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NOTES AND DESIGN CRITERIA
OVERHEAD SIGN STRUCTURES
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BD-641M
SIGN DETAILS/FREEWAY AND EXPRESSWAY GUIDE SIGNS
REFERENCE DRAWINGS
SPACING CHARTS/DIRECT APPLIED LETTERS, NUMERALS, & ARROWS
EXTRUDED ALUMINUM CHANNEL SIGN
FLAT SHEET ALUMINUM SIGNS WITH EXTRUDED ALUMINUM STIFFENERS
SIGN LIGHTING/MERCURY VAPOR LAMPS
REINFORCEMENT BAR FABRICATION DETAILS
CLASSIFICATION OF EARTHWORK FOR STRUCTURES
TYPE 2 STRONG POST GUIDE RAIL
TYPE 2 WEAK POST GUIDE RAIL
BARRIER PLACEMENT AT OBSTRUCTIONS
SINGLE FACE CONCRETE BARRIER PLACEMENT AT MEDIAN PIERS
TC-8700C
TC-8701D
TC-8701E
TC-8701S
TC-8715
TC-8716
RC-11M
RC-52M
RC-53M
RC-54M
RC-58M
BC-736M
FLAT SHEET ALUMINUM WITH STIFFENERS/OVERHEAD STRUCTURES
ERECTION DETAILS/EXTRUDED ALUMINUM CHANNEL SIGNS
BC-741M OVERHEAD SIGN STRUCTURES
INFORMATIONAL NOTES
INFORMATION CONTAINED IN THE DESIGN TABLES
GENERAL NOTES
* LEGEND:
CONSTRUCTION GENERAL NOTES
NOTES TO DESIGNER
DESIGN CRITERIA FOR PENNDOT SIGN STRUCTURES
1DESIGN TABLES INCLUDED IN THIS STANDARD WERE DEVELOPED USING A COMPUTER PROGRAM
THE SPAN RANGE INCLUDED IN THIS STANDARD ARE AS FOLLOWS:
BD-641M: CANTILEVER AND CENTER-MOUNT STRUCTURES, STRUT LENGTHS
UP TO 40’
THE DESIGN TABLES INCLUDE MEMBER SIZES FOR THE STRUCTURES FOR VARIOUS
COMBINATIONS OF COLUMN HEIGHT, SPAN LENGTH, AND SIGN AREA. THEY ALSO INCLUDE
SPREAD FOOTING DESIGNS. ALTERNATE CAISSON FOUNDATIONS ARE PERMITTED WHERE SITE
CONDITIONS DO NOT ALLOW FOR THE SPREAD FOOTING. DESIGN COMPUTATIONS ARE REQUIRED
TO DETERMINE THE REQUIRED CAISSON EMBEDMENT AND REINFORCEMENT. THE DESIGN
COMPUTATION MUST BE SUBMITTED TO THE DISTRICT BRIDGE ENGINEER FOR REVIEW AND
APPROVAL AND THE CORRESPONDING INFORMATION SHOWN ON THE CONTRACT DRAWINGS.
THE CORRESPONDING FABRICATION AND CONSTRUCTION DETAILS ARE CONTAINED ON
STANDARD DRAWING BC-741M.
STRUT LENGTHS UP TO 40’
CANTILEVER AND CENTER-MOUNT STRUCTURES
BARRIER.
STRUCTURE SHALL BE LOCATED JUST BEYOND THE DESIGN DEFLECTION DISTANCE OF THE
APPLIED TO SIGN STRUCTURE. IF A BARRIER IS USED OR IS REQUIRED, THE SIGN
ADDITIONAL LOADS DUE TO THE WEIGHT OF THE SIGN STRUCTURE AND THE LOADINGS
PRACTICAL. THE AFFECTED BRIDGE COMPONENTS SHALL BE DESIGNED TO CARRY THE
POSSIBLE, THE STRUCTURE SHOULD BE LOCATED AS CLOSE TO A PIER SUPPORT AS IS
AVOID BRIDGE-MOUNTED SIGN STRUCTURES WHENEVER POSSIBLE. IF AVOIDANCE IS NOT
CRASHWORTHY BARRIER, SEE TABLE A, BC-741M, SHEET 2.
ALL SIGN SUPPORTS LOCATED WITHIN THE CLEAR ZONE MUST BE SHIELDED WITH A
TABLES.
STANDARDS. DO NOT VIOLATE CRITERIA USED FOR THE DEVELOPMENT OF THESE DESIGN
INFORMATION IS NOT TAKEN DIRECTLY FROM THE DESIGN TABLES CONTAINED IN THESE
DESIGN COMPUTATIONS ARE REQUIRED FOR ANY PORTION OF A STRUCTURE FOR WHICH THE
CONTRACT DRAWINGS.
AND SIGN LOCATION USED TO OBTAIN MEMBER SIZES FROM THE DESIGN TABLES ON THE
CONTRACT DRAWINGS. THE DESIGNER MUST PROVIDE THE SIGN AREA, STRUCTURE HEIGHT,
THE DESIGNER MUST PROVIDE THE INFORMATION OBTAINED FROM THE DESIGN TABLES ON THE
PLANS IS PROHIBITED.
AND CONTRACT DRAWINGS. REFERENCE TO THESE STANDARDS ON OVERHEAD SIGN STRUCTURES
SHOWN. USE THESE STANDARDS AS A BASIS FOR THE PREPARATION OF STRUCTURE LAYOUTS
USE THESE STANDARDS FOR OVERHEAD SIGN STRUCTURES SUBJECT TO LIMITATIONS AS
READ THESE NOTES BEFORE USING THESE STANDARDS.
SHT. 1 OF 8
THE ADEQUACY OF THE MEMBER SIZES INDICATED WHEN THE FATIGUE CATEGORY
OR GREATER THAN 3750 PSI.
17. PROVIDE NON-SHRINK GROUT WITH ONE DAY MINIMUM COMPRESSIVE STRENGTH EQUAL TO
ZONE 2, NON FRACTURE CRITICAL AS GIVEN IN THE AASHTO MATERIAL SPECIFICATIONS.
THE PLANS BY (CVN), PROVIDE STEEL CONFORMING TO THE CVN REQUIREMENTS FOR
16. STEEL MEMBER COMPONENTS REQUIRING CHARPY V-NOTCH TESTING ARE DESIGNATED ON
15. PROVIDE DOUBLE NUTS AND WASHER FOR EACH ANCHOR BOLT.
14. PROVIDE A MINIMUM ANCHOR BOLT EMBEDMENT LENGTH OF 20 ANCHOR BOLT DIAMETERS.
13. PROVIDE ANCHOR BOLT HOLES �" LARGER THAN BOLT DIAMETER.
12. PROVIDE BOLT HOLES �" LARGER THAN BOLT DIAMETER.
PIPE DIAMETERS SHOWN FROM 14 INCHES AND UP ARE ACTUAL DIAMETERS.
11. PIPE DIAMETERS SHOWN UP TO AND INCLUDING 12 INCHES ARE NOMINAL DIAMETERS.
UNLESS STAINLESS STEEL OR OTHERWISE INDICATED.
10. GALVANIZE ALL STRUCTURAL STEEL, BOLTS, NUTS & WASHERS IN ACCORDANCE WITH PUB.408,
ANY DIMENSIONS NECESSARY TO PROVIDE A PROPER FOUNDATION.
9. SPREAD FOOTINGS MAY BE ORDERED BY THE ENGINEER TO BE AT ANY ELEVATION OR OF
8. DIMENSIONS ARE BASED ON A NORMAL TEMPERATURE OF 68 DEGREES F.
7. ALL DIMENSIONS SHOWN ARE HORIZONTAL, EXCEPT AS NOTED.
6. CHAMFER EXPOSED CONCRETE EDGES 1 INCH BY 1 INCH.
AS NECESSARY FOR PROPER FIT OF THE PROPOSED CONSTRUCTION.
5. VERIFY ALL DIMENSIONS AND GEOMETRY OF THE EXISTING STRUCTURES IN THE FIELD
4. RAKE-FINISH ALL HORIZONTAL CONSTRUCTION JOINTS, EXCEPT AS INDICATED.
A615 FOR CONCRETE REINFORCEMENT. DO NOT WELD REINFORCING STEEL BARS.
3. PROVIDE GRADE 60 REINFORCING STEEL BARS THAT MEET THE REQUIREMENTS OF ASTM
CAISSONS.
2. USE CLASS A CEMENT CONCRETE f’c = 3000 PSI IN PEDESTALS, FOOTINGS AND
1. PROVIDE 2-INCH CONCRETE COVER ON REINFORCEMENT BARS, EXCEPT AS NOTED.
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
REQUIREMENTS FOR FATIGUE CATEGORY II. THE DESIGNER MUST CHECK
IS SPECIFIED TO BE I FOR THE PROJECT.
AND ARE BASED ON THE DESIGN CRITERIA SHOWN ON THIS SHEET.
THE MEMBER SIZES INDICATED IN THE DESIGN TABLES MEET THE FATIGUE
DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS).
BE SUBMITTED FOR ALL COMPONENTS OF OVERHEAD SIGN STRUCTURES CARRYING
MAY BE USED FOR PRELIMINARY MEMBER SIZES ONLY; DESIGN COMPUTATION MUST
SUBMITTED TO THE CHIEF BRIDGE ENGINEER FOR REVIEW AND APPROVAL. THESE STANDARDS
BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF PENNSYLVANIA AND
INTENDED TO CARRY DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS) MUST BE DESIGNED
STRUCTURE TYPES AS PRESENTED IN THESE STANDARDS. OVERHEAD SIGN STRUCTURES
DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS) ARE PROHIBITED ON OVERHEAD CANTILEVER
ANSI/AASHTO/AWS D1.5".
SPECIAL PROVISIONS. USE ANSI/AWS D1.1 FOR WELDING NOT COVERED IN
CHANGE NUMBER), ANSI/AASHTO/AWS D1.5, BRIDGE WELDING CODE AND CONTRACT
WORKMANSHIP IN ACCORDANCE WITH SPECIFICATIONS, PUBLICATION 408 - (INDICATE
PLACE THE FOLLOWING NOTE ON CONTRACT DRAWINGS - "PROVIDE MATERIALS AND
ALL FILLET WELDS SHOWN ARE MINIMUM SIZE UNLESS NOTED OTHERWISE.
AUGUST 1993 EDITION (INCLUDING AUGUST 1995 REVISIONS)
INTERIMS THROUGH AND INCLUDING 2000; PENNDOT DESIGN MANUAL - PART 4,
OTHERWISE); AASHTO "STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, 1996 WITH
LUMINAIRES AND TRAFFIC SIGNALS", 2001 WITH CURRENT INTERIMS (UNLESS NOTED
AASHTO "STANDARD SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS,
DESIGN SPECIFICATIONS:
BOLTS: ASTM A-325 H.S. BOLTS EXCEPT AS NOTED
SECTION 1105.02(c)3.
ANCHOR BOLTS: ASTM, F1554 GRADE 55 PER PUBLICATION 408
PROVIDE BOLTS CONFORMING TO THE FOLLOWING:
ARE NOT PERMITTED FOR CHORDS.
MEMBERS ARE PERMITTED AS AN ALTERNATE ONLY FOR COLUMNS. PRESS-BREAK MEMBERS
VERIFY THE ADEQUACY OF PRESS-BREAK MEMBERS FOR STRENGTH AND FATIGUE. PRESS-BREAK
PROGRAM OR AN APPROVED FINITE ELEMENT ANALYSIS COMPUTER PROGRAM MUST BE RUN TO
MINIMUM THICKNESS OF PRESS-BREAK MEMBERS TO BE �". PENNDOT’S SIGN STRUCTURE
FROM THE CENTER OF THE MEMBER TO THE MID-POINT OF ANY CHORD OF THE MEMBER.
THEY ARE REPLACING. EQUIVALENT RADIUS FOR PRESS-BREAK MEMBERS IS MEASURED
ALTERNATE PRESS-BREAK MEMBERS MUST HAVE THE EQUIVALENT STRENGTH OF THE MEMBER
ALTERNATE PRESS-BREAK MEMBERS:
ASTM A709, GRADE 36
ANGLES, SHAPES, AND PLATES: AASHTO M270, GRADE 36
GR. B, PSL2 IS PERMITTED. 65 KSI YEILD MAX.
PIPE COLUMNS: 24 INCH DIAMETER AND GREATER, API 5L,
PIPE COLUMNS & PIPE STRUTS: ASTM A53, GR. B, TYPE E OR S, Fy=35 ksi.
PROVIDE STRUCTURAL STEEL CONFORMING TO THE FOLLOWING:
ANSI/AASHTO/AWS D1.5.
TRAFFIC SIGNALS". USE ANSI/AWS D1.1 FOR WELDING NOT COVERED IN
SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS, LUMINAIRES AND
WELDING CODE D1.5, CONTRACT SPECIAL PROVISIONS, AND AASHTO "STANDARD
THE PENNSYLVANIA DEPARTMENT OF TRANSPORTATION PUBLICATION 408, ANSI/AWS
PROVIDE MATERIALS AND WORKMANSHIP IN ACCORDANCE WITH THE CURRENT VERSIONS OF
MATERIALS AND WORKMANSHIP:
AUG. 31, 2012 AUG. 31, 2012
STRUCTURES ARE DESIGNED FOR A SEISMIC ACCELERATION COEFFICIENT = 0.15
SEISMIC DESIGN CRITERIA
COHESION 0 KIPS PER SQUARE FOOT
ANGLE OF INTERNAL FRICTION 25?
UNIT WEIGHT OF SOIL 100 POUNDS PER CUBIC FOOT
MODULUS OF SUBGRADE REACTION 10.0 POUNDS PER CUBIC INCH
MAXIMUM DESIGN LATERAL DISPLACEMENT 0.5"
MAXIMUM DESIGN PRESSURE 1.5 TONS PER SQUARE FOOT
DRILLED SHAFTS (CAISSONS) DM-4 SEC. D10.8.3.8, PENNDOT COM624P COMPUTER PROGRAM
UNIT WEIGHT OF SOIL 100 POUNDS PER CUBIC FOOT
MINIMUM AREA IN BEARING 95%
MAXIMUM DESIGN PRESSURE 1.5 TONS PER SQUARE FOOT
SPREAD FOOTINGS
COLUMN DESIGN (PEDESTALS) 8.15.4
TORSION ACI SECTION A.7.3*
FOOTING STABILITY REQUIREMENTS DM-4 D5.5.5
DISTRIBUTION OF REINFORCEMENT 4.4.11.2.2
PRESSURES FOR ECCENTRICALLY LOADED FOOTINGS FIG. 4.4.7.1.1.1C
MINIMUM CONCRETE COVER DM-4 D8.22.1*
SPACING LIMITS FOR REINFORCEMENT 8.21
MINIMUM REINF. OF FLEXURAL MEMBERS 8.17.1
SLENDERNESS OF COLUMNS 8.16.5.2
ALLOWABLE SHEAR STRESS 8.15.5.6.4
SHEAR STRESS IN FOOTINGS 8.15.5.6.2
SHEAR CAPACITY OF FOOTINGS 8.15.5.6.1
REINFORCEMENT TENSILE STRESS 8.15.2.2
ALLOWABLE BEARING STRESS 8.15.2.1.3
CONCRETE CRITERIA AASHTO HIGHWAY BRIDGES (U.N.O.)
ALLOWABLE ANCHOR BOLT STRESSES AASHTO SIGN SPECS. 5.17
BOLT DESIGN CRITERIA AASHTO SIGN SPECS. 5.16
COMBINED BOLT SHEAR AND TENSION 10.32.3.3.3
BOLT PRYING ACTION 10.32.3.3.2
SLIP-CRITICAL BOLT ALLOWABLE 10.32.3.2.1
ALLOWABLE BOLT STRESSES TABLE 10.32.3B
BOLT CRITERIA AASHTO HIGHWAY BRIDGES (U.N.O.)
ALLOWABLE STRESSES FOR STRUCTURAL STEEL SECTION 5
PERMANENT CAMBER 10.5
ALLOWABLE DEFLECTION 10.4
FATIGUE REQUIREMENTS (FATIGUE CATEGORY II ) SECTION 11
ALLOWABLE STRESSES FOR COMBINED STEEL STRESS 5.12
ALLOWABLE STRESSES FOR BASE PLATES 5.8
ALLOWABLE STRESSES FOR SIGN SUPPORTS 5.12
ALLOWABLE STRESSES FOR TUBULAR SHAPES 5.6 (TABLE 5-3) & 5.11
MAXIMUM STRESSES IN TUBULAR SHAPES APPENDIX B, TABLE B-2
SECTION PROPERTIES FOR TUBULAR SHAPES APPENDIX B, TABLE B-1
STEEL CRITERIA AASHTO SIGN SPECS. (U.N.O.)
GROUP LOADS AASHTO SIGN SPECS. 3.4
WIND AND 30% GUST FACTOR
EQ. C-1, WITH 80 MPH
WIND LOAD APPENDIX C, SECTION C.3,
ICE LOAD 3.7
EXTERNAL LOADS AASHTO SIGN SPECS.
A DYNAMIC/VARIABLE MESSAGE SIGN (DMS/VMS).
ENGINEER MUST REVIEW AND APPROVE ALL STRUCTURES DESIGNED TO CARRY
STRUCTURE TYPES AS PRESENTED IN THESE STANDARDS. THE CHIEF BRIDGE
DYNAMIC/VARIABLE MESSAGE SIGNS (DMS/VMS) ARE PROHIBITED ON OVERHEAD CANTILEVER
DYNAMIC/VARIABLE MESSAGE SIGN (DMS/VMS) STRUCTURES
COLUMNS, STRUTS CALCULATED INTERNALLY WITHIN PROGRAM
SIGN SUPPORT BEAM BC-741M, SHT. 6
LIGHT FIXTURES BC-741M, SHT. 6
SIGN PANELS TC-8701E OR TC-8701S
DEAD LOADS PENNDOT STD. DWGS. (U.N.O.)*
CVN: CHARPY V-NOTCH.
STRUCTURAL CONCRETE WITH COMMENTARY (ACI 318-99).
ACI: AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR
U.N.O.: UNLESS NOTED OTHERWISE
STRUCTURES
DM-4: PENNSYLVANIA DEPARTMENT OF TRANSPORTATION, DESIGN MANUAL PART 4,
FOR HIGHWAY BRIDGES"
TRANSPORTATION OFFICIALS, "STANDARD SPECIFICATIONS
AASHTO HIGHWAY BRIDGES: AMERICAN ASSOCIATION OF STATE HIGHWAY AND
FOR HIGHWAY SIGNS, LUMINAIRES AND TRAFFIC SIGNALS"
OFFICIALS, "STANDARD SPECIFICATIONS FOR STRUCTURAL SUPPORTS
AASHTO SIGN SPEC: AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION
DESIGN INSTRUCTIONS
OVERHEAD SIGN STRUCTURES
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BD-641M
SHT. 2 OF 8
HOW TO USE THE DESIGN TABLES
SETTING SUBSTRUCTURE ELEVATIONS
SET THE TOP OF THE PEDESTAL OR CAISSON ELEVATION SO THAT THE
ABOVE THE HIGHEST SURROUNDING FINISHED GRADE ELEVATION.
POSITIONING OF SIGN PANELS AND SIGN STRUCTURE
SEE THE FOLLOWING DIAGRAMS FOR ADDITIONAL INSTRUCTIONS FOR
POSITIONING THE SIGN PANELS AND SIGN STRUCTURE.
DETERMINE THE DESIGN SIGN AREA FROM ONE OF THE FOLLOWING
TWO CONDITIONS:
THE STRUCTURE AT THE TIME OF CONSTRUCTION.
BE PLACED ON THE STRUCTURE IN THE FUTURE. THE ULTIMATE SIGN
AREA IS EQUAL TO THE WIDTH OF THE ROADWAY UNDER THE
THE DESIGNER WILL SPECIFY WHICH CONDITION IS TO BE USED FOR
DESIGN. THE DESIGN SIGN AREA WILL BE THE COMPUTED AREA
(EITHER ACTUAL OR ULTIMATE) ROUNDED UP TO THE NEXT
HIGHEST INCREMENT OF SIGN AREA SHOWN IN THE DESIGN TABLES.
CLEARLY SHOW THE DESIGN AREA USED ON THE DESIGN PLANS FOR
FUTURE REFERENCE. INDICATE WHETHER THE DESIGN SIGN AREA IS
THE ACTUAL AREA OR THE ULTIMATE AREA.
WHEN MULTIPLE SIGN PANELS ARE PLACED ON ONE STRUCTURE AND
FOLLOWING MANNER:
THE VERTICAL DIRECTION IS (X) x (Y)
THE VERTICAL DIRECTION IS (X) x (B) x 2 WHEN B>A OR (X) x (A) x 2
WHEN A>B.
EXAMPLE:
AREA OF SIGN NO. 1 = (X ) x (Y )
AREA OF SIGN NO. 2 = (X ) x (B ) x 2
AREA OF SIGN NO. 3 = (X ) x (A ) x 2
1
12
C STRUCTUREL3
Y /
2
Y1
X1
2X
A
<Y /2
22
B
>Y /2
22
Y2
3X
A
>Y /2
B
<Y /2
33
33
1Y /2
Y3
DESIGN AREA OF SIGN NO.2 = (X B )x2
DESIGN AREA OF SIGN NO.1 = X Y
DESIGN AREA OF SIGN NO.3 = (X A )x2
1. THE FIRST CONDITION IS THE ACTUAL SIGN AREA TO BE PLACED ON
2. THE SECOND CONDITION IS THE ULTIMATE SIGN AREA THAT COULD
1 1
2 2
3 3
ONE OR MORE OF THE SIGN PANELS IS NOT CENTERED IN THE
VERTICAL DIRECTION, COMPUTE THE DESIGN SIGN AREA IN THE
THE SIGN AREA FOR ANY SIGN PANEL CENTERED IN
A = DISTANCE FROM L STRUCTURE TO TOP OF SIGN
B = DISTANCE FROM L STRUCTURE TO BOTTOM OF SIGN
C
C
DETERMINED BY THE TRAFFIC ENGINEER.
OF THE STRUCTURE IN THE FUTURE EXISTS. THIS WILL BE
POSSIBILITY OF ADDING SIGNS ACROSS THE FULL SPAN LENGTH
AREA IS TO BE USED WHEN THE DESIGNER DETERMINES THAT THE
WILL INCREASE THE COST OF THE STRUCTURE.
SHALL BE CAREFULLY CONSIDERED AS USE OF THE ULTIMATE SIGN AREA
THE ULTIMATE SIGN AREA. HOWEVER, THE NEED FOR FUTURE SIGNS
SIGNS MAY BE NEEDED IN THE FUTURE, THE DESIGN SIGN AREA EQUALS
ACTUAL SIGN AREA. IF THE TRAFFIC ENGINEER DETERMINES ADDITIONAL
WILL BE ADDED IN THE FUTURE, THE DESIGN SIGN AREA EQUALS THE
IF THE TRAFFIC ENGINEER DETERMINES THAT NO ADDITIONAL SIGNS
COVER IS PROVIDED OVER THE FOOTING AT ALL LOCATIONS.
1 1
2 2
3 3
THE SIGN AREA FOR ANY SIGN PANEL PLACED OFF-CENTER IN
L COLUMNC
1
2LC STRUCTURE &
C SIGN PANEL NO. 2L
SIGN AREA, SIGN LOCATION, & POST HEIGHT
EXAMPLE TO SHOW PROCEDURE FOR SELECTING
}1 2
1
2
1
2
}USE CASE B
C C
L COLUMNC NOTE:
SET THE STRUCTURE TO AN ELEVATION THAT PLACES THE CENTER OF THE
STRUCTURE AT THE MID-HEIGHT OF THE DEEPEST SIGN OR A MAXIMUM OF
"EXIT PANEL" SIGN IF PRESENT)
CLEARANCE ABOVE THE HIGHEST POINT OF THE ENTIRE ROADWAY WIDTH
(INCLUDING THE ROADWAY PAVEMENT AND SHOULDERS) PASSING UNDER
THE STRUCTURE. SET THE BOTTOM OF ALL SIGN PANELS TO GENERALLY THE
SAME ELEVATION. IN THE CASE OF A STRUCTURE SPANNING DUAL
ROADWAYS WHERE THE DIFFERENCE IN ELEVATIONS OF THE HIGHEST POINT
PANELS OVER EACH ROADWAY TO THE SAME VERTICAL CLEARANCE.
WHEN THE ULTIMATE SIGN AREA IS USED FOR DESIGN, SET THE STRUCTURE
ABOVE THE BOTTOM OF THE SIGN PANELS. WHEN THE STRUCTURE SPANS
DUAL ROADWAYS WITH THE DIFFERENCE IN HIGH POINT ELEVATIONS
PANELS OVER THE UPPER ROADWAY.
FOR ILLUSTRATIVE EXAMPLES OF HOW TO POSITION SIGN PANELS AND SIGN
THE DESIGN POST HEIGHT SHALL BE THE ACTUAL DESIGN POST HEIGHT
ROUNDED UP TO THE NEXT HIGHEST INCREMENT OF POST HEIGHT
SHOWN IN THE DESIGN TABLES.
SET THE STRUCTURE, SIGN PANELS, AND LUMINAIRES TO AN
THE DESIGN SIGN PANEL LENGTH AND "X" DIMENSION SHALL BE THE
DIMENSIONS AS DETERMINED IN THE FOLLOWING EXAMPLE ROUNDED UP TO THE
NEXT HIGHEST INCREMENTS SHOWN IN THE DESIGN TABLES.
STRUCTURES, SEE CASES A-F ON THE NEXT SHEET.
BOTTOM OF BASE PLATE ELEVATION IS APPROXIMATELY 6 INCHES
SET THE TOP OF FOOTING ELEVATION SO THAT A MINIMUM 2’-0"
STRUCTURE MULTIPLIED BY 18’-6" FOR THE 2-STRUT STRUCTURE
AND 12’-0" FOR THE 1-STRUT STRUCTURE. THE ULTIMATE SIGN
9’-3" ABOVE THE BOTTOM OF THE SIGN PANEL. (SIGN HEIGHT INCLUDES
ELEVATION THAT WILL PROVIDE A MINIMUM OF 17’-6" VERTICAL
ON EACH ROADWAY IS GREATER THAN 2’-6", SET THE BOTTOM OF ALL SIGN
TO AN ELEVATION THAT PLACES THE CENTER OF THE STRUCTURE AT 9’-3"
GREATER THAN 2’-6", SET THE STRUCTURE TO AN ELEVATION THAT PLACES
THE CENTER OF THE STRUCTURE AT 9’-3" ABOVE THE BOTTOM OF THE SIGN
38’
24’
5’ 12’ 7’ 14’
14’
10’
3’
7’
ELEV. 1000.00
ELEV.998.75
FEET
ELEVATIONS ARE IN
HEIGHT OF SIGN PANEL NO. 2 EXCEEDS 12’, THEREFORE, USE 2-STRUT STRUCTURE.
ELEV. = 1000.00 - 998.75 = 1.25 < 2’-6"
Y = 10’
Y < Y
Y = 14’
SET BOTTOM OF EACH SIGN PANEL AT SAME ELEVATION
ELEV. 1000.00 + 17’-6" + 1’-6" = 1019.00
[1’-6" = BOTTOM OF LUMINAIRE SUPPORT TO BOTTOM OF SIGN PANEL]
SET L STRUCTURE AT L OF SIGN PANEL NO. 2
ELEV. 1019.00 + 14’/2 = 1026.00
DESIGN COLUMN HEIGHT (H):
BECAUSE SIGN PANEL NO. 1 IS NOT CENTERED VERTICALLY ON THE STRUCTURE,
THE DESIGN AREAS ARE COMPUTED AS FOLLOWS:
A = 12’ x 7’ x 2 = 168.0 SF
A = 14’ x 14’ = 196.0 SF
364.0 SF
USE 400.0 SF
COMPUTE CENTER OF GRAVITY OF SIGN AREA (X):
X = [168.0 SF X (5’ + 12’/2)] + [196.0 SF x (24’ + 14’/2)]
364 SF
X = 21.77’ USE X = 24’ WITH A SIGN AREA OF 400 SF
H = 1026.00 - 1000.00 = 26.00’ USE H = 28’
STRUT LENGTHS UP TO 40’
CANTILEVER AND CENTER-MOUNT STRUCTURES
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
AUG. 31, 2012 AUG. 31, 2012
INSTRUCTIONS FOR USE OF DESIGN TABLES
OVERHEAD SIGN STRUCTURES
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BD-641M
SHT. 3 OF 8
1 2
CASE A
1 2
CASE B
L L
SET BOTTOMS OF SIGN PANELS AT SAME ELEVATION.
SET C OF STRUCTURE AT C OF SIGN PANELS.
Y = Y1 2
ELEV.
C+
EL
EV.
2C
+
EL
EV.
+Y /2
C STRUCTUREL
C
Y1
Y2
Y1
C
ELEV.
C+
EL
EV.
Y2
2C
+
EL
EV.
+Y /2
C STRUCTUREL
Y < Y1 2
L L
SET BOTTOMS OF SIGN PANELS AT SAME ELEVATION.
THIS CASE IS APPLICABLE FOR ALL COMBINATIONS OF
Y AND Y WHERE Y < Y .1 2 1 2
SET C OF STRUCTURE AT C OF SIGN PANEL NO. 2.
1
2
CASE F
L L
12 2
SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL
CLEARANCE.
1
THIS CASE IS APPLICABLE FOR THE FOLLOWING
SET C OF STRUCTURE AT C OF SIGN PANEL NO. 2.
Y < Y1 2
MAX.
Y1
Y2
C
C
ELEV.
2C
+Y /
2
C STRUCTUREL
LIMITS OF Y AND Y1 2
2Y - Y <1 2
2Y - Y <
2Y - Y <
2Y - Y <
2Y - Y <
1
1
1
1
2
2
2
2
GENERAL EQUATION FOR CASE F:
1 2 -
EXCEEDED, ONE OF THE FOLLOWING STEPS IS REQUIRED:
IF THE PARAMETERS OF THE GENERAL EQUATION ARE
L
ELEV.
COMBINATIONS OF ELEV., Y , AND Y WHERE Y < Y :
12
CASE C
1
2
CASE D
2
L
1
2
CASE E
L L
SET BOTTOMS OF SIGN PANELS AT SAME ELEVATION.
THIS CASE IS APPLICABLE FOR ALL COMBINATIONS OF
Y AND Y WHERE Y > Y .1 2 1 2
SET C OF STRUCTURE AT C OF SIGN PANEL NO. 1.
L L
12 2
SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL
CLEARANCE.
THIS CASE IS APPLICABLE FOR THE FOLLOWING
SET C OF STRUCTURE AT C OF SIGN PANEL NO. 1.
Y > Y1 2
Y > Y1 2
ELEV.
Y1
C
Y2
C+
EL
EV.
1C
+
EL
EV.
+Y /2
C STRUCTUREL
ELEV.
Y1
C
MAX. Y2
C C+
Y /2
+1
EL
EV.
C STRUCTUREL
Y1
C
MAX.Y2
1C
+
EL
EV.
+Y /2
ELEV.
C STRUCTUREL
C
Y = Y1
L
SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL CLEARANCE.
SET C OF STRUCTURE AT C OF SIGN PANEL NO. 1.
1,2
THIS CASE IS APPLICABLE FOR THE FOLLOWING COMBINATIONS OF
ELEV. AND Y :
Y1,2ELEV.
1,2
BOTTOM OF STRUCTURE, SIGN PANEL OR LUMINAIRE.
C IS VERTICAL CLEARANCE FROM ROADWAY TO
2
COMBINATIONS OF ELEV. AND Y WHERE Y > Y :
Y1,2
ELEV.
NOTE:
SPECIAL DESIGN.
APPLY. USE EITHER 1) SEPARATE STRUCTURES, OR 2) A
FOR A PARTICULAR VALUE OF ELEV., THIS CASE DOES NOT
WHEN Y EXCEEDS THE RANGE SHOWN IN THE ABOVE TABLE
SPECIAL DESIGN.
APPLY. USE EITHER 1) SEPARATE STRUCTURES, OR 2) A
FOR A PARTICULAR VALUE OF ELEV., THIS CASE DOES NOT
WHEN Y EXCEEDS THE RANGE SHOWN IN THE ABOVE TABLE
ELEV.< 2’-6" ELEV.< 2’-6"
ELEV.< 2’-6" ELEV.> 2’-6"
3’-0"
4’-0"
5’-0"
6’-0"
6’-3"
6’-0" TO 12’-6"
6’-0" TO 10’-6"
6’-0" TO 8’-6"
6’-0"
6’-0" TO 6’-6"
9’-3"
3’-0"
4’-0"
5’-0"
6’-0"
6’-3"
6’-0" TO 12’-6"
6’-0" TO 10’-6"
6’-0" TO 8’-6"
6’-0"
6’-0" TO 6’-6"
ELEV.> 2’-6"
9’-3"
9’-3"
ELEV.> 2’-6"
3’-0"
4’-0"
5’-0"
6’-0"
7’-0"
12’-6"
10’-6"
8’-6"
6’-6"
4’-6"
2( ELEV.) + 2(Y ) - Y < 18’-6"
OF 17’-6" MUST BE MAINTAINED
4) IN ALL CASES, THE MINIMUM VERTICAL CLEARANCE
3) USE A SPECIAL DESIGN
2) USE SEPARATE STRUCTURES
1) RESET C STRUCTURE SO THAT PARAMETERS ARE MET
STRUT LENGTHS UP TO 40’
CANTILEVER AND CENTER-MOUNT STRUCTURES
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
AUG. 31, 2012 AUG. 31, 2012
OVERHEAD SIGN STRUCTURES
SAMPLE CONTRACT DRAWING
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BD-641M
SHT. 4 OF 8
SIDE VIEW
VARIABLE
"G" SEE BC-741M
FOOTING WIDTH
PAVEMENT
EDGE OF
PAVEMENTVARIABLE
"G" SEE BC-741M
FOOTING WIDTH
PAVEMENT
EDGE OF
PAVEMENT
SINGLE STRUT SIGN STRUCTURES
IF/AS REQUIRED
FOR SIGN LIGHTING
ADDITIONAL DEPTH
TYPE A CANTILEVER
IF/AS REQUIRED
FOR SIGN LIGHTING
ADDITIONAL DEPTH
EL.
CLR. TOP OF ROADWAY
PT. OF MIN. VERT.
L COLUMNC L COLUMNC
REQ’D. BY OWNER
BC-741M OR AS
SEE TABLE "A",
REQ’D. BY OWNER
BC-741M OR AS
SEE TABLE "A",
TOP OF
BASEPLATEPEDESTAL
TOP OF
EL.
L STRUCTUREC
STRUT
"F" SEE BC-741M
FOOTING LENGTH
C
EL.
L STRUCTURE
HEI
GH
T
PE
DE
ST
AL
CO
LU
MN
HEI
GH
T
=
DE
SI
GN
HEI
GH
T (
H)
OVERALL LENGTH =
SIGN HT. =
SIGN LENGTH =
DESIGN LENGTH (L)
SIGN LENGTH =
ACTUAL VERT. CLR.=ACTUAL VERT. CLR.=
EL.
TOP OF PEDESTAL
CENTER-MOUNT
EL.
FOOTING
BOTTOM OF
EL.
FOOTING
BOTTOM OF
EL.
TOP OF PEDESTAL
COLUMN
FABRICATION DETAILS.
SEE BC-741M FOR
(O.D.) x (WALL THK.).
STRUT SIZE IS
FABRICATION DETAILS.
SEE BC-741M FOR
(O.D.) x (WALL THK.).
STRUT SIZE IS
FABRICATION DETAILS.
SEE BC-741M FOR
(O.D.) x (WALL THK.)
COLUMN SIZE IS
REQUIREMENTS AND DETAILS.
BC-741M FOR REINFORCEMENT
FOOTING TYPE (SIZE). SEE
REQUIREMENTS AND DETAILS.
BC-741M FOR REINFORCEMENT
FOOTING TYPE (SIZE). SEE
REINFORCEMENT REQUIREMENTS AND DETAILS.
PEDESTAL "P" BARS. SEE BC-741M FOR ADDITIONAL
(E)x(E) PEDESTAL WITH (COUNT)-(BAR SIZE)
FABRICATION DETAILS.
SEE BC-741M FOR
(O.D.) x (WALL THK.)
COLUMN SIZE IS
(X)
DESIGN LENGTH
SIGN HT. =
EL.
CLR. TOP OF ROADWAY
PT. OF MIN. VERT.
SIMILAR)
(TYPE B CANTILEVER
GROUT (TYP.)
NON-SHRINK
SIDE VIEW
VARIABLE
"G" SEE BC-741M
FOOTING WIDTH
PAVEMENT
EDGE OF
PAVEMENTVARIABLE
"G" SEE BC-741M
FOOTING WIDTH
PAVEMENT
EDGE OF
PAVEMENT
DOUBLE STRUT SIGN STRUCTURES
IF/AS REQUIRED
FOR SIGN LIGHTING
ADDITIONAL DEPTH
EL.
L STRUCTUREC
EL.
CLR. TOP OF ROADWAY
PT. OF MIN. VERT.
L COLUMN
=
STRUT SPACING
IF/AS REQUIRED
FOR SIGN LIGHTING
ADDITIONAL DEPTH
EL.
CLR. TOP OF ROADWAY
PT. OF MIN. VERT.
C L COLUMNC
=
STRUT SPACING
REQ’D. BY OWNER
BC-741M OR AS
SEE TABLE "A",
REQ’D. BY OWNER
BC-741M OR AS
SEE TABLE "A",
PEDESTAL
TOP OF
"F" SEE BC-741M
FOOTING LENGTH
TOP OF
BASEPLATE
C
EL.
L STRUCTURE
STRUTS
DE
SI
GN
HEI
GH
T (
H)
CO
LU
MN
HEI
GH
T
=
HEI
GH
T
PE
DE
ST
AL
OVERALL LENGTH =
SIGN HT. =
SIGN LENGTH =ACTUAL VERT. CLR.=
TYPE A CANTILEVER
EL.
TOP OF PEDESTAL
SIGN HT. =
ACTUAL VERT. CLR.=
EL.
TOP OF PEDESTAL
CENTER-MOUNT
SIMILAR)
(TYPE B CANTILEVER
EL.
FOOTING
BOTTOM OF
EL.
FOOTING
BOTTOM OF
FABRICATION DETAILS.
SEE BC-741M FOR
(O.D.) x (WALL THK.).
STRUT SIZE IS
FABRICATION DETAILS.
SEE BC-741M FOR
(O.D.) x (WALL THK.).
STRUT SIZE IS
REQUIREMENTS AND DETAILS.
BC-741M FOR REINFORCEMENT
FOOTING TYPE (SIZE). SEE
REQUIREMENTS AND DETAILS.
BC-741M FOR REINFORCEMENT
FOOTING TYPE (SIZE). SEE
REINFORCEMENT REQUIREMENTS AND DETAILS.
PEDESTAL "P" BARS. SEE BC-741M FOR ADDITIONAL
(E)x(E) PEDESTAL WITH (COUNT)-(BAR SIZE)
FABRICATION DETAILS.
SEE BC-741M FOR
(O.D.) x (WALL THK.)
COLUMN SIZE IS
FABRICATION DETAILS.
SEE BC-741M FOR
(O.D.) x (WALL THK.)
COLUMN SIZE IS
DESIGN LENGTH (L)
SIGN LENGTH =
(X)
DESIGN LENGTHCOLUMN
GROUT (TYP.)
NON-SHRINK
DESIGN FOR (ULTIMATE OR ACTUAL) SIGN AREA.
NOTE:
TABLE OF ESTIMATED QUANTITIES
ITEM UNIT QUANTITY
STEEL SIGN STRUCTURE
STRUCTURE MOUNTED SIGNS
CLASS 3 EXCAVATION
CLASS A CEMENT CONCRETE
REINFORCEMENT BARS
ITEM NO.
*
0000-0000
*
NOTES TO DESIGNER:
1.
2.
3.
4.
LUMP SUM ITEM NO.
ITEMS SHOWN FOR INFORMATION ONLY, INCLUDED IN
0000 - 0000
(DESIGNER TO INDICATE CONTROLLING CONDITION)
BC-741M FOR FABRICATION DETAILS.
STRUT SIZE IS (O.D.) x (WALL THK.). SEE
BC-741M FOR FABRICATION DETAILS.
COLUMN SIZE IS (O.D.) x (WALL THK.). SEE
REQUIREMENTS AND DETAILS.
FOOTING TYPE (SIZE). SEE BC-741M FOR REINFORCEMENT
REQUIREMENTS AND DETAILS.
"P" BARS. SEE BC-741M FOR ADDITIONAL REINFORCEMENT
(E)x(E) PEDESTAL WITH (COUNT) - (BAR SIZE) PEDESTAL
0000-0000
0000-0000
0000-0000
DESIGNER MUST PROVIDE INFORMATION IN ( ) PARENTHESES.
INFORMATION OBTAINED FROM DESIGN TABLES AS INDICATED.
PLACE THE FOLLOWING NOTES ON CONTRACT DRAWINGS BASED ON
DESIGN CRITERIA
CAMBER DIAGRAM
POSITION
FINAL UPRIGHT
POSITION
INITIAL UPRIGHT
"CC" =
"SC" =
LOCATION PLAN
1+400
STA.
SIGN STRUCTURE
SIGN STRUCTURE LOCATION
SEE PLAN SHEET FOR
2’-0"
6"
MIN.
2’-0"
MAX.
6’-0"
17’-6" MIN.
MIN. VERT. CLR.=
MAX.
6’-0"
17’-6" MIN.
MIN. VERT. CLR.=
6"
MIN.
2’-0"
LBS
SF
CY
CY
LBS
2’-0"
MIN.
2’-0"
6"
17’-6" MIN.
MIN. VERT. CLR.=
MAX.
9’-3"
MAX.
9’-3"
17’-6" MIN.
MIN. VERT. CLR.=
6"
MIN.
2’-0"
STRUT LENGTHS UP TO 40’
CANTILEVER AND CENTER-MOUNT STRUCTURES
FATIGUE CATEGORY =
DESIGN HEIGHT (H)=
DESIGN LENGTH (X OR L)=
DESIGN SIGN AREA (A)=
MINIMUM REQUIRED INFORMATION WITH
STRUCTURE CONFIGURATION AS REQUIRED. SAMPLE INDICATES
PROVIDE DIMENSIONS AND ELEVATIONS BASED ON ACTUAL
CANTILEVER STRUTS.
REQUIRED CAMBER FROM DESIGN TABLE. DO NOT CAMBER TYPE B
PLACE CAMBER DIAGRAM ON CONTRACT DRAWINGS AND SPECIFY
10’-
0"
10’-
0"
10’-
0"
10’-
0"
FOR FILL HEIGHTS < 10’.
DESIGNER MUST CHECK ADEQUACY OF FOOTINGS
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
AUG. 31, 2012 AUG. 31, 2012
STRUT STRUCTURES
CANTILEVER SINGLE AND DOUBLE
OVERHEAD SIGN STRUCTURES
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BD-641M
SHT. 5 OF 8
STRUT
T/
2T/
2
H
L/2 L/2
L
X
C COLUMNL
TOP OF BASE PLATE (TYP.)
PEDESTAL
FOOTING
PEDESTAL
TOP OF
STRUT
T/
2T/
2
H
L/2 L/2
L
X
C COLUMNL
STRUTS
T/
2T/
2
H
L/2 L/2
L
X
C COLUMNL
TOP OF BASE PLATE (TYP.)
PEDESTAL
FOOTING
PEDESTAL
TOP OF
H
L/2 L/2
L
X
SIDE VIEW
SINGLE STRUT SIGN
SIDE VIEW
DOUBLE STRUT SIGN
T/
5T/
53
T/
5
T/
2T/
2
T/
5T/
53
T/
5
STRUTS
LONG
STRUTS
SHORT
SEE NOTE A
L STRUT
L STRUCTUREC
C
L STRUCTURE
L STRUT
C
C
FRONT VIEW (TYPE A)
FRONT VIEW (TYPE A) FRONT VIEW (TYPE B)
FRONT VIEW (TYPE B)
C COLUMNL
FOOTING
PEDESTAL
FOOTING
PEDESTAL
FOOTING
PEDESTAL
FOOTING
PEDESTAL
EXAMPLE:
BACK RAKE OF COLUMN
Y = UPWARD MOVEMENT OF STRUT PROVIDED BY
90°
Y
NOTES:
COMPUTED.
INDIVIDUAL CAMBER OF LONG STRUT AS PREVIOUSLY
(LENGTH OF SHORT STRUT/LENGTH OF LONG STRUT) x
FOR THE SHORT STRUT IN THE FOLLOWING MANNER:
ON BOTH SIDES OF THE COLUMN) COMPUTE THE CAMBER
FOR TYPE B CANTILEVERS (STRUCTURES WITH STRUTS
4
CAMBER DIAGRAM
(DIMENSION "SC")
STRUT CAMBER
POSITION
FINAL UPRIGHT
POSITION
INITIAL UPRIGHT
4
EXAMPLE:
THEREFORE, THE INDIVIDUAL CAMBER OF THE SHORT
(DIMENSION "CC")
NUTS AT BASE PLATE.
INSTALLATION BY USING LEVELING
BACK RAKE COLUMN BEFORE STRUT
MAX.
40’-0"
MA
X.
12’-0"
T
2’-6" MIN.
11’-0" MAX.
2’-0"
TYPE B CANTILEVER HAS STRUTS ON BOTH SIDES.
HAS STRUTS ON ONE SIDE OF THE COLUMN ONLY.
BC-741M, SHEET 5 FOR DETAILS. TYPE A CANTILEVER
SIGN OVERHANG IS GREATER THAN 3’-0". SEE
PROVIDE STRUT(S) ON THIS SIDE OF COLUMN WHEN
NOTE A:
MAX.
40’-0"
MA
X.
12’-0"
T
2’-6" MIN.
11’-0" MAX.
2’-0"
MA
X.
18’-6"
T
MAX.
40’-0"
MAX.
40’-0"
MA
X.
18’-6"
T
STRUT PROVIDED BY THE BACK RAKE OF THE COLUMN.
WILL BE "SC" MINUS THE UPWARD MOVEMENT OF THE
BY BACK RAKE OF COLUMN. CAMBER OF STRUT ALONE
STRUT CAMBER (SC) INCLUDES CAMBER PROVIDED
STRUCTURE.
STRUCTURE AND 18’-6" FOR THE DOUBLE STRUT
SIGN HEIGHTS OF 12’-0" FOR THE SINGLE STRUT
CAMBERS SHOWN IN THE DESIGN TABLES ARE BASED ON
SC = 4"
CC = 1"
STRUT LENGTH = 20’
COLUMN HEIGHT = 16’
Y = 1" [20/16] = 1.25"
MEMBER = 4" - 1.25" = 2.75"
THEREFORE, CAMBER OF INDIVIDUAL STRUT
INDIVIDUAL CAMBER OF LONG STRUT COMPUTED AS 2.75"
LENGTH OF LONG STRUT = 20’
LENGTH OF SHORT STRUT = 12’
STRUT = [12/20] x 2.75" = 0.36"
STRUT LENGTHS UP TO 40’
CANTILEVER AND CENTER-MOUNT STRUCTURES
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
AUG. 31, 2012 AUG. 31, 2012
OVERHEAD SIGN STRUCTURES
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BD-641M
SHT. 6 OF 8
NOTES:
STRUT LENGTHS UP TO 40’
CANTILEVER AND CENTER-MOUNT STRUCTURES
STRUT STRUCTURES - DESIGN TABLES
CANTILEVER SINGLE AND DOUBLE
NOTE 11 ON SHEET 1.
** - PIPE NOMINAL SIZE X WALL THICKNESS, SEE GENERAL
WALL THICKNESS OF �" FOR COLUMNS.
AS PER ASTM A53-98, MAY BE USED, EXCEPT PROVIDE MINIMUM
DIAMETER PIPE WITH THE NEXT THINNER WALL THICKNESS,
OF STD., XS OR XXS PIPE. IF AVAILABLE, THE SAME NOMINAL
* - MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
AUG. 31, 2012 AUG. 31, 2012
X H
12’-0"
16’-0"
20’-0"
24’-0"
28’-0"
SC CC
(in.) (in.) TYPE
FOOTING
"P" BARS
PEDESTAL
(SQ. FT.)AREA
SIGN
COLUMN ** X H
12’-0"
16’-0"
20’-0"
24’-0"
28’-0"
SC CC
(in.) (in.) TYPE
FOOTING
"P" BARS
PEDESTAL
(SQ. FT.)AREA
SIGN
COLUMN ** X H
12’-0"
16’-0"
20’-0"
24’-0"
28’-0"
SC CC
(in.) (in.) TYPE
FOOTING
"P" BARS
PEDESTAL
(SQ. FT.)AREA
SIGN
COLUMN **X H
4’-0"
12’-0"
16’-0"
20’-0"
24’-0"
28’-0"
SC CC
(in.) (in.) TYPE
FOOTING
"P" BARS
PEDESTAL
(SQ. FT.)AREA
SIGN
COLUMN **
24x.969
24x.969
24x.969
26x.500
26x.500
24x.500 *
24x.375 *
24x.375 *
20x.375 *
20x.375 *
20x.375 *
20x.375 *
24x.969
24x.969
26x.562
24x.500
24x.500
26x.375 *
24x.375 *
20x.375
18x.375
18x.375 *
18x.375 *
18x.375 *
26x.562
26x.562
26x.500 *
26x.375
26x.375
24x.375 *
20x.375
18x.375
18x.375 *
16x.375 *
16x.375 *
16x.375 *
26x.500 *
26x.500 *
26x.375
24x.375 *
24x.375
24x.375 *
20x.375 *
18x.375 *
16x.375 *
14x.375
12x.375 *
12x.375 *
24x.500 *
26x.375 *
24x.375 *
24x.375 *
24x.375 *
20x.375 *
18x.375 *
16x.375 *
14x.375
14x.375
12x.375 *
10x.365 *
24x1.219
24x1.219
24x.969
24x.969
26x.562
26x.500 *
26x.375 *
24x.375 *
24x.375 *
20x.375 *
20x.375 *
20x.375 *
24x.969
24x.969
24x.969
26x.562
26x.500
26x.500 *
24x.375
24x.375 *
20x.375 *
18x.375 *
18x.375 *
18x.375 *
24x.969
24x.969
24x.969
26x.562
26x.500 *
26x.500 *
24x.375
24x.375 *
20x.375 *
18x.375 *
16x.375 *
16x.375 *
24x.969
24x.969
24x.969
26x.562
26x.500 *
26x.500 *
24x.375
24x.375 *
20x.375 *
18x.375 *
16x.375 *
14x.375 *
24x.969
24x.969
24x.969
26x.562
26x.500 *
26x.500 *
24x.375
24x.375 *
20x.375 *
18x.375 *
16x.375 *
14x.375 *
24x1.219
24x.969
24x.969
26x.562
24x.500 *
24x.375
24x.375 *
20x.375 *
20x.375 *
20x.375 *
24x1.219
24x.969
24x.969
26x.562
24x.500 *
24x.375
24x.375 *
20x.375 *
18x.375 *
18x.375 *
24x1.219
24x.969
24x.969
26x.562
24x.500 *
24x.375
24x.375 *
20x.375 *
16x.375 *
16x.375 *
24x1.219
24x.969
24x.969
26x.562
24x.500 *
24x.375
24x.375 *
20x.375 *
16x.375 *
14x.375 *
24x1.219
24x.969
24x.969
26x.562
24x.500 *
24x.375
24x.375 *
20x.375 *
16x.375 *
14x.375 *
16’-0"
12’-0"8’-0"
600
500
480
400
300
250
200
150
100
50
600
500
480
400
300
250
200
150
100
50
600
500
480
400
300
250
200
150
100
50
600
500
480
400
300
250
200
150
100
50
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
740
700
600
500
480
400
300
250
200
150
100
50
1.76
1.67
1.21
1.13
1.63
1.56
1.16
0.70
0.73
0.47
0.41
0.38
1.70
1.62
1.23
1.16
1.67
1.51
1.12
0.79
0.79
0.50
0.42
0.39
1.71
1.63
1.21
1.12
1.61
1.53
1.23
0.84
0.73
0.53
0.44
0.40
1.67
1.60
1.23
1.12
1.61
1.47
1.16
0.77
0.78
0.57
0.51
0.46
1.66
1.60
1.21
1.05
1.51
1.55
1.17
0.79
0.83
0.51
0.46
0.50
0.38
0.32
0.30
0.34
0.28
0.34
0.44
0.28
0.43
0.31
0.27
0.25
0.29
0.25
0.29
0.33
0.26
0.26
0.34
0.37
0.43
0.32
0.29
0.26
0.26
0.22
0.23
0.25
0.19
0.25
0.43
0.37
0.31
0.34
0.30
0.27
0.20
0.17
0.21
0.22
0.15
0.17
0.29
0.25
0.30
0.35
0.41
0.37
0.16
0.14
0.16
0.13
0.09
0.18
0.25
0.22
0.28
0.21
0.25
0.40
32-#11
32-#11
32-#11
20-#11
20-#11
16-#11
16-#10
16-#10
16-#11
16-#11
16-#11
16-#11
32-#11
32-#11
24-#11
16-#11
16-#11
16-#11
16-#10
16-#11
16-#10
16-#10
16-#10
16-#10
24-#11
24-#11
20-#11
16-#11
16-#11
16-#10
16-#11
16-#10
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1422
1221
1024
922
922
1317
1215
916
1114
1112
713
609
1320
1024
922
922
922
1215
1215
1114
1112
713
713
609
1320
1024
922
1317
1020
1215
1114
1114
1112
713
711
609
1218
922
1020
1215
918
1215
1114
1112
1112
713
711
609
1218
1317
918
1215
1215
917
1112
1112
1010
713
609
609
2.53
2.32
2.10
1.40
2.48
2.27
1.61
1.42
1.45
0.85
1.01
1.04
2.60
2.19
2.15
1.38
2.44
2.16
1.49
1.34
1.36
0.92
1.06
1.07
2.44
2.06
2.09
1.41
2.49
2.03
1.37
1.56
1.44
1.01
1.13
1.11
2.44
2.13
2.11
1.33
2.33
2.04
1.25
1.64
1.53
0.90
1.21
1.27
2.25
1.95
1.92
1.23
2.30
1.87
1.13
1.44
1.35
0.80
1.09
1.16
0.60
0.67
0.58
0.42
0.47
0.75
0.65
0.46
0.67
0.61
0.52
0.47
0.57
0.51
0.55
0.36
0.38
0.59
0.50
0.33
0.51
0.64
0.55
0.50
0.42
0.37
0.45
0.34
0.34
0.43
0.36
0.41
0.51
0.67
0.57
0.52
0.35
0.35
0.39
0.24
0.22
0.37
0.25
0.38
0.50
0.46
0.59
0.71
0.22
0.22
0.24
0.15
0.16
0.23
0.15
0.23
0.31
0.28
0.36
0.44
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1420
1420
1418
1418
1418
1020
1215
1213
1114
1112
1010
711
1420
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1418
921
1516
1020
916
1015
1114
713
713
609
1418
1418
1418
1020
1020
1215
916
1114
1112
713
711
609
1418
1418
1020
1020
1215
1215
1114
1112
815
713
711
609
1516
1516
1019
1018
1018
1213
1112
1010
713
711
711
609
3.60
3.08
3.00
2.36
3.57
3.03
2.31
2.22
1.84
1.92
1.57
1.50
3.71
3.18
2.78
2.43
3.50
2.81
2.41
2.08
2.19
2.06
1.69
1.58
3.44
2.94
2.56
2.24
3.25
2.59
2.22
1.94
2.01
1.91
1.84
1.67
3.16
2.70
2.33
2.05
3.00
2.38
2.04
1.80
1.84
1.76
1.66
1.79
2.88
2.46
2.11
1.86
2.74
2.16
1.85
1.67
1.66
1.60
1.48
1.62
0.93
0.83
1.06
0.80
0.71
0.77
0.80
0.70
0.64
0.93
0.84
0.78
0.89
0.79
0.81
0.76
0.58
0.59
0.78
0.53
0.85
0.98
0.89
0.82
0.65
0.58
0.59
0.56
0.40
0.43
0.57
0.39
0.62
0.71
0.93
0.86
0.44
0.39
0.40
0.38
0.26
0.29
0.39
0.27
0.42
0.49
0.63
0.88
0.27
0.24
0.25
0.23
0.15
0.18
0.24
0.16
0.26
0.30
0.39
0.54
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32-#11 1522
1420
1520
1022
1418
1516
1215
1213
815
815
1010
711
1420
1520
1418
1219
1516
1317
916
1213
1114
713
713
711
1520
1418
1418
1219
1516
1414
916
1114
1112
713
711
609
1418
1418
1516
1317
1414
1215
1213
1112
1112
1010
711
609
1516
1516
1414
1215
1414
1213
1112
814
1010
711
711
609
3.82
3.26
5.05
3.97
3.22
3.23
2.50
2.77
2.57
2.62
3.58
3.02
4.72
3.68
2.99
3.00
2.36
2.56
2.75
2.80
3.34
2.78
4.39
3.38
2.77
2.77
2.22
2.34
2.97
3.03
3.09
2.55
4.06
3.09
2.54
2.54
2.07
2.13
2.70
3.32
2.85
2.31
3.73
2.80
2.32
2.32
1.93
1.92
2.43
2.90
1.01
1.08
0.90
1.01
1.06
1.04
0.88
1.42
1.29
1.08
0.77
0.82
0.66
0.77
0.81
0.79
0.68
1.08
1.36
1.14
0.56
0.60
0.46
0.56
0.59
0.58
0.49
0.79
1.42
1.19
0.38
0.41
0.30
0.38
0.40
0.39
0.34
0.54
0.97
1.23
0.23
0.25
0.17
0.24
0.25
0.24
0.21
0.33
0.59
0.75
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1321
1219
1516
1219
1018
1215
916
1112
713
711
1321
1219
1516
1317
1215
1213
1112
814
713
710
1219
1219
1516
1215
1213
915
1112
1010
711
609
1218
1317
1414
1215
915
1213
1112
1010
711
609
1317
1215
1414
1213
915
1112
1112
812
710
609
COLUMN AND FOOTING DATA
AND LESS THAN 18’6" FOR DOUBLE STRUT STRUCTURES.
HEIGHTS LESS THAN 12’-0" FOR SINGLE STRUT STRUCTURES
ADEQUACY OF STRUT AND COLUMN MEMBER SIZES FOR SIGN
FOR THE INDICATED SIGN AREA. DESIGNER MUST CHECK
STRUT AND COLUMN DESIGN BASED ON MAXIMUM SIGN HEIGHT
MUST CHECK ADEQUACY FOR FILL HEIGHTS < 1O’.
FOOTING DESIGN BASED ON 10 FOOT FILL HEIGHT. DESIGNER
FOR FOUNDATION DETAILS.
A FOOTING 6’ WIDE x 9’ LONG). SEE BC-741M, SHEET 2
x LENGTH (FOR EXAMPLE, FOOTING TYPE 609 INDICATES
"FOOTING TYPE" DESIGNATION INDICATES FOOTING WIDTH
STRUT STRUCTURES.
COLUMN SIZES SHOWN ARE FOR SINGLE AND DOUBLE
FOR DESIGN INSTRUCTIONS, SEE SHEETS 2 AND 3.
FOR GENERAL NOTES, SEE SHEET 1.
24x1.219
24x.969
24x.969
26x.562
26x.562
24x.500
24x.375
24x.375
20x.375
20x.375 *
20x.375 *
20x.375 *
24x.969
24x.969
26x.562
26x.500 *
26x.500 *
26x.375
24x.375 *
24x.375 *
20x.375 *
18x.375 *
18x.375 *
18x.375 *
24x.969
24x.969
26x.500 *
24x.500 *
24x.500 *
26x.375 *
24x.375 *
20x.375 *
18x.375 *
16x.375 *
16x.375 *
16x.375 *
26x.562
26x.500
24x.500
26x.375 *
26x.375 *
24x.375
24x.375 *
18x.375
16x.375
16x.375 *
14x.375 *
12x.375 *
26x.562
26x.500
24x.500
26x.375 *
24x.375 *
24x.375 *
24x.375 *
18x.375
16x.375
16x.375 *
14x.375 *
12x.375 *
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BD-641M
SHT. 7 OF 8
NOTES:
OVERHEAD SIGN STRUCTURES
STRUT STRUCTURES - DESIGN TABLES
CANTILEVER SINGLE AND DOUBLE
STRUT LENGTHS UP TO 40’
CANTILEVER AND CENTER-MOUNT STRUCTURES
*
** NOTE 11 ON SHEET 1.
- PIPE NOMINAL DIA. X WALL THICKNESS, SEE GENERAL
WALL THICKNESS OF �" FOR COLUMNS.
AS PER ASTM A53-98, MAY BE USED, EXCEPT PROVIDE MINIMUM
DIAMETER PIPE WITH THE NEXT THINNER WALL THICKNESS,
OF STD., XS OR XXS PIPE. IF AVAILABLE, THE SAME NOMINAL
- MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY
MUST CHECK ADEQUACY FOR FILL HEIGHTS < 10’.
FOOTING DESIGN BASED ON 10 FOOT FILL HEIGHT. DESIGNER
FOR FOUNDATION DETAILS.
A FOOTING 6’ WIDE x 9’ LONG). SEE BC-741M, SHEET 2
x LENGTH (FOR EXAMPLE, FOOTING TYPE 609 INDICATES
"FOOTING TYPE" DESIGNATION INDICATES FOOTING WIDTH
STRUT STRUCTURES.
COLUMN SIZES SHOWN ARE FOR SINGLE AND DOUBLE
FOR DESIGN INSTRUCTIONS, SEE SHEETS 2 AND 3.
FOR GENERAL NOTES, SEE SHEET 1.
BUREAU OF PROJECT DELIVERY
COLUMN PEDESTAL SIZE
24" DIA.
10" DIA.
14" DIA.
16" DIA.
18" DIA.
20" DIA.
2’-6" x 2’-6"
3’-0" x 3’-0"
3’-3" x 3’-3"
3’-9" x 3’-9"
4’-3" x 4’-3"
12" DIA. 2’-9" x 2’-9"
4’-3" x 4’-3"26" DIA.
3’-3" x 3’-3"
ACTING DIR, BUR. OF PROJECT DELIVERY
AUG. 31, 2012 AUG. 31, 2012
12’-0"
16’-0"
20’-0"
24’-0"
28’-0"
X H AREA
SIGN
(SQ. FT.) TYPE
FOOTING
"P" BARS
PEDESTALCC
(in.)
SC
(in.)
50
100
150
200
250
300
400
500
50
100
150
200
250
300
400
500
50
100
150
200
250
300
400
500
50
100
150
200
250
300
400
500
50
100
150
200
250
300
400
500
20’-0"
COLUMN **
12’-0"
16’-0"
20’-0"
24’-0"
28’-0"
X H AREA
SIGN
(SQ. FT.) TYPE
FOOTING
"P" BARS
PEDESTALCC
(in.)
SC
(in.)
50
100
150
200
250
300
400
50
100
150
200
250
300
400
50
100
150
200
250
300
400
50
100
150
200
250
300
400
50
100
150
200
250
300
400
COLUMN **
24x1.219
24x.969
26x.500
24x.500 *
24x.375
24x.375 *
20x.375 *
20x.375 *
24x1.219
24x.969
26x.500
24x.500 *
24x.375
24x.375 *
18x.375 *
18x.375 *
24x1.219
24x.969
26x.500
24x.500 *
24x.375
24x.375 *
18x.375 *
16x.375 *
24x1.219
24x.969
26x.500
24x.500 *
24x.375
24x.375 *
18x.375 *
16x.375 *
24x1.219
24x.969
26x.500
24x.500 *
24x.375
24x.375 *
18x.375 *
16x.375 *
24’-0"
24x.969
24x.969
26x.500 *
26x.375
24x.375 *
20x.375 *
20x.375 *
24x.969
24x.969
26x.500 *
26x.375
24x.375 *
20x.375 *
18x.375 *
24x.969
24x.969
26x.500 *
26x.375
24x.375 *
20x.375 *
16x.375 *
24x.969
24x.969
26x.500 *
26x.375
24x.375 *
20x.375 *
16x.375 *
24x.969
24x.969
26x.500 *
26x.375
24x.375 *
20x.375 *
16x.375 *
3.96
5.11
3.88
3.88
3.89
3.61
3.94
4.66
3.67
4.78
3.61
3.61
3.63
3.42
4.31
4.95
3.38
4.45
3.35
3.35
3.37
3.23
3.91
5.32
3.10
4.13
3.08
3.08
3.10
3.04
3.51
4.87
2.81
3.80
2.82
2.82
2.84
2.84
3.12
4.43
1.14
1.09
1.17
1.03
1.25
1.06
1.70
1.41
0.87
0.83
0.89
0.79
0.95
0.81
1.79
1.49
0.63
0.61
0.65
0.57
0.69
0.59
1.30
1.56
0.43
0.41
0.44
0.39
0.47
0.40
0.89
1.06
0.26
0.25
0.27
0.24
0.29
0.25
0.54
0.65
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1320
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1215
1017
915
814
1010
711
1219
1317
1215
1016
1213
1112
812
710
1218
1317
1213
915
1111
814
1010
710
1317
1215
1213
915
1112
1010
1010
1008
1316
1315
1213
913
814
1010
1010
906
5.14
4.70
4.52
4.70
4.59
6.21
5.64
4.78
4.40
4.22
4.43
4.28
5.78
5.98
4.43
4.11
3.92
4.16
3.98
5.35
6.54
4.08
3.81
3.62
3.89
3.67
4.92
5.88
3.73
3.52
3.33
3.62
3.36
4.49
5.37
1.35
1.05
1.06
1.23
1.45
2.14
1.99
1.03
0.80
0.81
0.94
1.11
1.63
2.10
0.75
0.58
0.59
0.68
0.81
1.19
2.19
0.51
0.40
0.40
0.47
0.55
0.81
1.49
0.31
0.24
0.24
0.28
0.34
0.50
0.91
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1218
1215
1215
1213
915
1010
1010
1317
1215
1213
915
1112
1010
1010
1316
1315
1213
915
1112
1010
1008
1215
1213
1213
913
1010
1010
1008
1314
1213
1212
1111
1010
811
1008
12’-0"
16’-0"
20’-0"
24’-0"
28’-0"
50
100
150
200
250
300
50
100
150
200
250
300
50
100
150
200
250
300
50
100
150
200
250
300
50
100
150
200
250
300
28’-0"
24x.969
26x.562
26x.500 *
26x.375 *
20x.375
20x.375 *
24x.969
26x.562
26x.500 *
26x.375 *
20x.375
18x.375 *
24x.969
26x.562
26x.500 *
26x.375 *
20x.375
18x.375 *
24x.969
26x.562
26x.500 *
26x.375 *
20x.375
18x.375 *
24x.969
26x.562
26x.500 *
26x.375 *
20x.375
18x.375 *
5.46
5.90
5.54
6.12
7.90
8.20
5.10
5.50
5.24
5.78
7.23
8.89
4.73
5.09
4.94
5.45
6.57
8.15
4.37
4.68
4.64
5.11
5.91
7.40
4.01
4.27
4.34
4.77
5.25
6.65
1.34
1.24
1.20
1.40
2.87
2.45
1.02
0.94
0.91
1.06
2.19
2.58
0.47
0.69
0.67
0.78
1.59
1.88
0.51
0.47
0.45
0.53
1.09
1.28
0.31
0.29
0.28
0.32
0.66
0.78
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20-#11
16-#11
16-#11
16-#10
32-#11
24-#11
20-#11
16-#11
16-#11
16-#10
32-#11
24-#11
20-#11
16-#11
16-#11
16-#10
1316
1315
1213
915
1010
1010
1215
1314
1213
1111
1010
811
1314
1213
1213
912
1010
1008
1213
1213
1111
1111
1010
1008
1212
1212
1111
1010
1010
1008
12’-0"
16’-0"
20’-0"
24’-0"
28’-0"
50
100
150
200
250
50
100
150
200
250
50
100
150
200
250
50
100
150
200
250
50
100
150
200
250
32’-0"
24x.969
26x.500
26x.375
24x.375 *
20x.375 *
24x.969
26x.500
26x.375
24x.375 *
18x.375 *
24x.969
26x.500
26x.375
24x.375 *
18x.375 *
24x.969
26x.500
26x.375
24x.375 *
18x.375 *
24x.969
26x.500
26x.375
24x.375 *
18x.375 *
5.81
6.72
7.81
8.48
11.84
5.44
6.29
7.33
7.96
12.79
5.06
5.85
6.85
7.45
11.77
4.69
5.42
6.37
6.93
10.75
4.32
4.99
5.90
6.42
9.73
1.27
1.54
1.76
1.98
2.95
0.97
1.18
1.35
1.51
3.10
0.71
0.86
0.98
1.10
2.26
0.48
0.58
0.67
0.75
1.54
0.30
0.36
0.41
0.46
0.94
32-#11
20-#11
16-#11
16-#10
16-#11
32-#11
20-#11
16-#11
16-#10
16-#10
32-#11
20-#11
16-#11
16-#10
16-#10
32-#11
20-#11
16-#11
16-#10
16-#10
32-#11
20-#11
16-#11
16-#10
16-#10
1315
1213
1213
1111
1010
1314
1213
1212
1111
1010
1213
1212
1111
1010
1008
1212
1212
1111
1010
1008
1212
1111
1210
1010
1007
X H AREA
SIGN
(SQ. FT.) TYPE
FOOTING
"P" BARS
PEDESTALCC
(in.)
SC
(in.)COLUMN ** X H AREA
SIGN
(SQ. FT.) TYPE
FOOTING
"P" BARS
PEDESTALCC
(in.)
SC
(in.)COLUMN **
36’-0"
12’-0"
16’-0"
20’-0"
24’-0"
28’-0"
150
100
50
150
100
50
150
100
50
150
100
50
150
100
50
9.17
10.60
13.78
8.52
9.89
12.70
7.86
9.17
11.62
7.21
8.45
10.55
6.56
7.73
9.47
2.17
2.47
3.84
1.66
1.88
2.93
1.21
1.37
2.13
0.82
0.93
1.45
0.50
0.57
0.89
16-#11
16-#10
16-#11
16-#11
16-#10
16-#11
16-#11
16-#10
16-#11
16-#11
16-#10
16-#11
16-#11
16-#10
16-#11
1212
1111
1010
1212
1111
1010
1212
1010
1109
1111
1109
1108
1210
1109
1107
24x.500
24x.375 *
20x.375 *
24x.500
24x.375 *
20x.375 *
24x.500
24x.375 *
20x.375 *
24x.500
24x.375 *
20x.375 *
24x.500
24x.375 *
20x.375 *
X
4’-0" 8’-0" 12’-0" 16’-0" 20’-0" 24’-0" 28’-0" 32’-0" 36’-0"
50
100
150
200
250
300
400
480
X
4’-0" 8’-0" 12’-0" 16’-0" 20’-0" 24’-0" 28’-0" 32’-0" 36’-0"
50
100
150
200
250
300
400
500
600
700
740
(SQ. FT.)AREA
SIGN
(SQ. FT.)AREA
SIGN
16x.375 *
12x.375
10x.365 *
10x.365 *
10x.365 *
8x.322 *
6x.280 *
5x.258 *
18x.375 *
16x.375 *
16x.375 *
12x.375 *
10x.365 *
10x.365 *
8x.322 *
6x.280
20x.375
20x.375 *
16x.375 *
14x.375 *
12x.375 *
10x.365 *
10x.365 *
8x.322 *
20x.500
20x.500 *
18x.375 *
16x.375
16x.375 *
12x.375 *
10x.365 *
10x.365 *
20x.500 *
20x.375 *
18x.375 *
14x.375
12x.375 *
18x.375
16x.375 *
12x.375 * 14x.375 *
20x.500 *
20x.375 *
18x.375
16x.375 *
12x.375
10x.365 *
20x.500
20x.375
18x.375
16x.375
14x.375 *
12x.375 *
10x.365 *
14x.375 *
12x.375
12x.375 *
10x.365 *
10x.365 *
8x.322 *
8x.322 *
8x.322 *
6x.280 *
5x.258 *
4x.237 *
16x.375
16x.375 *
14x.375 *
14x.375 *
12x.375 *
10x.365 *
8x.322 *
8x.322 *
8x.322 *
6x.280
6x.280 *
18x.375
18x.375 *
18x.375 *
16x.375 *
12x.375
12x.375 *
10x.365 *
10x.365 *
8x.322
8x.322 *
8x.322 *
18x.375
18x.375 *
16x.375 *
12x.375
12x.375 *
10x.365 *
10x.365 *
10x.365 *
8x.322 *
20x.375 *
18x.375 *
16x.375 *
12x.375
12x.375 *
10x.365
10x.365 *
8x.322 *
18x.375
16x.375
14x.375
12x.375
12x.375 *
10x.365 *
10x.365 *
18x.375 *
16x.375 *
14x.375
12x.375
12x.375 *
10x.365 *
18x.375 *
16x.375 *
14x.375
12x.375 *
10x.365
16x.375 *
14x.375 *
12x.375 *
COLUMN AND FOOTING DATA (CONTINUED)
AND LESS THAN 18’6" FOR DOUBLE STRUT STRUCTURES.
HEIGHTS LESS THAN 12’-0" FOR SINGLE STRUT STRUCTURES
ADEQUACY OF STRUT AND COLUMN MEMBER SIZES FOR SIGN
FOR THE INDICATED SIGN AREA. DESIGNER MUST CHECK
STRUT AND COLUMN DESIGN BASED ON MAXIMUM SIGN HEIGHT
SINGLE STRUT DATA **
DOUBLE STRUT DATA **
PEDESTAL
OVERHEAD SIGN STRUCTURES
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BD-641M
PEDESTAL
TOP OF
40’-0" MAX.
STRUT
T/
2T/
2
H
L
C COLUMNL
SIDE VIEW FRONT VIEW
PEDESTAL
FOOTING
COLUMN PEDESTAL SIZE
24" DIA.
10" DIA.
14" DIA.
16" DIA.
18" DIA.
20" DIA.
2’-6" x 2’-6"
3’-0" x 3’-0"
3’-3" x 3’-3"
3’-9" x 3’-9"
4’-3" x 4’-3"
12" DIA. 2’-9" x 2’-9"
4’-3" x 4’-3"26" DIA.
L STRUTC
C
BASE PLATE
TOP OF
6’-0"
MI
N.
12’-0"
MA
X.
T
L STRUCTURE
2’-6" MIN.
11’-0" MAX.
2’-0"
SINGLE STRUT SIGN
3’-3" x 3’-3"
PEDESTAL
TOP OF
40’-0" MAX.
STRUT
H
L
C COLUMNL
SIDE VIEW FRONT VIEW
T/
2T/
2
T/
5T/
53
T/
5
PEDESTAL
FOOTING
C
C
L STRUT
L STRUCTURE
2’-6" MIN.
11’-0" MAX.
2’-0"
BASE PLATE
TOP OF
12’-0"
MI
N.
18’-6"
MA
X.
T
DOUBLE STRUT SIGN
STRUT LENGTHS UP TO 40’
CANTILEVER AND CENTER-MOUNT STRUCTURES
CENTER-MOUNT DESIGN TABLES
SHT. 8 OF 8
NOTE 11 ON SHEET 1.
** - PIPE NOMINAL DIA. X WALL THICKNESS, SEE GENERAL
WALL THICKNESS OF �" FOR COLUMNS.
AS PER ASTM A53-98, MAY BE USED, EXCEPT PROVIDE MINIMUM
DIAMETER PIPE WITH THE NEXT THINNER WALL THICKNESS,
OF STD., XS OR XXS PIPE. IF AVAILABLE, THE SAME NOMINAL
* - MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
LSIGN
AREA8’-0" 12’-0" 16’-0" 20’-0" 24’-0" 28’-0" 32’-0" 36’-0"
50
100
150
200
250
300
400
480
LSIGN
AREA4’-0" 8’-0" 12’-0" 16’-0" 20’-0" 24’-0" 28’-0" 32’-0" 36’-0"
50
100
150
200
250
300
400
500
600
700
740
40’-0"
40’-0"
6x.280
6x.280
10x.365
(SQ. FT.)
10x.365 *
10x.365 *
10x.365 *
10x.365 *
10x.365 *
10x.365 *
10x.365 *
12x.375 *
10x.365 * 10x.365 *
10x.365 *
10x.365 *
10x.365 *
12x.375 *
12x.375 *
(SQ. FT.)
4x.237 * 5x.258 *
5x.258 * 6x.280 *
6x.280 *
8x.322 * 8x.322 *
8x.322 *
8x.322 *
4x.237 *
4x.237 * 5x.258 *
6x.280 *
8x.322 * 8x.322 *
8x.322 *
8x.322 *
8x.322 *
8x.322 *
AUG. 31, 2012 AUG. 31, 2012
6x.280 *
12x.375 *
3.5x.226
3.5x.226
3.5x.226
H
SIGN
AREAPEDESTAL
"P" BARS
FOOTING
TYPEH
SIGN
AREAPEDESTAL
"P" BARS
FOOTING
TYPE
12’-0"
16’-0"
24’-0"
28’-0"
20’-0"
(SQ. FT.) (SQ. FT.)
50
100
150
200
250
300
400
480
500
600
700
740
50
100
150
200
250
300
400
480
500
600
700
740
50
100
150
200
250
300
400
480
500
600
700
740
50
100
150
200
250
300
400
480
500
600
700
740
50
100
150
200
250
300
400
480
500
600
700
740
COLUMN ** COLUMN **
24x.688
24x.688
24x.688
26x.375
26x.375 *
24x.375 *
24x.375 *
20x.375 *
18x.375 *
16x.375 *
16x.375 *
16x.375 *
24x.688
24x.500
26x.375 *
24x.375 *
24x.375 *
24x.375 *
20x.375 *
18x.375 *
16x.375 *
14x.375 *
14x.375 *
14x.375 *
26x.375 *
26x.375 *
24x.375 *
24x.375 *
24x.375 *
20x.375 *
18x.375 *
16x.375 *
14x.375 *
12x.375 *
10x.365 *
10x.365 *
24x.969
24x.969
24x.969
24x.688
24x.688
24x.500 *
24x.375
24x.375 *
20x.375
20x.375 *
20x.375 *
20x.375 *
24x.969
24x.969
24x.688
24x.688
24x.500 *
26x.375 *
24x.375 *
24x.375 *
20x.375 *
18x.375 *
18x.375 *
18x.375 *
24-#11
24-#11
24-#11
16-#11
16-#11
16-#10
16-#10
16-#11
16-#10
16-#9
16-#9
16-#9
24-#11
16-#11
16-#11
16-#10
16-#10
16-#10
16-#11
16-#10
16-#9
16-#8
16-#8
16-#8
16-#11
16-#11
16-#10
16-#10
16-#10
16-#11
16-#10
16-#9
16-#8
16-#8
16-#6
16-#6
1024
922
922
918
918
918
817
817
815
713
713
609
922
922
918
918
918
916
817
815
713
713
711
609
922
922
918
918
916
916
815
815
713
713
711
609
1323
1221
1024
922
922
922
918
916
817
815
713
609
1026
1024
922
922
922
918
918
916
815
713
713
609
32-#11
32-#11
32-#11
24-#11
24-#11
16-#11
16-#10
16-#10
16-#11
16-#11
16-#11
16-#11
32-#11
32-#11
24-#11
24-#11
16-#11
16-#11
16-#10
16-#10
16-#11
16-#10
16-#10
16-#10
COLUMN AND FOOTING DATA
SINGLE STRUT DATA **
DOUBLE STRUT DATA **
PEDESTAL
AND LESS THAN 18’6" FOR DOUBLE STRUT STRUCTURES.
HEIGHTS LESS THAN 12’-0" FOR SINGLE STRUT STRUCTURES
ADEQUACY OF STRUT AND COLUMN MEMBER SIZES FOR SIGN
FOR THE INDICATED SIGN AREA. DESIGNER MUST CHECK
STRUT AND COLUMN DESIGN BASED ON MAXIMUM SIGN HEIGHT
NOTES:
MUST CHECK ADEQUACY FOR FILL HEIGHTS < 10’.
FOOTING DESIGN BASED ON 10 FOOT FILL HEIGHT. DESIGNER
FOR FOUNDATION DETAILS.
A FOOTING 6’ WIDE x 9’ LONG). SEE BC-741M, SHEET 2
x LENGTH (FOR EXAMPLE, FOOTING TYPE 609 INDICATES
"FOOTING TYPE" DESIGNATION INDICATES FOOTING WIDTH
STRUT STRUCTURES.
COLUMN SIZES SHOWN ARE FOR SINGLE AND DOUBLE
FOR DESIGN INSTRUCTIONS, SEE SHEETS 2 AND 3.
FOR GENERAL NOTES, SEE SHEET 1.