INFORMATIONAL NOTES
READ THESE NOTES BEFORE USING THESE STANDARDS.
USE THESE STANDARDS FOR OVERHEAD SIGN STRUCTURES SUBJECT TO LIMITATIONS AS
SHOWN. USE THESE STANDARDS AS A BASIS FOR THE PREPARATION OF STRUCTURE LAYOUTS
AND CONTRACT DRAWINGS. REFERENCE TO THESE STANDARDS ON OVERHEAD SIGN STRUCTURES
PLANS IS PROHIBITED.
THE DESIGNER MUST PROVIDE THE INFORMATION OBTAINED FROM THE DESIGN TABLES ON THE
CONTRACT DRAWINGS. THE DESIGNER MUST PROVIDE THE SIGN AREA, STRUCTURE HEIGHT,
AND SIGN LOCATION USED TO OBTAIN MEMBER SIZES FROM THE DESIGN TABLES ON THE
CONTRACT DRAWINGS.
DESIGN COMPUTATIONS ARE REQUIRED FOR ANY PORTION OF A STRUCTURE FOR WHICH THE
INFORMATION IS NOT TAKEN DIRECTLY FROM THE DESIGN TABLES CONTAINED IN THESE
STANDARDS. DO NOT VIOLATE CRITERIA USED FOR THE DEVELOPMENT OF THESE DESIGN
TABLES.
ALL SIGN SUPPORTS LOCATED WITHIN THE CLEAR ZONE MUST BE SHIELDED WITH A
CRASHWORTHY BARRIER, SEE TABLE A, BC-745M, SHEET 2.
AVOID BRIDGE-MOUNTED SIGN STRUCTURES WHENEVER POSSIBLE. IF AVOIDANCE IS NOT
POSSIBLE, THE STRUCTURE SHOULD BE LOCATED AS CLOSE TO A PIER SUPPORT AS IS
PRACTICAL. THE AFFECTED BRIDGE COMPONENTS SHALL BE DESIGNED TO CARRY THE
ADDITIONAL LOADS DUE TO THE WEIGHT OF THE SIGN STRUCTURE AND THE LOADINGS
APPLIED TO SIGN STRUCTURE. IF A BARRIER IS USED OR IS REQUIRED, THE SIGN
STRUCTURE SHALL BE LOCATED JUST BEYOND THE DESIGN DEFLECTION DISTANCE OF THE
BARRIER.
INFORMATION CONTAINED IN THE DESIGN TABLES
DESIGN TABLES INCLUDED IN THIS STANDARD WERE DEVELOPED USING A COMPUTER PROGRAM
AND ARE BASED ON THE DESIGN CRITERIA SHOWN ON THIS SHEET.
THE MEMBER SIZES INDICATED IN THE DESIGN TABLES MEET THE FATIGUE
REQUIREMENTS FOR FATIGUE CATEGORY II. THE DESIGNER MUST CHECK THE ADEQUACY
OF THE MEMBER SIZES INDICATED WHEN THE FATIGUE CATEGORY IS SPECIFIED
TO BE I FOR THE PROJECT.
DESIGN CRITERIA FOR PENNDOT SIGN STRUCTURES
DEAD LOADS
CONSTRUCTION GENERAL NOTES
MATERIALS AND WORKMANSHIP:
PENNDOT STD. DWGS. (U.N.O.)*
SIGN PANELS
LIGHT FIXTURES
SIGN SUPPORT BEAM
COLUMNS, CHORDS
CATWALK
PROVIDE MATERIALS AND WORKMANSHIP IN ACCORDANCE WITH THE CURRENT VERSIONS OF
THE PENNSYLVANIA DEPARTMENT OF TRANSPORTATION PUBLICATION 408, ANSI/AWS
WELDING CODE D1.5, CONTRACT SPECIAL PROVISIONS, AND AASHTO "STANDARD
SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS, LUMINAIRES AND
TRAFFIC SIGNALS". USE ANSI/AWS D1.1 FOR WELDING NOT COVERED IN
ANSI/AASHTO/AWS D1.5.
TC-8701E OR TC-8701S
BC-745M, SHT. 10
BC-745M, SHT. 8
CALCULATED INTERNALLY WITHIN PROGRAM
BC-745M, SHT. 8 & 9
DYNAMIC\VARIABLE MESSAGE SIGN (DMS\VMS) STRUCTURES
PROVIDE STRUCTURAL STEEL CONFORMING TO THE FOLLOWING:
4-POST 4-CHORD STRUCTURE TYPES AS PRESENTED IN THESE STANDARDS ARE
RECOMMENDED TO CARRY DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS). THE CHIEF BRIDGE
ENGINEER MUST REVIEW AND APPROVE ALL STRUCTURES DESIGNED TO CARRY
A DYNAMIC\VARIABLE MESSAGE SIGN (DMS\VMS).
PIPE COLUMNS, PIPE CHORDS,
& PIPE BRACING:
ASTM A53, GR. B, TYPE E OR S, Fy=35 ksi.
PIPE COLUMNS:
EXTERNAL LOADS
ICE LOAD
WIND LOAD
CATWALK
AASHTO SIGN SPECS. (U.N.O.)
ANGLES, SHAPES, AND PLATES: AASHTO M270, GRADE 36
ASTM A709, GRADE 36
3.7
APPENDIX C, SECTION C.3,
EQ. C-1, WITH 80 MPH
WIND AND 30% GUST FACTOR
1994 SIGN SPEC. COMMENTARY 1.2.2
GROUP LOADS
ALTERNATE PRESS-BREAK MEMBERS:
ALTERNATE PRESS-BREAK MEMBERS MUST HAVE THE EQUIVALENT STRENGTH OF THE MEMBER
THEY ARE REPLACING. EQUIVALENT RADIUS FOR PRESS-BREAK MEMBERS IS MEASURED
FROM THE CENTER OF THE MEMBER TO THE MID-POINT OF ANY CHORD OF THE MEMBER.
MINIMUM THICKNESS OF PRESS-BREAK MEMBERS TO BE ". PENNDOT’S SIGN STRUCTURE
PROGRAM OR AN APPROVED FINITE ELEMENT ANALYSIS COMPUTER PROGRAM MUST BE RUN TO
VERIFY THE ADEQUACY OF PRESS-BREAK MEMBER FOR STRENGTH AND FATIGUE. PRESS-BREAK
MEMBERS ARE PERMITTED AS AN ALTERNATE ONLY FOR COLUMNS. PRESS-BREAK MEMBERS ARE
NOT PERMITTED FOR CHORDS.
AASHTO SIGN SPECS. 3.4
STEEL CRITERIA
AASHTO SIGN SPECS. (U.N.O.)
SECTION PROPERTIES FOR TUBULAR SHAPES
MAXIMUM STRESSES IN TUBULAR SHAPES
ALLOWABLE STRESSES FOR TUBULAR SHAPES
ALLOWABLE STRESSES FOR SIGN SUPPORTS
ALLOWABLE STRESSES FOR BASE PLATES
24 INCH DIAMETER AND GREATER, API 5L,
GR. B, PSL2 IS PERMITTED, 65 KSI YIELD MAX.
APPENDIX B, TABLE B-1
APPENDIX B, TABLE B-2
5.6 (TABLE 5-3) & 5.11
5.12
5.8
PROVIDE BOLTS CONFORMING TO THE FOLLOWING:
ANCHOR BOLTS:
ASTM, F1554 GRADE 55 PER PUBLICATION 408
SECTION 1105.02(c)3.
ALLOWABLE STRESSES FOR COMBINED STEEL STRESS 5.12
FATIGUE REQUIREMENTS (FATIGUE CATEGORY II )
SECTION 11
ALLOWABLE DEFLECTION
10.4
PERMANENT CAMBER
10.5
ALLOWABLE STRESSES FOR STRUCTURAL STEEL
SECTION 5
BOLTS:
ASTM A-325 H.S. BOLTS EXCEPT AS NOTED
DESIGN SPECIFICATIONS:
THE SPAN RANGE INCLUDED IN THIS STANDARD ARE AS FOLLOWS:
BOLT CRITERIA
BD-645M:
FOUR-POST FOUR-CHORD TRUSS, SPANS FROM
100’ TO 200’.
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. THE CORRESPONDING FABRICATION AND CONSTRUCTION
DETAILS ARE CONTAINED ON STANDARD DRAWING BC-745M.
CONCRETE CRITERIA
AASHTO "STANDARD SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS,
LUMINAIRES AND TRAFFIC SIGNALS", 2001 WITH CURRENT INTERIMS (UNLESS NOTED
OTHERWISE); AASHTO "STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, 1996 WITH
INTERIMS THROUGH AND INCLUDING 2000; PENNDOT DESIGN MANUAL - PART 4,
AUGUST 1993 EDITION (INCLUDING AUGUST 1995 REVISIONS)
AASHTO HIGHWAY BRIDGES (U.N.O.)
ALLOWABLE BOLT STRESSES
SLIP-CRITICAL BOLT ALLOWABLE
BOLT PRYING ACTION
COMBINED BOLT SHEAR AND TENSION
BOLT DESIGN CRITERIA
ALLOWABLE ANCHOR BOLT STRESSES
TABLE 10.32.3B
10.32.3.2.1
10.32.3.3.2
10.32.3.3.3
AASHTO SIGN SPECS. 5.16
AASHTO SIGN SPECS. 5.17
ALL FILLET WELDS SHOWN ARE MINIMUM SIZE UNLESS NOTED OTHERWISE.
AASHTO HIGHWAY BRIDGES (U.N.O.)
NOTES TO DESIGNER
GENERAL NOTES
1. PROVIDE 2-INCH CONCRETE COVER ON REINFORCEMENT BARS, EXCEPT AS NOTED.
2. USE CLASS A CEMENT CONCRETE f’c = 3000 PSI IN PEDESTALS, FOOTINGS AND
CAISSONS.
3. PROVIDE GRADE 60 REINFORCING STEEL BARS THAT MEET THE REQUIREMENTS OF ASTM
A615 FOR CONCRETE REINFORCEMENT. DO NOT WELD REINFORCING STEEL BARS.
4. RAKE-FINISH ALL HORIZONTAL CONSTRUCTION JOINTS, EXCEPT AS INDICATED.
5. VERIFY ALL DIMENSIONS AND GEOMETRY OF THE EXISTING STRUCTURES IN THE FIELD
AS NECESSARY FOR PROPER FIT OF THE PROPOSED CONSTRUCTION.
ALLOWABLE BEARING STRESS
8.15.2.1.3
REINFORCEMENT TENSILE STRESS
8.15.2.2
SHEAR CAPACITY OF FOOTINGS
8.15.5.6.1
SHEAR STRESS IN FOOTINGS
8.15.5.6.2
ALLOWABLE SHEAR STRESS
8.15.5.6.4
SLENDERNESS OF COLUMNS
8.16.5.2
MINIMUM REINF. OF FLEXURAL MEMBERS
8.17.1
SPACING LIMITS FOR REINFORCEMENT
8.21
MINIMUM CONCRETE COVER
DM-4 D8.22.1*
PRESSURES FOR ECCENTRICALLY LOADED FOOTINGS
FIG. 4.4.7.1.1.1C
DISTRIBUTION OF REINFORCEMENT
4.4.11.2.2
FOOTING STABILITY REQUIREMENTS
DM-4 D5.5.5
TORSION
ACI SECTION A.7.3*
COLUMN DESIGN (PEDESTALS)
8.15.4
PLACE THE FOLLOWING NOTE ON CONTRACT DRAWINGS - "PROVIDE MATERIALS AND
WORKMANSHIP IN ACCORDANCE WITH SPECIFICATIONS, PUBLICATION 408 - (INDICATE
CHANGE NUMBER), ANSI/AASHTO/AWS D1.5 BRIDGE WELDING CODE AND CONTRACT
SPECIAL PROVISIONS. USE ANSI/AWS D1.1 FOR WELDING NOT COVERED IN
ANSI/AASHTO/AWS D1.5".
4-POST 4-CHORD STRUCTURE TYPES AS PRESENTED IN THESE STANDARDS ARE
RECOMMENDED TO CARRY DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS). OVERHEAD SIGN
STRUCTURES INTENDED TO CARRY DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS) MUST BE
DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF PENNSYLVANIA
AND SUBMITTED TO THE CHIEF BRIDGE ENGINEER FOR REVIEW AND APPROVAL. THESE
STANDARDS MAY BE USED FOR PRELIMINARY MEMBER SIZES ONLY; DESIGN COMPUTATION
MUST BE SUBMITTED FOR ALL COMPONENTS OF OVERHEAD SIGN STRUCTURES CARRYING
DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS).
6. CHAMFER EXPOSED CONCRETE EDGES 1 INCH BY 1 INCH.
SPREAD FOOTINGS
7. ALL DIMENSIONS SHOWN ARE HORIZONTAL, EXCEPT AS NOTED.
8. DIMENSIONS ARE BASED ON A NORMAL TEMPERATURE OF 68 DEGREES F.
9. SPREAD FOOTINGS MAY BE ORDERED BY THE ENGINEER TO BE AT ANY ELEVATION OR OF
ANY DIMENSIONS NECESSARY TO PROVIDE A PROPER FOUNDATION.
10. GALVANIZE ALL STRUCTURAL STEEL, BOLTS, NUTS AND WASHERS IN ACCORDANCE WITH
PUB. 408 UNLESS STAINLESS STEEL OR OTHERWISE INDICATED.
11. PIPE DIAMETERS SHOWN UP TO AND INCLUDING 12 INCHES ARE NOMINAL DIAMETERS.
PIPE DIAMETERS SHOWN FROM 14 INCHES AND UP ARE ACTUAL DIAMETERS.
MAXIMUM DESIGN PRESSURE
MINIMUM AREA IN BEARING
UNIT WEIGHT OF SOIL
1.5 TONS PER SQUARE FOOT
95%
100 POUNDS PER CUBIC FOOT
* LEGEND:
DRILLED SHAFTS (CAISSONS) DM-4 SEC. D10.8.3.8, PENNDOT COM624P COMPUTER PROGRAM
MAXIMUM DESIGN PRESSURE
1.5 TONS PER SQUARE FOOT
MAXIMUM DESIGN LATERAL DISPLACEMENT 0.5"
MODULUS OF SUBGRADE REACTION
10.0 POUNDS PER CUBIC INCH
UNIT WEIGHT OF SOIL
100 POUNDS PER CUBIC FOOT
ANGLE OF INTERNAL FRICTION
25?
COHESION
0 KIPS PER SQUARE FOOT
AASHTO SIGN SPEC: AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION
OFFICIALS, "STANDARD SPECIFICATIONS FOR STRUCTURAL SUPPORTS
FOR HIGHWAY SIGNS, LUMINAIRES AND TRAFFIC SIGNALS"
AASHTO HIGHWAY BRIDGES: AMERICAN ASSOCIATION OF STATE HIGHWAY AND
TRANSPORTATION OFFICIALS, "STANDARD SPECIFICATIONS
FOR HIGHWAY BRIDGES"
DM-4:
12. PROVIDE BOLT HOLES " LARGER THAN BOLT DIAMETER.
SEISMIC DESIGN CRITERIA
13. PROVIDE ANCHOR BOLT HOLES " LARGER THAN BOLT DIAMETER.
STRUCTURES ARE DESIGNED FOR A SEISMIC ACCELERATION COEFFICIENT = 0.15
14. PROVIDE A MINIMUM ANCHOR BOLT EMBEDMENT LENGTH OF 20 ANCHOR BOLT DIAMETERS.
U.N.O.: UNLESS NOTED OTHERWISE
ACI:
15. PROVIDE DOUBLE NUTS AND WASHER FOR EACH ANCHOR BOLT.
AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR
STRUCTURAL CONCRETE WITH COMMENTARY (ACI 318-99).
CVN:
16. STEEL MEMBER COMPONENTS REQUIRING CHARPY V-NOTCH TESTING ARE DESIGNATED ON
THE PLANS BY (CVN), PROVIDE STEEL CONFORMING TO THE CVN REQUIREMENTS FOR
ZONE 2, NON FRACTURE CRITICAL AS GIVEN IN THE AASHTO MATERIAL SPECIFICATIONS.
PENNSYLVANIA DEPARTMENT OF TRANSPORTATION, DESIGN MANUAL PART 4,
STRUCTURES
CHARPY V-NOTCH.
17. PROVIDE NON-SHRINK GROUT WITH ONE DAY MINIMUM COMPRESSIVE STRENGTH EQUAL TO
OR GREATER THAN 3750 PSI.
COMMONWEALTH OF PENNSYLVANIA
DEPARTMENT OF TRANSPORTATION
TC-8700C
SPACING CHARTS/DIRECT APPLIED LETTERS, NUMERALS, & ARROWS
TC-8701D
SIGN DETAILS/FREEWAY AND EXPRESSWAY GUIDE SIGNS
TC-8701E
EXTRUDED ALUMINUM CHANNEL SIGN
TC-8701S
FLAT SHEET ALUMINUM SIGNS WITH EXTRUDED ALUMINUM STIFFENERS
TC-8715
SIGN LIGHTING/MERCURY VAPOR LAMPS
TC-8716
ERECTION DETAILS/EXTRUDED ALUMINUM CHANNEL SIGNS
FLAT SHEET ALUMINUM WITH STIFFENERS/OVERHEAD STRUCTURES
BC-736M
REINFORCEMENT BAR FABRICATION DETAILS
BC-745M
OVERHEAD SIGN STRUCTURES
RC-11M
CLASSIFICATION OF EARTHWORK FOR STRUCTURES
RC-52M
TYPE 2 STRONG POST GUIDE RAIL
RC-53M
TYPE 2 WEAK POST GUIDE RAIL
RC-54M
BARRIER PLACEMENT AT OBSTRUCTIONS
RC-58M
SINGLE FACE CONCRETE BARRIER PLACEMENT AT MEDIAN PIERS
REFERENCE DRAWINGS
BUREAU OF PROJECT DELIVERY
OVERHEAD SIGN STRUCTURES
4 POST 4 CHORD TRUSS
SPANS FROM 100’ TO 200’
NOTES AND DESIGN CRITERIA
RECOMMENDED
AUG. 31, 2012
CHIEF BRIDGE ENGINEER
RECOMMENDED
AUG. 31, 2012
ACTING DIR, BUR. OF PROJECT DELIVERY
SHT. 1 OF 7
BD-645M
HOW TO USE THE DESIGN TABLES
SETTING SUBSTRUCTURE ELEVATIONS
SET THE TOP OF THE PEDESTAL OR CAISSON ELEVATION SO THAT THE
BOTTOM OF BASE PLATE ELEVATION IS APPROXIMATELY 6 INCHES
ABOVE THE HIGHEST SURROUNDING FINISHED GRADE ELEVATION.
EXAMPLE TO SHOW PROCEDURE FOR SELECTING
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
9’-3" ABOVE THE BOTTOM OF THE SIGN PANEL. (SIGN HEIGHT
INCLUDES "EXIT PANEL" SIGN IF PRESENT.)
SIGN AREA, SPAN LENGTH, & POST HEIGHT
114’
SET THE STRUCTURE, SIGN PANELS, AND LUMINAIRES TO AN
ELEVATION THAT WILL PROVIDE A MINIMUM OF 17’-6" VERTICAL
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
ON EACH ROADWAY IS GREATER THAN 2’-6", SET THE BOTTOM OF ALL
SIGN PANELS OVER EACH ROADWAY TO THE SAME VERTICAL CLEARANCE.
THE TRAFFIC ENGINEER SETS THE DESIGN SIGN AREA USING ONE OF
THE FOLLOWING OPTIONS:
WHEN THE ULTIMATE SIGN AREA IS USED FOR DESIGN SET THE STRUCTURE
TO AN ELEVATION THAT PLACES THE CENTER OF THE STRUCTURE AT
9’-3" ABOVE THE BOTTOM OF THE SIGN PANELS. WHEN THE STRUCTURE
SPANS DUAL ROADWAYS WITH THE DIFFERENCE IN HIGH POINT ELEVATIONS
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 PANELS OVER THE UPPER ROADWAY.
1. THE ACTUAL SIGN AREA TO BE PLACED ON THE STRUCTURE AT
THE TIME OF CONSTRUCTION.
2. THE ACTUAL SIGN AREA INCREASED BY 25%, BASED ON THE
PROBABILITY OF SIGNS BEING ADDED OR INCREASED IN SIZE.
(RURAL HIGHWAY DEFINITION OF "DESIGN SIGN AREA").
20’
24’
18’
30’
7’
22’
C
L STRUCTURE &
2
1
C
L SIGN PANEL NO. 2
9’
SEE THE FOLLOWING DIAGRAMS FOR ADDITIONAL INSTRUCTIONS FOR
POSITIONING THE SIGN PANELS AND SIGN STRUCTURE.
60’
16’
POSITIONING OF SIGN PANELS AND SIGN STRUCTURE
18’
SET THE TOP OF FOOTING ELEVATION SO THAT A MINIMUM 2’-0"
COVER IS PROVIDED OVER THE FOOTING AT ALL LOCATIONS.
NOTE:
ELEVATIONS ARE IN FEET
3. THE ACTUAL SIGN AREA INCREASED BY 50%, BASED ON THE
FOR ILLUSTRATIVE EXAMPLES OF HOW TO POSITION SIGN PANELS AND SIGN
STRUCTURES, SEE CASES A-F ON THE NEXT SHEET.
PROBABILITY OF SIGNS BEING ADDED OR INCREASED IN SIZE.
(URBAN HIGHWAY DEFINITION OF "DESIGN SIGN AREA").
C
L COLUMN
C
L COLUMN
ELEV. 1000.00
DESIGNS FOR TWO TYPES OF LOADING CONDITIONS ARE PRESENTED IN
THE DESIGN TABLES. TYPE 1 LOADING IS TO BE USED WHEN THE CENTER
OF GRAVITY OF THE TOTAL DESIGN SIGN AREA LIES BETWEEN 0.42 X
SPAN LENGTH AND 0.58 X SPAN LENGTH. TYPE 2 LOADING IS TO BE
USED WHEN THE CENTER OF GRAVITY OF THE DESIGN SIGN AREA LIES
BETWEEN THE BEGINNING OF THE SPAN AND 0.42 X SPAN LENGTH OR
0.58 X SPAN LENGTH AND END OF SPAN. DETERMINE THE CENTER OF
GRAVITY OF THE DESIGN SIGN AREA AND USE THE APPROPRIATE LOADING
CONDITION FOR SELECTING THE MEMBER SIZES. WHEN DETERMINING THE
THE DESIGN SIGN AREA WILL BE 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.
WHEN MULTIPLE SIGN PANELS ARE PLACED ON ONE STRUCTURE AND
ONE OR MORE OF THE SIGN PANELS IS NOT CENTERED IN
THE VERTICAL DIRECTION, COMPUTE THE DESIGN SIGN AREA IN THE
FOLLOWING MANNER:
CENTER OF GRAVITY OF DESIGN SIGN AREA, USE THE INDIVIDUAL SIGN
AREAS AS CALCULATED IN ACCORDANCE WITH THE PROCEDURE FOR
CENTERED AND OFF-CENTER SIGNS.
THE SIGN AREA FOR ANY SIGN PANEL CENTERED IN
ELEV. 998.75
ELEV. = 1000.00 - 998.75 = 1.25 < 2’-6"
Y1 = 16’
Y
}
USE CASE B
}
<
Y2
1
Y 2 = 18’
SET BOTTOM OF EACH SIGN PANEL AT SAME ELEVATION
THE VERTICAL DIRECTION IS (X) x (Y)
ELEV. 1000.00 + 17’-6" + 1’-8" = 1019.17
THE SIGN AREA FOR ANY SIGN PANEL OFF-CENTER IN
[1’-8" = BOTTOM OF LUMINAIRE SUPPORT TO BOTTOM OF SIGN PANEL]
THE VERTICAL DIRECTION IS (X) x (B) x 2 WHEN B>A OR (X) x (A) x 2
C L OF SIGN PANEL NO. 2
SET C
L STRUCTURE AT
WHEN A>B.
ELEV. 1019.17 + 18’/2 = 1028.17
EXAMPLE:
AREA OF SIGN NO. 1 = (X
) x (Y
1
1 )
ACTUAL SPAN LENGTH = 114’
AREA OF SIGN NO. 2 = 2
(X ) x (B
2 ) x 2
AREA OF SIGN NO. 3 = 3
(X ) x (A
3 ) x 2
USE: 120’
DESIGN COLUMN HEIGHT (H):
X1
A3 >Y3 /2
A2 <Y2 /2
H = 1028.17 - 998.750 = 29.42’
STRUCTURE DEPTH IS 2’-7". THEREFORE FROM THE DESIGN TABLES,
X3
C.G. SIGN PANELS
C
L COLUMN
C
L COLUMN
1
3
3
BECAUSE SIGN PANEL NO. 1 IS NOT CENTERED VERTICALLY ON THE STRUCTURE,
THE DESIGN AREAS ARE COMPUTED AS FOLLOWS:
A
A
Y
C
L STRUCTURE
1
1=
2=
22’ x 9’ x 2 = 396.0 SF
24’ x 18’
= 432.0 SF
828.0 SF
L
2
Y2
USE 830.0 SF
1
Y/2
IT IS DETERMINED THAT THE TOTAL STRUCTURE DEPTH IS 5’-3"
D
X2
Y/2
Y1
USE H = OVER 24’ TO 33’
C
L SIGN TO BOTTOM OF CATWALK IS 9’-0" + 1’-8" = 10’-8"
B3 <Y3 /2
B2 >Y2 /2
LOCATE C.G. OF SIGN AREA (FROM LEFT)
IF 0.42L < D < 0.58L, USE LOADING TYPE 1
(
IF D < 0.42L, OR D > 0.58L, USE LOADING TYPE 2
X = 52.40’
)
SF x (20’ + 22’/2)] + [432.0 SF x (60’ + 24’/2)]
X [396.0
=
828 SF
52.4’/114’ = 0.46;
0.42 < 0.46 < 0.58
VERIFY LOADING TYPE BASED ON ACTUAL SIGN AREA AND C.G.
C
L COLUMN
C
L COLUMN
LOADING TYPE DIAGRAM
IF LOADING TYPES DIFFER USE THE LARGEST MEMBER SIZES FROM
EACH LOADING TYPE.
THE DESIGN SPAN LENGTH SHALL BE THE ACTUAL SPAN LENGTH ROUNDED
UP TO THE NEXT HIGHEST INCREMENT OF SPAN LENGTH SHOWN IN THE
DESIGN TABLES.
C
A = DISTANCE FROM L STRUCTURE TO TOP OF SIGN
C STRUCTURE TO BOTTOM OF SIGN
B = DISTANCE FROM L
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.
DESIGN AREA OF SIGN NO.1 = X Y
1
1
DESIGN AREA OF SIGN NO.2 = (X
)x2
2 B
2
DESIGN AREA OF SIGN NO.3 = (X A )x2
3
3
COMMONWEALTH OF PENNSYLVANIA
DEPARTMENT OF TRANSPORTATION
BUREAU OF PROJECT DELIVERY
OVERHEAD SIGN STRUCTURES
4 POST 4 CHORD TRUSS
SPANS FROM 100’ TO 200’
DESIGN INSTRUCTIONS
RECOMMENDED
AUG. 31, 2012
CHIEF BRIDGE ENGINEER
RECOMMENDED
AUG. 31, 2012
ACTING DIR, BUR. OF PROJECT DELIVERY
SHT. 2 OF 7
BD-645M
9’-3"
C
L STRUCTURE
Y
1
1
2
Y2
Y
1
C
L STRUCTURE
1
Y2
2
C
C+Y1 /2+
C
ELEV.
ELEV.
C
CASE A
C
L STRUCTURE
2
9’-3"
MAX.
C+
1
1
C+Y2 /2
C
2
Y
ELEV.
ELEV.+Y2 /2
Y
C+
ELEV.
C+
C
MAX.
C
L STRUCTURE
ELEV.+Y1 /2
2
1
C+
1
ELEV.
Y2
Y
C
CASE C
ELEV.
ELEV.
Y
1
= Y
Y
> Y2
1
2
ELEV.< 2’-6"
ELEV.< 2’-6"
CASE F
CASE E
SET BOTTOMS OF SIGN PANELS AT SAME ELEVATION.
SET BOTTOMS OF SIGN PANELS AT SAME ELEVATION.
C OF STRUCTURE AT C
SET L
L OF SIGN PANELS UNLESS
Y
SET C
L OF STRUCTURE ATCL OF SIGN PANEL NO. 1 UNLESS
STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN
1
ELEV.> 2’-6"
STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN
THIS CASE, RESET C STRUCTURE
TO OBTAIN ADEQUATE
L
CLEARANCE.
Y < Y2
> Y
2
-
1
ELEV.> 2’-6"
THIS CASE, RESET C STRUCTURE
TO OBTAIN ADEQUATE
L
CLEARANCE.
SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL
SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL
CLEARANCE.
THIS CASE IS APPLICABLE FOR ALL COMBINATIONS OF
CLEARANCE.
Y
AND Y
WHERE1Y > 2
Y .
1
2
SET C
L OF STRUCTURE ATCL OF SIGN PANEL NO. 1 UNLESS
C
C
SET L OF STRUCTURE AT L OF SIGN PANEL NO. 2 UNLESS
STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN
THIS CASE, RESET C STRUCTURE TO OBTAIN ADEQUATE
L
CLEARANCE.
STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN
THIS CASE, RESET C STRUCTURE TO OBTAIN ADEQUATE
L
CLEARANCE.
THIS CASE IS APPLICABLE FOR THE FOLLOWING
THIS CASE IS APPLICABLE FOR THE FOLLOWING
COMBINATIONS OF
1
Y2
2
C
L STRUCTURE
2
1
ELEV.
3’-0"
Y1,2
ELEV.
LIMITS OF Y 1
AND Y
Y2
2
C
C
4’-0"
6’-0" TO 10’-6"
5’-0"
6’-0" TO 8’-6"
6’-0"
6’-0" TO 6’-6"
6’-3"
6’-0"
2Y
1 - Y2< 12’-6"
4’-0"
2Y
1 - Y2< 10’-6"
5’-0"
2Y
1 - Y2<
8’-6"
6’-0"
2Y
1 - Y2<
6’-6"
7’-0"
2Y
1 - Y2<
4’-6"
WHENY2 EXCEEDS THE RANGE SHOWN IN THE ABOVE TABLE
FOR A PARTICULAR VALUE OF ELEV., THIS CASE DOES NOT
APPLY. USE EITHER 1) SEPARATE STRUCTURES, OR 2) A
SPECIAL DESIGN.
GENERAL EQUATION FOR CASE F:
2(
C+
ELEV.+Y1 /2
MAX.
C+
ELEV.+Y2 /2
9’-3"
2
6’-0" TO 12’-6"
3’-0"
C
ELEV. , Y
, AND Y
WHERE 1
Y < Y
2 :
1
2
1
C
L STRUCTURE
Y
1
ELEV.
1
C+
Y
COMBINATIONS OF
ELEV. AND Y WHERE Y > Y
:
2
ELEV.) + 2(Y
) - Y
2
1
< 18’-6"
-
IF THE PARAMETERS OF THE GENERAL EQUATION ARE
ELEV.
EXCEEDED, ONE OF THE FOLLOWING STEPS IS REQUIRED:
ELEV.
NOTE:
C IS VERTICAL CLEARANCE FROM ROADWAY TO
CASE B
CASE D
BOTTOM OF STRUCTURE, SIGN PANEL, OR LUMINAIRE.
1) RESET C STRUCTURE
SO THAT PARAMETERS ARE MET
L
2) USE SEPARATE STRUCTURES
3) USE A SPECIAL DESIGN
4) IN ALL CASES, THE MINIMUM VERTICAL CLEARANCE
OF 17’-6" MUST BE MAINTAINED
Y
< Y2
1
Y = Y 2
1
ELEV.< 2’-6"
ELEV.> 2’-6"
SET BOTTOMS OF SIGN PANELS AT SAME ELEVATION.
SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL CLEARANCE.
C
SET L OF STRUCTURE ATCL OF SIGN PANEL NO. 2 UNLESS
STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN
THIS CASE, RESET C STRUCTURE TO OBTAIN ADEQUATE
L
CLEARANCE.
C
SET L OF STRUCTURE ATCL OF SIGN PANEL NO. 1 UNLESS
STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN
THIS CASE, RESET C STRUCTURE
TO OBTAIN ADEQUATE
L
CLEARANCE.
THIS CASE IS APPLICABLE FOR ALL COMBINATIONS OF
Y
AND Y
WHERE1Y < 2
Y .
1
2
THIS CASE IS APPLICABLE FOR THE FOLLOWING COMBINATIONS OF
ELEV. AND 1,2
Y
:
COMMONWEALTH OF PENNSYLVANIA
DEPARTMENT OF TRANSPORTATION
BUREAU OF PROJECT DELIVERY
OVERHEAD SIGN STRUCTURES
WHEN Y
1,2 EXCEEDS THE RANGE SHOWN IN THE ABOVE TABLE
FOR A PARTICULAR VALUE OF ELEV., THIS CASE DOES NOT
4 POST 4 CHORD TRUSS
APPLY. USE EITHER 1) SEPARATE STRUCTURES, OR 2) A
SPECIAL DESIGN.
SPANS FROM 100’ TO 200’
INSTRUCTIONS FOR USE OF DESIGN TABLES
RECOMMENDED
AUG. 31, 2012
CHIEF BRIDGE ENGINEER
RECOMMENDED
AUG. 31, 2012
ACTING DIR, BUR. OF PROJECT DELIVERY
SHT. 3 OF 7
BD-645M
STA. AHEAD
90
C
L ROADWAY
TRUSS CHORD A
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
TRUSS CHORD B
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
DESIGN CRITERA
TOP DIAGONALS
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
TRUSS CHORD C
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
SIGN AREA (A)=
SPAN LENGTH (L)=
STRUCTURE HEIGHT (H)=
SIGN STRUCTURE
STA.
COLUMN
(TYP.)
LOADING TYPE=
1+
40
0
C
L OF SIGN STRUCTURE
STA.
TOP & BOTTOM
(O.D.)x(WALL THK.).
SEE BC-745M FOR
TRAFFIC
FABRICATION DETAILS.
FATIGUE CATEGORY=
BOTTOM DIAGONAL
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
END VERTICAL
TRAFFIC
(1 OR 2)
NOTE:
DESIGN FOR (ULTIMATE OR ACTUAL) SIGN AREA.
(DESIGNER TO INDICATE CONTROLLING CONDITION)
TOP & BOTTOM
END VERTICAL
TOP VIEW
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
SEE PLAN SHEET
FOR
SIGN STRUCTURE LOCATION
LOCATION PLAN
TOP DIAGONAL
OR END VERTICAL
(M) PANELS - CHORD C
C
L SPLICE
C
L SPLICE
VERTICALS=
TRUSS CHORD B
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
PANEL LENGTH
=
(TYP.)
DIST. TO END
TOP TRUSS
CHORDS A, B, & C
VERTICALS=
REAR DIAGONAL
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
FRONT DIAGONAL
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
C
OL
U
MN
DIST. TO END
(N AND P) PANELS - CHORD B
"B
"
4’-0"
ACTUAL SPAN LENGTH =
(M) PANELS - CHORD A
C
OL
U
MN
DESIGN SPAN LENGTH (L)
"A
"
C
L COLUMN "B"
C
L COLUMN "A"
C
L STRUCTURE
EL.=
FRONT DIAGONAL
OR END VERTICAL
TRUSS HEIGHT
=
BOTTOM TRUSS
CHORDS A, B, & C
C
L STRUCTURE
EL.
FRONT & REAR
BOTTOM DIAGONAL
OR END VERTICAL
END VERTICAL
SIGN LENGTH =
COLUMN SIZE IS
(O.D.) x (WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
COLUMN
COLUMN
SEE TABLE "A", BC-745M
OR AS REQ’D. BY OWNER
C
L ROADWAY
PAVEMENT
VARIABLE
PAVEMENT
MEDIAN
EDGE OF
PAVEMENT
NON-SHRINK
GROUT (TYP.)
ACTUAL VERT. CLR.=
MIN. VERT. CLR.=
17’-6" MIN.
PT. OF MIN. VERT.
CLR. TOP OF ROADWAY
EL.
SEE TABLE "A",
BC-745M OR AS
REQ’D. BY OWNER
VARIABLE
EDGE OF
PAVEMENT
BC-745M FOR REINFORCENENT
PEDESTAL TYPE (SIZE). SEE
REQUIREMENTS AND DETAILS.
2’-0"
MIN.
ELEVATION
FOOTING TYPE (SIZE). SEE
BC-745M FOR REINFORCEMENT
REQUIREMENTS AND DETAILS.
FOOTING WIDTH
"G" SEE BC-745M
COLUMN "B"
BOTTOM OF FOOTING
EL.
BOTTOM OF FOOTING
EL.
COLUMN "A"
FOR FILL HEIGHTS < 10’.
REQUIREMENTS AND DETAILS.
FOOTING TYPE (SIZE). SEE
BC-745M FOR REINFORCEMENT
REQUIREMENTS AND DETAILS.
PL
DESIGNER MUST CHECK ADEQUACY OF FOOTINGS
BC-745M FOR REINFORCENENT
FOOTING WIDTH
"G" SEE BC-745M
PEDESTAL
10’-0"
PEDESTAL TYPE (SIZE). SEE
HEIGHT (H)
TOP OF
PEDESTAL
TOP OF PEDESTAL
EL.
6"
TOP OF
BASEPLATE
6"
TOP OF PEDESTAL
EL.
10’-0"
COLUMN BRACING IS
ST (DP)x(WT.).
SEE BC-745M FOR
FABRICATION DETAILS.
HEIGHT
SIGN LENGTH =
NOTE:
SIGNS NOT SHOWN
FOR CLARITY
TRUSS CHORD C
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
DESIGN
SIGN HEIGHT =
COLUMN HT. =
ADDITIONAL DEPTH
FOR SIGN LIGHTING
AND/OR CATWALKS
AS REQUIRED
(NO.) EQUAL SPACES =
FABRICATION DETAILS.
SIGN HEIGHT =
2’-0"
MIN.
REAR DIAGONAL
OR END VERTICAL
(O.D.)x(WALL THK.).
SEE BC-745M FOR
TRUSS CHORD A
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
(NO.) EQUAL SPACES =
SEE BC-745M FOR
FABRICATION DETAILS.
FRONT & REAR END VERTICALS
9’-3"
MAX.
COLUMN HT. =
(O.D.)x(WALL THK.).
2’-0"
FOOTING LENGTH
"F" SEE BC-745M
NOTES TO DESIGNER:
END VIEW
PLACE THE FOLLOWING NOTES ON CONTRACT DRAWINGS BASED ON INFORMATION
OBTAINED FROM DESIGN TABLES AS INDICATED. DESIGNER MUST PROVIDE
INFORMATION IN ( ) PARENTHESES.
1.
PEDESTAL TYPE (SIZE). SEE BC-745M FOR REINFORCEMENT REQUIREMENTS AND
DETAILS.
2.
FOOTING TYPE (SIZE). SEE BC-745M FOR REINFORCEMENT REQUIREMENTS AND
DETAILS.
3.
COLUMN SIZE IS (O.D.) x (WALL THK.). SEE BC-745M FOR FABRICATION DETAILS.
4.
COLUMN BRACING IS ST(DP)x(WT.). SEE BC-745M FOR FABRICATION DETAILS.
5.
TRUSS CHORD A (O.D.) x (WALL THK.), TRUSS CHORD B (O.D.) x
(W.THK.), AND TRUSS CHORD C (O.D.) x (WALL THK.). SEE BC-745M FOR
FABRICATION DETAILS.
6.
FRONT & REAR DIAGONALS (O.D.) x (WALL THK.) AND FRONT & REAR END
VERTICALS (O.D.) x (WALL THK.); TOP & BOTTOM DIAGONALS (O.D.) x
(WALL THK.) AND TOP & BOTTOM END VERTICALS (O.D.) x (WALL THK.).
SEE BC-745M FOR FABRICATION DETAILS.
TABLE OF ESTIMATED QUANTITIES
ITEM NO.
ITEM
STEEL SIGN STRUCTURE
UNIT
LBS
0000-0000
STRUCTURE MOUNTED SIGNS
SF
0000-0000
CLASS 3 EXCAVATION
CF
0000-0000
CLASS A CEMENT CONCRETE
CF
0000-0000
REINFORCEMENT BARS
LBS
ITEMS SHOWN FOR INFORMATION ONLY, INCLUDED IN
PROVIDE DIMENSIONS AND ELEVATIONS BASED ON ACTUAL STRUCTURE
CONFIGURATION AS REQUIRED. SAMPLE INDICATES MINIMUM REQUIRED
INFORMATION WITH
0.31Y
0.59Y
0.81Y
0.95Y
0.95Y
0.81Y
0.59Y
COMMONWEALTH OF PENNSYLVANIA
DEPARTMENT OF TRANSPORTATION
BUREAU OF PROJECT DELIVERY
OVERHEAD SIGN STRUCTURES
QUANTITY
PLACE CAMBER DIAGRAM ON CONTRACT DRAWINGS AND SPECIFY REQUIRED CAMBER
FROM CAMBER TABLE.
0.31Y
CAMBER (Y) =
.1L
.2L
.3L
.4L
.5L
.6L
.7L
.8L
.9L
90
90
4 POST 4 CHORD TRUSS
SPANS FROM 100’ TO 200’
L
CAMBER DIAGRAM
SAMPLE CONTRACT DRAWING
NOTE: PRIOR TO SHIPMENT OF TRUSS STRUCTURE TO
THE SITE, SHOP ASSEMBLE TRUSSES IN AN
UPRIGHT POSITION AND CHECK TRUSS CAMBER.
RECOMMENDED
AUG. 31, 2012
RECOMMENDED
AUG. 31, 2012
SHT. 4 OF 7
LUMP SUM ITEM NO. 0000 - 0000 .
DESIGNER TO PROVIDE DIMENSIONS ON CONTRACT DRAWINGS.
CHIEF BRIDGE ENGINEER
ACTING DIR, BUR. OF PROJECT DELIVERY
BD-645M
LOADING TYPE 1
SIGN
DESIGN
(SQ.FT.)
TO 100’
TRUSS
(PIPE NOMINAL SIZE x WALL THK.)
SPAN
PED. TYPE
END VERTICALS
DIAGONALS
CHORDS
AREA
FOUNDATION
TOWER MEMBERS
TRUSS MEMBERS
FRONT &
TOP &
H TO 12’
FRONT &
TOP &
CROSS
BRACING
COLUMN **
H OVER 12’
H OVER 18’
H OVER 24’
TO 18’
TO 24’
TO 33’
H OVER 18’
H OVER 12’
H TO 12’
TO 18’
PED.
PED.
H OVER 24’
TO 33’
TO 24’
PED.
PED.
A
B
C
REAR
BOTTOM
REAR
BOTTOM
200
6x.432*
6x.432*
6x.432*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
10x.365*
2x3.85
12x.375*
2x4.75
16x.375*
3x6.25
24x.375*
3x6.25
FP12
716
FP12
718
FP16
819
FP24
820
350
6x.432*
6x.432*
6x.432*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
10x.365*
2x4.75
12x.375*
2.5x5.0
16x.375*
3x6.25
24x.375*
3x8.625
FP12
718
FP12
718
FP16
819
FP24
922
500
6x.432*
6x.432*
6x.432*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
10x.365*
2.5x5.0
12x.375*
3x6.25
16x.375*
3x8.625
24x.375*
4x9.2
FP12
718
FP12
720
FP16
921
FP24
924
650
6x.432*
6x.432*
6x.432*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
10x.365*
3x6.25
12x.375*
3x6.25
16x.375*
4x9.2
24x.375*
4x9.2
FP12
820
FP12
822
FP16
923
FP24
924
800
8x.322*
8x.322*
8x.322*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
12x.375*
3x6.25
14x.375*
3x8.625
16x.375*
4x9.2
24x.375*
4x9.2
FP12
822
FP16
923
FP16
923
FP24
1026
BRACING
COLUMN **
COLUMN **
BRACING
BRACING
COLUMN **
BRACING
FTG.
TYPE
FTG.
FTG.
TYPE
TYPE
TYPE
FTG.
950
8x.322*
8x.322*
8x.322*
3x.216
3x.216
3x.216
3x.216
3x.216
12x.375
3x8.625
16x.375*
4x11.5
18x.375*
4x11.5
24x.375*
4x11.5
FP12
822
FP16
923
FP20
1025
FP24
1223
1100
8x.322*
8x.322*
8x.322*
3x.216
3x.216
3x.216
3x.216
3x.216
14x.375*
3x8.625
16x.375*
4x11.5
18x.375*
4x11.5
24x.375*
5x17.5
FP16
923
FP16
923
FP20
1025
FP24
1325
1250
8x.322*
8x.322*
8x.322*
3x.216
3x.216
3x.216
3x.216
3x.216
16x.375*
3x8.625
18x.375*
4x11.5
20x.375*
6x17.5
24x.375*
5x17.5
FP16
923
FP20
1025
FP20
1324
FP24
1325
1400
8x.322*
8x.322*
8x.322*
3x.300
3x.300
3x.300
3x.300
3x.300
16x.375*
4x9.2
18x.375*
5x17.5
20x.375*
5x17.5
24x.500
5x17.5
FP16
1025
FP20
1025
FP20
1324
FP24
1325
1550
8x.322*
8x.322*
8x.322*
3x.300
3x.300
3x.300
3x.300
3x.300
16x.375*
4x9.2
18x.375*
5x17.5
20x.375*
5x17.5
24x.500
5x17.5
FP16
1025
FP20
1025
FP20
1324
FP24
1325
1700
8x.322*
8x.322*
8x.322*
3x.300
3x.300
3x.300
3x.300
3x.300
18x.375*
4x9.2
20x.375*
5x17.5
24x.375*
5x17.5
24x.500
5x17.5
FP20
1025
FP20
1222
FP24
1325
FP24
1427
1850
8x.322*
8x.322*
8x.322*
3x.300
3x.300
3x.300
3x.300
3x.300
20x.375*
4x9.2
20x.375*
5x17.5
24x.375*
5x17.5
24x.500
6x17.5
FP20
1125
FP20
1324
FP24
1325
FP24
1429
FOR CONTINUATION OF CHART, SEE SHEET 6.
- INDICATES FOUNDATION PEDESTAL TYPE.
- MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY OF STD., XS, OR XXS
PIPE. IF AVAILABLE, THE SAME NOMINAL DIAMETER PIPE WITH THE NEXT THINNER
WALL THICKNESS, AS PER ASTM A53-90b, MAY BE USED, EXCEPT PROVIDE
MINIMUM WALL THICKNESS OF " FOR COLUMNS AND CHORDS.
- SEE GENERAL NOTE 11 ON SHEET 1.
- COLUMN BRACING MEMBERS ARE ST SHAPES, UNLESS NOTED OTHERWISE.
SECTION DESIGNATION INDICATES MEMBER DEPTH (DP)x WEIGHT PER FOOT (WT).
4’-0"
180’
6.37
200’
8.20
.1L
TRUSS HEIGHT
TOP/BOTTOM
END VERTICAL
.2L
.3L
.4L
.5L
.6L
.7L
.8L
0.31Y
5.96
0.59Y
4.55
160’
0.81Y
140’
0.59Y
BACK TRUSS CHORDS
0.31Y
BOTTOM DIAGONAL
CAMBER=Y
4.22
0.95Y
3.01
120’
TOP DIAGONAL
0.81Y
CAMBER (IN.)
100’
0.95Y
CAMBER TABLE
SPAN
.9L
90
90
TOP/BOTTOM
FRONT TRUSS CHORDS
END VERTICAL
VIEW A-A
FRONT DIAGONAL
REAR DIAGONAL
PANEL LENGTH
SPAN
TH
UP TO 120’
4’-0"
120’+ TO 160’
5’-0"
160’+ TO 200’
6’-0"
L
CAMBER DIAGRAM
TOP DIAGONAL
OR END VERTICAL
A
A
TOP TRUSS CHORDS
TOP TRUSS CHORDS
NOTES:
TH
C
L TRUSS
FRONT DIAGONAL
OR END VERTICAL
FOR GENERAL NOTES, SEE SHEET 1.
FOR GENERAL DESIGN INSTRUCTIONS, SEE SHEETS 2 AND 3.
BOTTOM TRUSS CHORDS
FRONT/REAR
BOTTOM TRUSS CHORDS
FRONT/REAR
END VERTICAL
ONE OR MORE SPLICES IN THE TRUSS MAY BE ADDED OR
ELIMINATED AT THE OPTION OF THE FABRICATOR. IN CASE OF
THE ADDITION OR ELIMINATION OF SPLICES, THE HEAVIER
CHORD MATERIAL MUST BE EXTENDED TOWARD THE LIGHTER
CHORD MATERIAL TO THE DESIRED SPLICE LOCATION.
BOTTOM DIAGONAL
OR END VERTICAL
END VERTICAL
REAR DIAGONAL
OR END VERTICAL
SIGN AREA
10"
"FOOTING TYPE" DESIGNATION INDICATES FOOTING WIDTH
x LENGTH (FOR EXAMPLE, FOOTING TYPE 716 INDICATES
A FOOTING 7’ WIDE x 16’ LONG). SEE BC-745M, SHEET 2
AND 3 FOR FOUNDATION DETAILS.
10"
NOTE:
SIGN NOT SHOWN
FOR CLARITY
FOOTING DESIGN BASED ON 10 FOOT FILL HEIGHT. DESIGNER
MUST CHECK ADEQUACY FOR FILL HEIGHTS < 10’.
C
L COLUMN
FOR STRUCTURAL DETAILS, SEE BC-745M.
H
FOR PEDESTAL DETAILS , SEE BC-745M SHEET 2.
(M) PANELS - CHORD A
(2N+P) PANELS - CHORD B
BRACING
(M) PANELS - CHORD C
COMMONWEALTH OF PENNSYLVANIA
L = SPAN LENGTH
PEDESTAL
PEDESTAL
PT
FOR PEDESTAL AND FOOTING DETAILS,
SEE BC-745M SHEETS 2 AND 3.
FOOTING
11’-0"
OF M, N, & P SEE SHEET 6.
TOP OF
BASEPLATE
MAX.
TOP OF
FOR SPLICE LOCATIONS AND VALUES
2’-6" MIN.
NOTE;
DEPARTMENT OF TRANSPORTATION
BUREAU OF PROJECT DELIVERY
"P" BARS
OVERHEAD SIGN STRUCTURES
PL
4 POST 4 CHORD TRUSS
SPANS FROM 100’ TO 200’
2’-0"
DESIGN TABLES
LOADING TYPE 1
FOOTING WIDTH
ELEVATION
FOOTING LENGTH
SIDE VIEW
RECOMMENDED
AUG. 31, 2012
CHIEF BRIDGE ENGINEER
RECOMMENDED
AUG. 31, 2012
ACTING DIR, BUR. OF PROJECT DELIVERY
SHT. 5 OF 7
BD-645M
LOADING TYPE 1 (CONTINUED)
SIGN
DESIGN
AREA
TOP &
FRONT &
BOTTOM
H OVER 18’
H OVER 24’
TO 18’
TO 24’
TO 33’
H OVER 12’
H TO 12’
TO 18’
H OVER 18’
H OVER 24’
TO 33’
TO 24’
CROSS
REAR
TOP &
BOTTOM
BRACING
COLUMN **
COLUMN **
PED.
PED.
PED.
PED.
B
C
REAR
6x.432*
6x.432*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
10x.365*
2.5x5.0
12x.375*
3x6.25
16x.375*
3x8.625
24x.375*
3x8.625
FP12
717
FP12
718
FP16
819
FP24
600
8x.322*
8x.322*
8x.322*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
12x.375*
3x6.25
12x.375*
3x8.625
16x.375*
4x9.2
24x.375*
4x9.2
FP12
820
FP12
822
FP16
923
FP24
924
900
8x.322*
8x.322*
8x.322*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
12x.375*
3x8.625
16x.375*
4x9.2
18x.375*
4x11.5
24x.375*
4x11.5
FP12
822
FP16
923
FP20
1025
FP24
1026
1200
8x.500*
8x.500*
8x.500*
3x.216
3x.216
3x.216
3x.216
3x.216
14x.375
4x9.2
16x.375*
5x17.5
18x.375*
5x17.5
24x.375*
5x17.5
FP16
923
FP16
1025
FP20
1222
FP24
1325
1500
8x.500*
8x.500*
8x.500*
3x.300
3x.300
3x.300
3x.300
3x.300
16x.375
4x9.2
18x.375*
5x17.5
24x.375*
6x17.5
24x.500*
6x17.5
FP16
1025
FP20
1222
FP24
1325
FP24
1427
1800
8x.500
8x.500
8x.500
3x.300
3x.300
3x.300
3x.300
3x.300
18x.375*
4x11.5
20x.375*
6x17.5
24x.375*
6x17.5
24x.500*
6x17.5
FP20
1025
FP20
1324
FP24
1427
FP26
1528
2100
8x.500
8x.500
8x.500
3x.300
3x.300
3x.300
3x.300
3x.300
18x.375*
4x11.5
20x.375*
6x17.5
24x.375*
6x17.5
24x.500
6x17.5
FP20
1324
FP20
1324
FP24
1427
FP26
1528
2220
8x.500
8x.500
8x.500
3x.300
3x.300
3x.300
3x.300
3x.300
20x.375*
4x11.5
20x.375*
6x17.5
24x.375*
6x17.5
24x.688
6x17.5
FP20
1324
FP20
1324
FP24
1427
FP26
1530
300
8x.322*
8x.322*
8x.322*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
12x.375*
2.5x5.0
12x.375*
3x6.25
16x.375*
3x8.625
24x.375*
3x8.625
FP12
717
FP12
820
FP16
921
FP24
922
600
8x.322*
8x.322*
8x.322*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
12x.375*
3x6.25
14x.375*
4x9.2
16x.375*
4x9.2
24x.375*
4x9.2
FP12
819
FP16
921
FP16
923
FP24
924
900
10x.365*
10x.365*
10x.365*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
14x.375*
3x8.625
16x.375*
4x11.5
18x.375*
4x11.5
24x.375*
4x11.5
FP16
921
FP16
923
FP20
1025
FP24
1223
1200
12x.375*
12x.375*
12x.375*
3x.216
3x.216
3x.216
3x.216
3x.216
16x.375*
5x17.5
18x.375*
5x17.5
20x.375
5x17.5
24x.500*
5x17.5
FP16
923
FP20
1222
FP20
1324
FP24
1325
1500
12x.375
12x.375
12x.375
3.5x.226
3.5x.226
3.5x.226
3.5x.226
3.5x.226
18x.375*
6x17.5
18x.375*
6x17.5
24x.375
6x17.5
24x.500*
6x17.5
FP20
1323
FP20
1324
FP24
1426
FP26
1429
1800
12x.500*
12x.500*
12x.500*
4x.237
4x.237
4x.237
4x.237
4x.237
20x.375*
6x17.5
24x.375*
6x17.5
24x.375*
6x17.5
24x.688
6x17.5
FP20
1324
FP24
1324
FP24
1427
FP24
1528
2100
12x.500*
12x.500*
12x.500*
5x.258
5x.258
5x.258
5x.258
5x.258
20x.375*
6x17.5
24x.375*
6x17.5
24x.500*
6x17.5
24x.688
6x20.4
FP20
1324
FP24
1427
FP24
1429
FP24
1530
2400
12x.500*
12x.500*
12x.500*
5x.258
5x.258
5x.258
5x.258
5x.258
20x.375*
6x17.5
24x.375*
6x17.5
26x.375*
6x17.5
24x.688
6x20.4
FP20
1324
FP24
1427
FP26
1528
FP24
1531
300
8x.322*
8x.322*
8x.322*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
12x.375*
2.5x5.0
14x.375*
3x8.625
16x.375*
3x8.625
24x.375*
4x9.2
FP12
818
FP16
819
FP16
921
FP24
922
600
10x.365*
10x.365*
10x.365*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
14x.375*
3x6.25
16x.375*
4x9.2
18x.375*
4x9.2
24x.375*
4x9.2
FP16
921
FP16
921
FP20
923
FP24
1026
1325
140’
TO
120’
A
TO
OVER 120’
FRONT &
H OVER 12’
6x.432*
TO 160’
OVER 140’
TRUSS
(PIPE NOMINAL SIZE x WALL THK.)
H TO 12’
300
TO 180’
OVER 160’
OVER 180’
END VERTICALS
(SQ.FT.)
TO 200’
OVER 100’
SPAN
DIAGONALS
CHORDS
FOUNDATION
TOWER MEMBERS
TRUSS MEMBERS
PED. TYPE
BRACING
COLUMN **
BRACING
COLUMN **
BRACING
BRACING
TYPE
FTG.
FTG.
TYPE
TYPE
FTG.
TYPE
FTG.
922
900
12x.375*
12x.375*
12x.375*
3x.216
3x.216
3x.216
3x.216
3x.216
16x.375*
4x11.5
16x.375*
4x11.5
20x.375*
5x17.5
24x.375*
5x17.5
FP16
1024
FP16
1025
FP20
1025
FP24
1200
12x.500*
12x.500*
12x.500*
3.5x.226
3.5x.226
3.5x.226
3.5x.226
3.5x.226
16x.375*
5x17.5
18x.375*
5x17.5
24x.375*
5x17.5
24x.500*
5x17.5
FP16
1024
FP20
1222
FP24
1325
FP24
1427
1500
12x.500
12x.500
12x.500
4x.237
4x.237
4x.237
4x.237
4x.237
18x.375*
6x17.5
20x.375*
6x17.5
24x.375*
6x17.5
24x.500*
6x17.5
FP20
1125
FP20
1324
FP24
1325
FP26
1429
1800
12x.562
12x.562
12x.562
4x.237
4x.237
4x.237
4x.237
4x.237
20x.375*
6x17.5
24x.375*
6x17.5
24x.375*
6x17.5
24x.688*
6x17.5
FP20
1324
FP24
1325
FP24
1427
FP24
1429
2100
12x.688
12x.688
12x.688
5x.258
5x.258
5x.258
5x.258
5x.258
24x.375*
6x17.5
24x.375*
6x17.5
26x.375*
6x17.5
24x.688*
6x20.4
FP24
1325
FP24
1427
FP26
1429
FP26
1530
1630
2400
12x.688
12x.688
12x.688
5x.258
5x.258
5x.258
5x.258
5x.258
24x.375*
6x17.5
26x.375
6x17.5
24x.500*
6x20.4
24x.969*
6x20.4
FP24
1426
FP26
1528
FP26
1530
FP26
300
10x.365*
10x.365*
10x.365*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
14x.375*
3x8.625
14x.375*
3x8.625
16x.375*
4x9.2
24x.375*
4x9.2
FP16
818
FP16
819
FP16
921
FP24
924
600
12x.375*
12x.375*
12x.375*
3x.216
3x.216
3x.216
3x.216
3x.216
16x.375*
4x9.2
16x.375*
4x9.2
18x.375
4x9.2
24x.375*
4x11.5
FP16
922
FP16
923
FP20
923
FP24
1026
900
12x.500*
12x.500*
12x.500*
3.5x.226
3.5x.226
3.5x.226
3.5x.226
3.5x.226
16x.375*
4x11.5
16x.375*
4x11.5
18x.375
5x17.5
24x.375*
5x17.5
FP16
1024
FP16
1025
FP20
1222
FP24
1325
1200
12x.500
12x.500
12x.500
3.5x.226
3.5x.226
3.5x.226
3.5x.226
3.5x.226
20x.375*
5x17.5
20x.375*
5x17.5
24x.375*
5x17.5
26x.375*
5x17.5
FP20
1222
FP20
1222
FP24
1325
FP26
1426
1500
12x.688
12x.688
12x.688
4x.237
4x.237
4x.237
4x.237
4x.237
20x.375*
5x17.5
24x.375*
6x17.5
24x.375*
6x17.5
24x.688*
6x17.5
FP20
1323
FP24
1325
FP24
1325
FP24
1427
1800
12x.688
12x.688
12x.688
5x.258
5x.258
5x.258
5x.258
5x.258
24x.375*
5x17.5
24x.375*
6x17.5
26x.375*
6x17.5
24x.688
6x17.5
FP24
1324
FP24
1325
FP26
1426
FP24
1429
2100
12x.688
12x.688
12x.688
5x.258
5x.258
5x.258
5x.258
5x.258
24x.375*
6x17.5
26x.375*
6x17.5
24x.500*
6x20.4
24x.969*
6x20.4
FP24
1325
FP26
1426
FP24
1429
FP26
1530
2400
12x.844
12x.844
12x.844
4x.337
4x.337
4x.337
4x.337
4x.337
24x.375
6x17.5
26x.375*
6x17.5
24x.688*
6x20.4
24x.969
6x20.4
FP24
1426
FP26
1528
FP24
1530
FP24
1533
300
10x.365*
10x.365*
10x.365*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
16x.375*
3x8.625
16x.375*
3x8.625
16x.375*
4x9.2
24x.375*
4x9.2
FP16
1016
FP16
1016
FP16
1117
FP24
1117
600
12x.500*
12x.500*
12x.500*
3.5x.226
3.5x.226
3.5x.226
3.5x.226
3.5x.226
16x.375*
4x9.2
16x.375*
4x9.2
20x.375*
4x9.2
24x.375*
4x11.5
FP16
1117
FP16
1117
FP20
1118
FP24
1221
900
12x.562
12x.562
12x.562
3.5x.226
3.5x.226
3.5x.226
3.5x.226
3.5x.226
16x.375*
4x9.2
18x.375
4x9.2
20x.375*
4x11.5
24x.500*
5x17.5
FP16
1117
FP20
1220
FP20
1120
FP24
1221
1200
12x.688
12x.688
12x.688
4x.237
4x.237
4x.237
4x.237
4x.237
18x.375*
5x17.5
20x.375*
5x17.5
24x.375*
5x17.5
24x.500*
5x17.5
FP20
1219
FP20
1221
FP24
1221
FP26
1324
1500
12x.844
12x.844
12x.844
5x.258
5x.258
5x.258
5x.258
5x.258
18x.375*
5x17.5
24x.375*
5x17.5
24x.375*
5x17.5
24x.688*
6x17.5
FP20
1219
FP24
1425
FP24
1221
FP24
1325
1800
12x.844
12x.844
12x.844
5x.258
5x.258
5x.258
5x.258
5x.258
24x.375*
5x17.5
26x.375*
5x17.5
26x.500*
6x17.5
24x.969*
6x17.5
FP24
1323
FP26
1324
FP26
1324
FP26
1426
- INDICATES FOUNDATION PEDESTAL TYPE.
- MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY OF STD., XS, OR XXS
PIPE. IF AVAILABLE, THE SAME NOMINAL DIAMETER PIPE WITH THE NEXT THINNER
WALL THICKNESS, AS PER ASTM A53-90b, MAY BE USED, EXCEPT PROVIDE
MINIMUM WALL THICKNESS OF " FOR COLUMNS AND CHORDS.
- SEE GENERAL NOTE 11 ON SHEET 1.
- COLUMN BRACING MEMBERS ARE ST SHAPES, UNLESS NOTED OTHERWISE.
SECTION DESIGNATION INDICATES MEMBER DEPTH (DP)x WEIGHT PER FOOT (WT).
NUMBER
ACTUAL
DESIGN
SPAN
SPAN
NO. OF PANELS
OF
SPLICES
M
N
P
COMMONWEALTH OF PENNSYLVANIA
UP TO 100’
100’
2
8
0
10
100’+ TO 120’
120’
2
10
0
10
DEPARTMENT OF TRANSPORTATION
120’+ TO 140’
140’
4
6
8
8
140’+ TO 160’
160’
4
8
8
8
160’+ TO 180’
180’
4
8
10
10
180’+ TO 200’
200’
4
10
10
10
BUREAU OF PROJECT DELIVERY
OVERHEAD SIGN STRUCTURES
4 POST 4 CHORD TRUSS
C
L SPLICE
SPANS FROM 100’ TO 200’
(TYPICAL)
DESIGN TABLES
M PANELS
CHORD A
N PANELS
P PANELS
CHORD B
N PANELS
M PANELS
LOADING TYPE 1
CHORD C
RECOMMENDED
AUG. 31, 2012
RECOMMENDED
AUG. 31, 2012
SHT. 6 OF 7
ELEVATION
CHIEF BRIDGE ENGINEER
ACTING DIR, BUR. OF PROJECT DELIVERY
BD-645M
LOADING TYPE 2
SIGN
DESIGN
AREA
SPAN
DIAGONALS
CHORDS
100’
TO
OVER 100’
TO 120’
OVER 120’
TO 140’
OVER 140’
TO 160’
OVER 160’
TO 180’
OVER 180’
TO 200’
PED. TYPE
END VERTICALS
TRUSS
(PIPE NOMINAL SIZE x WALL THK.)
(SQ.FT.)
FOUNDATION
TOWER MEMBERS
TRUSS MEMBERS
FRONT &
TOP &
FRONT &
BOTTOM
H TO 12’
H OVER 12’
H OVER 18’
H OVER 24’
TO 18’
TO 24’
TO 33’
H OVER 12’
H TO 12’
TO 18’
H OVER 18’
H OVER 24’
TO 33’
TO 24’
CROSS
REAR
TOP &
BOTTOM
BRACING
COLUMN **
PED.
PED.
PED.
PED.
BRACING
COLUMN **
16x.375*
3x6.25
24x.375*
3x6.25
FP12
717
FP12
718
FP16
819
FP24
820
3x6.25
16x.375*
3x8.625
24x.375*
4x9.2
FP12
718
FP12
720
FP16
821
FP24
822
12x.375*
3x8.625
16x.375*
4x9.2
24x.375*
4x9.2
FP12
720
FP12
822
FP16
923
FP24
924
3x6.25
14x.375*
3x8.625
18x.375*
4x9.2
24x.375*
4x11.5
FP12
822
FP16
923
FP20
923
FP24
1026
1028
A
B
C
REAR
200
6x.432*
6x.432*
6x.432*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
10x.365*
2x3.85
12x.375*
2x4.75
350
6x.432*
6x.432*
6x.432*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
10x.365*
2.5x5.0
12x.375*
500
6x.432*
6x.432*
6x.432*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
10x.365*
3x6.25
650
8x.322*
8x.322*
8x.322*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
12x.375*
BRACING
COLUMN **
BRACING
COLUMN **
BRACING
TYPE
FTG.
FTG.
TYPE
TYPE
FTG.
TYPE
FTG.
800
8x.322*
8x.322*
8x.322*
3x.216
3x.216
3x.216
3x.216
3x.216
12x.375*
3x8.625
16x.375*
4x9.2
18x.375*
4x11.5
24x.375*
5x17.5
FP12
822
FP16
923
FP20
1025
FP24
950
8x.322*
8x.322*
8x.322*
3x.216
3x.216
3x.216
3x.216
3x.216
12x.375*
3x8.625
16x.375*
4x11.5
18x.375*
5x17.5
24x.375*
5x17.5
FP12
923
FP16
1025
FP20
1027
FP24
1028
1100
8x.322*
8x.322*
8x.322*
3x.300
3x.300
3x.300
3x.300
3x.300
14x.375*
3x8.625
16x.375*
5x17.5
18x.375*
5x17.5
24x.375*
5x17.5
FP16
923
FP16
1025
FP20
1027
FP24
1130
1250
8x.322*
8x.322*
8x.322*
3x.300
3x.300
3x.300
3x.300
3x.300
16x.375*
3x8.625
18x.375*
5x17.5
20x.375*
5x17.5
24x.375*
5x17.5
FP16
923
FP20
1027
FP20
1027
FP24
1325
1400
8x.322*
8x.322*
8x.322*
3x.300
3x.300
3x.300
3x.300
3x.300
16x.375*
4x9.2
18x.375*
5x17.5
20x.375*
5x17.5
24x.500*
5x17.5
FP16
1025
FP20
1027
FP20
1324
FP24
1427
1550
8x.322*
8x.322*
8x.322*
3x.300
3x.300
3x.300
3x.300
3x.300
16x.375*
4x9.2
18x.375*
5x17.5
24x.375*
5x17.5
24x.500*
5x17.5
FP16
1025
FP20
1222
FP24
1325
FP24
1427
300
6x.432*
6x.432*
6x.432*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
10x.365*
3x6.25
12x.375*
3x8.625
16x.375*
4x9.2
24x.375*
4x9.2
FP12
718
FP12
720
FP16
819
FP24
822
600
8x.322*
8x.322*
8x.322*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
12x.375*
3x8.625
14x.375*
4x9.2
18x.375*
4x11.5
24x.375*
4x11.5
FP12
820
FP16
923
FP20
923
FP24
1026
1028
900
8x.322*
8x.322*
8x.322*
3x.216
3x.216
3x.216
3x.216
3x.216
14x.375*
4x9.2
16x.375*
5x17.5
20x.375*
5x17.5
24x.375*
5x17.5
FP16
923
FP16
1025
FP20
1027
FP24
1200
8x.500*
8x.500*
8x.500*
3x.300
3x.300
3x.300
3x.300
3x.300
16x.375*
4x9.2
18x.375*
5x17.5
20x.375
6x17.5
24x.500*
6x17.5
FP16
1025
FP20
1027
FP20
1324
FP24
1427
1500
8x.500*
8x.500*
8x.500*
3x.300
3x.300
3x.300
3x.300
3x.300
16x.375*
4x11.5
18x.375*
6x17.5
24x.375
6x17.5
24x.500
6x17.5
FP16
1025
FP20
1027
FP24
1130
FP24
1429
1800
8x.500
8x.500
8x.500
3x.300
3x.300
3x.300
3x.300
3x.300
18x.375*
4x11.5
20x.375*
6x17.5
24x.375*
6x17.5
24x.688
6x17.5
FP20
1127
FP20
1324
FP24
1427
FP26
1429
1865
8x.500
8x.500
8x.500
3x.300
3x.300
3x.300
3x.300
3x.300
18x.375
4x11.5
20x.375*
6x17.5
24x.375*
6x17.5
24x.688
6x17.5
FP20
1324
FP20
1324
FP24
1427
FP26
1429
300
8x.322*
8x.322*
8x.322*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
12x.375*
2.5x5.0
12x.375*
3x8.625
16x.375*
4x9.2
24x.375*
4x9.2
FP12
718
FP12
720
FP16
821
FP24
924
600
8x.322*
8x.322*
8x.322*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
12x.375*
3x8.625
14x.375*
4x11.5
18x.375*
4x11.5
24x.375*
4x11.5
FP12
821
FP16
923
FP20
923
FP24
926
1130
900
10x.365*
10x.365*
10x.365*
3x.216
3x.216
3x.216
3x.216
3x.216
16x.375*
5x17.5
16x.375*
5x17.5
20x.375*
5x17.5
24x.375*
5x17.5
FP16
923
FP16
1025
FP20
1027
FP24
1200
12x.375*
12x.375*
12x.375*
3.5x.226
3.5x.226
3.5x.226
3.5x.226
3.5x.226
16x.375*
6x17.5
18x.375*
6x17.5
24x.375*
6x17.5
24x.500
6x17.5
FP16
1025
FP20
1027
FP24
1130
FP24
1429
1500
12x.375*
12x.375*
12x.375*
4x.237
4x.237
4x.237
4x.237
4x.237
18x.375*
6x17.5
20x.375*
6x17.5
24x.375*
6x17.5
26x.500
6x17.5
FP20
1323
FP20
1129
FP24
1427
FP26
1530
1800
12x.500*
12x.500*
12x.500*
4x.237
4x.237
4x.237
4x.237
4x.237
20x.375*
6x17.5
24x.375*
6x17.5
24x.375*
6x17.5
24x.688
6x20.4
FP20
1324
FP24
1325
FP24
1429
FP24
1531
2100
12x.500*
12x.500*
12x.500*
5x.258
5x.258
5x.258
5x.258
5x.258
20x.375*
6x17.5
24x.375*
6x17.5
24x.500
6x17.5
24x.688
6x20.4
FP20
1324
FP24
1427
FP24
1429
FP24
1531
2175
12x.500*
12x.500*
12x.500*
5x.258
5x.258
5x.258
5x.258
5x.258
20x.375*
6x17.5
24x.375*
6x17.5
24x.500
6x20.4
24x.688
6x20.4
FP20
1324
FP24
1427
FP26
1429
FP24
1531
300
8x.322*
8x.322*
8x.322*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
12x.375*
3x6.25
14x.375*
3x8.625
16x.375*
4x9.2
24x.375*
4x9.2
FP12
819
FP16
819
FP16
821
FP24
924
600
10x.365*
10x.365*
10x.365*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
14x.375*
3x8.625
16x.375*
4x11.5
18x.375*
4x11.5
24x.375*
5x17.5
FP16
821
FP16
923
FP20
1025
FP24
1028
1130
900
12x.375*
12x.375*
12x.375*
3x.216
3x.216
3x.216
3x.216
3x.216
16x.375*
5x17.5
18x.375*
5x17.5
20x.375
6x17.5
24x.375*
6x17.5
FP16
1024
FP20
1027
FP20
1027
FP24
1200
12x.500*
12x.500*
12x.500*
3.5x.226
3.5x.226
3.5x.226
3.5x.226
3.5x.226
18x.375*
6x17.5
20x.375*
6x17.5
24x.375
6x17.5
24x.500
6x17.5
FP20
1025
FP20
1027
FP24
1130
FP24
1429
1500
12x.500*
12x.500*
12x.500*
4x.237
4x.237
4x.237
4x.237
4x.237
20x.375*
6x17.5
24x.375*
6x17.5
24x.375*
6x17.5
24x.688
6x17.5
FP20
1324
FP24
1130
FP24
1429
FP26
1530
1800
12x.562
12x.562
12x.562
5x.258
5x.258
5x.258
5x.258
5x.258
20x.375
6x17.5
24x.375*
6x17.5
24x.500
6x20.4
24x.688
6x20.4
FP20
1324
FP24
1427
FP24
1429
FP24
1531
2100
12x.688
12x.688
12x.688
5x.258
5x.258
5x.258
5x.258
5x.258
24x.375*
6x17.5
24x.375
6x17.5
26x.375*
6x20.4
24x.688
6x20.4
FP24
1325
FP24
1427
FP26
1429
FP26
1533
1630
2400
12x.688
12x.688
12x.688
5x.258
5x.258
5x.258
5x.258
5x.258
24x.375*
6x17.5
26x.375
6x17.5
26x.500
6x20.4
24x.969
6x20.4
FP24
1427
FP26
1528
FP26
1530
FP26
300
10x.365*
10x.365*
10x.365*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
14x.375*
4x9.2
14x.375*
4x9.2
16x.375*
4x9.2
24x.375*
4x9.2
FP16
819
FP16
819
FP16
923
FP24
924
600
12x.375*
12x.375*
12x.375*
3x.216
3x.216
3x.216
3x.216
3x.216
16x.375*
4x11.5
16x.375*
4x11.5
18x.375*
5x17.5
24x.375*
5x17.5
FP16
923
FP16
923
FP20
925
FP24
1028
900
12x.500*
12x.500*
12x.500*
3.5x.226
3.5x.226
3.5x.226
3.5x.226
3.5x.226
16x.375
5x17.5
18x.375
5x17.5
24x.375*
6x17.5
24x.500
6x17.5
FP16
1025
FP20
1027
FP24
1028
FP24
1427
1200
12x.500*
12x.500*
12x.500*
4x.237
4x.237
4x.237
4x.237
4x.237
20x.375*
6x17.5
20x.375
6x17.5
24x.375*
6x17.5
26x.500*
6x17.5
FP20
1223
FP20
1129
FP24
1427
FP26
1530
1500
12x.688
12x.688
12x.688
5x.258
5x.258
5x.258
5x.258
5x.258
20x.375*
6x17.5
24x.375*
6x17.5
24x.500
6x17.5
24x.688*
6x17.5
FP20
1324
FP24
1325
FP24
1429
FP24
1531
1800
12x.688
12x.688
12x.688
5x.258
5x.258
5x.258
5x.258
5x.258
24x.375*
6x17.5
26x.375*
6x17.5
26x.375*
6x20.4
24x.969
6x20.4
FP24
1325
FP26
1427
FP26
1530
FP26
1531
2100
12x.688
12x.688
12x.688
5x.258
5x.258
5x.258
5x.258
5x.258
24x.375
6x17.5
26x.375*
6x20.4
24x.500*
6x20.4
24x.969
6x20.4
FP24
1427
FP26
1528
FP24
1531
FP26
1630
1533
2400
12x.844
12x.844
12x.844
4x.337
4x.337
4x.337
4x.337
4x.337
24x.375
6x17.5
26x.375*
6x20.4
24x.688
7.5x25
24x.969
7.5x25
FP24
1427
FP26
1528
FP24
1531
FP24
300
10x.365*
10x.365*
10x.365*
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
16x.375*
3x8.625
16x.375*
3x8.625
16x.375*
4x9.2
24x.375*
4x9.2
FP16
819
FP16
819
FP16
819
FP24
822
600
12x.500*
12x.500*
12x.500*
3.5x.226
3.5x.226
3.5x.226
3.5x.226
3.5x.226
16x.375*
4x9.2
18x.375*
4x9.2
20x.375*
4x11.5
24x.375*
5x17.5
FP16
923
FP20
1025
FP20
923
FP24
1028
900
12x.562
12x.562
12x.562
3.5x.226
3.5x.226
3.5x.226
3.5x.226
3.5x.226
18x.375*
5x17.5
20x.375*
5x17.5
24x.375*
5x17.5
24x.500
6x17.5
FP20
1025
FP20
1027
FP24
1028
FP24
1325
1200
12x.688
12x.688
12x.688
5x.258
5x.258
5x.258
5x.258
5x.258
18x.375*
5x17.5
20x.375*
5x17.5
24x.375*
6x17.5
26x.500
6x17.5
FP20
1223
FP20
1222
FP24
1325
FP26
1426
1500
12x.844
12x.844
12x.844
5x.258
5x.258
5x.258
5x.258
5x.258
24x.375*
6x17.5
26x.375*
6x17.5
26x.375*
6x17.5
24x.688
6x17.5
FP24
1323
FP26
1325
FP26
1426
FP24
1429
1800
12x.844
12x.844
12x.844
4x.337
4x.337
4x.337
4x.337
4x.337
24x.375*
6x17.5
26x.375*
6x17.5
26x.500
6x20.4
24x.969*
6x20.4
FP24
1325
FP26
1427
FP26
1426
FP26
1530
- INDICATES FOUNDATION PEDESTAL TYPE.
- MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY OF STD., XS, OR XXS
PIPE. IF AVAILABLE, THE SAME NOMINAL DIAMETER PIPE WITH THE NEXT THINNER
WALL THICKNESS, AS PER ASTM A53-90b, MAY BE USED, EXCEPT PROVIDE
MINIMUM WALL THICKNESS OF " FOR COLUMNS AND CHORDS.
- SEE GENERAL NOTE 11 ON SHEET 1.
- COLUMN BRACING MEMBERS ARE ST SHAPES, UNLESS NOTED OTHERWISE.
SECTION DESIGNATION INDICATES MEMBER DEPTH (DP)x WEIGHT PER FOOT (WT).
NOTE:
FOR DESIGN TABLE NOTES, SEE SHEET 5.
COMMONWEALTH OF PENNSYLVANIA
DEPARTMENT OF TRANSPORTATION
BUREAU OF PROJECT DELIVERY
OVERHEAD SIGN STRUCTURES
4 POST 4 CHORD TRUSS
SPANS FROM 100’ TO 200’
DESIGN TABLES
LOADING TYPE 2
RECOMMENDED
AUG. 31, 2012
CHIEF BRIDGE ENGINEER
RECOMMENDED
AUG. 31, 2012
ACTING DIR, BUR. OF PROJECT DELIVERY
SHT. 7 OF 7
BD-645M