COMMONWEALTH OF PENNSYLVANIA DEPARTMENT OF TRANSPORTATION · 2013-12-02 · commonwealth of...
Transcript of COMMONWEALTH OF PENNSYLVANIA DEPARTMENT OF TRANSPORTATION · 2013-12-02 · commonwealth of...
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
SHT. 1 OF 7
INFORMATIONAL NOTES
INFORMATION CONTAINED IN THE DESIGN TABLES
GENERAL NOTES
* LEGEND:
CONSTRUCTION GENERAL NOTES
NOTES TO DESIGNER
DESIGN CRITERIA FOR PENNDOT SIGN STRUCTURES
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-745M OVERHEAD SIGN STRUCTURES
NOTES AND DESIGN CRITERIA
OVERHEAD SIGN STRUCTURES
BD-645M
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-745M, 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.
SPANS FROM 100' TO 200'
4 POST 4 CHORD TRUSS
MATERIALS AND WORKMANSHIP:
PROVIDE MATERIALS AND WORKMANSHIP IN ACCORDANCE WITH THE CURRENT VERSIONS OF
THE PENNSYLVANIA DEPARTMENT OF TRANSPORTATION PUBLICATION 408, ANSI/AWS
SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS, LUMINAIRES AND
PROVIDE STRUCTURAL STEEL CONFORMING TO THE FOLLOWING:
ANGLES, SHAPES, AND PLATES: AASHTO M270, GRADE 36
ASTM A709, GRADE 36
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 Š". 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.
PROVIDE BOLTS CONFORMING TO THE FOLLOWING:
ANCHOR BOLTS: ASTM, F1554 GRADE 55 PER PUBLICATION 408
SECTION 1105.02(c)3.
BOLTS: ASTM A-325 H.S. BOLTS EXCEPT AS NOTED
DESIGN SPECIFICATIONS:
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)
ALL FILLET WELDS SHOWN ARE MINIMUM SIZE UNLESS NOTED OTHERWISE.
DESIGN TABLES INCLUDED IN THIS STANDARD WERE DEVELOPED USING A COMPUTER PROGRAM
AND ARE BASED ON THE DESIGN CRITERIA SHOWN ON THIS SHEET.
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.
THE SPAN RANGE INCLUDED IN THIS STANDARD ARE AS FOLLOWS:
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.
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
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
THE MEMBER SIZES INDICATED IN THE DESIGN TABLES MEET THE FATIGUE
WELDING CODE D1.5, CONTRACT SPECIAL PROVISIONS, AND AASHTO "STANDARD
TRAFFIC SIGNALS". USE ANSI/AWS D1.1 FOR WELDING NOT COVERED IN
ANSI/AASHTO/AWS D1.5.
DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS).
MUST BE SUBMITTED FOR ALL COMPONENTS OF OVERHEAD SIGN STRUCTURES CARRYING
STANDARDS MAY BE USED FOR PRELIMINARY MEMBER SIZES ONLY; DESIGN COMPUTATION
AND SUBMITTED TO THE CHIEF BRIDGE ENGINEER FOR REVIEW AND APPROVAL. THESE
DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF PENNSYLVANIA
STRUCTURES INTENDED TO CARRY DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS) MUST BE
RECOMMENDED TO CARRY DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS). OVERHEAD SIGN
4-POST 4-CHORD STRUCTURE TYPES AS PRESENTED IN THESE STANDARDS ARE
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
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 ˆ" 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.
PUB. 408 UNLESS STAINLESS STEEL OR OTHERWISE INDICATED.
10. GALVANIZE ALL STRUCTURAL STEEL, BOLTS, NUTS AND WASHERS IN ACCORDANCE WITH
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 3-INCH CONCRETE COVER ON REINFORCEMENT BARS, EXCEPT AS NOTED.
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. D4.6, 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
CATWALK 1994 SIGN SPEC. COMMENTARY 1.2.2
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. (U.N.O.)
A DYNAMIC\VARIABLE MESSAGE SIGN (DMS\VMS).
ENGINEER MUST REVIEW AND APPROVE ALL STRUCTURES DESIGNED TO CARRY
RECOMMENDED TO CARRY DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS). THE CHIEF BRIDGE
4-POST 4-CHORD STRUCTURE TYPES AS PRESENTED IN THESE STANDARDS ARE
DYNAMIC\VARIABLE MESSAGE SIGN (DMS\VMS) STRUCTURES
CATWALK BC-745M, SHT. 8 & 9
COLUMNS, CHORDS CALCULATED INTERNALLY WITHIN PROGRAM
SIGN SUPPORT BEAM BC-745M, SHT. 8
LIGHT FIXTURES BC-745M, SHT. 10
SIGN PANELS TC-8701E OR TC-8701S
DEAD LOADS PENNDOT STD. DWGS. (U.N.O.)*
& PIPE BRACING: SEE PUBLICATION 408, SECTION 948.2.
COLUMNS, PIPE CHORDS
NOV. 26, 2013 NOV. 26, 2013
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
SHT. 2 OF 7
DESIGN INSTRUCTIONS
OVERHEAD SIGN STRUCTURES
HOW TO USE THE DESIGN TABLES
SETTING SUBSTRUCTURE ELEVATIONS
POSITIONING OF SIGN PANELS AND SIGN STRUCTURE
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
1 1
DESIGN AREA OF SIGN NO.2 = (X B )x22 2
DESIGN AREA OF SIGN NO.1 = X Y
DESIGN AREA OF SIGN NO.3 = (X A )x23 3
B = DISTANCE FROM L STRUCTURE TO BOTTOM OF SIGN
A = DISTANCE FROM L STRUCTURE TO TOP OF SIGNC
C
1 1
2 2
3 3
POSITIONING THE SIGN PANELS AND SIGN STRUCTURE.
SEE THE FOLLOWING DIAGRAMS FOR ADDITIONAL INSTRUCTIONS FOR
FOLLOWING MANNER:
THE VERTICAL DIRECTION, COMPUTE THE DESIGN SIGN AREA IN THE
ONE OR MORE OF THE SIGN PANELS IS NOT CENTERED IN
WHEN MULTIPLE SIGN PANELS ARE PLACED ON ONE STRUCTURE AND
THE SIGN AREA FOR ANY SIGN PANEL CENTERED IN
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.
THE SIGN AREA FOR ANY SIGN PANEL OFF-CENTER IN
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
L COLUMNC L COLUMNC
UP TO THE NEXT HIGHEST INCREMENT OF SPAN LENGTH SHOWN IN THE
DESIGN TABLES.
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.
D
C.G. SIGN PANELS
L
IF 0.42L < D < 0.58L, USE LOADING TYPE 1
IF D < 0.42L, OR D > 0.58L, USE LOADING TYPE 2
THE DESIGN SPAN LENGTH SHALL BE THE ACTUAL SPAN LENGTH ROUNDED
STRUCTURES, SEE CASES A-F ON THE NEXT SHEET.
FOR ILLUSTRATIVE EXAMPLES OF HOW TO POSITION SIGN PANELS AND SIGN
CENTERED AND OFF-CENTER SIGNS.
AREAS AS CALCULATED IN ACCORDANCE WITH THE PROCEDURE FOR
CENTER OF GRAVITY OF DESIGN SIGN AREA, USE THE INDIVIDUAL SIGN
CONDITION FOR SELECTING THE MEMBER SIZES. WHEN DETERMINING THE
GRAVITY OF THE DESIGN SIGN AREA AND USE THE APPROPRIATE LOADING
0.58 X SPAN LENGTH AND END OF SPAN. DETERMINE THE CENTER OF
BETWEEN THE BEGINNING OF THE SPAN AND 0.42 X SPAN LENGTH OR
USED WHEN THE CENTER OF GRAVITY OF THE DESIGN SIGN AREA LIES
SPAN LENGTH AND 0.58 X SPAN LENGTH. TYPE 2 LOADING IS TO BE
OF GRAVITY OF THE TOTAL DESIGN SIGN AREA LIES BETWEEN 0.42 X
THE DESIGN TABLES. TYPE 1 LOADING IS TO BE USED WHEN THE CENTER
DESIGNS FOR TWO TYPES OF LOADING CONDITIONS ARE PRESENTED IN
LOADING TYPE DIAGRAM
L COLUMNC L COLUMNC
BD-645M
COVER IS PROVIDED OVER THE FOOTING AT ALL LOCATIONS.
SET THE TOP OF FOOTING ELEVATION SO THAT A MINIMUM 2'-0"
ABOVE THE HIGHEST SURROUNDING FINISHED GRADE ELEVATION.
BOTTOM OF BASE PLATE ELEVATION IS APPROXIMATELY 6 INCHES
SET THE TOP OF THE PEDESTAL OR CAISSON ELEVATION SO THAT THE
INCLUDES "EXIT PANEL" SIGN IF PRESENT.)
9'-3" ABOVE THE BOTTOM OF THE SIGN PANEL. (SIGN HEIGHT
STRUCTURE AT THE MID-HEIGHT OF THE DEEPEST SIGN OR A MAXIMUM OF
SET THE STRUCTURE TO AN ELEVATION THAT PLACES THE CENTER OF THE
SIGN PANELS OVER EACH ROADWAY TO THE SAME VERTICAL CLEARANCE.
ON EACH ROADWAY IS GREATER THAN 2'-6", SET THE BOTTOM OF ALL
ROADWAYS WHERE THE DIFFERENCE IN ELEVATIONS OF THE HIGHEST POINT
SAME ELEVATION. IN THE CASE OF A STRUCTURE SPANNING DUAL
THE STRUCTURE. SET THE BOTTOM OF ALL SIGN PANELS TO GENERALLY THE
(INCLUDING THE ROADWAY PAVEMENT AND SHOULDERS) PASSING UNDER
CLEARANCE ABOVE THE HIGHEST POINT OF THE ENTIRE ROADWAY WIDTH
ELEVATION THAT WILL PROVIDE A MINIMUM OF 17'-6" VERTICAL
SET THE STRUCTURE, SIGN PANELS, AND LUMINAIRES TO AN
OF THE SIGN PANELS OVER THE UPPER ROADWAY.
PLACES THE CENTER OF THE STRUCTURE AT 9'-3" ABOVE THE BOTTOM
GREATER THAN 2'-6", SET THE STRUCTURE TO AN ELEVATION THAT
SPANS DUAL ROADWAYS WITH THE DIFFERENCE IN HIGH POINT ELEVATIONS
9'-3" ABOVE THE BOTTOM OF THE SIGN PANELS. WHEN THE STRUCTURE
TO AN ELEVATION THAT PLACES THE CENTER OF THE STRUCTURE AT
WHEN THE ULTIMATE SIGN AREA IS USED FOR DESIGN SET THE STRUCTURE
SIGN AREA, SPAN LENGTH, & POST HEIGHT
EXAMPLE TO SHOW PROCEDURE FOR SELECTING
}1 2
1
2
1
2
( )
}C C
X =
C
USE CASE B
EACH LOADING TYPE.
IF LOADING TYPES DIFFER USE THE LARGEST MEMBER SIZES FROM
VERIFY LOADING TYPE BASED ON ACTUAL SIGN AREA AND C.G.
Y < Y
SET BOTTOM OF EACH SIGN PANEL AT SAME ELEVATION
SET L STRUCTURE AT L OF SIGN PANEL NO. 2
DESIGN COLUMN HEIGHT (H):
BECAUSE SIGN PANEL NO. 1 IS NOT CENTERED VERTICALLY ON THE STRUCTURE,
THE DESIGN AREAS ARE COMPUTED AS FOLLOWS:
LOCATE C.G. OF SIGN AREA (FROM LEFT)
[396.0 SF x (20' + 22'/2)] + [432.0 SF x (60' + 24'/2)]
828 SF
X = 52.40' 52.4'/114' = 0.46; 0.42 < 0.46 < 0.58
1 2LC STRUCTURE &
C SIGN PANEL NO. 2L
L COLUMNCL COLUMN
C
NOTE:
60'
20' 22' 18' 24' 30'
18'
16'
ELEV. 1000.00
114'
9'
7'
ELEV. 998.75
ELEVATIONS ARE IN FEET
Y = 16'
Y = 18'
ELEV. = 1000.00 - 998.75 = 1.25 < 2'-6"
[1'-8" = BOTTOM OF LUMINAIRE SUPPORT TO BOTTOM OF SIGN PANEL]
ELEV. 1019.17 + 18'/2 = 1028.17
ELEV. 1000.00 + 17'-6" + 1'-8" = 1019.17
ACTUAL SPAN LENGTH = 114' USE: 120'
H = 1028.17 - 998.750 = 29.42' USE H = OVER 24' TO 33'
L SIGN TO BOTTOM OF CATWALK IS 9'-0" + 1'-8‡" = 10'-8‡"
•STRUCTURE DEPTH IS 2'-7•". THEREFORE FROM THE DESIGN TABLES,
IT IS DETERMINED THAT THE TOTAL STRUCTURE DEPTH IS 5'-3"
A = 22' x 9' x 2 = 396.0 SF
A = 24' x 18' = 432.0 SF
828.0 SF
USE 830.0 SF
SPANS FROM 100' TO 200'
4 POST 4 CHORD TRUSS
THE TRAFFIC ENGINEER SETS THE DESIGN SIGN AREA USING ONE OF
THE FOLLOWING OPTIONS:
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.
3. THE ACTUAL SIGN AREA INCREASED BY 50%, BASED ON THE
PROBABILITY OF SIGNS BEING ADDED OR INCREASED IN SIZE.
(RURAL HIGHWAY DEFINITION OF "DESIGN SIGN AREA").
(URBAN HIGHWAY DEFINITION OF "DESIGN SIGN AREA").
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.
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
NOV. 26, 2013 NOV. 26, 2013
INSTRUCTIONS FOR USE OF DESIGN TABLES
OVERHEAD SIGN STRUCTURES
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED SHT. 3 OF 7
C C
L
SET BOTTOMS OF SIGN PANELS AT SAME ELEVATION.
CLEARANCE.
THIS CASE, RESET C STRUCTURE TO OBTAIN ADEQUATE
STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN
SET L OF STRUCTURE AT L OF SIGN PANELS UNLESS
C C
L
SET BOTTOMS OF SIGN PANELS AT SAME ELEVATION.
CLEARANCE.
THIS CASE, RESET C STRUCTURE TO OBTAIN ADEQUATE
STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN
SET L OF STRUCTURE AT L OF SIGN PANEL NO. 2 UNLESS
Y AND Y WHERE Y < Y .
THIS CASE IS APPLICABLE FOR ALL COMBINATIONS OF
1 2 1 2
1 2Y1
C
ELEV.
C+
EL
EV.
Y2
2C
+
EL
EV.
+Y /2
C STRUCTUREL
CASE B
Y < Y1 2
1 2
CASE A
Y = Y1 2
ELEV.
C+
EL
EV.
2C
+
EL
EV.
+Y /2
C STRUCTUREL
C
Y1
Y2
C C
L
12 2
CLEARANCE.
SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL
CLEARANCE.
THIS CASE, RESET C STRUCTURE TO OBTAIN ADEQUATE
STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN
SET L OF STRUCTURE AT L OF SIGN PANEL NO. 2 UNLESS
1
GENERAL EQUATION FOR CASE F:
1 2 -
EXCEEDED, ONE OF THE FOLLOWING STEPS IS REQUIRED:
IF THE PARAMETERS OF THE GENERAL EQUATION ARE
L
COMBINATIONS OF ELEV. , Y , AND Y WHERE Y < Y :
THIS CASE IS APPLICABLE FOR THE FOLLOWING
1
2
CASE F
Y < Y1 2
MAX.
Y1
Y2
C
C
ELEV.
2C
+Y /2
C STRUCTUREL
C C
L
SET BOTTOMS OF SIGN PANELS AT SAME ELEVATION.
CLEARANCE.
THIS CASE, RESET C STRUCTURE TO OBTAIN ADEQUATE
STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN
SET L OF STRUCTURE AT L OF SIGN PANEL NO. 1 UNLESS
Y AND Y WHERE Y > Y .
THIS CASE IS APPLICABLE FOR ALL COMBINATIONS OF
1 2 1 2 C C
LCLEARANCE.
THIS CASE, RESET C STRUCTURE TO OBTAIN ADEQUATE
STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN
SET L OF STRUCTURE AT L OF SIGN PANEL NO. 1 UNLESS
12 2
CLEARANCE.
SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL
Y2
BOTTOM OF STRUCTURE, SIGN PANEL, OR LUMINAIRE.
C IS VERTICAL CLEARANCE FROM ROADWAY TO
C C
LCLEARANCE.
THIS CASE, RESET C STRUCTURE TO OBTAIN ADEQUATE
STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN
SET L OF STRUCTURE AT L OF SIGN PANEL NO. 1 UNLESS
SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL CLEARANCE.
1,2
1,2
SPECIAL DESIGN.
APPLY. USE EITHER 1) SEPARATE STRUCTURES, OR 2) A
FOR A PARTICULAR VALUE OF ELEV., THIS CASE DOES NOT
WHEN 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. AND Y :
THIS CASE IS APPLICABLE FOR THE FOLLOWING COMBINATIONS OF
COMBINATIONS OF ELEV. AND Y WHERE Y > Y :
THIS CASE IS APPLICABLE FOR THE FOLLOWING
NOTE:
1
2
CASE D
2
Y1
C
MAX.Y2
1C
+
EL
EV.
+Y /2
ELEV.
C STRUCTUREL
C
Y = Y1
1
2
CASE E
Y > Y1 2-
ELEV.
Y1
C
MAX.Y
2
C C+
Y /2
+1
EL
EV.
C STRUCTUREL
12
CASE C
Y > Y1 2
ELEV.
Y1
C
Y2
C+
EL
EV.
1C
+
EL
EV.
+Y /2
C STRUCTUREL
BD-645M
Y1,2ELEV.
3'-0"
4'-0"
5'-0"
6'-0"
6'-3"
6'-0" TO 12'-6"
6'-0" TO 8'-6"
6'-0" TO 6'-6"
6'-0"
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
ELEV.
3'-0"
4'-0"
5'-0"
6'-0"
7'-0"
12'-6"
10'-6"
8'-6"
6'-6"
4'-6"
6'-0" TO 10'-6"
9'-3"
9'-3"
ELEV.> 2'-6"ELEV.> 2'-6"
ELEV.< 2'-6"ELEV.< 2'-6"
ELEV.< 2'-6" ELEV.> 2'-6"
9'-3"
SPANS FROM 100' TO 200'
4 POST 4 CHORD TRUSS
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
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
NOV. 26, 2013 NOV. 26, 2013
OVERHEAD SIGN STRUCTURES
SAMPLE CONTRACT DRAWING
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
SHT. 4 OF 7
BD-645M
TOP VIEW
ST
A.
AH
EA
D
90° L
RO
AD
WA
YC
STA.
L OF SIGN STRUCTUREC
(TYP.)
COLUMN
TRAFFIC TRAFFIC
FABRICATION DETAILS.
SEE BC-745M FOR
(O.D.)x(WALL THK.).
TRUSS CHORD A
FABRICATION DETAILS.
SEE BC-745M FOR
(O.D.)x(WALL THK.).
TRUSS CHORD B TRUSS CHORD C
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
FABRICATION DETAILS.
SEE BC-745M FOR
(O.D.)x(WALL THK.).
END VERTICAL
TOP & BOTTOMFABRICATION DETAILS.
SEE BC-745M FOR
(O.D.)x(WALL THK.).
END VERTICAL
TOP & BOTTOM
TOP DIAGONALS
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
BOTTOM DIAGONAL
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
MEDIAN
C
L STRUCTURE
EL.
C
ADDITIONAL DEPTH
FOR SIGN LIGHTING
AND/OR CATWALKS
AS REQUIRED
L ROADWAY
VARIABLE
PAVEMENT
EDGE OF
VARIABLE
PAVEMENT
EDGE OF
L SPLICEC
(TYP.)
=
PANEL LENGTH
CL COLUMN "A"CL COLUMN "B"
PAVEMENTPAVEMENT
TRUSS HEIGHT
=
COLUMN COLUMN
"G" SEE BC-745M
FOOTING WIDTH
"G" SEE BC-745M
FOOTING WIDTH
OR AS REQ'D. BY OWNER
SEE TABLE "A", BC-745M
ELEVATION
SIGN HEIGHT = SIGN HEIGHT =
SIGN LENGTH = SIGN LENGTH =
REQ'D. BY OWNER
BC-745M OR AS
SEE TABLE "A",
EL.
TOP OF PEDESTAL
EL.
BOTTOM OF FOOTING
REQUIREMENTS AND DETAILS.
BC-745M FOR REINFORCEMENT
FOOTING TYPE (SIZE). SEE
EL.
BOTTOM OF FOOTING
EL.
TOP OF PEDESTAL
L SPLICEC
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
0000-0000
0000-0000
0000-0000
CAMBER DIAGRAM
90°
L
90°.1L .2L .3L .4L .5L .6L .7L .8L .9L
0.3
1Y
0.5
9Y
0.5
9Y
0.8
1Y
0.8
1Y
0.9
5Y
0.9
5Y
0.3
1Y
CAMBER (Y) =
NOTES TO DESIGNER:
1.
2.
3.
4.
5.
6.
INFORMATION IN ( ) PARENTHESES.
OBTAINED FROM DESIGN TABLES AS INDICATED. DESIGNER MUST PROVIDE
PLACE THE FOLLOWING NOTES ON CONTRACT DRAWINGS BASED ON INFORMATION
MIN.
REQUIREMENTS AND DETAILS.
BC-745M FOR REINFORCEMENT
FOOTING TYPE (SIZE). SEE
SEE BC-745M FOR FABRICATION DETAILS.
(WALL THK.) AND TOP & BOTTOM END VERTICALS (O.D.) x (WALL THK.).
VERTICALS (O.D.) x (WALL THK.); TOP & BOTTOM DIAGONALS (O.D.) x
FRONT & REAR DIAGONALS (O.D.) x (WALL THK.) AND FRONT & REAR END
FABRICATION DETAILS.
(W.THK.), AND TRUSS CHORD C (O.D.) x (WALL THK.). SEE BC-745M FOR
TRUSS CHORD A (O.D.) x (WALL THK.), TRUSS CHORD B (O.D.) x
COLUMN BRACING IS ST(DP)x(WT.). SEE BC-745M FOR FABRICATION DETAILS.
COLUMN SIZE IS (O.D.) x (WALL THK.). SEE BC-745M FOR FABRICATION DETAILS.
DETAILS.
FOOTING TYPE (SIZE). SEE BC-745M FOR REINFORCEMENT REQUIREMENTS AND
DETAILS.
PEDESTAL TYPE (SIZE). SEE BC-745M FOR REINFORCEMENT REQUIREMENTS AND
EL.
CLR. TOP OF ROADWAY
PT. OF MIN. VERT.
REQUIREMENTS AND DETAILS.
BC-745M FOR REINFORCENENT
PEDESTAL TYPE (SIZE). SEE
REQUIREMENTS AND DETAILS.
BC-745M FOR REINFORCENENT
PEDESTAL TYPE (SIZE). SEE
MIN.
UPRIGHT POSITION AND CHECK TRUSS CAMBER.
THE SITE, SHOP ASSEMBLE TRUSSES IN AN
NOTE: PRIOR TO SHIPMENT OF TRUSS STRUCTURE TO
TRUSS CHORD C
(O.D.)x(WALL THK.).
SEE BC-745M FOR
FABRICATION DETAILS.
VERTICALS=
DIST. TO END
VERTICALS=
DIST. TO END
FABRICATION DETAILS.
SEE BC-745M FOR
(O.D.)x(WALL THK.).
END VERTICAL
FRONT & REAR
FABRICATION DETAILS.
SEE BC-745M FOR
(O.D.)x(WALL THK.).
TRUSS CHORD AFABRICATION DETAILS.
SEE BC-745M FOR
(O.D.)x(WALL THK.).
FRONT & REAR END VERTICALS
FABRICATION DETAILS.
SEE BC-745M FOR
(O.D.)x(WALL THK.).
TRUSS CHORD B
(M) PANELS - CHORD A (N AND P) PANELS - CHORD B (M) PANELS - CHORD C
DESIGN SPAN LENGTH (L)
ACTUAL SPAN LENGTH =
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.
TOP OF
BASEPLATE
DESIGN CRITERA
(1 OR 2)
END VIEW
"F" SEE BC-745M
FOOTING LENGTH
PL
DE
SI
GN
HEI
GH
T (
H)
(N
O.)
EQ
UA
L
SP
AC
ES
=
(N
O.)
EQ
UA
L
SP
AC
ES
=
PEDESTAL
TOP OF
C
EL.=
L STRUCTURE
NOTE:
SIGNS NOT SHOWN
FOR CLARITY
REAR DIAGONAL
OR END VERTICAL
TOP DIAGONAL
OR END VERTICAL
BOTTOM DIAGONAL
OR END VERTICAL
HEI
GH
T
PE
DE
ST
AL
CO
LU
MN "
B"
CO
LU
MN "
A"
CO
LU
MN
HT.
=
CO
LU
MN
HT.
=
4'-0"
(DESIGNER TO INDICATE CONTROLLING CONDITION)
DESIGN FOR (ULTIMATE OR ACTUAL) SIGN AREA.
NOTE:
FABRICATION DETAILS.
SEE BC-745M FOR
ST (DP)x(WT.).
COLUMN BRACING IS
FRONT DIAGONAL
OR END VERTICAL
TOP TRUSS
CHORDS A, B, & C
BOTTOM TRUSS
CHORDS A, B, & C
CO
LU
MN "
A"
CO
LU
MN "
B"
FABRICATION DETAILS.
SEE BC-745M FOR
(O.D.) x (WALL THK.).
COLUMN SIZE IS
LOCATION PLAN
1+400
STA.
SIGN STRUCTURE
SIGN STRUCTURE LOCATION
SEE PLAN SHEET FOR
9'-3"
MAX.
17'-6" MIN.
MIN. VERT. CLR.=
ACTUAL VERT. CLR.=
6"
2'-0"
6"
2'-0"
LUMP SUM ITEM NO. 0000 - 0000 .
ITEMS SHOWN FOR INFORMATION ONLY, INCLUDED IN
LBS
SF
CF
CF
LBS
2'-0"
SPANS FROM 100' TO 200'
4 POST 4 CHORD TRUSS
FATIGUE CATEGORY=
LOADING TYPE=
STRUCTURE HEIGHT (H)=
SPAN LENGTH (L)=
SIGN AREA (A)=
10'-
0"
10'-
0"
DESIGNER TO PROVIDE DIMENSIONS ON CONTRACT DRAWINGS.
INFORMATION WITH
CONFIGURATION AS REQUIRED. SAMPLE INDICATES MINIMUM REQUIRED
PROVIDE DIMENSIONS AND ELEVATIONS BASED ON ACTUAL STRUCTURE
FROM CAMBER TABLE.
PLACE CAMBER DIAGRAM ON CONTRACT DRAWINGS AND SPECIFY REQUIRED CAMBER
FOR FILL HEIGHTS < 10'.
DESIGNER MUST CHECK ADEQUACY OF FOOTINGS
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
SCREEN (TYP.)
GALV. RODENT
NOV. 26, 2013 NOV. 26, 2013
OVERHEAD SIGN STRUCTURES
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
SHT. 5 OF 7
BD-645M
PED. TYPE
DESIGN
SPAN
SIGN
AREA
TRUSS MEMBERS
CHORDS
A B C
DIAGONALS
TOWER MEMBERS
H TO 12'
FOUNDATION
H TO 12'
LOADING TYPE 1
COLUMN ** COLUMN ** COLUMN ** COLUMN ** FTG. FTG. FTG. FTG.(SQ.FT.)
TYPE
PED.
TYPE
PED.
TYPE
PED.
TYPE
PED.
TO 1
00'
REAR
FRONT &
BOTTOM
TOP &
REAR
FRONT &
BOTTOM
TOP &
200
350
500
650
800
950
1100
1250
1400
1550
1700
1850
END VERTICALS
BRACING
CROSS
TRUSS TO 18'
H OVER 12'
TO 24'
H OVER 18'
TO 33'
H OVER 24'
TO 18'
H OVER 12' H OVER 18'
TO 24' TO 33'
H OVER 24'
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
6x.432*
6x.432*
6x.432*
6x.432*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
6x.432*
6x.432*
6x.432*
6x.432*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
6x.432*
6x.432*
6x.432*
6x.432*
4x9.2
4x9.2
4x9.2
4x9.2
3x8.625
3x8.625
3x8.625
3x6.25
3x6.25
2.5x5.0
2x4.75
2x3.85
5x17.5
5x17.5
5x17.5
5x17.5
4x11.5
4x11.5
4x11.5
3x8.625
3x6.25
3x6.25
2.5x5.0
2x4.75
5x17.5
5x17.5
5x17.5
5x17.5
6x17.5
4x11.5
4x11.5
4x9.2
4x9.2
3x8.625
3x6.25
3x6.25
6x17.5
5x17.5
5x17.5
5x17.5
5x17.5
5x17.5
4x11.5
4x9.2
4x9.2
4x9.2
3x8.625
3x6.25
FP20
FP20
FP16
FP16
FP16
FP16
FP12
FP12
FP12
FP12
FP12
FP12
1125
1025
1025
1025
923
923
822
822
820
718
718
716
FP20
FP20
FP20
FP20
FP20
FP16
FP16
FP16
FP12
FP12
FP12
FP12
1324
1222
1025
1025
1025
923
923
923
822
720
718
718
FP24
FP24
FP20
FP20
FP20
FP20
FP20
FP16
FP16
FP16
FP16
FP16
1325
1325
1324
1324
1324
1025
1025
923
923
921
819
819
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FOR CONTINUATION OF CHART, SEE SHEET 6.
BRACING BRACING BRACING BRACING
20x.375*
18x.375*
16x.375*
16x.375*
16x.375*
14x.375*
12x.375
12x.375*
10x.365*
10x.365*
10x.365*
10x.365*
20x.375*
20x.375*
18x.375*
18x.375*
18x.375*
16x.375*
16x.375*
14x.375*
12x.375*
12x.375*
12x.375*
12x.375*
24x.375*
24x.375*
20x.375*
20x.375*
20x.375*
18x.375*
18x.375*
16x.375*
16x.375*
16x.375*
16x.375*
16x.375*
24x.500
24x.500
24x.500
24x.500
24x.375*
24x.375*
24x.375*
24x.375*
24x.375*
24x.375*
24x.375*
24x.375*
3x.300
3x.300
3x.300
3x.300
3x.216
3x.216
3x.216
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
3x.216
3x.216
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
3x.216
3x.216
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
3x.216
3x.216
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
1429
1427
1325
1325
1325
1325
1223
1026
924
924
922
820
3x.300
3x.300
3x.300
3x.300
3x.216
3x.216
3x.216
2.5x.203
2.5x.203
2.5x.203
2.5x.203
2.5x.203
MINIMUM WALL THICKNESS OF Š" FOR COLUMNS AND CHORDS.
WALL THICKNESS, AS PER ASTM A53-90b, MAY BE USED, EXCEPT PROVIDE
PIPE. IF AVAILABLE, THE SAME NOMINAL DIAMETER PIPE WITH THE NEXT THINNER
- MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY OF STD., XS, OR XXS
2'-
6"
MI
N.
11'-0"
MA
X.
2'-0"
PL
PEDESTAL
TOP OF
"P" BARS
TOP OF
BASEPLATE
H
C TRUSSL
NOTES:
CAMBER DIAGRAM
90°
L
90°
.1L .2L .3L .4L .5L .6L .7L .8L .9L
0.
31
Y
0.
59
Y
0.
59
Y
0.
81
Y
0.
81
Y
0.
95
Y
0.
95
Y
CA
MB
ER
=Y
0.
31
Y
CAMBER TABLE
SPAN CAMBER (IN.)
140'
160'
180'
200'
4.55
5.96
6.37
8.20
L = SPAN LENGTH
PEDESTAL
FOOTING
ELEVATION
TOP TRUSS CHORDS
SIGN AREA
FRONT DIAGONAL
PANEL LENGTH
BRACING
REAR DIAGONAL
PT
A
4'-
0"
VIEW A-A
TH
SPAN
TRUSS HEIGHT
100'
120'
3.01
4.22TOP DIAGONAL
BOTTOM DIAGONAL
SIDE VIEW
4'-0"
5'-0"
6'-0"
TH
UP TO 120'
120'+ TO 160'
160'+ TO 200'
END VERTICAL
FRONT/REAR
END VERTICAL
TOP/BOTTOM
END VERTICAL
FRONT/REAR
END VERTICAL
TOP/BOTTOM
TOP DIAGONAL
OR END VERTICAL
TOP TRUSS CHORDS
FRONT DIAGONAL
OR END VERTICAL
NOTE:
SIGN NOT SHOWN
FOR CLARITY
REAR DIAGONAL
OR END VERTICAL
OR END VERTICAL
BOTTOM DIAGONAL
L COLUMNC
BACK TRUSS CHORDS
FRONT TRUSS CHORDS
BOTTOM TRUSS CHORDS
A
SEE BC-745M SHEETS 2 AND 3.
FOR PEDESTAL AND FOOTING DETAILS,
OF M, N, & P SEE SHEET 6.
FOR SPLICE LOCATIONS AND VALUES
NOTE;
(M) PANELS - CHORD A (2N+P) PANELS - CHORD B
10" 10"
BOTTOM TRUSS CHORDS
FOOTING WIDTH FOOTING LENGTH
(M) PANELS - CHORD C
SPANS FROM 100' TO 200'
4 POST 4 CHORD TRUSS
LOADING TYPE 1
DESIGN TABLES
(PIPE NOMINAL SIZE x WALL THK.)
FOR PEDESTAL DETAILS , SEE BC-745M SHEET 2.
FOR STRUCTURAL DETAILS, SEE BC-745M.
MUST CHECK ADEQUACY FOR FILL HEIGHTS < 10'.
FOOTING DESIGN BASED ON 10 FOOT FILL HEIGHT. DESIGNER
AND 3 FOR FOUNDATION DETAILS.
A FOOTING 7' WIDE x 16' LONG). SEE BC-745M, SHEET 2
x LENGTH (FOR EXAMPLE, FOOTING TYPE 716 INDICATES
"FOOTING TYPE" DESIGNATION INDICATES FOOTING WIDTH
CHORD MATERIAL TO THE DESIRED SPLICE LOCATION.
CHORD MATERIAL MUST BE EXTENDED TOWARD THE LIGHTER
THE ADDITION OR ELIMINATION OF SPLICES, THE HEAVIER
ELIMINATED AT THE OPTION OF THE FABRICATOR. IN CASE OF
ONE OR MORE SPLICES IN THE TRUSS MAY BE ADDED OR
FOR GENERAL DESIGN INSTRUCTIONS, SEE SHEETS 2 AND 3.
FOR GENERAL NOTES, SEE SHEET 1.
SECTION DESIGNATION INDICATES MEMBER DEPTH (DP)x WEIGHT PER FOOT (WT).
- COLUMN BRACING MEMBERS ARE ST SHAPES, UNLESS NOTED OTHERWISE.
- SEE GENERAL NOTE 11 ON SHEET 1.
- INDICATES FOUNDATION PEDESTAL TYPE.
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
EXCEEDING •" (0.500").
CVN REQUIRED FOR COLUMN AND CHORD WALL THICKNESSES
NOV. 26, 2013 NOV. 26, 2013
OVERHEAD SIGN STRUCTURES
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
SHT. 6 OF 7
BD-645M
PED. TYPE
DESIGN
SPAN
SIGN
AREA
TRUSS MEMBERS
CHORDS
A B C
DIAGONALS
TOP &
BOTTOM
TOWER MEMBERS FOUNDATION
FTG. FTG. FTG. FTG.COLUMN ** COLUMN ** COLUMN ** COLUMN **
TO 1
40'
OV
ER 1
20'
LOADING TYPE 1 (CONTINUED)
BOTTOM
TOP &
(SQ.FT.)TYPE
PED.
TYPE
PED.
TYPE
PED.
TYPE
PED.
300
600
900
1200
1500
1800
2100
2220
TO 1
20'
OV
ER 1
00'
300
600
900
1200
1500
1800
2100
2400
TO 1
60'
OV
ER 1
40'
300
600
900
1200
1500
1800
2100
2400
TO 180'
OV
ER 160'
300
600
900
1200
1500
1800
2100
2400
TO 200'
OV
ER 180'
300
600
900
1200
1500
1800
END VERTICALS
BRACING
CROSS
TRUSS H TO 12' H TO 12'TO 18'
H OVER 12'
TO 24'
H OVER 18'
TO 33'
H OVER 24'
TO 18'
H OVER 12' H OVER 18'
TO 24' TO 33'
H OVER 24'
5x17.5
5x17.5
5x17.5
4x9.2
4x9.2
3x8.625
6x17.5
6x17.5
5x17.5
5x17.5
5x17.5
4x11.5
4x9.2
3x8.625
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
3x6.25
2.5x5.0
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
3x8.625
3x6.25
2.5x5.0
4x11.5
4x11.5
4x11.5
4x9.2
4x9.2
3x8.625
3x6.25
2.5x5.0
5x17.5
5x17.5
5x17.5
4x9.2
4x9.2
3x8.625
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
3x8.625
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
3x8.625
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
3x6.25
6x17.5
6x17.5
6x17.5
5x17.5
5x17.5
4x9.2
3x8.625
3x6.25
6x17.5
5x17.5
5x17.5
4x11.5
4x9.2
4x9.2
6x20.4
6x20.4
6x17.5
6x17.5
5x17.5
5x17.5
4x9.2
4x9.2
6x20.4
6x17.5
6x17.5
6x17.5
5x17.5
5x17.5
4x9.2
3x8.625
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
3x8.625
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
3x8.625
BRACING BRACING BRACING BRACING
12x.844
12x.844
12x.688
12x.562
12x.500*
10x.365*
12x.844
12x.688
12x.688
12x.688
12x.500
12x.500*
12x.375*
10x.365*
12x.688
12x.688
12x.562
12x.500
12x.500*
12x.375*
10x.365*
8x.322*
12x.500*
12x.500*
12x.500*
12x.375
12x.375*
10x.365*
8x.322*
8x.322*
8x.500
8x.500
8x.500
8x.500*
8x.500*
8x.322*
8x.322*
6x.432*
12x.844
12x.844
12x.688
12x.562
12x.500*
10x.365*
12x.844
12x.688
12x.688
12x.688
12x.500
12x.500*
12x.375*
10x.365*
12x.688
12x.688
12x.562
12x.500
12x.500*
12x.375*
10x.365*
8x.322*
12x.500*
12x.500*
12x.500*
12x.375
12x.375*
10x.365*
8x.322*
8x.322*
8x.500
8x.500
8x.500
8x.500*
8x.500*
8x.322*
8x.322*
6x.432*
12x.844
12x.844
12x.688
12x.562
12x.500*
10x.365*
12x.844
12x.688
12x.688
12x.688
12x.500
12x.500*
12x.375*
10x.365*
12x.688
12x.688
12x.562
12x.500
12x.500*
12x.375*
10x.365*
8x.322*
12x.500*
12x.500*
12x.500*
12x.375
12x.375*
10x.365*
8x.322*
8x.322*
8x.500
8x.500
8x.500
8x.500*
8x.500*
8x.322*
8x.322*
6x.432*
5x.258
5x.258
4x.237
3.5x.226
3.5x.226
2.5x.203
4x.337
5x.258
5x.258
4x.237
3.5x.226
3.5x.226
3x.216
2.5x.203
5x.258
5x.258
4x.237
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
2.5x.203
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
3.5x.226
3.5x.226
2.5x.203
4x.337
5x.258
5x.258
4x.237
3.5x.226
3.5x.226
3x.216
2.5x.203
5x.258
5x.258
4x.237
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
2.5x.203
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
3.5x.226
3.5x.226
2.5x.203
4x.337
5x.258
5x.258
4x.237
3.5x.226
3.5x.226
3x.216
2.5x.203
5x.258
5x.258
4x.237
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
2.5x.203
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
3.5x.226
3.5x.226
2.5x.203
4x.337
5x.258
5x.258
4x.237
3.5x.226
3.5x.226
3x.216
2.5x.203
5x.258
5x.258
4x.237
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
2.5x.203
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
3.5x.226
3.5x.226
2.5x.203
4x.337
5x.258
5x.258
4x.237
3.5x.226
3.5x.226
3x.216
2.5x.203
5x.258
5x.258
4x.237
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
2.5x.203
2.5x.203
2.5x.203
6x17.5
6x17.5
5x17.5
5x17.5
4x11.5
4x9.2
6x20.4
6x20.4
6x17.5
6x17.5
5x17.5
5x17.5
4x11.5
4x9.2
6x20.4
6x20.4
6x17.5
6x17.5
5x17.5
5x17.5
4x9.2
4x9.2
6x20.4
6x20.4
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
3x8.625
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
3x8.625
FP24
FP20
FP20
FP16
FP16
FP16
FP24
FP24
FP24
FP20
FP20
FP16
FP16
FP16
FP24
FP24
FP20
FP20
FP16
FP16
FP16
FP12
FP20
FP20
FP20
FP20
FP16
FP16
FP12
FP12
FP20
FP20
FP20
FP16
FP16
FP12
FP12
FP12
1323
1219
1219
1117
1117
1016
1426
1325
1324
1323
1222
1024
922
818
1426
1325
1324
1125
1024
1024
921
818
1324
1324
1324
1323
923
921
819
717
1324
1324
1025
1025
923
822
820
717
FP26
FP24
FP20
FP20
FP16
FP16
FP26
FP26
FP24
FP24
FP20
FP16
FP16
FP16
FP26
FP24
FP24
FP20
FP20
FP16
FP16
FP16
FP24
FP24
FP24
FP20
FP20
FP16
FP16
FP12
FP20
FP20
FP20
FP20
FP16
FP16
FP12
FP12
FP26
FP24
FP24
FP20
FP20
FP16
FP24
FP24
FP26
FP24
FP24
FP20
FP20
FP16
FP26
FP26
FP24
FP24
FP24
FP20
FP20
FP16
FP26
FP24
FP24
FP24
FP20
FP20
FP16
FP16
FP24
FP24
FP24
FP24
FP20
FP20
FP16
FP16
FP26
FP24
FP26
FP24
FP24
FP24
FP24
FP26
FP24
FP24
FP26
FP24
FP24
FP24
FP26
FP26
FP24
FP26
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP26
FP24
FP24
FP24
FP24
FP26
FP26
FP26
FP24
FP24
FP24
FP24
FP24
1426
1325
1324
1221
1221
1117
1533
1530
1429
1427
1426
1325
1026
924
1630
1530
1429
1429
1427
1325
1026
922
1531
1530
1528
1429
1325
1223
924
922
1530
1528
1528
1427
1325
1026
924
922
24x.375*
18x.375*
18x.375*
16x.375*
16x.375*
16x.375*
24x.375
24x.375*
24x.375*
20x.375*
20x.375*
16x.375*
16x.375*
14x.375*
24x.375*
24x.375*
20x.375*
18x.375*
16x.375*
16x.375*
14x.375*
12x.375*
20x.375*
20x.375*
20x.375*
18x.375*
16x.375*
14x.375*
12x.375*
12x.375*
20x.375*
18x.375*
18x.375*
16x.375
14x.375
12x.375*
12x.375*
10x.365*
26x.375*
24x.375*
20x.375*
18x.375
16x.375*
16x.375*
26x.375*
26x.375*
24x.375*
24x.375*
20x.375*
16x.375*
16x.375*
14x.375*
26x.375
24x.375*
24x.375*
20x.375*
18x.375*
16x.375*
16x.375*
14x.375*
24x.375*
24x.375*
24x.375*
18x.375*
18x.375*
16x.375*
14x.375*
12x.375*
20x.375*
20x.375*
20x.375*
18x.375*
16x.375*
16x.375*
12x.375*
12x.375*
26x.500*
24x.375*
24x.375*
20x.375*
20x.375*
16x.375*
24x.688*
24x.500*
26x.375*
24x.375*
24x.375*
18x.375
18x.375
16x.375*
24x.500*
26x.375*
24x.375*
24x.375*
24x.375*
20x.375*
18x.375*
16x.375*
26x.375*
24x.500*
24x.375*
24x.375
20x.375
18x.375*
16x.375*
16x.375*
24x.375*
24x.375*
24x.375*
24x.375*
18x.375*
18x.375*
16x.375*
16x.375*
24x.969*
24x.688*
24x.500*
24x.500*
24x.375*
24x.375*
24x.969
24x.969*
24x.688
24x.688*
26x.375*
24x.375*
24x.375*
24x.375*
24x.969*
24x.688*
24x.688*
24x.500*
24x.500*
24x.375*
24x.375*
24x.375*
24x.688
24x.688
24x.688
24x.500*
24x.500*
24x.375*
24x.375*
24x.375*
24x.688
24x.500
24x.500*
24x.500*
24x.375*
24x.375*
24x.375*
24x.375*
REAR
FRONT &
REAR
FRONT &
MINIMUM WALL THICKNESS OF Š" FOR COLUMNS AND CHORDS.
WALL THICKNESS, AS PER ASTM A53-90b, MAY BE USED, EXCEPT PROVIDE
PIPE. IF AVAILABLE, THE SAME NOMINAL DIAMETER PIPE WITH THE NEXT THINNER
- MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY OF STD., XS, OR XXS
1324
1425
1221
1220
1117
1016
1528
1426
1325
1325
1222
1025
923
819
1528
1427
1325
1324
1222
1025
921
819
1427
1427
1324
1324
1222
923
921
820
1324
1324
1324
1222
1025
923
822
718
1324
1221
1221
1120
1118
1117
1530
1429
1426
1325
1325
1222
923
921
1530
1429
1427
1325
1325
1025
923
921
1528
1429
1427
1426
1324
1025
923
921
1427
1427
1427
1325
1222
1025
923
819
NO. OF PANELS
M N
120'
140'
160'
180'
200'
2
2
4
8 0
P
10
SPLICES
OF
NUMBER
4
4
4
10
6
8
8
10 10
10
8
8
0 10
10
10
8
8
UP TO 100' 100'
(TYPICAL)
L SPLICEC
ELEVATION
100'+ TO 120'
120'+ TO 140'
140'+ TO 160'
160'+ TO 180'
180'+ TO 200'
SPAN
ACTUAL
SPAN
DESIGN
M PANELS N PANELS P PANELS N PANELS M PANELS
CHORD A CHORD B CHORD C
SPANS FROM 100' TO 200'
4 POST 4 CHORD TRUSS
LOADING TYPE 1
DESIGN TABLES
(PIPE NOMINAL SIZE x WALL THK.)
SECTION DESIGNATION INDICATES MEMBER DEPTH (DP)x WEIGHT PER FOOT (WT).
- COLUMN BRACING MEMBERS ARE ST SHAPES, UNLESS NOTED OTHERWISE.
- SEE GENERAL NOTE 11 ON SHEET 1.
- INDICATES FOUNDATION PEDESTAL TYPE.
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
FOR DESIGN TABLE NOTES, SEE SHEET 5.
NOTE:
NOV. 26, 2013 NOV. 26, 2013
OVERHEAD SIGN STRUCTURES
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CHIEF BRIDGE ENGINEER
RECOMMENDEDRECOMMENDED
BD-645M
PED. TYPE
DESIGN
SPAN
SIGN
AREA
TRUSS MEMBERS
CHORDS
A B C
DIAGONALS
TOP &
BOTTOM
TOWER MEMBERS FOUNDATION
COLUMN ** COLUMN ** COLUMN ** COLUMN **
200
350
500
650
800
950
1100
1250
1400
1550
LOADING TYPE 2
BOTTOM
TOP &
FTG. FTG. FTG. FTG.(SQ.FT.)
TYPE
PED.
TYPE
PED.
TYPE
PED.
TYPE
PED.
300
600
900
1200
1500
1800
1865
300
600
900
1200
1500
1800
2100
2175
300
600
900
1200
1500
1800
2100
2400
300
600
900
1200
1500
1800
2100
2400
300
600
900
1200
1500
1800
TO 1
20'
OV
ER 1
00'
TO 1
40'
OV
ER 1
20'
TO 160'
OV
ER 140'
TO 180'
OV
ER 160'
TO 200'
OV
ER 180'
TO 1
00'
END VERTICALS
BRACING
CROSS
TRUSS H TO 12' H TO 12'TO 18'
H OVER 12'
TO 24'
H OVER 18'
TO 33'
H OVER 24'
TO 18'
H OVER 12' H OVER 18'
TO 24' TO 33'
H OVER 24'
4x.337
5x.258
5x.258
3.5x.226
3.5x.226
2.5x.203
4x.337
5x.258
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
5x.258
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
3x.216
2.5x.203
2.5x.203
2.5x.203
2.5x.203
6x17.5
6x17.5
5x17.5
5x17.5
4x9.2
3x8.625
6x17.5
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
6x17.5
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
3x8.625
3x6.25
6x17.5
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
3x8.625
2.5x5.0
4x11.5
4x11.5
4x11.5
4x9.2
4x9.2
3x8.625
3x6.25
4x9.2
4x9.2
3x8.625
3x8.625
3x8.625
3x8.625
3x6.25
3x6.25
2.5x5.0
2x3.85
6x17.5
6x17.5
5x17.5
5x17.5
4x9.2
3x8.625
6x20.4
6x20.4
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
6x17.5
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
3x8.625
6x17.5
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
3x8.625
6x17.5
6x17.5
6x17.5
5x17.5
5x17.5
4x9.2
3x8.625
5x17.5
5x17.5
5x17.5
5x17.5
4x11.5
4x9.2
3x8.625
3x8.625
3x6.25
2x4.75
FP24
FP24
FP20
FP20
FP16
FP16
FP24
FP24
FP24
FP20
FP20
FP16
FP16
FP16
FP24
FP24
FP20
FP20
FP20
FP16
FP16
FP12
FP20
FP20
FP20
FP20
FP16
FP16
FP12
FP12
FP20
FP20
FP16
FP16
FP16
FP12
FP12
FP16
FP16
FP16
FP16
FP12
FP12
FP12
FP12
FP12
FP12
1325
1323
1223
1025
923
819
1427
1427
1325
1324
1223
1025
923
819
1427
1325
1324
1324
1025
1024
821
819
1324
1324
1324
1323
1025
923
821
718
1324
1127
1025
1025
923
820
718
1025
1025
923
923
923
822
822
720
718
717
FP26
FP24
FP26
FP24
FP24
FP24
FP24
FP26
FP26
FP24
FP26
FP24
FP24
FP24
FP26
FP26
FP24
FP26
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP26
FP24
FP24
FP24
FP24
FP26
FP26
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
FP24
1530
1429
1426
1325
1028
822
1533
1630
1531
1531
1530
1427
1028
924
1630
1533
1531
1530
1429
1130
1028
924
1531
1531
1531
1530
1429
1130
926
924
1429
1429
1429
1427
1028
1026
822
1427
1427
1325
1130
1028
1028
1026
924
822
820
4x.337
5x.258
5x.258
3.5x.226
3.5x.226
2.5x.203
4x.337
5x.258
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
5x.258
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
3x.216
2.5x.203
2.5x.203
2.5x.203
2.5x.203
4x.337
5x.258
5x.258
3.5x.226
3.5x.226
2.5x.203
4x.337
5x.258
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
5x.258
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
3x.216
2.5x.203
2.5x.203
2.5x.203
2.5x.203
4x.337
5x.258
5x.258
3.5x.226
3.5x.226
2.5x.203
4x.337
5x.258
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
5x.258
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
3x.216
2.5x.203
2.5x.203
2.5x.203
2.5x.203
4x.337
5x.258
5x.258
3.5x.226
3.5x.226
2.5x.203
4x.337
5x.258
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
5x.258
5x.258
5x.258
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
5x.258
5x.258
4x.237
4x.237
3.5x.226
3x.216
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
2.5x.203
2.5x.203
3x.300
3x.300
3x.300
3x.300
3x.216
3x.216
2.5x.203
2.5x.203
2.5x.203
2.5x.203
BRACING BRACING BRACING BRACING
12x.844
12x.844
12x.688
12x.562
12x.500*
10x.365*
12x.844
12x.688
12x.688
12x.688
12x.500*
12x.500*
12x.375*
10x.365*
12x.688
12x.688
12x.562
12x.500*
12x.500*
12x.375*
10x.365*
8x.322*
12x.500*
12x.500*
12x.500*
12x.375*
12x.375*
10x.365*
8x.322*
8x.322*
8x.500
8x.500
8x.500*
8x.500*
8x.322*
8x.322*
6x.432*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
6x.432*
6x.432*
6x.432*
24x.375*
24x.375*
18x.375*
18x.375*
16x.375*
16x.375*
24x.375
24x.375
24x.375*
20x.375*
20x.375*
16x.375
16x.375*
14x.375*
24x.375*
24x.375*
20x.375
20x.375*
18x.375*
16x.375*
14x.375*
12x.375*
20x.375*
20x.375*
20x.375*
18x.375*
16x.375*
16x.375*
12x.375*
12x.375*
18x.375
18x.375*
16x.375*
16x.375*
14x.375*
12x.375*
10x.365*
16x.375*
16x.375*
16x.375*
14x.375*
12x.375*
12x.375*
12x.375*
10x.365*
10x.365*
10x.365*
26x.375*
26x.375*
20x.375*
20x.375*
18x.375*
16x.375*
26x.375*
26x.375*
26x.375*
24x.375*
20x.375
18x.375
16x.375*
14x.375*
26x.375
24x.375
24x.375*
24x.375*
20x.375*
18x.375*
16x.375*
14x.375*
24x.375*
24x.375*
24x.375*
20x.375*
18x.375*
16x.375*
14x.375*
12x.375*
20x.375*
20x.375*
18x.375*
18x.375*
16x.375*
14x.375*
12x.375*
18x.375*
18x.375*
18x.375*
16x.375*
16x.375*
16x.375*
14x.375*
12x.375*
12x.375*
12x.375*
12x.844
12x.844
12x.688
12x.562
12x.500*
10x.365*
12x.844
12x.688
12x.688
12x.688
12x.500*
12x.500*
12x.375*
10x.365*
12x.688
12x.688
12x.562
12x.500*
12x.500*
12x.375*
10x.365*
8x.322*
12x.500*
12x.500*
12x.500*
12x.375*
12x.375*
10x.365*
8x.322*
8x.322*
8x.500
8x.500
8x.500*
8x.500*
8x.322*
8x.322*
6x.432*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
6x.432*
6x.432*
6x.432*
12x.844
12x.844
12x.688
12x.562
12x.500*
10x.365*
12x.844
12x.688
12x.688
12x.688
12x.500*
12x.500*
12x.375*
10x.365*
12x.688
12x.688
12x.562
12x.500*
12x.500*
12x.375*
10x.365*
8x.322*
12x.500*
12x.500*
12x.500*
12x.375*
12x.375*
10x.365*
8x.322*
8x.322*
8x.500
8x.500
8x.500*
8x.500*
8x.322*
8x.322*
6x.432*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
8x.322*
6x.432*
6x.432*
6x.432*
REAR
FRONT &
REAR
FRONT &
6x20.4
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
7.5x25
6x20.4
6x20.4
6x17.5
6x17.5
6x17.5
5x17.5
4x9.2
6x20.4
6x20.4
6x20.4
6x17.5
6x17.5
6x17.5
4x11.5
4x9.2
6x20.4
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
5x17.5
5x17.5
5x17.5
5x17.5
5x17.5
4x11.5
4x9.2
4x9.2
3x8.625
3x6.25
6x20.4
6x17.5
6x17.5
6x17.5
5x17.5
4x9.2
7.5x25
6x20.4
6x20.4
6x17.5
6x17.5
6x17.5
5x17.5
4x9.2
6x20.4
6x20.4
6x20.4
6x17.5
6x17.5
6x17.5
5x17.5
4x9.2
6x20.4
6x20.4
6x20.4
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
6x17.5
6x17.5
6x17.5
6x17.5
5x17.5
4x11.5
4x9.2
5x17.5
5x17.5
5x17.5
5x17.5
5x17.5
5x17.5
4x11.5
4x9.2
4x9.2
3x6.25
MINIMUM WALL THICKNESS OF Š" FOR COLUMNS AND CHORDS.
WALL THICKNESS, AS PER ASTM A53-90b, MAY BE USED, EXCEPT PROVIDE
PIPE. IF AVAILABLE, THE SAME NOMINAL DIAMETER PIPE WITH THE NEXT THINNER
- MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY OF STD., XS, OR XXS
26x.500
26x.375*
24x.375*
24x.375*
20x.375*
16x.375*
24x.688
24x.500*
26x.375*
24x.500
24x.375*
24x.375*
18x.375*
16x.375*
26x.500
26x.375*
24x.500
24x.375*
24x.375
20x.375
18x.375*
16x.375*
24x.500
24x.500
24x.375*
24x.375*
24x.375*
20x.375*
18x.375*
16x.375*
24x.375*
24x.375*
24x.375
20x.375
20x.375*
18x.375*
16x.375*
24x.375*
20x.375*
20x.375*
18x.375*
18x.375*
18x.375*
18x.375*
16x.375*
16x.375*
16x.375*
24x.969*
24x.688
26x.500
24x.500
24x.375*
24x.375*
24x.969
24x.969
24x.969
24x.688*
26x.500*
24x.500
24x.375*
24x.375*
24x.969
24x.688
24x.688
24x.688
24x.500
24x.375*
24x.375*
24x.375*
24x.688
24x.688
24x.688
26x.500
24x.500
24x.375*
24x.375*
24x.375*
24x.688
24x.688
24x.500
24x.500*
24x.375*
24x.375*
24x.375*
24x.500*
24x.500*
24x.375*
24x.375*
24x.375*
24x.375*
24x.375*
24x.375*
24x.375*
24x.375*
FP26
FP26
FP20
FP20
FP20
FP16
FP26
FP26
FP26
FP24
FP20
FP20
FP16
FP16
FP26
FP24
FP24
FP24
FP20
FP20
FP16
FP16
FP24
FP24
FP24
FP20
FP20
FP16
FP16
FP12
FP20
FP20
FP20
FP20
FP16
FP16
FP12
FP20
FP20
FP20
FP16
FP16
FP16
FP16
FP12
FP12
FP12
FP26
FP26
FP24
FP24
FP20
FP16
FP24
FP24
FP26
FP24
FP24
FP24
FP20
FP16
FP26
FP26
FP24
FP24
FP24
FP20
FP20
FP16
FP26
FP24
FP24
FP24
FP24
FP20
FP20
FP16
FP24
FP24
FP24
FP20
FP20
FP20
FP16
FP24
FP20
FP20
FP20
FP20
FP20
FP20
FP16
FP16
FP16
1427
1325
1222
1027
1025
819
1528
1528
1427
1325
1129
1027
923
819
1528
1427
1427
1130
1027
1027
923
819
1427
1427
1325
1129
1027
1025
923
720
1324
1324
1027
1027
1025
923
720
1222
1027
1027
1025
1025
923
923
822
720
718
1426
1426
1325
1028
923
819
1531
1531
1530
1429
1427
1028
925
923
1530
1429
1429
1429
1130
1027
1025
821
1429
1429
1429
1427
1130
1027
923
821
1427
1427
1130
1324
1027
923
819
1325
1324
1027
1027
1027
1025
923
923
821
819
SPANS FROM 100' TO 200'
4 POST 4 CHORD TRUSS
LOADING TYPE 2
DESIGN TABLES
SHT. 7 OF 7
(PIPE NOMINAL SIZE x WALL THK.)
SECTION DESIGNATION INDICATES MEMBER DEPTH (DP)x WEIGHT PER FOOT (WT).
- COLUMN BRACING MEMBERS ARE ST SHAPES, UNLESS NOTED OTHERWISE.
- SEE GENERAL NOTE 11 ON SHEET 1.
- INDICATES FOUNDATION PEDESTAL TYPE.
FOR DESIGN TABLE NOTES, SEE SHEET 5.
NOTE:
BUREAU OF PROJECT DELIVERY
ACTING DIR, BUR. OF PROJECT DELIVERY
NOV. 26, 2013 NOV. 26, 2013