commonwealth of pennsylvania department of transportation · 2012. 8. 31. · traffic signals". use...

COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION

CHIEF BRIDGE ENGINEER

RECOMMENDEDRECOMMENDED

NOTES AND DESIGN CRITERIA

OVERHEAD SIGN STRUCTURES

SHT. 1 OF 13

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-744M OVERHEAD SIGN STRUCTURES

1

BD-644M

*

*

*

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-744M, 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 60’ TO 240’

2 POST AND 4 POST TRI-CHORD TRUSS

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

SIGN PANELS TC-8701E OR TC-8701S

LIGHT FIXTURES BC-744M, SHT. 12

SIGN SUPPORT BEAM BC-744M, SHT. 8

COLUMNS, CHORDS CALCULATED INTERNALLY WITHIN PROGRAM

CATWALK BC-744M, SHT. 10

DYNAMIC\VARIABLE MESSAGE SIGN (DMS\VMS) STRUCTURES

DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS) ARE PROHIBITED ON 2-POST TRI-CHORD

STRUCTURE TYPE AS PRESENTED IN THESE STANDARDS. THE CHIEF BRIDGE

ENGINEER MUST REVIEW AND APPROVE ALL STRUCTURES DESIGNED TO CARRY

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

ICE LOAD 3.7

WIND LOAD APPENDIX C, SECTION C.3,

EQ. C-1, WITH 80 MPH

WIND AND 30% GUST FACTOR

CATWALK 1994 SIGN SPEC. COMMENTARY 1.2.2

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

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

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

ALLOWABLE STRESSES FOR SIGN SUPPORTS 5.12

ALLOWABLE STRESSES FOR BASE PLATES 5.8

ALLOWABLE STRESSES FOR COMBINED STEEL STRESS 5.12

ALLOWABLE DEFLECTION 10.4

PERMANENT CAMBER 10.5

ALLOWABLE STRESSES FOR STRUCTURAL STEEL SECTION 5

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

ALLOWABLE BOLT STRESSES TABLE 10.32.3B

SLIP-CRITICAL BOLT ALLOWABLE 10.32.3.2.1

BOLT PRYING ACTION 10.32.3.3.2

COMBINED BOLT SHEAR AND TENSION 10.32.3.3.3

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

ALLOWABLE BEARING STRESS 8.15.2.1.3

REINFORCEMENT TENSILE STRESS 8.15.2.2

SHEAR CAPACITY OF FOOTINGS 8.15.5.6.1

SHEAR STRESS IN FOOTINGS 8.15.5.6.2

ALLOWABLE SHEAR STRESS 8.15.5.6.4

SLENDERNESS OF COLUMNS 8.16.5.2

MINIMUM REINF. OF FLEXURAL MEMBERS 8.17.1

SPACING LIMITS FOR REINFORCEMENT 8.21

MINIMUM CONCRETE COVER DM-4 D8.22.1

PRESSURES FOR ECCENTRICALLY LOADED FOOTINGS FIG. 4.4.7.1.1.1C

DISTRIBUTION OF REINFORCEMENT 4.4.11.2.2

TORSION ACI SECTION A.7.3

COLUMN DESIGN (PEDESTALS) 8.15.4

SPREAD FOOTINGS

MAXIMUM DESIGN PRESSURE 1.5 TONS PER SQUARE FOOT

MINIMUM AREA IN BEARING 95%

UNIT WEIGHT OF SOIL 100 POUNDS PER CUBIC FOOT

MAXIMUM DESIGN PRESSURE 1.5 TONS PER SQUARE FOOT

MAXIMUM DESIGN LATERAL DISPLACEMENT 0.5"

MODULUS OF SUBGRADE REACTION 10.0 POUNDS PER CUBIC INCH

UNIT WEIGHT OF SOIL 100 POUNDS PER CUBIC FOOT

ANGLE OF INTERNAL FRICTION 25°

COHESION 0 KIPS PER SQUARE FOOT

SEISMIC DESIGN CRITERIA

STRUCTURES ARE DESIGNED FOR A SEISMIC ACCELERATION COEFFICIENT = 0.15

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.

PUB. 408, UNLESS STAINLESS STEEL OR OTHERWISE INDICATED.

10. GALVANIZE ALL STRUCTURAL STEEL, BOLTS, NUTS & 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 2-INCH CONCRETE COVER ON REINFORCEMENT BARS, EXCEPT AS NOTED.

EXTERNAL LOADS AASHTO SIGN SPECS. (U.N.O.)

GROUP LOADS AASHTO SIGN SPECS. 3.4

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

BOLT DESIGN CRITERIA AASHTO SIGN SPECS. 5.16

ALLOWABLE ANCHOR BOLT STRESSES AASHTO SIGN SPECS. 5.17

FATIGUE REQUIREMENTS (FATIGUE CATEGORY II ) SECTION 11

AUG. 31, 2012 AUG. 31, 2012

BUREAU OF PROJECT DELIVERY

ACTING DIR, BUR. OF PROJECT DELIVERY

FOOTING STABILITY REQUIREMENTS DM-4 D5.5.5

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

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

AND CONSTRUCTION DETAILS ARE CONTAINED ON STANDARD DRAWING BC-744M.

DISTRICT BRIDGE ENGINEER FOR REVIEW AND APPROVAL. THE CORRESPONDING FABRICATION

EMBEDMENT AND REINFORCEMENT. THE DESIGN COMPUTATION MUST BE SUBMITTED TO THE

FOOTING. DESIGN COMPUTATIONS ARE REQUIRED TO DETERMINE THE REQUIRED CAISSON

FOR 2 POST STRUCTURES ONLY WHERE SITE CONDITIONS DO NOT ALLOW FOR THE SPREAD

INCLUDE SPREAD FOOTING DESIGNS. ALTERNATE CAISSON FOUNDATIONS ARE PERMITTED

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

THE DESIGN TABLES INCLUDE MEMBER SIZES FOR THE STRUCTURES FOR VARIOUS

SPANS FROM 60’ TO 200’.

60’ TO 100’. FOUR-POST TRI-CHORD TRUSS,

BD-644M: TWO-POST TRI-CHORD TRUSS, SPANS FROM

THE SPAN RANGE INCLUDED IN THIS STANDARD ARE AS FOLLOWS:

TO BE I OR II FOR THE PROJECT.

OF THE MEMBER SIZES INDICATED WHEN THE FATIGUE CATEGORY IS SPECIFIED

REQUIREMENTS FOR FATIGUE CATEGORY III. THE DESIGNER MUST CHECK THE ADEQUACY

THE MEMBER SIZES INDICATED IN THE DESIGN TABLES MEET THE FATIGUE

CRITERIA.

SIZES INDICATED DO NOT INCLUDE THE FATIGUE REQUIREMENTS INDICATED IN THE DESIGN

AND ARE BASED ON THE DESIGN CRITERIA SHOWN ON THIS SHEET, EXCEPT, THE MEMBER

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

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:

NOT PERMITTED FOR CHORDS

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

VERIFY THE ADEQUACY OF PRESS-BREAK MEMBER 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 YIELD MAX.

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

PIPE COLUMNS & PIPE CHORDS: 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:

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

STRUCTURE TYPE AS PRESENTED IN THESE STANDARDS. 4-POST TRICHORD SIGN

DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS) ARE PROHIBITED ON 2-POST TRI-CHORD

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

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SIGN AREA, SPAN LENGTH, & POST HEIGHT

EXAMPLE TO SHOW PROCEDURE FOR SELECTING

DESIGN INSTRUCTIONS


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

LOADING TYPE DIAGRAM




SHT. 2 OF 13

}1 21

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

1

2

C STRUCTUREL3

Y /

2

Y1

X1

2X

A

<Y /2

22

B

>Y /2

22

Y2

3X

A

>Y /

2B

<Y /2

33

33

1Y /2

Y3

L COLUMNC L COLUMN

C

HOW TO USE THE DESIGN TABLES

SETTING SUBSTRUCTURE ELEVATIONS

POSITIONING OF SIGN PANELS AND SIGN STRUCTURE

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

1 2LC STRUCTURE &

C SIGN PANEL NO. 2L

L COLUMNC

L COLUMNC

NOTE:

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

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.

THE DESIGN SPAN LENGTH SHALL BE THE ACTUAL SPAN LENGTH ROUNDED

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

L COLUMNCL COLUMNC

BD-644M

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

COVER IS PROVIDED OVER THE FOOTING AT ALL LOCATIONS.

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

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

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



AUG. 31, 2012 AUG. 31, 2012

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.



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NOTE:

CASE B CASE D

CASE F

CASE E

CASE C




SHT. 3 OF 13

INSTRUCTIONS FOR USE OF DESIGN TABLES


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

1 2

Y = Y1 2

ELEV.

C+

EL

EV.

2C

+

EL

EV.

+Y /2

C STRUCTUREL

C

Y1

Y2

1 2Y1

C

ELEV.

C+

EL

EV.

Y2

2C

+

EL

EV.

+Y /

2

C STRUCTUREL

C C

L

SET BOTTOMS OF SIGN PANELS AT SAME ELEVATION.

CLEARANCE.



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

Y < Y1 2

CASE A

LIMITS OF Y AND Y1 2

2Y - Y Y .

THIS CASE IS APPLICABLE FOR ALL COMBINATIONS OF

1 2 1 2

Y > Y1 2

1

2

Y1

C

MAX.Y2

1C

+

EL

EV.

+Y /2

ELEV.

C STRUCTUREL

C

Y1,2ELEV.

C C

LCLEARANCE.




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 Y EXCEEDS THE RANGE SHOWN IN THE ABOVE TABLE

ELEV. AND Y :

THIS CASE IS APPLICABLE FOR THE FOLLOWING COMBINATIONS OF

2Y = Y1

1

2

ELEV.

Y1

C

MAX. Y2

C C+

Y /2

+1

EL

EV.

C STRUCTUREL

C C

LCLEARANCE.




12 2

CLEARANCE.

SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL

Y2

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

COMBINATIONS OF ELEV. AND Y WHERE Y > Y :

THIS CASE IS APPLICABLE FOR THE FOLLOWING

Y > Y1 2

BOTTOM OF STRUCTURE, SIGN PANEL, OR LUMINAIRE.

C IS VERTICAL CLEARANCE FROM ROADWAY TO

3

BD-644M

ELEV.< 2’-6" ELEV.< 2’-6"

ELEV.> 2’-6"

ELEV.> 2’-6"

9’-3"

ELEV.< 2’-6"

9’-3"

9’-3"

ELEV.> 2’-6"

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"

Y1,2ELEV.

3’-0"

4’-0"

5’-0"

6’-0"

6’-3"

6’-0" TO 12’-6"

6’-0" 10’-6"

6’-0" TO 8’-6"

6’-0" TO 6’-6"

6’-0"

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



6’-0" TO 10’-6"

AUG. 31, 2012 AUG. 31, 2012



Highlight

Highlight


SAMPLE CONTRACT DRAWING

LOCATION PLAN



RECOMMENDED

SHT. 4 OF 13

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

0.31

Y

L SPLICEL SPLICE

ST

A.

AH

EA

D

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

*

VIEW B-B

MEDIAN

ELEVATION

B

A

VIEW A-ATRAFFIC TRAFFICTRAFFIC TRAFFIC

CC

C

C

C

90°

L COLUMN "A"

7 PANELS - CHORD A 6 PANELS - CHORD B 7 PANELS - CHORD C

VERTICAL=

DIST. TO FIRST

EL.

L STRUCTUREC

AS REQUIRED

AND/OR CATWALKS

FOR SIGN LIGHTING

ADDITIONAL DEPTH

C

PAVEMENT

EDGE OF

VARIABLE

L ROADWAY

L

RO

AD

WA

Y

VARIABLE

PAVEMENT

EDGE OF

(TYP.)

=

PANEL LENGTH

CL COLUMN "B"

=

TRUSS DEPTH

"G" SEE BC-744M

FOOTING WIDTH

"G" SEE BC-744M

FOOTING WIDTH

PAVEMENTPAVEMENT

STA.

L OF SIGN STRUCTURE

OR AS REQ’D. BY OWNER

SEE TABLE "A", BC-744M

NOTES TO DESIGNER:

1.

2.

3.

4.

5.

EL.

TOP OF PEDESTAL

BOTTOM OF

FOOTING

EL.

EL.

TOP OF PEDESTAL

LUMP SUM ITEM NO.

ITEMS SHOWN FOR INFORMATION ONLY, INCLUDED IN

0000 - 0000

FABRICATION DETAILS.

SEE BC-744M FOR

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

TRUSS CHORD B


SEE BC-744M FOR

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

TRUSS CHORD A


SEE BC-744M FOR

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

TRUSS CHORD B

SIGN HT. =

SIGN LENGTH =

SIGN HT. =

SIGN LENGTH =


SEE BC-744M FOR

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

TRUSS CHORD C

REQ’D. BY OWNER

BC-744M OR AS

SEE TABLE "A",

EL.

FOOTING

BOTTOM OF

EL.

CLR. TOP OF ROADWAY

PT. OF MIN. VERT.


SEE BC-744M FOR

ST (DP)x(WT)(TYP.)

BOTTOM DIAGONAL


SEE BC-744M FOR

ST (DP)x(WT)(TYP.)

TOP DIAGONAL


SEE BC-744M FOR

ST (DP)x(WT)(TYP.)

FRONT VERTICAL


SEE BC-744M FOR

ST (DP)x(WT)(TYP.)

FRONT DIAGONAL

REQUIREMENTS AND DETAILS.

BC-744M FOR REINFORCEMENT

FOOTING TYPE (SIZE). SEE




(TYP.)

COLUMN

BOTTOM TRUSS CHORD


SEE BC-744M FOR

ST (DP)x(WT)(TYP.)

BOTTOM VERTICAL


SEE BC-744M FOR

ST (DP)x(WT)(TYP.)

TOP VERTICAL

TOP TRUSS CHORD


SEE BC-744M FOR

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

TRUSS CHORD A

CHORD

BACK TRUSS

CAMBER(Y)=

POSITION AND CHECK TRUSS CAMBER.

SITE, SHOP ASSEMBLE TRUSSES IN AN UPRIGHT

NOTE: PRIOR TO SHIPMENT OF TRUSS STRUCTURE TO THE

ACTUAL SPAN LENGTH =

DESIGN SPAN LENGTH (L)

VERTICAL=

DIST. TO FIRST

A

B

COLUMN

COLUMN

0000-0000

0000-0000

0000-0000


SEE BC-744M FOR

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

TRUSS CHORD C

GROUT (TYP.)

NON-SHRINK

(TYP.)

=

END PANEL LENGTH

INFORMATION IN ( ) PARENTHESES.

OBTAINED FROM DESIGN TABLES AS INDICATED. DESIGNER MUST PROVIDE

PLACE THE FOLLOWING NOTES ON CONTRACT DRAWINGS BASED ON INFORMATION

SEE BC-744M FOR FABRICATION DETAILS.

BOTTOM DIAGONALS ST (DP)x(WT) AND BOTTOM VERTICALS ST (DP)x(WT).

TOP DIAGONALS ST (DP)x(WT) AND TOP VERTICALS ST (DP)x(WT);

FRONT DIAGONALS ST (DP)x(WT) AND FRONT VERTICALS ST (DP)x(WT);

FOR FABRICATION DETAILS.

(WALL THK.), AND TRUSS CHORD C (O.D.) x (WALL THK.). SEE BC-744M

TRUSS CHORD A (O.D.) x (WALL THK.), TRUSS CHORD B (O.D.) x

DETAILS.

COLUMN SIZE IS (O.D.) x (WALL THK.). SEE BC-744M FOR FABRICATION

AND DETAILS.

FOOTING TYPE (SIZE). SEE BC-744M FOR REINFORCEMENT REQUIREMENTS

SEE BC-744M FOR ADDITIONAL REINFORCEMENT REQUIREMENTS AND DETAILS.

(E)x(E) PEDESTAL WITH (COUNT) - (BAR SIZE) PEDESTAL "P" BARS.

PEDESTAL

TOP OF

FRONT VERTICAL

OR DIAGONAL

TOP OF

BASEPLATE

END VIEW

HEI

GH

T

PE

DE

ST

AL

DE

SI

GN

HEI

GH

T (

H)

FOR CLARITY

SIGNS NOT SHOWN

NOTE:

TOP VERTICAL

OR DIAGONAL

C

EL.

L STRUCTURE

BOTTOM

VERTICAL OR

DIAGONAL

CO

LU

MN "

A"

CO

LU

MN "

B"

"F" SEE BC-744M

FOOTING LENGTH

CHORDS A, B, & C

BOTTOM TRUSS

BACK TRUSS

CHORDS A, B,

& C


SEE BC-744M FOR

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

COLUMN SIZE IS

A, B & C

TOP TRUSS CHORDS

CO

LU

MN

HT.

=

CO

LU

MN

HT.

=

CO

LU

MN "

A"

CO

LU

MN "

B"

AND DETAILS.

FOR ADDITIONAL REINFORCEMENT REQUIREMENT

SIZE) PEDESTAL "P" BARS. SEE BC-744M

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

1+400

STA.

SIGN STRUCTURE

SIGN STRUCTURE LOCATION

SEE PLAN SHEET FOR

4

BD-644M

RECOMMENDED

6"

MIN.

2’-0"

MAX.

9’-3"

17’-6" MIN.

MIN. VERT. CLR.=

ACTUAL VERT. CLR.=

6"

MIN.

2’-0"

2’-0"


2 POST TRI-CHORD TRUSS

LBS

SF

CY

CY

LBS

(DESIGNER TO INDICATE CONTROLLING CONDITION)

DESIGN FOR (ULTIMATE OR ACTUAL) SIGN AREA.

NOTE:

DESIGN CRITERIA

(1 OR 2)

FATIGUE CATEGORY=

LOADING TYPE=

DESIGN HEIGHT (H)=

DESIGN SPAN LENGTH (L)=

DESIGN 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

AUG. 31, 2012 AUG. 31, 2012



Highlight

Highlight





SHT. 5 OF 13

DESIGN

SPAN

SIGN

AREA

TRUSS MEMBERS

CHORDS

A B C

DIAGONALS

FRONTTOP &

BOTTOM

VERTICALS

TOWER MEMBERS

H TO 12’H OVER 12’

TO 18’

H OVER 18’

TO 24’

H OVER 24’

TO 33’

FOUNDATION


TO 18’

125

250

375

500

625

750

875

1000

1110

175

300

425

550

675

800

925

1050

1175

1295

LOADING TYPE 1

TO 6

0’

OV

ER

60’

TO

70’

FRONTBOTTOM

TOP & H OVER 18’

TO 24’

H OVER 24’

TO 33’

PEDESTAL "P" BARS


TO 18’

H OVER 18’

TO 24’

H OVER 24’

TO 33’

FOOTING TYPE

6x.432

8x.322

1.5x2.85

1.5x3.75

1.5x3.75

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x2.85

2.0x3.85

2.5x5.0

2.5x5.0

3.0x8.625

3.0x6.25

3.0x8.625

3.0x8.625

4.0x9.2

4.0x9.2

1.5x2.85

1.5x3.75

3.0x8.625

3.0x8.625

4.0x11.5

5.0x12.7

5.0x12.7

5.0x12.7

5.0x12.7

2.0x3.85

2.0x4.75

3.0x8.625

4.0x11.5

4.0x11.5

5.0x12.7

5.0x12.7

5.0x17.5

5.0x17.5

5.0x17.5

1.5x2.85

1.5x3.75

2.0x4.75

2.5x5.0

3.0x6.25

4.0x11.5

4.0x9.2

1.5x2.85

2.0x3.85

2.5x5.0

2.5x5.0

3.0x6.25

4.0x11.5

4.0x9.2

4.0x9.2

18x.375

20x.375

14x.375

16x.375

18x.375

24x.375

18x.375

20x.375

24x.375

14x.375

26x.375

26x.500

24x.688

20x.375

26x.375

24x.500

26x.500

24x.688

26x.562

16x.375

24x.688

24x.969

24x.969

24x.969

16-#10

16-#10

16-#11

16-#10

16-#10

16-#10

16-#10

16-#11

16-#10

16-#10

16-#10

16-#11

16-#11

16-#10

16-#11

16-#10

16-#10

16-#11

16-#11

20-#11

16-#10

16-#11

16-#10

16-#10

16-#11

16-#11

20-#11

20-#11

24-#11

16-#10

16-#11

16-#10

16-#11

16-#11

20-#11

24-#11

24-#11

16-#11

16-#10

16-#11

16-#11

20-#11

24-#11

32-#11

32-#11

32-#11

16-#10

16-#10

16-#10

16-#11

20-#11

24-#11

32-#11

32-#11

32-#11

16-#10

16-#10

16-#11

24-#11

24-#11

32-#11

32-#11

32-#11

32-#11

32-#11

711

1010

1112

815

1114

1216

918

1215

1317

713

713

1114

1114

1213

1018

1317

1019

1317

1317

713

1112

1114

1114

1215

1215

1317

1317

1317

713

815

817

918

1215

1317

1317

1319

1319

1319

713

1112

1114

918

1317

1317

922

1219

1219

713

1114

1215

1215

1020

922

1024

1221

1221

1221

814

916

918

1020

922

1024

924

1221

1221

814

916

1215

1317

922

1024

1221

1323

1323

1323

1.5x2.85

1.5x3.75

1.5x3.75

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x2.85

2.0x3.85

2.5x5.0

2.5x5.0

3.0x8.625

3.0x6.25

3.0x8.625

3.0x8.625

4.0x9.2

4.0x9.2

24x.375

24x.500

26x.500

24x.688

24x.969

24x.969

24x.969

26x.375

24x.688

24x.688

24x.969

24x.969

24x.969

24x1.219

24x1.219

FOR CONTINUATION OF CHART, SEE SHEET 6

(SQ.FT.)

16-#6

16-#8

16-#9

16-#8

16-#8

16-#9

16-#8

16-#9

16-#8

16-#9

16-#9

8x.500

8x.500

10x.500

10x.500

10x.500

10x.500

8x.500

8x.500

10x.500

10x.500

10x.500

10x.500

8x.500

8x.500

8x.500

10x.500

10x.500

12x.500

12x.500

12x.500

8x.500

8x.500

8x.500

10x.500

10x.500

12x.500

12x.500

12x.500

10x.365 *

12x.375 *

16x.375 *

18x.375 *

24x.375 *

24x.375 *

24x.375 *

12x.375 *

20x.375 *

24x.375 *

24x.375 *

24x.500 *

24x.500 *

12x.375 *

16x.375 *

24x.375 *

24x.500 *

24x.500 *

26x.500 *

18x.375 *

20x.375 *

24x.375 *

24x.375 *

24x.500 *

26x.500 *

16x.375 *

18x.375 *

24x.375 *

20x.375 *

24x.375 *

26x.375 *

24x.500 *

26x.500 *

24x.375 *

24x.375 *

24x.375 *

24x.375 *

5x.375 *

5x.375 *

6x.432 *

5x.375 *

5x.375 *

5x.375 *

8x.322 *

8x.322 *

10x.365 *

10x.365 *

10x.365 *

10x.365 *

5x.375 *

8x.322 *

8x.322 *

10x.365 *

10x.365 *

12x.375 *

12x.375 *

12x.375 *

5x.375 *

5x.375 *

6x.432 *

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

5x.375 * 5x.375 *

5x.375 * 5x.375 *

MINIMUM WALL THICKNESS OF " 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

PEDESTAL

TOP OF

2’-6"

MI

N.

11’-0"

MA

X.

2’-0"

SIDE VIEW

L = SPAN LENGTH

C SPLICE C SPLICEL L

END VERTICAL

FRONT DIAGONAL

PEDESTAL

FOOTING

SIGN AREA

A A

B B

ELEVATION

L/

23

TOP TRUSS

CHORD

BOTTOM TRUSS

CHORD

FRONT VERTICAL

OR DIAGONAL

BACK TRUSS

CHORD

TOP OF

BASEPLATE

L

H

COLUMN

BACK TRUSS CHORD

TOP TRUSS CHORD

BOTTOM TRUSS CHORD

TOP TRUSS CHORD

BOTTOM TRUSS CHORD

7 PANELS - CHORD A 6 PANELS - CHORD B 7 PANELS - CHORD C

FRONT VERTICAL

TOP VERTICAL

OR DIAGONAL

BOTTOM VERTICAL

TOP DIAGONALTOP VERTICAL

BOTTOM

DIAGONAL

CAMBER TABLE

SPAN CAMBER (IN.)

60’

70’

80’

90’

100’

BOTTOM

VERTICAL

OR

DIAGONAL

1.62

1.90

2.40

2.75

2.98

L COLUMNC

C STRUCTURE

VIEW B-B

VIEW A-A

NOTE:

SIGN NOT SHOWN

FOR CLARITY

ROUND UP TO NEAREST

3" INCREMENT

COLUMN

(TYP.)

11"11"

SHEET 2.

DETAILS, SEE BC-744M,

FOR PEDESTAL AND FOOTING

END VERTICAL

OFFSET TO END VERTICAL

DUE TO ROUNDING AND

END PANEL LENGTH VARIES

= L/20

PANEL LENGTH

SPLICE LOCATION.

TOWARD THE LIGHTER CHORD MATERIAL TO THE DESIRED

THE HEAVIER CHORD MATERIAL MUST BE EXTENDED

CASE OF THE ADDITION OR ELIMINATION OF SPLICES,

ELIMINATED AT THE OPTION OF THE FABRICATOR. IN

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.

FOR PEDESTAL SIZES, SEE SHEET 6.

FOR PEDESTALS DETAILS, SEE BC-744M, SHEET 2.

FOR STRUCTURAL DETAILS, SEE BC-744M.

NOTES:

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.

81

Y

0.9

5Y

0.

95

Y

CA

MB

ER

=Y

0.3

1Y

MUST CHECK ADEQUACY FOR FILL HEIGHTS < 10’.

FOOTING DESIGN BASED ON 10 FOOT FILL HEIGHT. DESIGNER

FOR FOUNDATION DETAILS.

A FOOTING 6’ WIDE x 9’ LONG). SEE BC-744M, SHEET 2

x LENGTH (FOR EXAMPLE, FOOTING TYPE 609 INDICATES

"FOOTING TYPE" DESIGNATION INDICATES FOOTING WIDTH

BD-644M



LOADING TYPE 1

DESIGN TABLES

(PIPE NOMINAL SIZE x WALL THK.)

(PIPE NOMINAL SIZE x WALL THK.)COLUMNS

SECTION DESIGNATION INDICATES MEMBER DEPTH (DP)x WEIGHT PER FOOT (WT).

- TRUSS VERTICALS AND TRUSS DIAGONALS ARE ST SHAPES, UNLESS NOTED OTHERWISE.

- SEE GENERAL NOTE 11 ON SHEET 1.

AUG. 31, 2012 AUG. 31, 2012



Highlight

Highlight





SHT. 6 OF 13

DESIGN

SPAN

SIGN

AREA

TRUSS MEMBERS

CHORDS

A B C

DIAGONALS

FRONTTOP &

BOTTOM

VERTICALS

TOWER MEMBERS


TO 18’

H OVER 18’

TO 24’

H OVER 24’

TO 33’

FOUNDATION


TO 18’

H OVER 18’

TO 24’

H OVER 24’

TO 33’

150

300

450

600

750

900

1050

1200

1350

1480

150

300

450

600

750

900

1050

1200

1350

1500

1665

200

350

500

650

800

950

1100

1250

1400

1550

1700

1850

OV

ER

80’

TO

90’

OV

ER

70’

TO

80’

OV

ER 9

0’

TO

10

0’

LOADING TYPE 1 (CONTINUED)

FRONTBOTTOM

TOP & H OVER 24’

TO 33’

H OVER 18’

TO 24’

H OVER 12’

TO 18’H TO 12’

PEDESTAL "P" BARS FOOTING TYPE

10x.500

12x.500

12x.500

12x.500

14x.500

12x.375

12x.375

12x.375

12x.375

10x.500

10x.500

10x.500

12x.500

12x.500

12x.500

14x.500

1.5x2.85

1.5x2.85

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x2.85

1.5x2.85

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x2.85

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x2.85

2.0x3.85

3.0x8.625

3.0x8.625

3.0x6.25

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

4.0x11.5

1.5x3.75

2.0x3.85

3.0x8.625

3.0x8.625

3.0x6.25

3.0x8.625

3.0x8.625

3.0x8.625

4.0x11.5

4.0x11.5

4.0x11.5

2.0x3.85

3.0x8.625

3.0x8.625

3.0x6.25

3.0x8.625

3.0x8.625

3.0x8.625

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

5.0x12.7

2.0x3.85

2.0x4.75

3.0x8.625

5.0x12.7

5.0x12.7

5.0x17.5

6.0x17.5

6.0x17.5

6.0x17.5

6.0x20.4

2.0x3.85

2.5x5.0

3.0x8.625

5.0x12.7

5.0x12.7

5.0x17.5

6.0x17.5

6.0x17.5

6.0x20.4

6.0x20.4

6.0x20.4

2.5x5.0

3.0x8.625

5.0x12.7

5.0x12.7

5.0x17.5

6.0x17.5

6.0x17.5

6.0x20.4

6.0x20.4

6.0x20.4

6.0x20.4

6.0x25.0

1.5x2.85

1.5x3.75

2.5x5.0

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

1.5x2.85

1.5x3.75

2.5x5.0

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

1.5x3.75

2.5x5.0

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

24x.375

26x.375

26x.375

24x.500

24x.500

26x.562

26x.562

14x.375

20x.375

26x.562

26x.562

26x.562

20x.375

26x.375

24x.500

26x.562

24x.969

24x.969

24x.969

16x.375

24x.375

26x.375

26x.500

26x.562

24x.969

24x.969

24x.969

24x.969

26x.500

24x.969

24x.969

24x1.219

24x1.219

24x1.219

24x1.531

24x.500

26x.562

24x.969

24x.969

24x1.219

24x1.219

24x1.531

24x1.531

24x1.531

26x.375

26x.562

24x.969

24x.969

24x1.219

24x1.219

24x1.531

24x1.531

24x1.531

24x1.812

24x1.812

16-#10

16-#11

16-#10

16-#10

16-#10

16-#11

16-#11

16-#11

16-#10

16-#11

16-#10

16-#10

16-#11

16-#11

16-#11

16-#11

20-#11

16-#10

16-#11

16-#10

16-#10

16-#11

16-#11

16-#11

16-#11

20-#11

24-#11

24-#11

16-#10

16-#11

16-#10

16-#11

16-#11

20-#11

24-#11

24-#11

24-#11

16-#10

16-#11

16-#10

16-#11

16-#11

20-#11

24-#11

32-#11

32-#11

32-#11

16-#11

16-#10

16-#10

16-#11

20-#11

20-#11

24-#11

32-#11

32-#11

32-#11

32-#11

16-#11

16-#10

16-#11

20-#11

24-#11

32-#11

32-#11

32-#11

32-#11

16-#11

16-#10

16-#11

20-#11

24-#11

32-#11

32-#11

32-#11

32-#11

32-#11

16-#11

16-#10

16-#11

16-#11

20-#11

32-#11

32-#11

32-#11

32-#11

32-#11

32-#11

32-#11

16-#10

16-#10

16-#11

20-#11

32-#11

32-#11

32-#11

32-#11

32-#11

36-#11

16-#10

16-#10

16-#11

24-#11

32-#11

32-#11

32-#11

32-#11

36-#11

36-#11

36-#11

16-#10

16-#11

24-#11

32-#11

32-#11

32-#11

32-#11

36-#11

36-#11

36-#11

36-#11

36-#11

713

814

1114

1213

1215

1317

1317

1516

1516

1516

713

814

1114

1213

1215

1317

1516

1516

1518

1518

1518

1010

1114

1213

1215

1317

1516

1516

1518

1518

1917

1620

1620

713

815

1114

918

1020

1020

1319

1221

1420

1420

1010

815

817

918

1317

1317

1121

1418

1420

1420

1420

1112

1114

918

1020

1317

1319

1418

1420

1420

1522

1522

1522

713

1114

918

1317

1317

1219

1221

1221

1420

1420

713

1114

918

1317

922

1023

1221

1323

1522

1522

1522

1114

1215

1317

1020

1219

1221

1420

1420

1522

1522

1522

1522

814

1215

1317

922

1024

1221

1323

1323

1522

1522

814

916

1317

922

1221

1026

1323

1522

1522

1821

1524

1213

918

922

1024

1221

1323

1522

1522

1524

1524

1524

1626

16x.375

26x.375

26x.562

24x.969

24x.969

24x.969

24x.969

16x.375

20x.375

24x.375

26x.562

24x.969

24x.969

24x.969

24x1.219

24x1.219

26x.375

24x.500

26x.500

24x.969

24x.969

24x.969

24x1.219

24x1.219

24x1.219

24x1.219

(SQ.FT.)

16-#8

16-#9

16-#8

16-#9

16-#9

16-#8

16-#9

16-#9

16-#9

16-#9

8x.500

8x.500

10x.500

10x.500

10x.500

10x.500

12x.500

8x.500

8x.500

10x.500

10x.500

10x.500

10x.500

12x.500

8x.500

10x.500

10x.500

10x.500

10x.500

12x.500

12x.500

12x.500

12x.500

8x.500

10x.500

10x.500

10x.500

12x.500

12x.500

12x.500

12x.500

8x.500

10x.500

10x.500

10x.500

10x.500

12x.500

12x.500

8x.500

10x.500

10x.500

10x.500

12x.500

12x.500

5x.375 *

5x.375 *

5x.375 *

6x.432 *

6x.432 *

14x.500 *

12x.500 *

12x.500 *

12x.500 *

12x.500 *

10x.500 *

10x.500 *

10x.365 *

10x.365 *

8x.322 *

6x.432 *

12x.500 *

12x.500 *

10x.500 *

10x.500 *

10x.365 *

10x.365 *

8x.322 *

6x.432 *

5x.375 *

10x.500 *

10x.500 *

10x.500 *

10x.365 *

10x.365 *

8x.500 *

8x.322 *

5x.375 *

5x.375 * 5x.375 *

5x.375 *

6x.432 *

6x.432 *

12x.375 *

16x.375 *

18x.375 *

20x.375 *

24x.375 *

24x.375 *

24x.500 *

12x.375 *

16x.375 *

18x.375 *

20x.375 *

24x.375 *

26x.500 *

24x.500 *

24x.500 *

26x.375 *

24x.375 *

16x.375 *

18x.375 *

20x.375 *

24x.375 *

26x.500 *

24x.500 *

24x.500 *

26x.375 *

24x.375 *

18x.375 *

24x.375 *

26x.375 *

26x.500 *

24x.500 *

16x.375 *

18x.375 *

24x.375 *

26x.500 *

20x.375 *

24x.375 *

26x.500 *

20x.375 *

24x.375 *

26x.500 *

24x.500 *

26x.500 *

20x.375 *

24x.375 *

24x.375 *

24x.375 *

24x.375 *

24x.500 *

24x.375 *

24x.375 *

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

COLUMN PEDESTAL SIZE

PEDESTAL

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"

5x.375 *

BD-644M



LOADING TYPE 1

DESIGN TABLES


(PIPE NOMINAL SIZE x WALL THK.)COLUMNS








AUG. 31, 2012 AUG. 31, 2012



Highlight

Highlight





DESIGN

SPAN

SIGN

AREA

TRUSS MEMBERS

CHORDS

A B C

DIAGONALS

FRONTTOP &

BOTTOM

VERTICALS

TOWER MEMBERS


TO 18’

H OVER 18’

TO 24’

H OVER 24’

TO 33’

FOUNDATION

125

250

375

500

625

750

875

930

175

300

425

550

675

800

925

1050

1090

150

300

450

600

900

1050

1200

1350

1400

200

350

500

650

800

950

1100

1250

1400

1550

750

900

1050

1200

1240

150

300

450

600

750

LOADING TYPE 2

TO 6

0’

OV

ER

60’

TO 70’

OV

ER

70’

TO

80’

OV

ER

80’

TO

90’

OV

ER

90’

TO 1

00’

FRONTBOTTOM

TOP &

6x.432

8x.500

8x.500

6x.432

8x.500

12x.500

12x.500

8x.322

12x.375

12x.375

12x.375

8x.322

12x.375

10x.500

12x.500

12x.500

1.5x2.85

1.5x3.75

2.0x3.85

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x2.85

2.0x3.85

2.5x5.0

3.0x8.625

3.0x8.625

3.0x6.25

3.0x8.625

3.0x8.625

3.0x8.625

1.5x2.85

1.5x2.85

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x2.85

1.5x2.85

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x2.85

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x2.85

1.5x3.75

2.5x5.00

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x3.75

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x3.75

2.5x5.0

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x3.75

2.5x5.0

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

2.5x5.0

3.0x8.625

3.0x8.625

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

1.5x2.85

1.5x3.75

3.0x8.625

4.0x11.5

4.0x11.5

5.0x12.7

5.0x12.7

5.0x17.5

2.0x3.85

3.0x8.625

4.0x11.5

4.0x11.5

4.0x11.5

5.0x17.5

5.0x17.5

5.0x17.5

5.0x17.5

2.0x3.85

4.0x11.5

4.0x11.5

5.0x12.7

5.0x12.7

5.0x17.5

6.0x17.5

6.0x17.5

6.0x17.5

2.0x3.85

4.0x11.5

4.0x11.5

5.0x12.7

5.0x12.7

5.0x17.5

6.0x17.5

6.0x20.4

6.0x20.4

6.0x20.4

2.5x5.0

4.0x11.5

5.0x12.7

5.0x12.7

5.0x17.5

6.0x17.5

6.0x17.5

6.0x20.4

6.0x20.4

6.0x20.4

1.5x2.85

1.5x3.75

3.0x6.25

3.0x6.25

4.0x11.5

4.0x11.5

1.5x2.85

2.0x3.85

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

4.0x11.5

4.0x11.5

4.0x11.5

1.5x2.85

1.5x3.75

2.5x5.0

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

1.5x2.85

1.5x3.75

2.5x5.0

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

1.5x3.75

2.5x5.0

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

4.0x11.5

14x.375

20x.375

16x.375

18x.375

20x.375

24x.375

26x.375

24x.500

24x.500

18x.375

24x.375

26x.375

24x.500

14x.375

24x.375

26x.375

24x.375

26x.375

24x.500

20x.375

26x.375

24x.500

26x.562

26x.562

26x.562

24x.375

26x.562

26x.562

24x.969

24x.969

24x.969

18x.375

26x.375

26x.500

26x.562

24x.969

24x.969

24x.969

24x.969

24x.562

24x.688

24x.688

24x.969

24x.969

24x.969

26x.375

24x.688

24x.688

24x.969

24x.969

24x.969

24x1.219

24x1.219

26x.375

26x.562

24x.969

24x.969

24x1.219

24x1.219

24x1.219

24x1.219

24x.500

26x.562

24x.969

24x.969

24x1.219

24x1.219

24x1.531

24x1.531

24x1.531

24x.375

26x.500

24x.969

24x.969

24x1.219

24x1.219

24x1.531

24x1.531

24x1.531

24x1.531

16-#10

16-#11

16-#11

16-#10

16-#10

16-#10

16-#10

16-#11

16-#10

16-#10

16-#11

16-#11

16-#11

16-#10

16-#11

16-#10

16-#10

16-#10

16-#11

16-#11

16-#11

16-#10

16-#11

16-#10

16-#10

16-#11

16-#11

16-#11

16-#11

16-#11

16-#10

16-#10

16-#10

16-#10

16-#11

16-#11

16-#11

20-#11

20-#11

16-#10

16-#10

16-#10

16-#10

16-#11

16-#11

16-#11

16-#10

16-#11

16-#10

16-#10

16-#11

16-#11

16-#11

20-#11

20-#11

16-#10

16-#11

16-#10

16-#11

16-#11

20-#11

24-#11

24-#11

24-#11

16-#10

16-#10

16-#10

16-#11

20-#11

24-#11

24-#11

32-#11

32-#11

32-#11

16-#10

16-#10

16-#11

20-#11

20-#11

24-#11

32-#11

32-#11

32-#11

32-#11

16-#11

16-#10

16-#11

16-#11

16-#11

24-#11

24-#11

16-#11

16-#10

16-#11

16-#11

20-#11

24-#11

24-#11

32-#11

32-#11

16-#10

16-#10

16-#11

20-#11

24-#11

32-#11

32-#11

32-#11

32-#11

16-#10

16-#10

16-#11

20-#11

24-#11

32-#11

32-#11

32-#11

32-#11

32-#11

16-#10

16-#11

20-#11

24-#11

32-#11

32-#11

32-#11

32-#11

32-#11

32-#11

16-#10

16-#10

16-#11

24-#11

24-#11

32-#11

32-#11

32-#11

16-#10

16-#11

24-#11

24-#11

32-#11

32-#11

32-#11

32-#11

32-#11

16-#10

16-#11

24-#11

32-#11

32-#11

32-#11

32-#11

32-#11

32-#11

16-#10

16-#11

24-#11

32-#11

32-#11

32-#11

32-#11

36-#11

36-#11

36-#11

16-#10

20-#11

32-#11

32-#11

32-#11

32-#11

36-#11

36-#11

36-#11

36-#11

713

713

817

1114

1216

1215

1215

1019

713

815

1114

1114

918

1019

1317

1516

1516

713

815

1114

918

1317

1019

1516

1516

1516

713

1114

1114

918

1317

1516

1516

1518

1518

1518

815

1114

1018

1317

1317

1516

1518

1518

1518

1518

713

815

916

918

918

1317

1317

1020

815

817

918

918

1020

1317

1319

1319

1319

713

1114

918

1317

1020

1319

1319

1518

1518

815

1215

918

1317

1319

1319

1518

1518

1620

1620

1114

918

1317

1020

1319

1518

1518

1620

1620

1522

713

817

918

1317

1020

1020

1319

1319

815

916

918

1020

1319

1319

1319

1319

1319

815

918

1020

1020

1022

1022

1421

1221

1420

814

918

1020

1020

1022

1421

1421

1522

1522

1522

916

918

1317

1319

1421

1421

1620

1522

1522

1522

814

918

1020

1020

1022

1022

1221

1221

916

918

1317

1319

1022

1421

1026

1323

1323

916

918

1020

1319

1421

1720

1323

1522

1522

916

918

1020

1022

1124

1421

1622

1522

1522

1624

918

1317

1022

1421

1421

1423

1522

1524

1524

1524

16x.375

20x.375

24x.375

26x.375

24x.500

24x.562

24x.688

24x.688

26x.375

24x.500

26x.562

24x.688

24x.969

24x.969

18x.375

26x.375

26x.562

24x.969

24x.969

24x.969

24x.969

26x.500

26x.562

24x.969

24x.969

24x.969

24x.969

24x.969

26x.375

26x.562

24x.969

24x.969

24x.969

24x1.219

24x1.219

24x1.219

(SQ.FT.)

6x.432

24x.375

10x.500

16-#8

16-#8

16-#8

16-#9

16-#8

16-#8

16-#9

16-#8 16-#9


TO 18’

H OVER 18’

TO 24’

H OVER 24’

TO 33’

H OVER 24’

TO 33’

H OVER 18’

TO 24’

H OVER 12’

TO 18’H TO 12’

PEDESTAL "P" BARS FOOTING TYPE

8x.500

8x.500

8x.500

8x.500

8x.500

8x.500

8x.500

8x.500

8x.500

10x.500

10x.500

10x.500

8x.500

8x.500

8x.500

10x.500

10x.500

10x.500

8x.500

10x.500

10x.500

10x.500

10x.500

10x.500

8x.500

10x.500

10x.500

10x.500

10x.500

10x.500

8x.500

10x.500

10x.500

10x.500

12x.500

12x.500

12x.500

8x.500

10x.500

10x.500

12x.500

12x.500

12x.500

8x.500

10x.500

10x.500

12x.500

12x.500

8x.500

8x.500

10x.500

12x.500

12x.500

5x.375 *

5x.375 *

6x.432 *

6x.432 *

5x.375 *

5x.375 *

5x.375 *

5x.375 *

5x.375 *

6x.432 *

5x.375 *

6x.432 *

12x.500 *

12x.500 *

12x.500 *

10x.500 *

10x.500 *

8x.500 *

6x.432 *

5x.375 *

10x.500 *

10x.500 *

10x.365 *

8x.500 *

5x.375 *

10x.500 *

10x.500 *

10x.500 *

10x.365 *

10x.365 *

8x.500 *

5x.375 *

5x.375 *

10x.365 *

10x.365 *

10x.365 *

8x.500 *

8x.322 *

6x.432 *

5x.375 *

5x.375 *

8x.500 *

8x.500 *

8x.500 *

8x.322 *

5x.375 *

5x.375 * 5x.375 *

5x.375 *

6x.432 *

5x.375 *

5x.375 *

5x.375 *

5x.375 *

6x.432 *

5x.375 *

6x.432 *

12x.375 *

18x.375 *

20x.375 *

24x.375 *

24x.375 *

24x.375 *

14x.375 *

24x.375 *

24x.375 *

26x.375 *

24x.500 *

24x.500 *

14x.375 *

24x.375 *

26x.375 *

24x.500 *

24x.500 *

14x.375 *

18x.375 *

20x.375 *

24x.375 *

26x.375 *

24x.500 *

16x.375 *

24x.375 *

24x.375 *

24x.500 *

26x.500 *

26x.500 *

24x.375 *

26x.500 *

26x.500 *

24x.500 *

24x.375 *

18x.375 *

26x.500 *

24x.375 *

18x.375 *

26x.500 *

26x.500 *

24x.500 *

24x.375 *

20x.375 *

18x.375 *

24x.500 *

24x.500 *

24x.375 *

24x.375 *

18x.375 *

20x.375 *

24x.375 *

26x.500 *

24x.375 *

26x.500 *

24x.375 *

24x.375 *

24x.500 *

24x.375 *

26x.500 *

24x.375 *

24x.375 *

24x.375 *

24x.375 *

24x.375 *

18x.375 *

20x.375 *

24x.375 *

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

6x.432 6x.432

6x.432 *

5x.375 *

6x.432 *

6x.4326x.432

6x.432 6x.432

6x.432 *

BD-644M

LOADING TYPE 2

DESIGN TABLES



SHT. 7 OF 13


COLUMNS (PIPE NOMINAL SIZE x WALL THK.)








FOR DESIGN TABLE NOTES, SEE SHEET 5.

NOTE:

AUG. 31, 2012 AUG. 31, 2012



Highlight

Highlight


SAMPLE CONTRACT DRAWING




TABLE OF ESTIMATED QUANTITIES

ITEM UNIT QUANTITY

STEEL SIGN STRUCTURE

STRUCTURE MOUNTED SIGNS

CLASS 3 EXCAVATION

CLASS A CEMENT CONCRETE

REINFORCEMENT BARS

ITEM NO.

*

*LUMP SUM ITEM NO. 9948-0106.

ITEMS SHOWN FOR INFORMATION ONLY, INCLUDED IN

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

0000-0000

0000-0000

0000-0000

0000-0000 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

0.31

Y

CAMBER(Y)=

POSITION AND CHECK TRUSS CAMBER.

SITE, SHOP ASSEMBLE TRUSSES IN AN UPRIGHT

NOTE: PRIOR TO SHIPMENT OF TRUSS STRUCTURE TO THE

SEE BC-744M FOR FABRICATION DETAILS.

BOTTOM DIAGONALS ST (DP)x(WT) AND BOTTOM VERTICALS ST (DP)x(WT).

TOP DIAGONALS ST (DP)x(WT) AND TOP VERTICALS ST (DP)x(WT);

FRONT DIAGONALS ST (DP)x(WT) AND FRONT VERTICALS ST (DP)x(WT);


(W.THK.), AND TRUSS CHORD C (O.D.) x (WALLTHK.). SEE BC-744M FOR

TRUSS CHORD A (O.D.) x (WALLTHK.), TRUSS CHORD B (O.D.) x

DETAILS.

COLUMN BRACING IS ST (DP)x(WT.). SEE BC-744M FOR FABRICATION

DETAILS.

COLUMN SIZE IS (O.D.) x (WALLTHK.). SEE BC-744M FOR FABRICATION

AND DETAILS.

FOOTING TYPE (SIZE). SEE BC-744M FOR REINFORCEMENT REQUIREMENTS

AND DETAILS.

PEDESTAL TYPE (SIZE). SEE BC-744M FOR REINFORCEMENT REQUIREMENTS

ST

A.

AH

EA

DVIEW B-B

MEDIAN

B

A

VIEW A-ATRAFFIC TRAFFICTRAFFIC TRAFFIC

C

C

90°

EL.

L STRUCTUREC

AS REQUIRED

AND/OR CATWALKS

FOR SIGN LIGHTING

ADDITIONAL DEPTH

L

RO

AD

WA

Y

L ROADWAY

VARIABLE

PAVEMENT

EDGE OF

VARIABLE

PAVEMENT

EDGE OF

(P AND R) PANELS - CHORD B(M) PANELS - CHORD A (M) PANELS - CHORD C

L SPLICEC L SPLICEC L SPLICEC L SPLICEC

(TYP.)

=

PANEL LENGTH

C

STA.

L OF SIGN STRUCTURE

CL COLUMN "A"CL COLUMN "B"

PAVEMENTPAVEMENT

=

TRUSS DEPTH

"G" SEE BC-744M

FOOTING WIDTH "G" SEE BC-744M

FOOTING WIDTH





ELEVATION

SIGN HT. = SIGN HT. =


SEE BC-744M FOR

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

TRUSS CHORD B


SEE BC-744M FOR

ST (DP)x(WT)(TYP.)

FRONT VERTICAL

COLUMN COLUMN

EL.

CLR. TOP OF ROADWAY

PT. OF MIN. VERT.

EL.

TOP OF PEDESTAL

EL.

FOOTING

BOTTOM OF







EL.

FOOTING

BOTTOM OF

EL.

TOP OF PEDESTAL

(TYP.)

COLUMN


SEE BC-744M FOR

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

TRUSS CHORD A


SEE BC-744M FOR

ST (DP)x(WT)(TYP.)

TOP VERTICAL


SEE BC-744M FOR

ST (DP)x(WT)(TYP.)

BOTTOM VERTICAL

CHORD

BACK TRUSS

BOTTOM TRUSS CHORD


SEE BC-744M FOR

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

TRUSS CHORD B

TOP TRUSS CHORD


SEE BC-744M FOR

ST (DP)x(WT)(TYP.)

BOTTOM DIAGONAL


SEE BC-744M FOR

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

TRUSS CHORD C


SEE BC-744M FOR

ST (DP)x(WT)(TYP.)

TOP DIAGONAL

ACTUAL SPAN LENGTH =

DESIGN SPAN LENGTH (L)

VERTICAL=

DIST. TO FIRST

A

B


SEE BC-744M FOR

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

TRUSS CHORD A


SEE BC-744M FOR

ST (DP)x(WT)(TYP.)

FRONT DIAGONAL


SEE BC-744M FOR

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

TRUSS CHORD C

VERTICAL=

DIST. TO FIRST


BC-744M FOR REINFORCENENT

PEDESTAL TYPE (SIZE). SEE


BC-744M FOR REINFORCENENT

PEDESTAL TYPE (SIZE). SEE

GROUT (TYP.)

NON-SHRINK

(TYP.)

LENGTH=

END PANEL

END VIEW

PEDESTAL

TOP OF

FRONT VERTICAL

OR DIAGONAL

TOP OF

BASEPLATE

PL

BOTTOM

VERTICAL OR

DIAGONAL

TOP VERTICAL

OR DIAGONAL

NOTE:

SIGN NOT SHOWN

FOR CLARITY

C

EL.=

L STRUCTURE

CO

LU

MN "

A"

CO

LU

MN "

B"

(N

O.)

EQ

UA

L

SP

AC

ES

=

(N

O.)

EQ

UA

L

SP

AC

ES

=

"F" SEE BC-744M

FOOTING LENGTH

BACK TRUSS

CHORDS A, B,

& C

TOP TRUSS

CHORDS A, B,

& C

BOTTOM TRUSS

CHORDS A, B,

& C


SEE BC-744M FOR

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

COLUMN SIZE IS

CO

LU

MN "

A"

CO

LU

MN "

B"

HEI

GH

T

PE

DE

ST

AL

CO

LU

MN

HT.

=

CO

LU

MN

HT.

=

DE

SI

GN

HEI

GH

T (

H)


SEE BC-744M FOR

ST (DP)x(WT.).

COLUMN BRACING IS

DESIGN CRITERA

(1 OR 2)

DESIGN FOR (ULTIMATE OR ACTUAL) SIGN AREA.

NOTE:

(DESIGNER TO INDICATE CONTROLLING CONDITION)

LOCATION PLAN

1+400

STA.

SIGN STRUCTURE

SIGN STRUCTURE LOCATION

SEE PLAN SHEET FOR

BD-644M

6"

MIN.

2’-0"

MAX.

9’-3"

17’-6" MIN.

MIN. VERT. CLR.=

ACTUAL VERT. CLR.=

6"

MIN.

2’-0"

2’-0"

LBS

SF

CY

CY

LBS



SHT. 8 OF 13

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

AUG. 31, 2012 AUG. 31, 2012



Highlight

Highlight





DESIGN

SPAN

SIGN

AREA

TRUSS MEMBERS

CHORDS

A B C

DIAGONALS

FRONTTOP &

BOTTOM

VERTICALS

TOWER MEMBERS

H TO 12’ H OVER 12’

TO 18’

H OVER 18’

TO 24’

H OVER 24’

TO 33’

FOUNDATION


TO 18’

H OVER 18’

TO 24’

H OVER 24’

TO 33’

125

250

375

500

625

750

875

1000

1100

175

300

425

550

675

800

925

1050

1175

1295

BRACING BRACINGBRACING BRACING

LOADING TYPE 1

COLUMN ** COLUMN ** COLUMN ** COLUMN ** FTG. FTG. FTG. FTG.

TO

60’

OV

ER 6

0’

TO

70’

FRONTBOTTOM

TOP &

10x.365

8x.500

1.5x2.85

1.5x2.85

1.5x2.85

2.0x3.85

2.0x3.85

2.5x5.0

3.0x8.625

3.0x8.625

3.0x8.625

1.5x3.75

1.5x3.75

2.0x3.85

2.0x3.85

2.0x3.85

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x2.85

1.5x2.85

1.5x3.75

2.0x3.85

2.0x3.85

2.0x3.85

2.0x3.85

2.0x3.85

2.0x4.75

1.5x2.85

1.5x3.75

1.5x3.75

2.0x4.75

2.0x4.75

2.0x4.75

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

1.5x3.75

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

4.0x11.5

1.5x3.75

2.0x4.75

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

4.0x11.5

4.0x11.5

1.5x2.85

1.5x3.75

3.0x6.25

4.0x11.5

6.0x15.9

6.0x20.4

6.0x25.0

9.0x27.35

9.0x27.35

1.5x2.85

1.5x3.75

3.0x6.25

4.0x11.5

6.0x15.9

6.0x20.4

6.0x25.0

9.0x27.35

9.0x27.35

9.0x27.35

10x.365

12x.375

12x.375

1.5x3.75

1.5x3.75

1.5x3.75

1.5x3.75

2.0x3.85

2.0x4.75

2.0x4.75

3.0x8.625

3.0x8.625

1.5x3.75

1.5x3.75

2.0x4.75

2.0x4.75

2.0x4.75

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

12x.375

14x.375

14x.375

14x.375

1.5x3.75

1.5x3.75

2.0x3.85

2.0x3.85

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

1.5x3.75

2.0x3.85

2.0x3.85

2.0x4.75

2.0x4.75

3.0x8.625

3.0x8.625

3.0x8.625

16x.375

16x.375

18x.375

18x.375

18x.375

2.0x3.85

2.0x3.85

2.0x3.85

2.0x4.75

2.0x4.75

3.0x8.625

3.0x8.625

2.0x3.85

2.0x3.85

2.0x3.85

2.5x5.0

2.5x5.0

3.0x8.625

3.0x8.625

20x.375

2.0x3.85

2.0x3.85

2.0x4.75

2.5x5.0

3.0x8.625

3.0x8.625

3.0x8.625

2.0x3.85

2.0x3.85

2.0x4.75

2.5x5.0

3.0x8.625

3.0x8.625

3.0x8.625

612

614

716

716

718

820

820

820

820

613

615

717

717

719

821

821

821

1118

1118

612

614

716

718

820

820

922

1119

1119

613

717

717

719

821

1118

1118

1120

1120

1120

614

716

718

820

820

1119

924

1221

1221

615

717

719

821

1118

1120

1120

1222

1222

1222

714

716

818

820

922

1024

924

1026

1323

715

819

819

821

923

1025

1025

1324

1324

1324

(SQ.FT.)

8x.322

TYPE

PED.

TYPE

PED.

TYPE

PED.

TYPE

PED.

8x.500

8x.500

8x.500

8x.500

10x.500

10x.500 10x.500

10x.500

8x.500

8x.500

8x.500

8x.500

10x.500

10x.500

10x.500

10x.500

8x.500

8x.5008x.500

8x.500

8x.500

10x.500

10x.500

10x.500

10x.500

5x.375 *

5x.375 *

6x.432 *

5x.375 *

5x.375 *

6x.432 *

5x.375 *

5x.375 *

8x.322 *

8x.322 *

8x.500 *

8x.500 *

10x.365 *

10x.365 *

5x.375 *

5x.375 *

8x.322 *

10x.365 *

6x.432 *

8x.500 *

10x.365 *

10x.365 *

5x.375 *

5x.375 *

6x.432 *

5x.375 *

5x.375 * 8x.322 *

8x.322 *

8x.322 *

10x.365 *

10x.365 *

10x.365 *

12x.375 *

12x.375 *

12x.375 *

8x.322 *

8x.322 *

8x.322 *

10x.365 *

10x.365 *

12x.375 *

12x.375*

12x.375 *

12x.375 *

12x.375 *

12x.375 *

12x.375 *

14x.375 *

12x.375 *

12x.375 *

12x.375 *

12x.375 *

12x.375 *

14x.375 *

16x.375 *

16x.375 *

16x.375 *

16x.375 *

16x.375 *

16x.375 *

16x.375 *

16x.375 *

16x.375 *

18x.375 *

18x.375 *

16x.375 *

16x.375 *

16x.375 *

16x.375 *

16x.375 *

18x.375 *

24x.375 *

24x.375 *

24x.375 *

24x.375 *

20x.375 *

20x.375 *

20x.375 *

20x.375 *

20x.375 *

24x.375 *

24x.375 *

24x.375 *

20x.375 *

20x.375 *

20x.375 *

20x.375 *

20x.375 *

20x.375 *

FOR CONTINUATION OF CHART, SEE SHEETS 10 AND 11.PED. TYPE

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

3.0x8.625

FP116

FP116

FP116

FP116

FP116

FP116

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP122

FP136

FP136

FP136

FP136

FP136

FP136

FP136

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP126

FP131

FP131

FP131

FP131

FP131

FP131

FP131

FP131

FP131

FP131

FP131

FP131

FP131

FP131

FP131

FP131

FP131

FP131

4.0x11.5 4.0x9.2 4.0x9.2 4.0x9.2

3.0x8.625

3.0x8.625

6x.432 *

6x.432 *

PEDESTAL

TOP OF

2’-6"

MI

N.

11’-0"

MA

X.

2’-0"

SIDE VIEW

L = SPAN LENGTH

FRONT DIAGONAL

PEDESTAL

FOOTING

SIGN AREA

A A

B B

ELEVATION

L/

23

ROUND UP TO NEAREST 3" INCREMENT

TOP TRUSS

CHORD

FRONT VERTICAL

OR DIAGONAL

BACK TRUSS

CHORD

TOP OF

BASEPLATE

C TRUSSL

H

BACK TRUSS CHORD

TOP TRUSS CHORD

BOTTOM TRUSS CHORD

TOP TRUSS CHORD

BOTTOM TRUSS CHORD

BRACING

FRONT VERTICAL

PL

"P" BARS

FL

PT

FW

(M+N) PANELS - CHORD A (2P+R) PANELS - CHORD B (M+N) PANELS - CHORD C

BOTTOM VERTICAL

BOTTOM DIAGONAL

TOP DIAGONALTOP VERTICAL

TOP VERTICAL

OR DIAGONAL

CAMBER TABLE

SPAN CAMBER (IN.)

60’

70’

80’

90’

100’

SPAN CAMBER (IN.)

140’

160’

180’

200’

120’1.66

1.94

2.41

2.90

3.67

2.71

4.53

5.21

6.13

7.47

L TOWER

L COLUMN

C

C

VIEW B-B

VIEW A-A

COLUMN

(TYP.)

OF M, N, P & R SEE SHEET 10.

FOR SPLICE LOCATIONS AND VALUES

NOTE:

18" WHEN L > 140’

9" WHEN L < 140’

18" WHEN L > 140’

9" WHEN L < 140’

SHEET 3.

DETAILS, SEE BC-744M,

FOR PEDESTAL AND FOOTING

FRONT VERTICAL

OFFSET TO END VERTICAL

DUE TO ROUNDING AND

END PANEL LENGTH VARIES

FRONT VERTICAL

LENGTH = L/20

INTERIOR PANEL

NOTE:

SIGN NOT

SHOWN

FOR CLARITY

BOTTOM

TRUSS

CHORD

BOTTOM

VERTICAL

OR

DIAGONAL

SPLICE LOCATION.

TOWARD THE LIGHTER CHORD MATERIAL TO THE DESIRED

THE HEAVIER CHORD MATERIAL MUST BE EXTENDED

CASE OF THE ADDITION OR ELIMINATION OF SPLICES,

ELIMINATED AT THE OPTION OF THE FABRICATOR. IN

ONE OR MORE SPLICES IN THE TRUSS MAY BE ADDED OR

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

FOR GENERAL DESIGN INSTRUCTIONS, SEE SHEETS 2 AND 3.

FOR GENERAL NOTES, SEE SHEET 1.

NOTES:

MUST CHECK ADEQUACY FOR FILL HEIGHTS < 10’.

FOOTING DESIGN BASED ON 10 FOOT FILL HEIGHT. DESIGNER

FOR FOUNDATION DETAILS.

A FOOTING 6’ WIDE x 9’ LONG). SEE BC-744M, SHEET 3

x LENGTH (FOR EXAMPLE, FOOTING TYPE 609 INDICATES

"FOOTING TYPE" DESIGNATION INDICATES FOOTING WIDTH

BD-644M



LOADING TYPE 1

DESIGN TABLES

SHT. 9 OF 13


FOR PEDESTAL DETAILS, SEE BC-744M SHEET 3. FOR STRUCTURAL DETAILS, SEE BC-744M.

AUG. 31, 2012 AUG. 31, 2012

- INDICATES FOUNDATION PEDESTAL TYPE.










Highlight

Highlight





SHT. 10 OF 13

DESIGN

SPAN

SIGN

AREA

TRUSS MEMBERS

CHORDS

A B C

DIAGONALS

FRONTTOP &

BOTTOM

VERTICALS

TOWER MEMBERS

H TO 12’ H OVER 12’

TO 18’

H OVER 18’

TO 24’

H OVER 24’

TO 33’

FOUNDATION


TO 18’

H OVER 18’

TO 24’

H OVER 24’

TO 33’

150

300

450

600

750

900

1050

1200

1350

1480

150

300

300

600

900

1200

1500

1800

2100

2220

BRACING BRACINGBRACING BRACING FTG. FTG. FTG. FTG.

450

600

750

900

1050

1200

1350

1500

1665

200

350

500

650

800

950

1100

1250

1400

1550

1700

1850

300

600

900

1200

1500

1800

2100

2400

COLUMN ** COLUMN ** COLUMN ** COLUMN **

OV

ER 7

0’

TO

80’

OV

ER

80’

TO

90’

OV

ER 9

0’

TO 1

00’

TO 1

20’

OV

ER

10

0’

TO

14

0’

OV

ER 1

20’

LOADING TYPE 1 (CONTINUED)

FRONTBOTTOM

TOP &

14x.500

14x.500

18x.500

12x.500

14x.500

14x.500

18x.500

18x.500

12x.375

18x.500

2.0x4.75

2.5x5.0

3.0x6.25

3.0x6.25

4.0x11.5

4.0x9.2

4.0x9.2

4.0x11.5

5.0x12.7

5.0x12.7

5.0x17.5

2.5x5.0

3.0x6.25

4.0x11.5

4.0x11.5

5.0x12.7

5.0x17.5

6.0x15.9

6.0x15.9

2.5x5.0

3.0x8.625

4.0x9.2

4.0x11.5

5.0x12.7

5.0x17.5

6.0x15.9

6.0x15.9

2.0x4.75

2.0x4.75

2.5x5.0

3.0x6.25

4.0x11.5

4.0x9.2

4.0x9.2

4.0x11.5

5.0x12.7

5.0x12.7

5.0x17.5

2.0x4.75

3.0x6.25

4.0x11.5

4.0x11.5

5.0x12.7

5.0x17.5

5.0x17.5

6.0x15.9

3.0x8.625

3.0x8.625

4.0x11.5

4.0x11.5

5.0x17.5

5.0x17.5

5.0x17.5

6.0x15.9

3.0x6.25

commonwealth of pennsylvania department of transportation · 2012. 8. 31. · traffic signals". use...

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