commonwealth of pennsylvania department of … · 2012-08-31 · ansi/aashto/aws d1.5. traffic...

NOTES AND DESIGN CRITERIA

OVERHEAD SIGN STRUCTURES

COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION

CHIEF BRIDGE ENGINEER

RECOMMENDEDRECOMMENDED

BD-641M

SIGN DETAILS/FREEWAY AND EXPRESSWAY GUIDE SIGNS

REFERENCE DRAWINGS

SPACING CHARTS/DIRECT APPLIED LETTERS, NUMERALS, & ARROWS

EXTRUDED ALUMINUM CHANNEL SIGN

FLAT SHEET ALUMINUM SIGNS WITH EXTRUDED ALUMINUM STIFFENERS

SIGN LIGHTING/MERCURY VAPOR LAMPS

REINFORCEMENT BAR FABRICATION DETAILS

CLASSIFICATION OF EARTHWORK FOR STRUCTURES

TYPE 2 STRONG POST GUIDE RAIL

TYPE 2 WEAK POST GUIDE RAIL

BARRIER PLACEMENT AT OBSTRUCTIONS

SINGLE FACE CONCRETE BARRIER PLACEMENT AT MEDIAN PIERS

TC-8700C

TC-8701D

TC-8701E

TC-8701S

TC-8715

TC-8716

RC-11M

RC-52M

RC-53M

RC-54M

RC-58M

BC-736M

FLAT SHEET ALUMINUM WITH STIFFENERS/OVERHEAD STRUCTURES

ERECTION DETAILS/EXTRUDED ALUMINUM CHANNEL SIGNS

BC-741M OVERHEAD SIGN STRUCTURES

INFORMATIONAL NOTES

INFORMATION CONTAINED IN THE DESIGN TABLES

GENERAL NOTES

* LEGEND:

CONSTRUCTION GENERAL NOTES

NOTES TO DESIGNER

DESIGN CRITERIA FOR PENNDOT SIGN STRUCTURES

1DESIGN TABLES INCLUDED IN THIS STANDARD WERE DEVELOPED USING A COMPUTER PROGRAM

THE SPAN RANGE INCLUDED IN THIS STANDARD ARE AS FOLLOWS:

BD-641M: CANTILEVER AND CENTER-MOUNT STRUCTURES, STRUT LENGTHS

UP TO 40’

THE DESIGN TABLES INCLUDE MEMBER SIZES FOR THE STRUCTURES FOR VARIOUS

COMBINATIONS OF COLUMN HEIGHT, SPAN LENGTH, AND SIGN AREA. THEY ALSO INCLUDE

SPREAD FOOTING DESIGNS. ALTERNATE CAISSON FOUNDATIONS ARE PERMITTED WHERE SITE

CONDITIONS DO NOT ALLOW FOR THE SPREAD FOOTING. DESIGN COMPUTATIONS ARE REQUIRED

TO DETERMINE THE REQUIRED CAISSON EMBEDMENT AND REINFORCEMENT. THE DESIGN

COMPUTATION MUST BE SUBMITTED TO THE DISTRICT BRIDGE ENGINEER FOR REVIEW AND

APPROVAL AND THE CORRESPONDING INFORMATION SHOWN ON THE CONTRACT DRAWINGS.

THE CORRESPONDING FABRICATION AND CONSTRUCTION DETAILS ARE CONTAINED ON

STANDARD DRAWING BC-741M.

STRUT LENGTHS UP TO 40’

CANTILEVER AND CENTER-MOUNT STRUCTURES

BARRIER.

STRUCTURE SHALL BE LOCATED JUST BEYOND THE DESIGN DEFLECTION DISTANCE OF THE

APPLIED TO SIGN STRUCTURE. IF A BARRIER IS USED OR IS REQUIRED, THE SIGN

ADDITIONAL LOADS DUE TO THE WEIGHT OF THE SIGN STRUCTURE AND THE LOADINGS

PRACTICAL. THE AFFECTED BRIDGE COMPONENTS SHALL BE DESIGNED TO CARRY THE

POSSIBLE, THE STRUCTURE SHOULD BE LOCATED AS CLOSE TO A PIER SUPPORT AS IS

AVOID BRIDGE-MOUNTED SIGN STRUCTURES WHENEVER POSSIBLE. IF AVOIDANCE IS NOT

CRASHWORTHY BARRIER, SEE TABLE A, BC-741M, SHEET 2.

ALL SIGN SUPPORTS LOCATED WITHIN THE CLEAR ZONE MUST BE SHIELDED WITH A

TABLES.

STANDARDS. DO NOT VIOLATE CRITERIA USED FOR THE DEVELOPMENT OF THESE DESIGN

INFORMATION IS NOT TAKEN DIRECTLY FROM THE DESIGN TABLES CONTAINED IN THESE

DESIGN COMPUTATIONS ARE REQUIRED FOR ANY PORTION OF A STRUCTURE FOR WHICH THE

CONTRACT DRAWINGS.

AND SIGN LOCATION USED TO OBTAIN MEMBER SIZES FROM THE DESIGN TABLES ON THE

CONTRACT DRAWINGS. THE DESIGNER MUST PROVIDE THE SIGN AREA, STRUCTURE HEIGHT,

THE DESIGNER MUST PROVIDE THE INFORMATION OBTAINED FROM THE DESIGN TABLES ON THE

PLANS IS PROHIBITED.

AND CONTRACT DRAWINGS. REFERENCE TO THESE STANDARDS ON OVERHEAD SIGN STRUCTURES

SHOWN. USE THESE STANDARDS AS A BASIS FOR THE PREPARATION OF STRUCTURE LAYOUTS

USE THESE STANDARDS FOR OVERHEAD SIGN STRUCTURES SUBJECT TO LIMITATIONS AS

READ THESE NOTES BEFORE USING THESE STANDARDS.

SHT. 1 OF 8

THE ADEQUACY OF THE MEMBER SIZES INDICATED WHEN THE FATIGUE CATEGORY

OR GREATER THAN 3750 PSI.

17. PROVIDE NON-SHRINK GROUT WITH ONE DAY MINIMUM COMPRESSIVE STRENGTH EQUAL TO

ZONE 2, NON FRACTURE CRITICAL AS GIVEN IN THE AASHTO MATERIAL SPECIFICATIONS.

THE PLANS BY (CVN), PROVIDE STEEL CONFORMING TO THE CVN REQUIREMENTS FOR

16. STEEL MEMBER COMPONENTS REQUIRING CHARPY V-NOTCH TESTING ARE DESIGNATED ON

15. PROVIDE DOUBLE NUTS AND WASHER FOR EACH ANCHOR BOLT.

14. PROVIDE A MINIMUM ANCHOR BOLT EMBEDMENT LENGTH OF 20 ANCHOR BOLT DIAMETERS.

13. PROVIDE ANCHOR BOLT HOLES �" LARGER THAN BOLT DIAMETER.

12. PROVIDE BOLT HOLES �" LARGER THAN BOLT DIAMETER.

PIPE DIAMETERS SHOWN FROM 14 INCHES AND UP ARE ACTUAL DIAMETERS.

11. PIPE DIAMETERS SHOWN UP TO AND INCLUDING 12 INCHES ARE NOMINAL DIAMETERS.

UNLESS STAINLESS STEEL OR OTHERWISE INDICATED.

10. GALVANIZE ALL STRUCTURAL STEEL, BOLTS, NUTS & WASHERS IN ACCORDANCE WITH PUB.408,

ANY DIMENSIONS NECESSARY TO PROVIDE A PROPER FOUNDATION.

9. SPREAD FOOTINGS MAY BE ORDERED BY THE ENGINEER TO BE AT ANY ELEVATION OR OF

8. DIMENSIONS ARE BASED ON A NORMAL TEMPERATURE OF 68 DEGREES F.

7. ALL DIMENSIONS SHOWN ARE HORIZONTAL, EXCEPT AS NOTED.

6. CHAMFER EXPOSED CONCRETE EDGES 1 INCH BY 1 INCH.

AS NECESSARY FOR PROPER FIT OF THE PROPOSED CONSTRUCTION.

5. VERIFY ALL DIMENSIONS AND GEOMETRY OF THE EXISTING STRUCTURES IN THE FIELD

4. RAKE-FINISH ALL HORIZONTAL CONSTRUCTION JOINTS, EXCEPT AS INDICATED.

A615 FOR CONCRETE REINFORCEMENT. DO NOT WELD REINFORCING STEEL BARS.

3. PROVIDE GRADE 60 REINFORCING STEEL BARS THAT MEET THE REQUIREMENTS OF ASTM

CAISSONS.

2. USE CLASS A CEMENT CONCRETE f’c = 3000 PSI IN PEDESTALS, FOOTINGS AND

1. PROVIDE 2-INCH CONCRETE COVER ON REINFORCEMENT BARS, EXCEPT AS NOTED.

BUREAU OF PROJECT DELIVERY

ACTING DIR, BUR. OF PROJECT DELIVERY

REQUIREMENTS FOR FATIGUE CATEGORY II. THE DESIGNER MUST CHECK

IS SPECIFIED TO BE I FOR THE PROJECT.

AND ARE BASED ON THE DESIGN CRITERIA SHOWN ON THIS SHEET.

THE MEMBER SIZES INDICATED IN THE DESIGN TABLES MEET THE FATIGUE

DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS).

BE SUBMITTED FOR ALL COMPONENTS OF OVERHEAD SIGN STRUCTURES CARRYING

MAY BE USED FOR PRELIMINARY MEMBER SIZES ONLY; DESIGN COMPUTATION MUST

SUBMITTED TO THE CHIEF BRIDGE ENGINEER FOR REVIEW AND APPROVAL. THESE STANDARDS

BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF PENNSYLVANIA AND

INTENDED TO CARRY DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS) MUST BE DESIGNED

STRUCTURE TYPES AS PRESENTED IN THESE STANDARDS. OVERHEAD SIGN STRUCTURES

DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS) ARE PROHIBITED ON OVERHEAD CANTILEVER

ANSI/AASHTO/AWS D1.5".

SPECIAL PROVISIONS. USE ANSI/AWS D1.1 FOR WELDING NOT COVERED IN

CHANGE NUMBER), ANSI/AASHTO/AWS D1.5, BRIDGE WELDING CODE AND CONTRACT

WORKMANSHIP IN ACCORDANCE WITH SPECIFICATIONS, PUBLICATION 408 - (INDICATE

PLACE THE FOLLOWING NOTE ON CONTRACT DRAWINGS - "PROVIDE MATERIALS AND

ALL FILLET WELDS SHOWN ARE MINIMUM SIZE UNLESS NOTED OTHERWISE.

AUGUST 1993 EDITION (INCLUDING AUGUST 1995 REVISIONS)

INTERIMS THROUGH AND INCLUDING 2000; PENNDOT DESIGN MANUAL - PART 4,

OTHERWISE); AASHTO "STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, 1996 WITH

LUMINAIRES AND TRAFFIC SIGNALS", 2001 WITH CURRENT INTERIMS (UNLESS NOTED

AASHTO "STANDARD SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS,

DESIGN SPECIFICATIONS:

BOLTS: ASTM A-325 H.S. BOLTS EXCEPT AS NOTED

SECTION 1105.02(c)3.

ANCHOR BOLTS: ASTM, F1554 GRADE 55 PER PUBLICATION 408

PROVIDE BOLTS CONFORMING TO THE FOLLOWING:

ARE NOT PERMITTED FOR CHORDS.

MEMBERS ARE PERMITTED AS AN ALTERNATE ONLY FOR COLUMNS. PRESS-BREAK MEMBERS

VERIFY THE ADEQUACY OF PRESS-BREAK MEMBERS FOR STRENGTH AND FATIGUE. PRESS-BREAK

PROGRAM OR AN APPROVED FINITE ELEMENT ANALYSIS COMPUTER PROGRAM MUST BE RUN TO

MINIMUM THICKNESS OF PRESS-BREAK MEMBERS TO BE �". PENNDOT’S SIGN STRUCTURE

FROM THE CENTER OF THE MEMBER TO THE MID-POINT OF ANY CHORD OF THE MEMBER.

THEY ARE REPLACING. EQUIVALENT RADIUS FOR PRESS-BREAK MEMBERS IS MEASURED

ALTERNATE PRESS-BREAK MEMBERS MUST HAVE THE EQUIVALENT STRENGTH OF THE MEMBER

ALTERNATE PRESS-BREAK MEMBERS:

ASTM A709, GRADE 36

ANGLES, SHAPES, AND PLATES: AASHTO M270, GRADE 36

GR. B, PSL2 IS PERMITTED. 65 KSI YEILD MAX.

PIPE COLUMNS: 24 INCH DIAMETER AND GREATER, API 5L,

PIPE COLUMNS & PIPE STRUTS: ASTM A53, GR. B, TYPE E OR S, Fy=35 ksi.

PROVIDE STRUCTURAL STEEL CONFORMING TO THE FOLLOWING:

ANSI/AASHTO/AWS D1.5.

TRAFFIC SIGNALS". USE ANSI/AWS D1.1 FOR WELDING NOT COVERED IN

SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS, LUMINAIRES AND

WELDING CODE D1.5, CONTRACT SPECIAL PROVISIONS, AND AASHTO "STANDARD

THE PENNSYLVANIA DEPARTMENT OF TRANSPORTATION PUBLICATION 408, ANSI/AWS

PROVIDE MATERIALS AND WORKMANSHIP IN ACCORDANCE WITH THE CURRENT VERSIONS OF

MATERIALS AND WORKMANSHIP:

AUG. 31, 2012 AUG. 31, 2012

STRUCTURES ARE DESIGNED FOR A SEISMIC ACCELERATION COEFFICIENT = 0.15

SEISMIC DESIGN CRITERIA

COHESION 0 KIPS PER SQUARE FOOT

ANGLE OF INTERNAL FRICTION 25?

UNIT WEIGHT OF SOIL 100 POUNDS PER CUBIC FOOT

MODULUS OF SUBGRADE REACTION 10.0 POUNDS PER CUBIC INCH

MAXIMUM DESIGN LATERAL DISPLACEMENT 0.5"

MAXIMUM DESIGN PRESSURE 1.5 TONS PER SQUARE FOOT

DRILLED SHAFTS (CAISSONS) DM-4 SEC. D10.8.3.8, PENNDOT COM624P COMPUTER PROGRAM

UNIT WEIGHT OF SOIL 100 POUNDS PER CUBIC FOOT

MINIMUM AREA IN BEARING 95%

MAXIMUM DESIGN PRESSURE 1.5 TONS PER SQUARE FOOT

SPREAD FOOTINGS

COLUMN DESIGN (PEDESTALS) 8.15.4

TORSION ACI SECTION A.7.3*

FOOTING STABILITY REQUIREMENTS DM-4 D5.5.5

DISTRIBUTION OF REINFORCEMENT 4.4.11.2.2

PRESSURES FOR ECCENTRICALLY LOADED FOOTINGS FIG. 4.4.7.1.1.1C

MINIMUM CONCRETE COVER DM-4 D8.22.1*

SPACING LIMITS FOR REINFORCEMENT 8.21

MINIMUM REINF. OF FLEXURAL MEMBERS 8.17.1

SLENDERNESS OF COLUMNS 8.16.5.2

ALLOWABLE SHEAR STRESS 8.15.5.6.4

SHEAR STRESS IN FOOTINGS 8.15.5.6.2

SHEAR CAPACITY OF FOOTINGS 8.15.5.6.1

REINFORCEMENT TENSILE STRESS 8.15.2.2

ALLOWABLE BEARING STRESS 8.15.2.1.3

CONCRETE CRITERIA AASHTO HIGHWAY BRIDGES (U.N.O.)

ALLOWABLE ANCHOR BOLT STRESSES AASHTO SIGN SPECS. 5.17

BOLT DESIGN CRITERIA AASHTO SIGN SPECS. 5.16

COMBINED BOLT SHEAR AND TENSION 10.32.3.3.3

BOLT PRYING ACTION 10.32.3.3.2

SLIP-CRITICAL BOLT ALLOWABLE 10.32.3.2.1

ALLOWABLE BOLT STRESSES TABLE 10.32.3B

BOLT CRITERIA AASHTO HIGHWAY BRIDGES (U.N.O.)

ALLOWABLE STRESSES FOR STRUCTURAL STEEL SECTION 5

PERMANENT CAMBER 10.5

ALLOWABLE DEFLECTION 10.4

FATIGUE REQUIREMENTS (FATIGUE CATEGORY II ) SECTION 11

ALLOWABLE STRESSES FOR COMBINED STEEL STRESS 5.12

ALLOWABLE STRESSES FOR BASE PLATES 5.8

ALLOWABLE STRESSES FOR SIGN SUPPORTS 5.12

ALLOWABLE STRESSES FOR TUBULAR SHAPES 5.6 (TABLE 5-3) & 5.11

MAXIMUM STRESSES IN TUBULAR SHAPES APPENDIX B, TABLE B-2

SECTION PROPERTIES FOR TUBULAR SHAPES APPENDIX B, TABLE B-1

STEEL CRITERIA AASHTO SIGN SPECS. (U.N.O.)

GROUP LOADS AASHTO SIGN SPECS. 3.4

WIND AND 30% GUST FACTOR

EQ. C-1, WITH 80 MPH

WIND LOAD APPENDIX C, SECTION C.3,

ICE LOAD 3.7

EXTERNAL LOADS AASHTO SIGN SPECS.

A DYNAMIC/VARIABLE MESSAGE SIGN (DMS/VMS).

ENGINEER MUST REVIEW AND APPROVE ALL STRUCTURES DESIGNED TO CARRY

STRUCTURE TYPES AS PRESENTED IN THESE STANDARDS. THE CHIEF BRIDGE

DYNAMIC/VARIABLE MESSAGE SIGNS (DMS/VMS) ARE PROHIBITED ON OVERHEAD CANTILEVER

DYNAMIC/VARIABLE MESSAGE SIGN (DMS/VMS) STRUCTURES

COLUMNS, STRUTS CALCULATED INTERNALLY WITHIN PROGRAM

SIGN SUPPORT BEAM BC-741M, SHT. 6

LIGHT FIXTURES BC-741M, SHT. 6

SIGN PANELS TC-8701E OR TC-8701S

DEAD LOADS PENNDOT STD. DWGS. (U.N.O.)*

CVN: CHARPY V-NOTCH.

STRUCTURAL CONCRETE WITH COMMENTARY (ACI 318-99).

ACI: AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR

U.N.O.: UNLESS NOTED OTHERWISE

STRUCTURES

DM-4: PENNSYLVANIA DEPARTMENT OF TRANSPORTATION, DESIGN MANUAL PART 4,

FOR HIGHWAY BRIDGES"

TRANSPORTATION OFFICIALS, "STANDARD SPECIFICATIONS

AASHTO HIGHWAY BRIDGES: AMERICAN ASSOCIATION OF STATE HIGHWAY AND

FOR HIGHWAY SIGNS, LUMINAIRES AND TRAFFIC SIGNALS"

OFFICIALS, "STANDARD SPECIFICATIONS FOR STRUCTURAL SUPPORTS

AASHTO SIGN SPEC: AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION

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DESIGN INSTRUCTIONS





BD-641M

SHT. 2 OF 8

HOW TO USE THE DESIGN TABLES

SETTING SUBSTRUCTURE ELEVATIONS

SET THE TOP OF THE PEDESTAL OR CAISSON ELEVATION SO THAT THE

ABOVE THE HIGHEST SURROUNDING FINISHED GRADE ELEVATION.

POSITIONING OF SIGN PANELS AND SIGN STRUCTURE

SEE THE FOLLOWING DIAGRAMS FOR ADDITIONAL INSTRUCTIONS FOR

POSITIONING THE SIGN PANELS AND SIGN STRUCTURE.

DETERMINE THE DESIGN SIGN AREA FROM ONE OF THE FOLLOWING

TWO CONDITIONS:

THE STRUCTURE AT THE TIME OF CONSTRUCTION.

BE PLACED ON THE STRUCTURE IN THE FUTURE. THE ULTIMATE SIGN

AREA IS EQUAL TO THE WIDTH OF THE ROADWAY UNDER THE

THE DESIGNER WILL SPECIFY WHICH CONDITION IS TO BE USED FOR

DESIGN. THE DESIGN SIGN AREA WILL BE THE COMPUTED AREA

(EITHER ACTUAL OR ULTIMATE) ROUNDED UP TO THE NEXT

HIGHEST INCREMENT OF SIGN AREA SHOWN IN THE DESIGN TABLES.

CLEARLY SHOW THE DESIGN AREA USED ON THE DESIGN PLANS FOR

FUTURE REFERENCE. INDICATE WHETHER THE DESIGN SIGN AREA IS

THE ACTUAL AREA OR THE ULTIMATE AREA.

WHEN MULTIPLE SIGN PANELS ARE PLACED ON ONE STRUCTURE AND

FOLLOWING MANNER:

THE VERTICAL DIRECTION IS (X) x (Y)

THE VERTICAL DIRECTION IS (X) x (B) x 2 WHEN B>A OR (X) x (A) x 2

WHEN A>B.

EXAMPLE:

AREA OF SIGN NO. 1 = (X ) x (Y )

AREA OF SIGN NO. 2 = (X ) x (B ) x 2

AREA OF SIGN NO. 3 = (X ) x (A ) x 2

1

12

C STRUCTUREL3

Y /

2

Y1

X1

2X

A

<Y /2

22

B

>Y /2

22

Y2

3X

A

>Y /2

B

<Y /2

33

33

1Y /2

Y3

DESIGN AREA OF SIGN NO.2 = (X B )x2

DESIGN AREA OF SIGN NO.1 = X Y

DESIGN AREA OF SIGN NO.3 = (X A )x2

1. THE FIRST CONDITION IS THE ACTUAL SIGN AREA TO BE PLACED ON

2. THE SECOND CONDITION IS THE ULTIMATE SIGN AREA THAT COULD

1 1

2 2

3 3

ONE OR MORE OF THE SIGN PANELS IS NOT CENTERED IN THE

VERTICAL DIRECTION, COMPUTE THE DESIGN SIGN AREA IN THE

THE SIGN AREA FOR ANY SIGN PANEL CENTERED IN

A = DISTANCE FROM L STRUCTURE TO TOP OF SIGN

B = DISTANCE FROM L STRUCTURE TO BOTTOM OF SIGN

C

C

DETERMINED BY THE TRAFFIC ENGINEER.

OF THE STRUCTURE IN THE FUTURE EXISTS. THIS WILL BE

POSSIBILITY OF ADDING SIGNS ACROSS THE FULL SPAN LENGTH

AREA IS TO BE USED WHEN THE DESIGNER DETERMINES THAT THE

WILL INCREASE THE COST OF THE STRUCTURE.

SHALL BE CAREFULLY CONSIDERED AS USE OF THE ULTIMATE SIGN AREA

THE ULTIMATE SIGN AREA. HOWEVER, THE NEED FOR FUTURE SIGNS

SIGNS MAY BE NEEDED IN THE FUTURE, THE DESIGN SIGN AREA EQUALS

ACTUAL SIGN AREA. IF THE TRAFFIC ENGINEER DETERMINES ADDITIONAL

WILL BE ADDED IN THE FUTURE, THE DESIGN SIGN AREA EQUALS THE

IF THE TRAFFIC ENGINEER DETERMINES THAT NO ADDITIONAL SIGNS

COVER IS PROVIDED OVER THE FOOTING AT ALL LOCATIONS.

1 1

2 2

3 3

THE SIGN AREA FOR ANY SIGN PANEL PLACED OFF-CENTER IN

L COLUMNC

1

2LC STRUCTURE &

C SIGN PANEL NO. 2L

SIGN AREA, SIGN LOCATION, & POST HEIGHT

EXAMPLE TO SHOW PROCEDURE FOR SELECTING

}1 2

1

2

1

2

}USE CASE B

C C

L COLUMNC NOTE:

SET THE STRUCTURE TO AN ELEVATION THAT PLACES THE CENTER OF THE

STRUCTURE AT THE MID-HEIGHT OF THE DEEPEST SIGN OR A MAXIMUM OF

"EXIT PANEL" SIGN IF PRESENT)

CLEARANCE ABOVE THE HIGHEST POINT OF THE ENTIRE ROADWAY WIDTH

(INCLUDING THE ROADWAY PAVEMENT AND SHOULDERS) PASSING UNDER

THE STRUCTURE. SET THE BOTTOM OF ALL SIGN PANELS TO GENERALLY THE

SAME ELEVATION. IN THE CASE OF A STRUCTURE SPANNING DUAL

ROADWAYS WHERE THE DIFFERENCE IN ELEVATIONS OF THE HIGHEST POINT

PANELS OVER EACH ROADWAY TO THE SAME VERTICAL CLEARANCE.

WHEN THE ULTIMATE SIGN AREA IS USED FOR DESIGN, SET THE STRUCTURE

ABOVE THE BOTTOM OF THE SIGN PANELS. WHEN THE STRUCTURE SPANS

DUAL ROADWAYS WITH THE DIFFERENCE IN HIGH POINT ELEVATIONS

PANELS OVER THE UPPER ROADWAY.

FOR ILLUSTRATIVE EXAMPLES OF HOW TO POSITION SIGN PANELS AND SIGN

THE DESIGN POST HEIGHT SHALL BE THE ACTUAL DESIGN POST HEIGHT

ROUNDED UP TO THE NEXT HIGHEST INCREMENT OF POST HEIGHT

SHOWN IN THE DESIGN TABLES.

SET THE STRUCTURE, SIGN PANELS, AND LUMINAIRES TO AN

THE DESIGN SIGN PANEL LENGTH AND "X" DIMENSION SHALL BE THE

DIMENSIONS AS DETERMINED IN THE FOLLOWING EXAMPLE ROUNDED UP TO THE

NEXT HIGHEST INCREMENTS SHOWN IN THE DESIGN TABLES.

STRUCTURES, SEE CASES A-F ON THE NEXT SHEET.

BOTTOM OF BASE PLATE ELEVATION IS APPROXIMATELY 6 INCHES

SET THE TOP OF FOOTING ELEVATION SO THAT A MINIMUM 2’-0"

STRUCTURE MULTIPLIED BY 18’-6" FOR THE 2-STRUT STRUCTURE

AND 12’-0" FOR THE 1-STRUT STRUCTURE. THE ULTIMATE SIGN

9’-3" ABOVE THE BOTTOM OF THE SIGN PANEL. (SIGN HEIGHT INCLUDES

ELEVATION THAT WILL PROVIDE A MINIMUM OF 17’-6" VERTICAL

ON EACH ROADWAY IS GREATER THAN 2’-6", SET THE BOTTOM OF ALL SIGN

TO AN ELEVATION THAT PLACES THE CENTER OF THE STRUCTURE AT 9’-3"

GREATER THAN 2’-6", SET THE STRUCTURE TO AN ELEVATION THAT PLACES

THE CENTER OF THE STRUCTURE AT 9’-3" ABOVE THE BOTTOM OF THE SIGN

38’

24’

5’ 12’ 7’ 14’

14’

10’

3’

7’

ELEV. 1000.00

ELEV.998.75

FEET

ELEVATIONS ARE IN

HEIGHT OF SIGN PANEL NO. 2 EXCEEDS 12’, THEREFORE, USE 2-STRUT STRUCTURE.

ELEV. = 1000.00 - 998.75 = 1.25 < 2’-6"

Y = 10’

Y < Y

Y = 14’

SET BOTTOM OF EACH SIGN PANEL AT SAME ELEVATION

ELEV. 1000.00 + 17’-6" + 1’-6" = 1019.00

[1’-6" = BOTTOM OF LUMINAIRE SUPPORT TO BOTTOM OF SIGN PANEL]

SET L STRUCTURE AT L OF SIGN PANEL NO. 2

ELEV. 1019.00 + 14’/2 = 1026.00

DESIGN COLUMN HEIGHT (H):

BECAUSE SIGN PANEL NO. 1 IS NOT CENTERED VERTICALLY ON THE STRUCTURE,

THE DESIGN AREAS ARE COMPUTED AS FOLLOWS:

A = 12’ x 7’ x 2 = 168.0 SF

A = 14’ x 14’ = 196.0 SF

364.0 SF

USE 400.0 SF

COMPUTE CENTER OF GRAVITY OF SIGN AREA (X):

X = [168.0 SF X (5’ + 12’/2)] + [196.0 SF x (24’ + 14’/2)]

364 SF

X = 21.77’ USE X = 24’ WITH A SIGN AREA OF 400 SF

H = 1026.00 - 1000.00 = 26.00’ USE H = 28’





AUG. 31, 2012 AUG. 31, 2012

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INSTRUCTIONS FOR USE OF DESIGN TABLES





BD-641M

SHT. 3 OF 8

1 2

CASE A

1 2

CASE B

L L

SET BOTTOMS OF SIGN PANELS AT SAME ELEVATION.

SET C OF STRUCTURE AT C OF SIGN PANELS.

Y = Y1 2

ELEV.

C+

EL

EV.

2C

+

EL

EV.

+Y /2

C STRUCTUREL

C

Y1

Y2

Y1

C

ELEV.

C+

EL

EV.

Y2

2C

+

EL

EV.

+Y /2

C STRUCTUREL

Y < Y1 2

L L


THIS CASE IS APPLICABLE FOR ALL COMBINATIONS OF

Y AND Y WHERE Y < Y .1 2 1 2

SET C OF STRUCTURE AT C OF SIGN PANEL NO. 2.

1

2

CASE F

L L

12 2

SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL

CLEARANCE.

1

THIS CASE IS APPLICABLE FOR THE FOLLOWING


Y < Y1 2

MAX.

Y1

Y2

C

C

ELEV.

2C

+Y /

2

C STRUCTUREL

LIMITS OF Y AND Y1 2

2Y - Y <1 2

2Y - Y <

2Y - Y <

2Y - Y <

2Y - Y <

1

1

1

1

2

2

2

2

GENERAL EQUATION FOR CASE F:

1 2 -

EXCEEDED, ONE OF THE FOLLOWING STEPS IS REQUIRED:

IF THE PARAMETERS OF THE GENERAL EQUATION ARE

L

ELEV.

COMBINATIONS OF ELEV., Y , AND Y WHERE Y < Y :

12

CASE C

1

2

CASE D

2

L

1

2

CASE E

L L


THIS CASE IS APPLICABLE FOR ALL COMBINATIONS OF

Y AND Y WHERE Y > Y .1 2 1 2


L L

12 2

SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL

CLEARANCE.

THIS CASE IS APPLICABLE FOR THE FOLLOWING


Y > Y1 2

Y > Y1 2

ELEV.

Y1

C

Y2

C+

EL

EV.

1C

+

EL

EV.

+Y /2

C STRUCTUREL

ELEV.

Y1

C

MAX. Y2

C C+

Y /2

+1

EL

EV.

C STRUCTUREL

Y1

C

MAX.Y2

1C

+

EL

EV.

+Y /2

ELEV.

C STRUCTUREL

C

Y = Y1

L

SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL CLEARANCE.


1,2

THIS CASE IS APPLICABLE FOR THE FOLLOWING COMBINATIONS OF

ELEV. AND Y :

Y1,2ELEV.

1,2

BOTTOM OF STRUCTURE, SIGN PANEL OR LUMINAIRE.

C IS VERTICAL CLEARANCE FROM ROADWAY TO

2

COMBINATIONS OF ELEV. AND Y WHERE Y > Y :

Y1,2

ELEV.

NOTE:

SPECIAL DESIGN.

APPLY. USE EITHER 1) SEPARATE STRUCTURES, OR 2) A

FOR A PARTICULAR VALUE OF ELEV., THIS CASE DOES NOT

WHEN Y EXCEEDS THE RANGE SHOWN IN THE ABOVE TABLE

SPECIAL DESIGN.

APPLY. USE EITHER 1) SEPARATE STRUCTURES, OR 2) A

FOR A PARTICULAR VALUE OF ELEV., THIS CASE DOES NOT

WHEN Y EXCEEDS THE RANGE SHOWN IN THE ABOVE TABLE

ELEV.< 2’-6" ELEV.< 2’-6"

ELEV.< 2’-6" ELEV.> 2’-6"

3’-0"

4’-0"

5’-0"

6’-0"

6’-3"

6’-0" TO 12’-6"

6’-0" TO 10’-6"

6’-0" TO 8’-6"

6’-0"

6’-0" TO 6’-6"

9’-3"

3’-0"

4’-0"

5’-0"

6’-0"

6’-3"

6’-0" TO 12’-6"

6’-0" TO 10’-6"

6’-0" TO 8’-6"

6’-0"

6’-0" TO 6’-6"

ELEV.> 2’-6"

9’-3"

9’-3"

ELEV.> 2’-6"

3’-0"

4’-0"

5’-0"

6’-0"

7’-0"

12’-6"

10’-6"

8’-6"

6’-6"

4’-6"

2( ELEV.) + 2(Y ) - Y < 18’-6"

OF 17’-6" MUST BE MAINTAINED

4) IN ALL CASES, THE MINIMUM VERTICAL CLEARANCE

3) USE A SPECIAL DESIGN

2) USE SEPARATE STRUCTURES

1) RESET C STRUCTURE SO THAT PARAMETERS ARE MET





AUG. 31, 2012 AUG. 31, 2012

Highlight

Highlight


SAMPLE CONTRACT DRAWING




BD-641M

SHT. 4 OF 8

SIDE VIEW

VARIABLE

"G" SEE BC-741M

FOOTING WIDTH

PAVEMENT

EDGE OF

PAVEMENTVARIABLE

"G" SEE BC-741M

FOOTING WIDTH

PAVEMENT

EDGE OF

PAVEMENT

SINGLE STRUT SIGN STRUCTURES

IF/AS REQUIRED

FOR SIGN LIGHTING

ADDITIONAL DEPTH

TYPE A CANTILEVER

IF/AS REQUIRED

FOR SIGN LIGHTING

ADDITIONAL DEPTH

EL.

CLR. TOP OF ROADWAY

PT. OF MIN. VERT.

L COLUMNC L COLUMNC

REQ’D. BY OWNER

BC-741M OR AS

SEE TABLE "A",

REQ’D. BY OWNER

BC-741M OR AS

SEE TABLE "A",

TOP OF

BASEPLATEPEDESTAL

TOP OF

EL.

L STRUCTUREC

STRUT

"F" SEE BC-741M

FOOTING LENGTH

C

EL.

L STRUCTURE

HEI

GH

T

PE

DE

ST

AL

CO

LU

MN

HEI

GH

T

=

DE

SI

GN

HEI

GH

T (

H)

OVERALL LENGTH =

SIGN HT. =

SIGN LENGTH =

DESIGN LENGTH (L)

SIGN LENGTH =

ACTUAL VERT. CLR.=ACTUAL VERT. CLR.=

EL.

TOP OF PEDESTAL

CENTER-MOUNT

EL.

FOOTING

BOTTOM OF

EL.

FOOTING

BOTTOM OF

EL.

TOP OF PEDESTAL

COLUMN

FABRICATION DETAILS.

SEE BC-741M FOR

(O.D.) x (WALL THK.).

STRUT SIZE IS


SEE BC-741M FOR


STRUT SIZE IS


SEE BC-741M FOR

(O.D.) x (WALL THK.)

COLUMN SIZE IS

REQUIREMENTS AND DETAILS.

BC-741M FOR REINFORCEMENT

FOOTING TYPE (SIZE). SEE




REINFORCEMENT REQUIREMENTS AND DETAILS.

PEDESTAL "P" BARS. SEE BC-741M FOR ADDITIONAL

(E)x(E) PEDESTAL WITH (COUNT)-(BAR SIZE)


SEE BC-741M FOR


COLUMN SIZE IS

(X)

DESIGN LENGTH

SIGN HT. =

EL.

CLR. TOP OF ROADWAY

PT. OF MIN. VERT.

SIMILAR)

(TYPE B CANTILEVER

GROUT (TYP.)

NON-SHRINK

SIDE VIEW

VARIABLE

"G" SEE BC-741M

FOOTING WIDTH

PAVEMENT

EDGE OF

PAVEMENTVARIABLE

"G" SEE BC-741M

FOOTING WIDTH

PAVEMENT

EDGE OF

PAVEMENT

DOUBLE STRUT SIGN STRUCTURES

IF/AS REQUIRED

FOR SIGN LIGHTING

ADDITIONAL DEPTH

EL.

L STRUCTUREC

EL.

CLR. TOP OF ROADWAY

PT. OF MIN. VERT.

L COLUMN

=

STRUT SPACING

IF/AS REQUIRED

FOR SIGN LIGHTING

ADDITIONAL DEPTH

EL.

CLR. TOP OF ROADWAY

PT. OF MIN. VERT.

C L COLUMNC

=

STRUT SPACING

REQ’D. BY OWNER

BC-741M OR AS

SEE TABLE "A",

REQ’D. BY OWNER

BC-741M OR AS

SEE TABLE "A",

PEDESTAL

TOP OF

"F" SEE BC-741M

FOOTING LENGTH

TOP OF

BASEPLATE

C

EL.

L STRUCTURE

STRUTS

DE

SI

GN

HEI

GH

T (

H)

CO

LU

MN

HEI

GH

T

=

HEI

GH

T

PE

DE

ST

AL

OVERALL LENGTH =

SIGN HT. =

SIGN LENGTH =ACTUAL VERT. CLR.=

TYPE A CANTILEVER

EL.

TOP OF PEDESTAL

SIGN HT. =

ACTUAL VERT. CLR.=

EL.

TOP OF PEDESTAL

CENTER-MOUNT

SIMILAR)

(TYPE B CANTILEVER

EL.

FOOTING

BOTTOM OF

EL.

FOOTING

BOTTOM OF


SEE BC-741M FOR


STRUT SIZE IS


SEE BC-741M FOR


STRUT SIZE IS







REINFORCEMENT REQUIREMENTS AND DETAILS.

PEDESTAL "P" BARS. SEE BC-741M FOR ADDITIONAL

(E)x(E) PEDESTAL WITH (COUNT)-(BAR SIZE)


SEE BC-741M FOR


COLUMN SIZE IS


SEE BC-741M FOR


COLUMN SIZE IS

DESIGN LENGTH (L)

SIGN LENGTH =

(X)

DESIGN LENGTHCOLUMN

GROUT (TYP.)

NON-SHRINK

DESIGN FOR (ULTIMATE OR ACTUAL) SIGN AREA.

NOTE:

TABLE OF ESTIMATED QUANTITIES

ITEM UNIT QUANTITY

STEEL SIGN STRUCTURE

STRUCTURE MOUNTED SIGNS

CLASS 3 EXCAVATION

CLASS A CEMENT CONCRETE

REINFORCEMENT BARS

ITEM NO.

*

0000-0000

*

NOTES TO DESIGNER:

1.

2.

3.

4.

LUMP SUM ITEM NO.

ITEMS SHOWN FOR INFORMATION ONLY, INCLUDED IN

0000 - 0000

(DESIGNER TO INDICATE CONTROLLING CONDITION)

BC-741M FOR FABRICATION DETAILS.

STRUT SIZE IS (O.D.) x (WALL THK.). SEE

BC-741M FOR FABRICATION DETAILS.

COLUMN SIZE IS (O.D.) x (WALL THK.). SEE


FOOTING TYPE (SIZE). SEE BC-741M FOR REINFORCEMENT


"P" BARS. SEE BC-741M FOR ADDITIONAL REINFORCEMENT

(E)x(E) PEDESTAL WITH (COUNT) - (BAR SIZE) PEDESTAL

0000-0000

0000-0000

0000-0000

DESIGNER MUST PROVIDE INFORMATION IN ( ) PARENTHESES.

INFORMATION OBTAINED FROM DESIGN TABLES AS INDICATED.

PLACE THE FOLLOWING NOTES ON CONTRACT DRAWINGS BASED ON

DESIGN CRITERIA

CAMBER DIAGRAM

POSITION

FINAL UPRIGHT

POSITION

INITIAL UPRIGHT

"CC" =

"SC" =

LOCATION PLAN

1+400

STA.

SIGN STRUCTURE

SIGN STRUCTURE LOCATION

SEE PLAN SHEET FOR

2’-0"

6"

MIN.

2’-0"

MAX.

6’-0"

17’-6" MIN.

MIN. VERT. CLR.=

MAX.

6’-0"

17’-6" MIN.

MIN. VERT. CLR.=

6"

MIN.

2’-0"

LBS

SF

CY

CY

LBS

2’-0"

MIN.

2’-0"

6"

17’-6" MIN.

MIN. VERT. CLR.=

MAX.

9’-3"

MAX.

9’-3"

17’-6" MIN.

MIN. VERT. CLR.=

6"

MIN.

2’-0"



FATIGUE CATEGORY =

DESIGN HEIGHT (H)=

DESIGN LENGTH (X OR L)=

DESIGN SIGN AREA (A)=

MINIMUM REQUIRED INFORMATION WITH

STRUCTURE CONFIGURATION AS REQUIRED. SAMPLE INDICATES

PROVIDE DIMENSIONS AND ELEVATIONS BASED ON ACTUAL

CANTILEVER STRUTS.

REQUIRED CAMBER FROM DESIGN TABLE. DO NOT CAMBER TYPE B

PLACE CAMBER DIAGRAM ON CONTRACT DRAWINGS AND SPECIFY

10’-

0"

10’-

0"

10’-

0"

10’-

0"

FOR FILL HEIGHTS < 10’.

DESIGNER MUST CHECK ADEQUACY OF FOOTINGS



AUG. 31, 2012 AUG. 31, 2012

Highlight

Highlight

STRUT STRUCTURES

CANTILEVER SINGLE AND DOUBLE





BD-641M

SHT. 5 OF 8

STRUT

T/

2T/

2

H

L/2 L/2

L

X

C COLUMNL

TOP OF BASE PLATE (TYP.)

PEDESTAL

FOOTING

PEDESTAL

TOP OF

STRUT

T/

2T/

2

H

L/2 L/2

L

X

C COLUMNL

STRUTS

T/

2T/

2

H

L/2 L/2

L

X

C COLUMNL

TOP OF BASE PLATE (TYP.)

PEDESTAL

FOOTING

PEDESTAL

TOP OF

H

L/2 L/2

L

X

SIDE VIEW

SINGLE STRUT SIGN

SIDE VIEW

DOUBLE STRUT SIGN

T/

5T/

53

T/

5

T/

2T/

2

T/

5T/

53

T/

5

STRUTS

LONG

STRUTS

SHORT

SEE NOTE A

L STRUT

L STRUCTUREC

C

L STRUCTURE

L STRUT

C

C

FRONT VIEW (TYPE A)

FRONT VIEW (TYPE A) FRONT VIEW (TYPE B)

FRONT VIEW (TYPE B)

C COLUMNL

FOOTING

PEDESTAL

FOOTING

PEDESTAL

FOOTING

PEDESTAL

FOOTING

PEDESTAL

EXAMPLE:

BACK RAKE OF COLUMN

Y = UPWARD MOVEMENT OF STRUT PROVIDED BY

90°

Y

NOTES:

COMPUTED.

INDIVIDUAL CAMBER OF LONG STRUT AS PREVIOUSLY

(LENGTH OF SHORT STRUT/LENGTH OF LONG STRUT) x

FOR THE SHORT STRUT IN THE FOLLOWING MANNER:

ON BOTH SIDES OF THE COLUMN) COMPUTE THE CAMBER

FOR TYPE B CANTILEVERS (STRUCTURES WITH STRUTS

4

CAMBER DIAGRAM

(DIMENSION "SC")

STRUT CAMBER

POSITION

FINAL UPRIGHT

POSITION

INITIAL UPRIGHT

4

EXAMPLE:

THEREFORE, THE INDIVIDUAL CAMBER OF THE SHORT

(DIMENSION "CC")

NUTS AT BASE PLATE.

INSTALLATION BY USING LEVELING

BACK RAKE COLUMN BEFORE STRUT

MAX.

40’-0"

MA

X.

12’-0"

T

2’-6" MIN.

11’-0" MAX.

2’-0"

TYPE B CANTILEVER HAS STRUTS ON BOTH SIDES.

HAS STRUTS ON ONE SIDE OF THE COLUMN ONLY.

BC-741M, SHEET 5 FOR DETAILS. TYPE A CANTILEVER

SIGN OVERHANG IS GREATER THAN 3’-0". SEE

PROVIDE STRUT(S) ON THIS SIDE OF COLUMN WHEN

NOTE A:

MAX.

40’-0"

MA

X.

12’-0"

T

2’-6" MIN.

11’-0" MAX.

2’-0"

MA

X.

18’-6"

T

MAX.

40’-0"

MAX.

40’-0"

MA

X.

18’-6"

T

STRUT PROVIDED BY THE BACK RAKE OF THE COLUMN.

WILL BE "SC" MINUS THE UPWARD MOVEMENT OF THE

BY BACK RAKE OF COLUMN. CAMBER OF STRUT ALONE

STRUT CAMBER (SC) INCLUDES CAMBER PROVIDED

STRUCTURE.

STRUCTURE AND 18’-6" FOR THE DOUBLE STRUT

SIGN HEIGHTS OF 12’-0" FOR THE SINGLE STRUT

CAMBERS SHOWN IN THE DESIGN TABLES ARE BASED ON

SC = 4"

CC = 1"

STRUT LENGTH = 20’

COLUMN HEIGHT = 16’

Y = 1" [20/16] = 1.25"

MEMBER = 4" - 1.25" = 2.75"

THEREFORE, CAMBER OF INDIVIDUAL STRUT

INDIVIDUAL CAMBER OF LONG STRUT COMPUTED AS 2.75"

LENGTH OF LONG STRUT = 20’

LENGTH OF SHORT STRUT = 12’

STRUT = [12/20] x 2.75" = 0.36"





AUG. 31, 2012 AUG. 31, 2012

Highlight

Highlight





BD-641M

SHT. 6 OF 8

NOTES:



STRUT STRUCTURES - DESIGN TABLES


NOTE 11 ON SHEET 1.

** - PIPE NOMINAL SIZE X WALL THICKNESS, SEE GENERAL

WALL THICKNESS OF �" FOR COLUMNS.

AS PER ASTM A53-98, MAY BE USED, EXCEPT PROVIDE MINIMUM

DIAMETER PIPE WITH THE NEXT THINNER WALL THICKNESS,

OF STD., XS OR XXS PIPE. IF AVAILABLE, THE SAME NOMINAL

* - MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY



AUG. 31, 2012 AUG. 31, 2012

X H

12’-0"

16’-0"

20’-0"

24’-0"

28’-0"

SC CC

(in.) (in.) TYPE

FOOTING

"P" BARS

PEDESTAL

(SQ. FT.)AREA

SIGN

COLUMN ** X H

12’-0"

16’-0"

20’-0"

24’-0"

28’-0"

SC CC

(in.) (in.) TYPE

FOOTING

"P" BARS

PEDESTAL

(SQ. FT.)AREA

SIGN

COLUMN ** X H

12’-0"

16’-0"

20’-0"

24’-0"

28’-0"

SC CC

(in.) (in.) TYPE

FOOTING

"P" BARS

PEDESTAL

(SQ. FT.)AREA

SIGN

COLUMN **X H

4’-0"

12’-0"

16’-0"

20’-0"

24’-0"

28’-0"

SC CC

(in.) (in.) TYPE

FOOTING

"P" BARS

PEDESTAL

(SQ. FT.)AREA

SIGN

COLUMN **

24x.969

24x.969

24x.969

26x.500

26x.500

24x.500 *

24x.375 *

24x.375 *

20x.375 *

20x.375 *

20x.375 *

20x.375 *

24x.969

24x.969

26x.562

24x.500

24x.500

26x.375 *

24x.375 *

20x.375

18x.375

18x.375 *

18x.375 *

18x.375 *

26x.562

26x.562

26x.500 *

26x.375

26x.375

24x.375 *

20x.375

18x.375

18x.375 *

16x.375 *

16x.375 *

16x.375 *

26x.500 *

26x.500 *

26x.375

24x.375 *

24x.375

24x.375 *

20x.375 *

18x.375 *

16x.375 *

14x.375

12x.375 *

12x.375 *

24x.500 *

26x.375 *

24x.375 *

24x.375 *

24x.375 *

20x.375 *

18x.375 *

16x.375 *

14x.375

14x.375

12x.375 *

10x.365 *

24x1.219

24x1.219

24x.969

24x.969

26x.562

26x.500 *

26x.375 *

24x.375 *

24x.375 *

20x.375 *

20x.375 *

20x.375 *

24x.969

24x.969

24x.969

26x.562

26x.500

26x.500 *

24x.375

24x.375 *

20x.375 *

18x.375 *

18x.375 *

18x.375 *

24x.969

24x.969

24x.969

26x.562

26x.500 *

26x.500 *

24x.375

24x.375 *

20x.375 *

18x.375 *

16x.375 *

16x.375 *

24x.969

24x.969

24x.969

26x.562

26x.500 *

26x.500 *

24x.375

24x.375 *

20x.375 *

18x.375 *

16x.375 *

14x.375 *

24x.969

24x.969

24x.969

26x.562

26x.500 *

26x.500 *

24x.375

24x.375 *

20x.375 *

18x.375 *

16x.375 *

14x.375 *

24x1.219

24x.969

24x.969

26x.562

24x.500 *

24x.375

24x.375 *

20x.375 *

20x.375 *

20x.375 *

24x1.219

24x.969

24x.969

26x.562

24x.500 *

24x.375

24x.375 *

20x.375 *

18x.375 *

18x.375 *

24x1.219

24x.969

24x.969

26x.562

24x.500 *

24x.375

24x.375 *

20x.375 *

16x.375 *

16x.375 *

24x1.219

24x.969

24x.969

26x.562

24x.500 *

24x.375

24x.375 *

20x.375 *

16x.375 *

14x.375 *

24x1.219

24x.969

24x.969

26x.562

24x.500 *

24x.375

24x.375 *

20x.375 *

16x.375 *

14x.375 *

16’-0"

12’-0"8’-0"

600

500

480

400

300

250

200

150

100

50

600

500

480

400

300

250

200

150

100

50

600

500

480

400

300

250

200

150

100

50

600

500

480

400

300

250

200

150

100

50

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

740

700

600

500

480

400

300

250

200

150

100

50

1.76

1.67

1.21

1.13

1.63

1.56

1.16

0.70

0.73

0.47

0.41

0.38

1.70

1.62

1.23

1.16

1.67

1.51

1.12

0.79

0.79

0.50

0.42

0.39

1.71

1.63

1.21

1.12

1.61

1.53

1.23

0.84

0.73

0.53

0.44

0.40

1.67

1.60

1.23

1.12

1.61

1.47

1.16

0.77

0.78

0.57

0.51

0.46

1.66

1.60

1.21

1.05

1.51

1.55

1.17

0.79

0.83

0.51

0.46

0.50

0.38

0.32

0.30

0.34

0.28

0.34

0.44

0.28

0.43

0.31

0.27

0.25

0.29

0.25

0.29

0.33

0.26

0.26

0.34

0.37

0.43

0.32

0.29

0.26

0.26

0.22

0.23

0.25

0.19

0.25

0.43

0.37

0.31

0.34

0.30

0.27

0.20

0.17

0.21

0.22

0.15

0.17

0.29

0.25

0.30

0.35

0.41

0.37

0.16

0.14

0.16

0.13

0.09

0.18

0.25

0.22

0.28

0.21

0.25

0.40

32-#11

32-#11

32-#11

20-#11

20-#11

16-#11

16-#10

16-#10

16-#11

16-#11

16-#11

16-#11

32-#11

32-#11

24-#11

16-#11

16-#11

16-#11

16-#10

16-#11

16-#10

16-#10

16-#10

16-#10

24-#11

24-#11

20-#11

16-#11

16-#11

16-#10

16-#11

16-#10

16-#10

16-#9

16-#9

16-#9

20-#11

20-#11

16-#11

16-#10

16-#10

16-#10

16-#11

16-#10

16-#9

16-#8

16-#8

16-#8

16-#11

16-#11

16-#10

16-#10

16-#10

16-#11

16-#10

16-#9

16-#8

16-#8

16-#8

16-#6

1422

1221

1024

922

922

1317

1215

916

1114

1112

713

609

1320

1024

922

922

922

1215

1215

1114

1112

713

713

609

1320

1024

922

1317

1020

1215

1114

1114

1112

713

711

609

1218

922

1020

1215

918

1215

1114

1112

1112

713

711

609

1218

1317

918

1215

1215

917

1112

1112

1010

713

609

609

2.53

2.32

2.10

1.40

2.48

2.27

1.61

1.42

1.45

0.85

1.01

1.04

2.60

2.19

2.15

1.38

2.44

2.16

1.49

1.34

1.36

0.92

1.06

1.07

2.44

2.06

2.09

1.41

2.49

2.03

1.37

1.56

1.44

1.01

1.13

1.11

2.44

2.13

2.11

1.33

2.33

2.04

1.25

1.64

1.53

0.90

1.21

1.27

2.25

1.95

1.92

1.23

2.30

1.87

1.13

1.44

1.35

0.80

1.09

1.16

0.60

0.67

0.58

0.42

0.47

0.75

0.65

0.46

0.67

0.61

0.52

0.47

0.57

0.51

0.55

0.36

0.38

0.59

0.50

0.33

0.51

0.64

0.55

0.50

0.42

0.37

0.45

0.34

0.34

0.43

0.36

0.41

0.51

0.67

0.57

0.52

0.35

0.35

0.39

0.24

0.22

0.37

0.25

0.38

0.50

0.46

0.59

0.71

0.22

0.22

0.24

0.15

0.16

0.23

0.15

0.23

0.31

0.28

0.36

0.44

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1420

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1418

1418

1418

1020

1215

1213

1114

1112

1010

711

1420

1520

1418

921

1516

1020

916

1015

1114

713

713

609

1418

1418

1418

1020

1020

1215

916

1114

1112

713

711

609

1418

1418

1020

1020

1215

1215

1114

1112

815

713

711

609

1516

1516

1019

1018

1018

1213

1112

1010

713

711

711

609

3.60

3.08

3.00

2.36

3.57

3.03

2.31

2.22

1.84

1.92

1.57

1.50

3.71

3.18

2.78

2.43

3.50

2.81

2.41

2.08

2.19

2.06

1.69

1.58

3.44

2.94

2.56

2.24

3.25

2.59

2.22

1.94

2.01

1.91

1.84

1.67

3.16

2.70

2.33

2.05

3.00

2.38

2.04

1.80

1.84

1.76

1.66

1.79

2.88

2.46

2.11

1.86

2.74

2.16

1.85

1.67

1.66

1.60

1.48

1.62

0.93

0.83

1.06

0.80

0.71

0.77

0.80

0.70

0.64

0.93

0.84

0.78

0.89

0.79

0.81

0.76

0.58

0.59

0.78

0.53

0.85

0.98

0.89

0.82

0.65

0.58

0.59

0.56

0.40

0.43

0.57

0.39

0.62

0.71

0.93

0.86

0.44

0.39

0.40

0.38

0.26

0.29

0.39

0.27

0.42

0.49

0.63

0.88

0.27

0.24

0.25

0.23

0.15

0.18

0.24

0.16

0.26

0.30

0.39

0.54

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32-#11 1522

1420

1520

1022

1418

1516

1215

1213

815

815

1010

711

1420

1520

1418

1219

1516

1317

916

1213

1114

713

713

711

1520

1418

1418

1219

1516

1414

916

1114

1112

713

711

609

1418

1418

1516

1317

1414

1215

1213

1112

1112

1010

711

609

1516

1516

1414

1215

1414

1213

1112

814

1010

711

711

609

3.82

3.26

5.05

3.97

3.22

3.23

2.50

2.77

2.57

2.62

3.58

3.02

4.72

3.68

2.99

3.00

2.36

2.56

2.75

2.80

3.34

2.78

4.39

3.38

2.77

2.77

2.22

2.34

2.97

3.03

3.09

2.55

4.06

3.09

2.54

2.54

2.07

2.13

2.70

3.32

2.85

2.31

3.73

2.80

2.32

2.32

1.93

1.92

2.43

2.90

1.01

1.08

0.90

1.01

1.06

1.04

0.88

1.42

1.29

1.08

0.77

0.82

0.66

0.77

0.81

0.79

0.68

1.08

1.36

1.14

0.56

0.60

0.46

0.56

0.59

0.58

0.49

0.79

1.42

1.19

0.38

0.41

0.30

0.38

0.40

0.39

0.34

0.54

0.97

1.23

0.23

0.25

0.17

0.24

0.25

0.24

0.21

0.33

0.59

0.75

32-#11

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1321

1219

1516

1219

1018

1215

916

1112

713

711

1321

1219

1516

1317

1215

1213

1112

814

713

710

1219

1219

1516

1215

1213

915

1112

1010

711

609

1218

1317

1414

1215

915

1213

1112

1010

711

609

1317

1215

1414

1213

915

1112

1112

812

710

609

COLUMN AND FOOTING DATA

AND LESS THAN 18’6" FOR DOUBLE STRUT STRUCTURES.

HEIGHTS LESS THAN 12’-0" FOR SINGLE STRUT STRUCTURES

ADEQUACY OF STRUT AND COLUMN MEMBER SIZES FOR SIGN

FOR THE INDICATED SIGN AREA. DESIGNER MUST CHECK

STRUT AND COLUMN DESIGN BASED ON MAXIMUM SIGN HEIGHT

MUST CHECK ADEQUACY FOR FILL HEIGHTS < 1O’.

FOOTING DESIGN BASED ON 10 FOOT FILL HEIGHT. DESIGNER

FOR FOUNDATION DETAILS.

A FOOTING 6’ WIDE x 9’ LONG). SEE BC-741M, SHEET 2

x LENGTH (FOR EXAMPLE, FOOTING TYPE 609 INDICATES

"FOOTING TYPE" DESIGNATION INDICATES FOOTING WIDTH

STRUT STRUCTURES.

COLUMN SIZES SHOWN ARE FOR SINGLE AND DOUBLE

FOR DESIGN INSTRUCTIONS, SEE SHEETS 2 AND 3.

FOR GENERAL NOTES, SEE SHEET 1.

24x1.219

24x.969

24x.969

26x.562

26x.562

24x.500

24x.375

24x.375

20x.375

20x.375 *

20x.375 *

20x.375 *

24x.969

24x.969

26x.562

26x.500 *

26x.500 *

26x.375

24x.375 *

24x.375 *

20x.375 *

18x.375 *

18x.375 *

18x.375 *

24x.969

24x.969

26x.500 *

24x.500 *

24x.500 *

26x.375 *

24x.375 *

20x.375 *

18x.375 *

16x.375 *

16x.375 *

16x.375 *

26x.562

26x.500

24x.500

26x.375 *

26x.375 *

24x.375

24x.375 *

18x.375

16x.375

16x.375 *

14x.375 *

12x.375 *

26x.562

26x.500

24x.500

26x.375 *

24x.375 *

24x.375 *

24x.375 *

18x.375

16x.375

16x.375 *

14x.375 *

12x.375 *

Highlight

Highlight

Highlight

Highlight

Highlight

Rectangle

Rectangle

Rectangle

Rectangle




BD-641M

SHT. 7 OF 8

NOTES:


STRUT STRUCTURES - DESIGN TABLES




*

** NOTE 11 ON SHEET 1.

- PIPE NOMINAL DIA. X WALL THICKNESS, SEE GENERAL





- MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY

MUST CHECK ADEQUACY FOR FILL HEIGHTS < 10’.






STRUT STRUCTURES.





COLUMN PEDESTAL SIZE

24" DIA.

10" DIA.

14" DIA.

16" DIA.

18" DIA.

20" DIA.

2’-6" x 2’-6"

3’-0" x 3’-0"

3’-3" x 3’-3"

3’-9" x 3’-9"

4’-3" x 4’-3"

12" DIA. 2’-9" x 2’-9"

4’-3" x 4’-3"26" DIA.

3’-3" x 3’-3"


AUG. 31, 2012 AUG. 31, 2012

12’-0"

16’-0"

20’-0"

24’-0"

28’-0"

X H AREA

SIGN

(SQ. FT.) TYPE

FOOTING

"P" BARS

PEDESTALCC

(in.)

SC

(in.)

50

100

150

200

250

300

400

500

50

100

150

200

250

300

400

500

50

100

150

200

250

300

400

500

50

100

150

200

250

300

400

500

50

100

150

200

250

300

400

500

20’-0"

COLUMN **

12’-0"

16’-0"

20’-0"

24’-0"

28’-0"

X H AREA

SIGN

(SQ. FT.) TYPE

FOOTING

"P" BARS

PEDESTALCC

(in.)

SC

(in.)

50

100

150

200

250

300

400

50

100

150

200

250

300

400

50

100

150

200

250

300

400

50

100

150

200

250

300

400

50

100

150

200

250

300

400

COLUMN **

24x1.219

24x.969

26x.500

24x.500 *

24x.375

24x.375 *

20x.375 *

20x.375 *

24x1.219

24x.969

26x.500

24x.500 *

24x.375

24x.375 *

18x.375 *

18x.375 *

24x1.219

24x.969

26x.500

24x.500 *

24x.375

24x.375 *

18x.375 *

16x.375 *

24x1.219

24x.969

26x.500

24x.500 *

24x.375

24x.375 *

18x.375 *

16x.375 *

24x1.219

24x.969

26x.500

24x.500 *

24x.375

24x.375 *

18x.375 *

16x.375 *

24’-0"

24x.969

24x.969

26x.500 *

26x.375

24x.375 *

20x.375 *

20x.375 *

24x.969

24x.969

26x.500 *

26x.375

24x.375 *

20x.375 *

18x.375 *

24x.969

24x.969

26x.500 *

26x.375

24x.375 *

20x.375 *

16x.375 *

24x.969

24x.969

26x.500 *

26x.375

24x.375 *

20x.375 *

16x.375 *

24x.969

24x.969

26x.500 *

26x.375

24x.375 *

20x.375 *

16x.375 *

3.96

5.11

3.88

3.88

3.89

3.61

3.94

4.66

3.67

4.78

3.61

3.61

3.63

3.42

4.31

4.95

3.38

4.45

3.35

3.35

3.37

3.23

3.91

5.32

3.10

4.13

3.08

3.08

3.10

3.04

3.51

4.87

2.81

3.80

2.82

2.82

2.84

2.84

3.12

4.43

1.14

1.09

1.17

1.03

1.25

1.06

1.70

1.41

0.87

0.83

0.89

0.79

0.95

0.81

1.79

1.49

0.63

0.61

0.65

0.57

0.69

0.59

1.30

1.56

0.43

0.41

0.44

0.39

0.47

0.40

0.89

1.06

0.26

0.25

0.27

0.24

0.29

0.25

0.54

0.65

32-#11

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16-#9

32-#11

32-#11

20-#11

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16-#10

16-#10

16-#9

1320

1219

1215

1017

915

814

1010

711

1219

1317

1215

1016

1213

1112

812

710

1218

1317

1213

915

1111

814

1010

710

1317

1215

1213

915

1112

1010

1010

1008

1316

1315

1213

913

814

1010

1010

906

5.14

4.70

4.52

4.70

4.59

6.21

5.64

4.78

4.40

4.22

4.43

4.28

5.78

5.98

4.43

4.11

3.92

4.16

3.98

5.35

6.54

4.08

3.81

3.62

3.89

3.67

4.92

5.88

3.73

3.52

3.33

3.62

3.36

4.49

5.37

1.35

1.05

1.06

1.23

1.45

2.14

1.99

1.03

0.80

0.81

0.94

1.11

1.63

2.10

0.75

0.58

0.59

0.68

0.81

1.19

2.19

0.51

0.40

0.40

0.47

0.55

0.81

1.49

0.31

0.24

0.24

0.28

0.34

0.50

0.91

32-#11

32-#11

20-#11

16-#11

16-#10

16-#11

16-#11

32-#11

32-#11

20-#11

16-#11

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20-#11

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32-#11

32-#11

20-#11

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16-#9

1218

1215

1215

1213

915

1010

1010

1317

1215

1213

915

1112

1010

1010

1316

1315

1213

915

1112

1010

1008

1215

1213

1213

913

1010

1010

1008

1314

1213

1212

1111

1010

811

1008

12’-0"

16’-0"

20’-0"

24’-0"

28’-0"

50

100

150

200

250

300

50

100

150

200

250

300

50

100

150

200

250

300

50

100

150

200

250

300

50

100

150

200

250

300

28’-0"

24x.969

26x.562

26x.500 *

26x.375 *

20x.375

20x.375 *

24x.969

26x.562

26x.500 *

26x.375 *

20x.375

18x.375 *

24x.969

26x.562

26x.500 *

26x.375 *

20x.375

18x.375 *

24x.969

26x.562

26x.500 *

26x.375 *

20x.375

18x.375 *

24x.969

26x.562

26x.500 *

26x.375 *

20x.375

18x.375 *

5.46

5.90

5.54

6.12

7.90

8.20

5.10

5.50

5.24

5.78

7.23

8.89

4.73

5.09

4.94

5.45

6.57

8.15

4.37

4.68

4.64

5.11

5.91

7.40

4.01

4.27

4.34

4.77

5.25

6.65

1.34

1.24

1.20

1.40

2.87

2.45

1.02

0.94

0.91

1.06

2.19

2.58

0.47

0.69

0.67

0.78

1.59

1.88

0.51

0.47

0.45

0.53

1.09

1.28

0.31

0.29

0.28

0.32

0.66

0.78

32-#11

24-#11

20-#11

16-#11

16-#11

16-#11

32-#11

24-#11

20-#11

16-#11

16-#11

16-#10

32-#11

24-#11

20-#11

16-#11

16-#11

16-#10

32-#11

24-#11

20-#11

16-#11

16-#11

16-#10

32-#11

24-#11

20-#11

16-#11

16-#11

16-#10

1316

1315

1213

915

1010

1010

1215

1314

1213

1111

1010

811

1314

1213

1213

912

1010

1008

1213

1213

1111

1111

1010

1008

1212

1212

1111

1010

1010

1008

12’-0"

16’-0"

20’-0"

24’-0"

28’-0"

50

100

150

200

250

50

100

150

200

250

50

100

150

200

250

50

100

150

200

250

50

100

150

200

250

32’-0"

24x.969

26x.500

26x.375

24x.375 *

20x.375 *

24x.969

26x.500

26x.375

24x.375 *

18x.375 *

24x.969

26x.500

26x.375

24x.375 *

18x.375 *

24x.969

26x.500

26x.375

24x.375 *

18x.375 *

24x.969

26x.500

26x.375

24x.375 *

18x.375 *

5.81

6.72

7.81

8.48

11.84

5.44

6.29

7.33

7.96

12.79

5.06

5.85

6.85

7.45

11.77

4.69

5.42

6.37

6.93

10.75

4.32

4.99

5.90

6.42

9.73

1.27

1.54

1.76

1.98

2.95

0.97

1.18

1.35

1.51

3.10

0.71

0.86

0.98

1.10

2.26

0.48

0.58

0.67

0.75

1.54

0.30

0.36

0.41

0.46

0.94

32-#11

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32-#11

20-#11

16-#11

16-#10

16-#10

1315

1213

1213

1111

1010

1314

1213

1212

1111

1010

1213

1212

1111

1010

1008

1212

1212

1111

1010

1008

1212

1111

1210

1010

1007

X H AREA

SIGN

(SQ. FT.) TYPE

FOOTING

"P" BARS

PEDESTALCC

(in.)

SC

(in.)COLUMN ** X H AREA

SIGN

(SQ. FT.) TYPE

FOOTING

"P" BARS

PEDESTALCC

(in.)

SC

(in.)COLUMN **

36’-0"

12’-0"

16’-0"

20’-0"

24’-0"

28’-0"

150

100

50

150

100

50

150

100

50

150

100

50

150

100

50

9.17

10.60

13.78

8.52

9.89

12.70

7.86

9.17

11.62

7.21

8.45

10.55

6.56

7.73

9.47

2.17

2.47

3.84

1.66

1.88

2.93

1.21

1.37

2.13

0.82

0.93

1.45

0.50

0.57

0.89

16-#11

16-#10

16-#11

16-#11

16-#10

16-#11

16-#11

16-#10

16-#11

16-#11

16-#10

16-#11

16-#11

16-#10

16-#11

1212

1111

1010

1212

1111

1010

1212

1010

1109

1111

1109

1108

1210

1109

1107

24x.500

24x.375 *

20x.375 *

24x.500

24x.375 *

20x.375 *

24x.500

24x.375 *

20x.375 *

24x.500

24x.375 *

20x.375 *

24x.500

24x.375 *

20x.375 *

X

4’-0" 8’-0" 12’-0" 16’-0" 20’-0" 24’-0" 28’-0" 32’-0" 36’-0"

50

100

150

200

250

300

400

480

X

4’-0" 8’-0" 12’-0" 16’-0" 20’-0" 24’-0" 28’-0" 32’-0" 36’-0"

50

100

150

200

250

300

400

500

600

700

740

(SQ. FT.)AREA

SIGN

(SQ. FT.)AREA

SIGN

16x.375 *

12x.375

10x.365 *

10x.365 *

10x.365 *

8x.322 *

6x.280 *

5x.258 *

18x.375 *

16x.375 *

16x.375 *

12x.375 *

10x.365 *

10x.365 *

8x.322 *

6x.280

20x.375

20x.375 *

16x.375 *

14x.375 *

12x.375 *

10x.365 *

10x.365 *

8x.322 *

20x.500

20x.500 *

18x.375 *

16x.375

16x.375 *

12x.375 *

10x.365 *

10x.365 *

20x.500 *

20x.375 *

18x.375 *

14x.375

12x.375 *

18x.375

16x.375 *

12x.375 * 14x.375 *

20x.500 *

20x.375 *

18x.375

16x.375 *

12x.375

10x.365 *

20x.500

20x.375

18x.375

16x.375

14x.375 *

12x.375 *

10x.365 *

14x.375 *

12x.375

12x.375 *

10x.365 *

10x.365 *

8x.322 *

8x.322 *

8x.322 *

6x.280 *

5x.258 *

4x.237 *

16x.375

16x.375 *

14x.375 *

14x.375 *

12x.375 *

10x.365 *

8x.322 *

8x.322 *

8x.322 *

6x.280

6x.280 *

18x.375

18x.375 *

18x.375 *

16x.375 *

12x.375

12x.375 *

10x.365 *

10x.365 *

8x.322

8x.322 *

8x.322 *

18x.375

18x.375 *

16x.375 *

12x.375

12x.375 *

10x.365 *

10x.365 *

10x.365 *

8x.322 *

20x.375 *

18x.375 *

16x.375 *

12x.375

12x.375 *

10x.365

10x.365 *

8x.322 *

18x.375

16x.375

14x.375

12x.375

12x.375 *

10x.365 *

10x.365 *

18x.375 *

16x.375 *

14x.375

12x.375

12x.375 *

10x.365 *

18x.375 *

16x.375 *

14x.375

12x.375 *

10x.365

16x.375 *

14x.375 *

12x.375 *

COLUMN AND FOOTING DATA (CONTINUED)






SINGLE STRUT DATA **

DOUBLE STRUT DATA **

PEDESTAL

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BD-641M

PEDESTAL

TOP OF

40’-0" MAX.

STRUT

T/

2T/

2

H

L

C COLUMNL

SIDE VIEW FRONT VIEW

PEDESTAL

FOOTING

COLUMN PEDESTAL SIZE

24" DIA.

10" DIA.

14" DIA.

16" DIA.

18" DIA.

20" DIA.

2’-6" x 2’-6"

3’-0" x 3’-0"

3’-3" x 3’-3"

3’-9" x 3’-9"

4’-3" x 4’-3"

12" DIA. 2’-9" x 2’-9"

4’-3" x 4’-3"26" DIA.

L STRUTC

C

BASE PLATE

TOP OF

6’-0"

MI

N.

12’-0"

MA

X.

T

L STRUCTURE

2’-6" MIN.

11’-0" MAX.

2’-0"

SINGLE STRUT SIGN

3’-3" x 3’-3"

PEDESTAL

TOP OF

40’-0" MAX.

STRUT

H

L

C COLUMNL

SIDE VIEW FRONT VIEW

T/

2T/

2

T/

5T/

53

T/

5

PEDESTAL

FOOTING

C

C

L STRUT

L STRUCTURE

2’-6" MIN.

11’-0" MAX.

2’-0"

BASE PLATE

TOP OF

12’-0"

MI

N.

18’-6"

MA

X.

T

DOUBLE STRUT SIGN



CENTER-MOUNT DESIGN TABLES

SHT. 8 OF 8

NOTE 11 ON SHEET 1.

** - PIPE NOMINAL DIA. X WALL THICKNESS, SEE GENERAL





* - MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY



LSIGN

AREA8’-0" 12’-0" 16’-0" 20’-0" 24’-0" 28’-0" 32’-0" 36’-0"

50

100

150

200

250

300

400

480

LSIGN

AREA4’-0" 8’-0" 12’-0" 16’-0" 20’-0" 24’-0" 28’-0" 32’-0" 36’-0"

50

100

150

200

250

300

400

500

600

700

740

40’-0"

40’-0"

6x.280

6x.280

10x.365

(SQ. FT.)

10x.365 *

10x.365 *

10x.365 *

10x.365 *

10x.365 *

10x.365 *

10x.365 *

12x.375 *

10x.365 * 10x.365 *

10x.365 *

10x.365 *

10x.365 *

12x.375 *

12x.375 *

(SQ. FT.)

4x.237 * 5x.258 *

5x.258 * 6x.280 *

6x.280 *

8x.322 * 8x.322 *

8x.322 *

8x.322 *

4x.237 *

4x.237 * 5x.258 *

6x.280 *

8x.322 * 8x.322 *

8x.322 *

8x.322 *

8x.322 *

8x.322 *

AUG. 31, 2012 AUG. 31, 2012

6x.280 *

12x.375 *

3.5x.226

3.5x.226

3.5x.226

H

SIGN

AREAPEDESTAL

"P" BARS

FOOTING

TYPEH

SIGN

AREAPEDESTAL

"P" BARS

FOOTING

TYPE

12’-0"

16’-0"

24’-0"

28’-0"

20’-0"

(SQ. FT.) (SQ. FT.)

50

100

150

200

250

300

400

480

500

600

700

740

50

100

150

200

250

300

400

480

500

600

700

740

50

100

150

200

250

300

400

480

500

600

700

740

50

100

150

200

250

300

400

480

500

600

700

740

50

100

150

200

250

300

400

480

500

600

700

740

COLUMN ** COLUMN **

24x.688

24x.688

24x.688

26x.375

26x.375 *

24x.375 *

24x.375 *

20x.375 *

18x.375 *

16x.375 *

16x.375 *

16x.375 *

24x.688

24x.500

26x.375 *

24x.375 *

24x.375 *

24x.375 *

20x.375 *

18x.375 *

16x.375 *

14x.375 *

14x.375 *

14x.375 *

26x.375 *

26x.375 *

24x.375 *

24x.375 *

24x.375 *

20x.375 *

18x.375 *

16x.375 *

14x.375 *

12x.375 *

10x.365 *

10x.365 *

24x.969

24x.969

24x.969

24x.688

24x.688

24x.500 *

24x.375

24x.375 *

20x.375

20x.375 *

20x.375 *

20x.375 *

24x.969

24x.969

24x.688

24x.688

24x.500 *

26x.375 *

24x.375 *

24x.375 *

20x.375 *

18x.375 *

18x.375 *

18x.375 *

24-#11

24-#11

24-#11

16-#11

16-#11

16-#10

16-#10

16-#11

16-#10

16-#9

16-#9

16-#9

24-#11

16-#11

16-#11

16-#10

16-#10

16-#10

16-#11

16-#10

16-#9

16-#8

16-#8

16-#8

16-#11

16-#11

16-#10

16-#10

16-#10

16-#11

16-#10

16-#9

16-#8

16-#8

16-#6

16-#6

1024

922

922

918

918

918

817

817

815

713

713

609

922

922

918

918

918

916

817

815

713

713

711

609

922

922

918

918

916

916

815

815

713

713

711

609

1323

1221

1024

922

922

922

918

916

817

815

713

609

1026

1024

922

922

922

918

918

916

815

713

713

609

32-#11

32-#11

32-#11

24-#11

24-#11

16-#11

16-#10

16-#10

16-#11

16-#11

16-#11

16-#11

32-#11

32-#11

24-#11

24-#11

16-#11

16-#11

16-#10

16-#10

16-#11

16-#10

16-#10

16-#10

COLUMN AND FOOTING DATA

SINGLE STRUT DATA **

DOUBLE STRUT DATA **

PEDESTAL






NOTES:

MUST CHECK ADEQUACY FOR FILL HEIGHTS < 10’.






STRUT STRUCTURES.




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commonwealth of pennsylvania department of … · 2012-08-31 · ansi/aashto/aws d1.5. traffic...

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