TYP.)
#5 MIN. (TYP.)
WALL REINFORCEMENT#4 MIN. (TYP.)
(T
YP.)
3"
CL
R.
#5 MIN. (TYP.)
10"
MI
N.
1'-6"
6 6
SP
ACI
NG
MA
X.
TI
ES
@ 6"
SP
ACI
NG
MA
X.
TI
ES
@ 6"
FOOTING)
IN WALL OR
(FULLY DEVELOPED
REINFORCEMENT
COLUMN
FOOTING)
IN WALL OR
(FULLY DEVELOPED
REINFORCEMENT
COLUMN
FOOTING) (TYP.)
IN WALL OR
(FULLY DEVELOPED
REINFORCEMENT
COLUMN
FOOTING) (TYP.)
IN WALL OR
(FULLY DEVELOPED
REINFORCEMENT
COLUMN
GREATER THAN OR EQUAL TO 0.10 )
ACCELERATION COEFFICIENT, S ,
(SITE CLASS E, F OR RESPONSE
•TI
E
SP
A.
•TI
E
SP
A.
FOR COLUMN SECTION ONLY)
(SEISMIC DETAILING REQUIRED
INDEPENDANT WALL PIER
COLUMN WITH
NOV. 21, 2014 NOV. 21, 2014
BARS
RESTRAINED VERTICAL
48" MAX. BETWEEN
ALTERNATE 90° & 135° HOOKS ON CROSS TIES BOTH HORIZONTALLY AND VERTICALLY.
6 ALL HOOKS ON TIES MUST ENGAGE VERTICAL COLUMN REINFORCING STEEL.
SECTION), 1/6 CLR. HEIGHT OF COLUMN OR 18"
GREATER OF: MAX. COLUMN DIMENSION (MAX. "Y" DIMENSION FOR WALL