commonwealth of pennsylvania department of transportation · 2013-12-02 · commonwealth of...

COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION

CHIEF BRIDGE ENGINEER

RECOMMENDEDRECOMMENDED

SHT. 1 OF 7

INFORMATIONAL NOTES

INFORMATION CONTAINED IN THE DESIGN TABLES

GENERAL NOTES

* LEGEND:

CONSTRUCTION GENERAL NOTES

NOTES TO DESIGNER

DESIGN CRITERIA FOR PENNDOT SIGN STRUCTURES

SIGN DETAILS/FREEWAY AND EXPRESSWAY GUIDE SIGNS

REFERENCE DRAWINGS

SPACING CHARTS/DIRECT APPLIED LETTERS, NUMERALS, & ARROWS

EXTRUDED ALUMINUM CHANNEL SIGN

FLAT SHEET ALUMINUM SIGNS WITH EXTRUDED ALUMINUM STIFFENERS

SIGN LIGHTING/MERCURY VAPOR LAMPS

REINFORCEMENT BAR FABRICATION DETAILS

CLASSIFICATION OF EARTHWORK FOR STRUCTURES

TYPE 2 STRONG POST GUIDE RAIL

TYPE 2 WEAK POST GUIDE RAIL

BARRIER PLACEMENT AT OBSTRUCTIONS

SINGLE FACE CONCRETE BARRIER PLACEMENT AT MEDIAN PIERS

TC-8700C

TC-8701D

TC-8701E

TC-8701S

TC-8715

TC-8716

RC-11M

RC-52M

RC-53M

RC-54M

RC-58M

BC-736M

FLAT SHEET ALUMINUM WITH STIFFENERS/OVERHEAD STRUCTURES

ERECTION DETAILS/EXTRUDED ALUMINUM CHANNEL SIGNS

BC-745M OVERHEAD SIGN STRUCTURES

NOTES AND DESIGN CRITERIA

OVERHEAD SIGN STRUCTURES

BD-645M

BARRIER.

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

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

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

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

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

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

CRASHWORTHY BARRIER, SEE TABLE A, BC-745M, SHEET 2.

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

TABLES.

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

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

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

CONTRACT DRAWINGS.

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

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

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

PLANS IS PROHIBITED.

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

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

USE THESE STANDARDS FOR OVERHEAD SIGN STRUCTURES SUBJECT TO LIMITATIONS AS

READ THESE NOTES BEFORE USING THESE STANDARDS.

SPANS FROM 100' TO 200'

4 POST 4 CHORD TRUSS

MATERIALS AND WORKMANSHIP:

PROVIDE MATERIALS AND WORKMANSHIP IN ACCORDANCE WITH THE CURRENT VERSIONS OF

THE PENNSYLVANIA DEPARTMENT OF TRANSPORTATION PUBLICATION 408, ANSI/AWS

SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS, LUMINAIRES AND

PROVIDE STRUCTURAL STEEL CONFORMING TO THE FOLLOWING:

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

ASTM A709, GRADE 36

ALTERNATE PRESS-BREAK MEMBERS:

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

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

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

MINIMUM THICKNESS OF PRESS-BREAK MEMBERS TO BE Š". PENNDOT'S SIGN STRUCTURE

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

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

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

NOT PERMITTED FOR CHORDS.

PROVIDE BOLTS CONFORMING TO THE FOLLOWING:

ANCHOR BOLTS: ASTM, F1554 GRADE 55 PER PUBLICATION 408

SECTION 1105.02(c)3.

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

DESIGN SPECIFICATIONS:

AASHTO "STANDARD SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS,

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

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

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

AUGUST 1993 EDITION (INCLUDING AUGUST 1995 REVISIONS)

ALL FILLET WELDS SHOWN ARE MINIMUM SIZE UNLESS NOTED OTHERWISE.

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

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

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

OF THE MEMBER SIZES INDICATED WHEN THE FATIGUE CATEGORY IS SPECIFIED

TO BE I FOR THE PROJECT.

THE SPAN RANGE INCLUDED IN THIS STANDARD ARE AS FOLLOWS:

BD-645M: FOUR-POST FOUR-CHORD TRUSS, SPANS FROM

100' TO 200'.

THE DESIGN TABLES INCLUDE MEMBER SIZES FOR THE STRUCTURES FOR VARIOUS

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

SPREAD FOOTING DESIGNS. THE CORRESPONDING FABRICATION AND CONSTRUCTION

DETAILS ARE CONTAINED ON STANDARD DRAWING BC-745M.

BUREAU OF PROJECT DELIVERY

ACTING DIR, BUR. OF PROJECT DELIVERY

CVN: CHARPY V-NOTCH.

STRUCTURAL CONCRETE WITH COMMENTARY (ACI 318-99).

ACI: AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR

U.N.O.: UNLESS NOTED OTHERWISE

STRUCTURES

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

FOR HIGHWAY BRIDGES"

TRANSPORTATION OFFICIALS, "STANDARD SPECIFICATIONS

AASHTO HIGHWAY BRIDGES: AMERICAN ASSOCIATION OF STATE HIGHWAY AND

FOR HIGHWAY SIGNS, LUMINAIRES AND TRAFFIC SIGNALS"

OFFICIALS, "STANDARD SPECIFICATIONS FOR STRUCTURAL SUPPORTS

AASHTO SIGN SPEC: AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION

THE MEMBER SIZES INDICATED IN THE DESIGN TABLES MEET THE FATIGUE

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

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

ANSI/AASHTO/AWS D1.5.

DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS).

MUST BE SUBMITTED FOR ALL COMPONENTS OF OVERHEAD SIGN STRUCTURES CARRYING

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

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

DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF PENNSYLVANIA

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

RECOMMENDED TO CARRY DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS). OVERHEAD SIGN

4-POST 4-CHORD STRUCTURE TYPES AS PRESENTED IN THESE STANDARDS ARE

ANSI/AASHTO/AWS D1.5".

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

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

WORKMANSHIP IN ACCORDANCE WITH SPECIFICATIONS, PUBLICATION 408 - (INDICATE

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

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

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

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

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

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

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

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

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

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

PUB. 408 UNLESS STAINLESS STEEL OR OTHERWISE INDICATED.

10. GALVANIZE ALL STRUCTURAL STEEL, BOLTS, NUTS AND WASHERS IN ACCORDANCE WITH

ANY DIMENSIONS NECESSARY TO PROVIDE A PROPER FOUNDATION.

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

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

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

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

AS NECESSARY FOR PROPER FIT OF THE PROPOSED CONSTRUCTION.

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

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

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

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

CAISSONS.

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

1. PROVIDE 3-INCH CONCRETE COVER ON REINFORCEMENT BARS, EXCEPT AS NOTED.

STRUCTURES ARE DESIGNED FOR A SEISMIC ACCELERATION COEFFICIENT = 0.15

SEISMIC DESIGN CRITERIA

COHESION 0 KIPS PER SQUARE FOOT

ANGLE OF INTERNAL FRICTION 25°

UNIT WEIGHT OF SOIL 100 POUNDS PER CUBIC FOOT

MODULUS OF SUBGRADE REACTION 10.0 POUNDS PER CUBIC INCH

MAXIMUM DESIGN LATERAL DISPLACEMENT 0.5"

MAXIMUM DESIGN PRESSURE 1.5 TONS PER SQUARE FOOT

DRILLED SHAFTS (CAISSONS) DM-4 SEC. D4.6, PENNDOT COM624P COMPUTER PROGRAM

UNIT WEIGHT OF SOIL 100 POUNDS PER CUBIC FOOT

MINIMUM AREA IN BEARING 95%

MAXIMUM DESIGN PRESSURE 1.5 TONS PER SQUARE FOOT

SPREAD FOOTINGS

COLUMN DESIGN (PEDESTALS) 8.15.4

TORSION ACI SECTION A.7.3*

FOOTING STABILITY REQUIREMENTS DM-4 D5.5.5

DISTRIBUTION OF REINFORCEMENT 4.4.11.2.2

PRESSURES FOR ECCENTRICALLY LOADED FOOTINGS FIG. 4.4.7.1.1.1C

MINIMUM CONCRETE COVER DM-4 D8.22.1*

SPACING LIMITS FOR REINFORCEMENT 8.21

MINIMUM REINF. OF FLEXURAL MEMBERS 8.17.1

SLENDERNESS OF COLUMNS 8.16.5.2

ALLOWABLE SHEAR STRESS 8.15.5.6.4

SHEAR STRESS IN FOOTINGS 8.15.5.6.2

SHEAR CAPACITY OF FOOTINGS 8.15.5.6.1

REINFORCEMENT TENSILE STRESS 8.15.2.2

ALLOWABLE BEARING STRESS 8.15.2.1.3

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

ALLOWABLE ANCHOR BOLT STRESSES AASHTO SIGN SPECS. 5.17

BOLT DESIGN CRITERIA AASHTO SIGN SPECS. 5.16

COMBINED BOLT SHEAR AND TENSION 10.32.3.3.3

BOLT PRYING ACTION 10.32.3.3.2

SLIP-CRITICAL BOLT ALLOWABLE 10.32.3.2.1

ALLOWABLE BOLT STRESSES TABLE 10.32.3B

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

ALLOWABLE STRESSES FOR STRUCTURAL STEEL SECTION 5

PERMANENT CAMBER 10.5

ALLOWABLE DEFLECTION 10.4

FATIGUE REQUIREMENTS (FATIGUE CATEGORY II ) SECTION 11

ALLOWABLE STRESSES FOR COMBINED STEEL STRESS 5.12

ALLOWABLE STRESSES FOR BASE PLATES 5.8

ALLOWABLE STRESSES FOR SIGN SUPPORTS 5.12

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

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

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

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

GROUP LOADS AASHTO SIGN SPECS. 3.4

CATWALK 1994 SIGN SPEC. COMMENTARY 1.2.2

WIND AND 30% GUST FACTOR

EQ. C-1, WITH 80 MPH

WIND LOAD APPENDIX C, SECTION C.3,

ICE LOAD 3.7

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

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

ENGINEER MUST REVIEW AND APPROVE ALL STRUCTURES DESIGNED TO CARRY

RECOMMENDED TO CARRY DYNAMIC\VARIABLE MESSAGE SIGNS (DMS\VMS). THE CHIEF BRIDGE

4-POST 4-CHORD STRUCTURE TYPES AS PRESENTED IN THESE STANDARDS ARE

DYNAMIC\VARIABLE MESSAGE SIGN (DMS\VMS) STRUCTURES

CATWALK BC-745M, SHT. 8 & 9

COLUMNS, CHORDS CALCULATED INTERNALLY WITHIN PROGRAM

SIGN SUPPORT BEAM BC-745M, SHT. 8

LIGHT FIXTURES BC-745M, SHT. 10

SIGN PANELS TC-8701E OR TC-8701S

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

& PIPE BRACING: SEE PUBLICATION 408, SECTION 948.2.

COLUMNS, PIPE CHORDS

NOV. 26, 2013 NOV. 26, 2013

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SHT. 2 OF 7

DESIGN INSTRUCTIONS


HOW TO USE THE DESIGN TABLES

SETTING SUBSTRUCTURE ELEVATIONS

POSITIONING OF SIGN PANELS AND SIGN STRUCTURE

1

12

C STRUCTUREL3

Y/2

Y1

X1

2X

A

<Y /2

22

B

>Y /2

22

Y2

3X

A

>Y /2

B

<Y /2

33

33

1Y/2

Y3

1 1

DESIGN AREA OF SIGN NO.2 = (X B )x22 2

DESIGN AREA OF SIGN NO.1 = X Y

DESIGN AREA OF SIGN NO.3 = (X A )x23 3

B = DISTANCE FROM L STRUCTURE TO BOTTOM OF SIGN

A = DISTANCE FROM L STRUCTURE TO TOP OF SIGNC

C

1 1

2 2

3 3

POSITIONING THE SIGN PANELS AND SIGN STRUCTURE.

SEE THE FOLLOWING DIAGRAMS FOR ADDITIONAL INSTRUCTIONS FOR

FOLLOWING MANNER:

THE VERTICAL DIRECTION, COMPUTE THE DESIGN SIGN AREA IN THE

ONE OR MORE OF THE SIGN PANELS IS NOT CENTERED IN

WHEN MULTIPLE SIGN PANELS ARE PLACED ON ONE STRUCTURE AND

THE SIGN AREA FOR ANY SIGN PANEL CENTERED IN

THE VERTICAL DIRECTION IS (X) x (Y)

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

WHEN A>B.

THE SIGN AREA FOR ANY SIGN PANEL OFF-CENTER IN

EXAMPLE:

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

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

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

L COLUMNC L COLUMNC

UP TO THE NEXT HIGHEST INCREMENT OF SPAN LENGTH SHOWN IN THE

DESIGN TABLES.

THE DESIGN POST HEIGHT SHALL BE THE ACTUAL DESIGN POST HEIGHT

ROUNDED UP TO THE NEXT HIGHEST INCREMENT OF POST HEIGHT

SHOWN IN THE DESIGN TABLES.

D

C.G. SIGN PANELS

L

IF 0.42L < D < 0.58L, USE LOADING TYPE 1

IF D < 0.42L, OR D > 0.58L, USE LOADING TYPE 2

THE DESIGN SPAN LENGTH SHALL BE THE ACTUAL SPAN LENGTH ROUNDED

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

FOR ILLUSTRATIVE EXAMPLES OF HOW TO POSITION SIGN PANELS AND SIGN

CENTERED AND OFF-CENTER SIGNS.

AREAS AS CALCULATED IN ACCORDANCE WITH THE PROCEDURE FOR

CENTER OF GRAVITY OF DESIGN SIGN AREA, USE THE INDIVIDUAL SIGN

CONDITION FOR SELECTING THE MEMBER SIZES. WHEN DETERMINING THE

GRAVITY OF THE DESIGN SIGN AREA AND USE THE APPROPRIATE LOADING

0.58 X SPAN LENGTH AND END OF SPAN. DETERMINE THE CENTER OF

BETWEEN THE BEGINNING OF THE SPAN AND 0.42 X SPAN LENGTH OR

USED WHEN THE CENTER OF GRAVITY OF THE DESIGN SIGN AREA LIES

SPAN LENGTH AND 0.58 X SPAN LENGTH. TYPE 2 LOADING IS TO BE

OF GRAVITY OF THE TOTAL DESIGN SIGN AREA LIES BETWEEN 0.42 X

THE DESIGN TABLES. TYPE 1 LOADING IS TO BE USED WHEN THE CENTER

DESIGNS FOR TWO TYPES OF LOADING CONDITIONS ARE PRESENTED IN

LOADING TYPE DIAGRAM

L COLUMNC L COLUMNC

BD-645M

COVER IS PROVIDED OVER THE FOOTING AT ALL LOCATIONS.

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

ABOVE THE HIGHEST SURROUNDING FINISHED GRADE ELEVATION.

BOTTOM OF BASE PLATE ELEVATION IS APPROXIMATELY 6 INCHES

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

INCLUDES "EXIT PANEL" SIGN IF PRESENT.)

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

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

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

SIGN PANELS OVER EACH ROADWAY TO THE SAME VERTICAL CLEARANCE.

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

ROADWAYS WHERE THE DIFFERENCE IN ELEVATIONS OF THE HIGHEST POINT

SAME ELEVATION. IN THE CASE OF A STRUCTURE SPANNING DUAL

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

(INCLUDING THE ROADWAY PAVEMENT AND SHOULDERS) PASSING UNDER

CLEARANCE ABOVE THE HIGHEST POINT OF THE ENTIRE ROADWAY WIDTH

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

SET THE STRUCTURE, SIGN PANELS, AND LUMINAIRES TO AN

OF THE SIGN PANELS OVER THE UPPER ROADWAY.

PLACES THE CENTER OF THE STRUCTURE AT 9'-3" ABOVE THE BOTTOM

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

SPANS DUAL ROADWAYS WITH THE DIFFERENCE IN HIGH POINT ELEVATIONS

9'-3" ABOVE THE BOTTOM OF THE SIGN PANELS. WHEN THE STRUCTURE

TO AN ELEVATION THAT PLACES THE CENTER OF THE STRUCTURE AT

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

SIGN AREA, SPAN LENGTH, & POST HEIGHT

EXAMPLE TO SHOW PROCEDURE FOR SELECTING

}1 2

1

2

1

2

( )

}C C

X =

C

USE CASE B

EACH LOADING TYPE.

IF LOADING TYPES DIFFER USE THE LARGEST MEMBER SIZES FROM

VERIFY LOADING TYPE BASED ON ACTUAL SIGN AREA AND C.G.

Y < Y

SET BOTTOM OF EACH SIGN PANEL AT SAME ELEVATION

SET L STRUCTURE AT L OF SIGN PANEL NO. 2

DESIGN COLUMN HEIGHT (H):

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

THE DESIGN AREAS ARE COMPUTED AS FOLLOWS:

LOCATE C.G. OF SIGN AREA (FROM LEFT)

[396.0 SF x (20' + 22'/2)] + [432.0 SF x (60' + 24'/2)]

828 SF

X = 52.40' 52.4'/114' = 0.46; 0.42 < 0.46 < 0.58

1 2LC STRUCTURE &

C SIGN PANEL NO. 2L

L COLUMNCL COLUMN

C

NOTE:

60'

20' 22' 18' 24' 30'

18'

16'

ELEV. 1000.00

114'

9'

7'

ELEV. 998.75

ELEVATIONS ARE IN FEET

Y = 16'

Y = 18'

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

[1'-8" = BOTTOM OF LUMINAIRE SUPPORT TO BOTTOM OF SIGN PANEL]

ELEV. 1019.17 + 18'/2 = 1028.17

ELEV. 1000.00 + 17'-6" + 1'-8" = 1019.17

ACTUAL SPAN LENGTH = 114' USE: 120'

H = 1028.17 - 998.750 = 29.42' USE H = OVER 24' TO 33'

L SIGN TO BOTTOM OF CATWALK IS 9'-0" + 1'-8‡" = 10'-8‡"

•STRUCTURE DEPTH IS 2'-7•". THEREFORE FROM THE DESIGN TABLES,

IT IS DETERMINED THAT THE TOTAL STRUCTURE DEPTH IS 5'-3"

A = 22' x 9' x 2 = 396.0 SF

A = 24' x 18' = 432.0 SF

828.0 SF

USE 830.0 SF



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.



NOV. 26, 2013 NOV. 26, 2013

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INSTRUCTIONS FOR USE OF DESIGN TABLES




RECOMMENDEDRECOMMENDED SHT. 3 OF 7

C C

L

SET BOTTOMS OF SIGN PANELS AT SAME ELEVATION.

CLEARANCE.

THIS CASE, RESET C STRUCTURE TO OBTAIN ADEQUATE

STRUCTURE DEPTH GOVERNS VERTICAL CLEARANCE. IN

SET L OF STRUCTURE AT L OF SIGN PANELS UNLESS

C C

L


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

1 2Y1

C

ELEV.

C+

EL

EV.

Y2

2C

+

EL

EV.

+Y /2

C STRUCTUREL

CASE B

Y < Y1 2

1 2

CASE A

Y = Y1 2

ELEV.

C+

EL

EV.

2C

+

EL

EV.

+Y /2

C STRUCTUREL

C

Y1

Y2

C C

L

12 2

CLEARANCE.

SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL

CLEARANCE.




1

GENERAL EQUATION FOR CASE F:

1 2 -

EXCEEDED, ONE OF THE FOLLOWING STEPS IS REQUIRED:

IF THE PARAMETERS OF THE GENERAL EQUATION ARE

L

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

THIS CASE IS APPLICABLE FOR THE FOLLOWING

1

2

CASE F

Y < Y1 2

MAX.

Y1

Y2

C

C

ELEV.

2C

+Y /2

C STRUCTUREL

C C

L


CLEARANCE.




Y AND Y WHERE Y > Y .

THIS CASE IS APPLICABLE FOR ALL COMBINATIONS OF

1 2 1 2 C C

LCLEARANCE.




12 2

CLEARANCE.

SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL

Y2

BOTTOM OF STRUCTURE, SIGN PANEL, OR LUMINAIRE.

C IS VERTICAL CLEARANCE FROM ROADWAY TO

C C

LCLEARANCE.




SET BOTTOM OF EACH SIGN PANEL TO SAME VERTICAL CLEARANCE.

1,2

1,2

SPECIAL DESIGN.

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

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

WHEN EXCEEDS THE RANGE SHOWN IN THE ABOVE TABLE

SPECIAL DESIGN.

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

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

WHEN Y EXCEEDS THE RANGE SHOWN IN THE ABOVE TABLE

ELEV. AND Y :

THIS CASE IS APPLICABLE FOR THE FOLLOWING COMBINATIONS OF

COMBINATIONS OF ELEV. AND Y WHERE Y > Y :

THIS CASE IS APPLICABLE FOR THE FOLLOWING

NOTE:

1

2

CASE D

2

Y1

C

MAX.Y2

1C

+

EL

EV.

+Y /2

ELEV.

C STRUCTUREL

C

Y = Y1

1

2

CASE E

Y > Y1 2-

ELEV.

Y1

C

MAX.Y

2

C C+

Y /2

+1

EL

EV.

C STRUCTUREL

12

CASE C

Y > Y1 2

ELEV.

Y1

C

Y2

C+

EL

EV.

1C

+

EL

EV.

+Y /2

C STRUCTUREL

BD-645M

Y1,2ELEV.

3'-0"

4'-0"

5'-0"

6'-0"

6'-3"

6'-0" TO 12'-6"

6'-0" TO 8'-6"

6'-0" TO 6'-6"

6'-0"

LIMITS OF Y AND Y1 2

2Y - Y <1 2

2Y - Y <

2Y - Y <

2Y - Y <

2Y - Y <

1

1

1

1

2

2

2

2

ELEV.

3'-0"

4'-0"

5'-0"

6'-0"

7'-0"

12'-6"

10'-6"

8'-6"

6'-6"

4'-6"

6'-0" TO 10'-6"

9'-3"

9'-3"

ELEV.> 2'-6"ELEV.> 2'-6"

ELEV.< 2'-6"ELEV.< 2'-6"

ELEV.< 2'-6" ELEV.> 2'-6"

9'-3"



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



NOV. 26, 2013 NOV. 26, 2013

Highlight

Highlight


SAMPLE CONTRACT DRAWING




SHT. 4 OF 7

BD-645M

TOP VIEW

ST

A.

AH

EA

D

90° L

RO

AD

WA

YC

STA.

L OF SIGN STRUCTUREC

(TYP.)

COLUMN

TRAFFIC TRAFFIC

FABRICATION DETAILS.

SEE BC-745M FOR

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

TRUSS CHORD A


SEE BC-745M FOR

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

TRUSS CHORD B TRUSS CHORD C

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

SEE BC-745M FOR



SEE BC-745M FOR

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

END VERTICAL

TOP & BOTTOMFABRICATION DETAILS.

SEE BC-745M FOR

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

END VERTICAL

TOP & BOTTOM

TOP DIAGONALS

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

SEE BC-745M FOR


BOTTOM DIAGONAL

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

SEE BC-745M FOR


MEDIAN

C

L STRUCTURE

EL.

C

ADDITIONAL DEPTH

FOR SIGN LIGHTING

AND/OR CATWALKS

AS REQUIRED

L ROADWAY

VARIABLE

PAVEMENT

EDGE OF

VARIABLE

PAVEMENT

EDGE OF

L SPLICEC

(TYP.)

=

PANEL LENGTH

CL COLUMN "A"CL COLUMN "B"

PAVEMENTPAVEMENT

TRUSS HEIGHT

=

COLUMN COLUMN

"G" SEE BC-745M

FOOTING WIDTH

"G" SEE BC-745M

FOOTING WIDTH

OR AS REQ'D. BY OWNER

SEE TABLE "A", BC-745M

ELEVATION

SIGN HEIGHT = SIGN HEIGHT =

SIGN LENGTH = SIGN LENGTH =

REQ'D. BY OWNER

BC-745M OR AS

SEE TABLE "A",

EL.

TOP OF PEDESTAL

EL.

BOTTOM OF FOOTING

REQUIREMENTS AND DETAILS.

BC-745M FOR REINFORCEMENT

FOOTING TYPE (SIZE). SEE

EL.

BOTTOM OF FOOTING

EL.

TOP OF PEDESTAL

L SPLICEC

TABLE OF ESTIMATED QUANTITIES

ITEM UNIT QUANTITY

STEEL SIGN STRUCTURE

STRUCTURE MOUNTED SIGNS

CLASS 3 EXCAVATION

CLASS A CEMENT CONCRETE

REINFORCEMENT BARS

ITEM NO.

0000-0000

0000-0000

0000-0000

0000-0000

CAMBER DIAGRAM

90°

L

90°.1L .2L .3L .4L .5L .6L .7L .8L .9L

0.3

1Y

0.5

9Y

0.5

9Y

0.8

1Y

0.8

1Y

0.9

5Y

0.9

5Y

0.3

1Y

CAMBER (Y) =

NOTES TO DESIGNER:

1.

2.

3.

4.

5.

6.

INFORMATION IN ( ) PARENTHESES.

OBTAINED FROM DESIGN TABLES AS INDICATED. DESIGNER MUST PROVIDE

PLACE THE FOLLOWING NOTES ON CONTRACT DRAWINGS BASED ON INFORMATION

MIN.


BC-745M FOR REINFORCEMENT

FOOTING TYPE (SIZE). SEE

SEE BC-745M FOR FABRICATION DETAILS.

(WALL THK.) AND TOP & BOTTOM END VERTICALS (O.D.) x (WALL THK.).

VERTICALS (O.D.) x (WALL THK.); TOP & BOTTOM DIAGONALS (O.D.) x

FRONT & REAR DIAGONALS (O.D.) x (WALL THK.) AND FRONT & REAR END


(W.THK.), AND TRUSS CHORD C (O.D.) x (WALL THK.). SEE BC-745M FOR

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

COLUMN BRACING IS ST(DP)x(WT.). SEE BC-745M FOR FABRICATION DETAILS.

COLUMN SIZE IS (O.D.) x (WALL THK.). SEE BC-745M FOR FABRICATION DETAILS.

DETAILS.

FOOTING TYPE (SIZE). SEE BC-745M FOR REINFORCEMENT REQUIREMENTS AND

DETAILS.

PEDESTAL TYPE (SIZE). SEE BC-745M FOR REINFORCEMENT REQUIREMENTS AND

EL.

CLR. TOP OF ROADWAY

PT. OF MIN. VERT.


BC-745M FOR REINFORCENENT

PEDESTAL TYPE (SIZE). SEE


BC-745M FOR REINFORCENENT

PEDESTAL TYPE (SIZE). SEE

MIN.

UPRIGHT POSITION AND CHECK TRUSS CAMBER.

THE SITE, SHOP ASSEMBLE TRUSSES IN AN

NOTE: PRIOR TO SHIPMENT OF TRUSS STRUCTURE TO

TRUSS CHORD C

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

SEE BC-745M FOR


VERTICALS=

DIST. TO END

VERTICALS=

DIST. TO END


SEE BC-745M FOR

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

END VERTICAL

FRONT & REAR


SEE BC-745M FOR

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

TRUSS CHORD AFABRICATION DETAILS.

SEE BC-745M FOR

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

FRONT & REAR END VERTICALS


SEE BC-745M FOR

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

TRUSS CHORD B

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

DESIGN SPAN LENGTH (L)

ACTUAL SPAN LENGTH =

REAR DIAGONAL

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

SEE BC-745M FOR


FRONT DIAGONAL

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

SEE BC-745M FOR


TOP OF

BASEPLATE

DESIGN CRITERA

(1 OR 2)

END VIEW

"F" SEE BC-745M

FOOTING LENGTH

PL

DE

SI

GN

HEI

GH

T (

H)

(N

O.)

EQ

UA

L

SP

AC

ES

=

(N

O.)

EQ

UA

L

SP

AC

ES

=

PEDESTAL

TOP OF

C

EL.=

L STRUCTURE

NOTE:

SIGNS NOT SHOWN

FOR CLARITY

REAR DIAGONAL

OR END VERTICAL

TOP DIAGONAL

OR END VERTICAL

BOTTOM DIAGONAL

OR END VERTICAL

HEI

GH

T

PE

DE

ST

AL

CO

LU

MN "

B"

CO

LU

MN "

A"

CO

LU

MN

HT.

=

CO

LU

MN

HT.

=

4'-0"

(DESIGNER TO INDICATE CONTROLLING CONDITION)

DESIGN FOR (ULTIMATE OR ACTUAL) SIGN AREA.

NOTE:


SEE BC-745M FOR

ST (DP)x(WT.).

COLUMN BRACING IS

FRONT DIAGONAL

OR END VERTICAL

TOP TRUSS

CHORDS A, B, & C

BOTTOM TRUSS

CHORDS A, B, & C

CO

LU

MN "

A"

CO

LU

MN "

B"


SEE BC-745M FOR

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

COLUMN SIZE IS

LOCATION PLAN

1+400

STA.

SIGN STRUCTURE

SIGN STRUCTURE LOCATION

SEE PLAN SHEET FOR

9'-3"

MAX.

17'-6" MIN.

MIN. VERT. CLR.=

ACTUAL VERT. CLR.=

6"

2'-0"

6"

2'-0"

LUMP SUM ITEM NO. 0000 - 0000 .

ITEMS SHOWN FOR INFORMATION ONLY, INCLUDED IN

LBS

SF

CF

CF

LBS

2'-0"



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



SCREEN (TYP.)

GALV. RODENT

NOV. 26, 2013 NOV. 26, 2013

gagordon

Highlight

cgummo

Rectangle

cgummo

Rectangle

cgummo

Rectangle

cgummo

Rectangle

Highlight

Highlight





SHT. 5 OF 7

BD-645M

PED. TYPE

DESIGN

SPAN

SIGN

AREA

TRUSS MEMBERS

CHORDS

A B C

DIAGONALS

TOWER MEMBERS

H TO 12'

FOUNDATION

H TO 12'

LOADING TYPE 1

COLUMN ** COLUMN ** COLUMN ** COLUMN ** FTG. FTG. FTG. FTG.(SQ.FT.)

TYPE

PED.

TYPE

PED.

TYPE

PED.

TYPE

PED.

TO 1

00'

REAR

FRONT &

BOTTOM

TOP &

REAR

FRONT &

BOTTOM

TOP &

200

350

500

650

800

950

1100

1250

1400

1550

1700

1850

END VERTICALS

BRACING

CROSS

TRUSS TO 18'

H OVER 12'

TO 24'

H OVER 18'

TO 33'

H OVER 24'

TO 18'

H OVER 12' H OVER 18'

TO 24' TO 33'

H OVER 24'

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

6x.432*

6x.432*

6x.432*

6x.432*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

6x.432*

6x.432*

6x.432*

6x.432*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

6x.432*

6x.432*

6x.432*

6x.432*

4x9.2

4x9.2

4x9.2

4x9.2

3x8.625

3x8.625

3x8.625

3x6.25

3x6.25

2.5x5.0

2x4.75

2x3.85

5x17.5

5x17.5

5x17.5

5x17.5

4x11.5

4x11.5

4x11.5

3x8.625

3x6.25

3x6.25

2.5x5.0

2x4.75

5x17.5

5x17.5

5x17.5

5x17.5

6x17.5

4x11.5

4x11.5

4x9.2

4x9.2

3x8.625

3x6.25

3x6.25

6x17.5

5x17.5

5x17.5

5x17.5

5x17.5

5x17.5

4x11.5

4x9.2

4x9.2

4x9.2

3x8.625

3x6.25

FP20

FP20

FP16

FP16

FP16

FP16

FP12

FP12

FP12

FP12

FP12

FP12

1125

1025

1025

1025

923

923

822

822

820

718

718

716

FP20

FP20

FP20

FP20

FP20

FP16

FP16

FP16

FP12

FP12

FP12

FP12

1324

1222

1025

1025

1025

923

923

923

822

720

718

718

FP24

FP24

FP20

FP20

FP20

FP20

FP20

FP16

FP16

FP16

FP16

FP16

1325

1325

1324

1324

1324

1025

1025

923

923

921

819

819

FP24

FP24

FP24

FP24

FP24

FP24

FP24

FP24

FP24

FP24

FP24

FP24

FOR CONTINUATION OF CHART, SEE SHEET 6.

BRACING BRACING BRACING BRACING

20x.375*

18x.375*

16x.375*

16x.375*

16x.375*

14x.375*

12x.375

12x.375*

10x.365*

10x.365*

10x.365*

10x.365*

20x.375*

20x.375*

18x.375*

18x.375*

18x.375*

16x.375*

16x.375*

14x.375*

12x.375*

12x.375*

12x.375*

12x.375*

24x.375*

24x.375*

20x.375*

20x.375*

20x.375*

18x.375*

18x.375*

16x.375*

16x.375*

16x.375*

16x.375*

16x.375*

24x.500

24x.500

24x.500

24x.500

24x.375*

24x.375*

24x.375*

24x.375*

24x.375*

24x.375*

24x.375*

24x.375*

3x.300

3x.300

3x.300

3x.300

3x.216

3x.216

3x.216

2.5x.203

2.5x.203

2.5x.203

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

3x.216

3x.216

2.5x.203

2.5x.203

2.5x.203

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

3x.216

3x.216

2.5x.203

2.5x.203

2.5x.203

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

3x.216

3x.216

2.5x.203

2.5x.203

2.5x.203

2.5x.203

2.5x.203

1429

1427

1325

1325

1325

1325

1223

1026

924

924

922

820

3x.300

3x.300

3x.300

3x.300

3x.216

3x.216

3x.216

2.5x.203

2.5x.203

2.5x.203

2.5x.203

2.5x.203

MINIMUM WALL THICKNESS OF Š" FOR COLUMNS AND CHORDS.

WALL THICKNESS, AS PER ASTM A53-90b, MAY BE USED, EXCEPT PROVIDE

PIPE. IF AVAILABLE, THE SAME NOMINAL DIAMETER PIPE WITH THE NEXT THINNER

- MEMBER SIZE SHOWN WAS SELECTED BASED ON AVAILABILITY OF STD., XS, OR XXS

2'-

6"

MI

N.

11'-0"

MA

X.

2'-0"

PL

PEDESTAL

TOP OF

"P" BARS

TOP OF

BASEPLATE

H

C TRUSSL

NOTES:

CAMBER DIAGRAM

90°

L

90°

.1L .2L .3L .4L .5L .6L .7L .8L .9L

0.

31

Y

0.

59

Y

0.

59

Y

0.

81

Y

0.

81

Y

0.

95

Y

0.

95

Y

CA

MB

ER

=Y

0.

31

Y

CAMBER TABLE

SPAN CAMBER (IN.)

140'

160'

180'

200'

4.55

5.96

6.37

8.20

L = SPAN LENGTH

PEDESTAL

FOOTING

ELEVATION

TOP TRUSS CHORDS

SIGN AREA

FRONT DIAGONAL

PANEL LENGTH

BRACING

REAR DIAGONAL

PT

A

4'-

0"

VIEW A-A

TH

SPAN

TRUSS HEIGHT

100'

120'

3.01

4.22TOP DIAGONAL

BOTTOM DIAGONAL

SIDE VIEW

4'-0"

5'-0"

6'-0"

TH

UP TO 120'

120'+ TO 160'

160'+ TO 200'

END VERTICAL

FRONT/REAR

END VERTICAL

TOP/BOTTOM

END VERTICAL

FRONT/REAR

END VERTICAL

TOP/BOTTOM

TOP DIAGONAL

OR END VERTICAL

TOP TRUSS CHORDS

FRONT DIAGONAL

OR END VERTICAL

NOTE:

SIGN NOT SHOWN

FOR CLARITY

REAR DIAGONAL

OR END VERTICAL

OR END VERTICAL

BOTTOM DIAGONAL

L COLUMNC

BACK TRUSS CHORDS

FRONT TRUSS CHORDS

BOTTOM TRUSS CHORDS

A

SEE BC-745M SHEETS 2 AND 3.

FOR PEDESTAL AND FOOTING DETAILS,

OF M, N, & P SEE SHEET 6.

FOR SPLICE LOCATIONS AND VALUES

NOTE;

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

10" 10"

BOTTOM TRUSS CHORDS

FOOTING WIDTH FOOTING LENGTH

(M) PANELS - CHORD C



LOADING TYPE 1

DESIGN TABLES

(PIPE NOMINAL SIZE x WALL THK.)

FOR PEDESTAL DETAILS , SEE BC-745M SHEET 2.

FOR STRUCTURAL DETAILS, SEE BC-745M.

MUST CHECK ADEQUACY FOR FILL HEIGHTS < 10'.

FOOTING DESIGN BASED ON 10 FOOT FILL HEIGHT. DESIGNER

AND 3 FOR FOUNDATION DETAILS.

A FOOTING 7' WIDE x 16' LONG). SEE BC-745M, SHEET 2

x LENGTH (FOR EXAMPLE, FOOTING TYPE 716 INDICATES

"FOOTING TYPE" DESIGNATION INDICATES FOOTING WIDTH

CHORD MATERIAL TO THE DESIRED SPLICE LOCATION.

CHORD MATERIAL MUST BE EXTENDED TOWARD THE LIGHTER

THE ADDITION OR ELIMINATION OF SPLICES, THE HEAVIER

ELIMINATED AT THE OPTION OF THE FABRICATOR. IN CASE OF

ONE OR MORE SPLICES IN THE TRUSS MAY BE ADDED OR

FOR GENERAL DESIGN INSTRUCTIONS, SEE SHEETS 2 AND 3.

FOR GENERAL NOTES, SEE SHEET 1.

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

- COLUMN BRACING MEMBERS ARE ST SHAPES, UNLESS NOTED OTHERWISE.

- SEE GENERAL NOTE 11 ON SHEET 1.

- INDICATES FOUNDATION PEDESTAL TYPE.



EXCEEDING •" (0.500").

CVN REQUIRED FOR COLUMN AND CHORD WALL THICKNESSES

NOV. 26, 2013 NOV. 26, 2013

Highlight

Highlight

c-dofegan

Highlight

c-dofegan

Highlight

c-dofegan

Rectangle





SHT. 6 OF 7

BD-645M

PED. TYPE

DESIGN

SPAN

SIGN

AREA

TRUSS MEMBERS

CHORDS

A B C

DIAGONALS

TOP &

BOTTOM

TOWER MEMBERS FOUNDATION

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

TO 1

40'

OV

ER 1

20'

LOADING TYPE 1 (CONTINUED)

BOTTOM

TOP &

(SQ.FT.)TYPE

PED.

TYPE

PED.

TYPE

PED.

TYPE

PED.

300

600

900

1200

1500

1800

2100

2220

TO 1

20'

OV

ER 1

00'

300

600

900

1200

1500

1800

2100

2400

TO 1

60'

OV

ER 1

40'

300

600

900

1200

1500

1800

2100

2400

TO 180'

OV

ER 160'

300

600

900

1200

1500

1800

2100

2400

TO 200'

OV

ER 180'

300

600

900

1200

1500

1800

END VERTICALS

BRACING

CROSS

TRUSS H TO 12' H TO 12'TO 18'

H OVER 12'

TO 24'

H OVER 18'

TO 33'

H OVER 24'

TO 18'


TO 24' TO 33'

H OVER 24'

5x17.5

5x17.5

5x17.5

4x9.2

4x9.2

3x8.625

6x17.5

6x17.5

5x17.5

5x17.5

5x17.5

4x11.5

4x9.2

3x8.625

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

3x6.25

2.5x5.0

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

3x8.625

3x6.25

2.5x5.0

4x11.5

4x11.5

4x11.5

4x9.2

4x9.2

3x8.625

3x6.25

2.5x5.0

5x17.5

5x17.5

5x17.5

4x9.2

4x9.2

3x8.625

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

3x8.625

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

3x8.625

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

3x6.25

6x17.5

6x17.5

6x17.5

5x17.5

5x17.5

4x9.2

3x8.625

3x6.25

6x17.5

5x17.5

5x17.5

4x11.5

4x9.2

4x9.2

6x20.4

6x20.4

6x17.5

6x17.5

5x17.5

5x17.5

4x9.2

4x9.2

6x20.4

6x17.5

6x17.5

6x17.5

5x17.5

5x17.5

4x9.2

3x8.625

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

3x8.625

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

3x8.625


12x.844

12x.844

12x.688

12x.562

12x.500*

10x.365*

12x.844

12x.688

12x.688

12x.688

12x.500

12x.500*

12x.375*

10x.365*

12x.688

12x.688

12x.562

12x.500

12x.500*

12x.375*

10x.365*

8x.322*

12x.500*

12x.500*

12x.500*

12x.375

12x.375*

10x.365*

8x.322*

8x.322*

8x.500

8x.500

8x.500

8x.500*

8x.500*

8x.322*

8x.322*

6x.432*

12x.844

12x.844

12x.688

12x.562

12x.500*

10x.365*

12x.844

12x.688

12x.688

12x.688

12x.500

12x.500*

12x.375*

10x.365*

12x.688

12x.688

12x.562

12x.500

12x.500*

12x.375*

10x.365*

8x.322*

12x.500*

12x.500*

12x.500*

12x.375

12x.375*

10x.365*

8x.322*

8x.322*

8x.500

8x.500

8x.500

8x.500*

8x.500*

8x.322*

8x.322*

6x.432*

12x.844

12x.844

12x.688

12x.562

12x.500*

10x.365*

12x.844

12x.688

12x.688

12x.688

12x.500

12x.500*

12x.375*

10x.365*

12x.688

12x.688

12x.562

12x.500

12x.500*

12x.375*

10x.365*

8x.322*

12x.500*

12x.500*

12x.500*

12x.375

12x.375*

10x.365*

8x.322*

8x.322*

8x.500

8x.500

8x.500

8x.500*

8x.500*

8x.322*

8x.322*

6x.432*

5x.258

5x.258

4x.237

3.5x.226

3.5x.226

2.5x.203

4x.337

5x.258

5x.258

4x.237

3.5x.226

3.5x.226

3x.216

2.5x.203

5x.258

5x.258

4x.237

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

2.5x.203

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

3.5x.226

3.5x.226

2.5x.203

4x.337

5x.258

5x.258

4x.237

3.5x.226

3.5x.226

3x.216

2.5x.203

5x.258

5x.258

4x.237

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

2.5x.203

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

3.5x.226

3.5x.226

2.5x.203

4x.337

5x.258

5x.258

4x.237

3.5x.226

3.5x.226

3x.216

2.5x.203

5x.258

5x.258

4x.237

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

2.5x.203

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

3.5x.226

3.5x.226

2.5x.203

4x.337

5x.258

5x.258

4x.237

3.5x.226

3.5x.226

3x.216

2.5x.203

5x.258

5x.258

4x.237

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

2.5x.203

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

3.5x.226

3.5x.226

2.5x.203

4x.337

5x.258

5x.258

4x.237

3.5x.226

3.5x.226

3x.216

2.5x.203

5x.258

5x.258

4x.237

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

2.5x.203

2.5x.203

2.5x.203

6x17.5

6x17.5

5x17.5

5x17.5

4x11.5

4x9.2

6x20.4

6x20.4

6x17.5

6x17.5

5x17.5

5x17.5

4x11.5

4x9.2

6x20.4

6x20.4

6x17.5

6x17.5

5x17.5

5x17.5

4x9.2

4x9.2

6x20.4

6x20.4

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

3x8.625

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

3x8.625

FP24

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FP20

FP16

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FP24

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FP20

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FP16

FP16

FP12

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FP20

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FP16

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FP12

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1025

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FP24

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FP26

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FP24

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FP24

FP26

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FP26

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1223

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1530

1528

1528

1427

1325

1026

924

922

24x.375*

18x.375*

18x.375*

16x.375*

16x.375*

16x.375*

24x.375

24x.375*

24x.375*

20x.375*

20x.375*

16x.375*

16x.375*

14x.375*

24x.375*

24x.375*

20x.375*

18x.375*

16x.375*

16x.375*

14x.375*

12x.375*

20x.375*

20x.375*

20x.375*

18x.375*

16x.375*

14x.375*

12x.375*

12x.375*

20x.375*

18x.375*

18x.375*

16x.375

14x.375

12x.375*

12x.375*

10x.365*

26x.375*

24x.375*

20x.375*

18x.375

16x.375*

16x.375*

26x.375*

26x.375*

24x.375*

24x.375*

20x.375*

16x.375*

16x.375*

14x.375*

26x.375

24x.375*

24x.375*

20x.375*

18x.375*

16x.375*

16x.375*

14x.375*

24x.375*

24x.375*

24x.375*

18x.375*

18x.375*

16x.375*

14x.375*

12x.375*

20x.375*

20x.375*

20x.375*

18x.375*

16x.375*

16x.375*

12x.375*

12x.375*

26x.500*

24x.375*

24x.375*

20x.375*

20x.375*

16x.375*

24x.688*

24x.500*

26x.375*

24x.375*

24x.375*

18x.375

18x.375

16x.375*

24x.500*

26x.375*

24x.375*

24x.375*

24x.375*

20x.375*

18x.375*

16x.375*

26x.375*

24x.500*

24x.375*

24x.375

20x.375

18x.375*

16x.375*

16x.375*

24x.375*

24x.375*

24x.375*

24x.375*

18x.375*

18x.375*

16x.375*

16x.375*

24x.969*

24x.688*

24x.500*

24x.500*

24x.375*

24x.375*

24x.969

24x.969*

24x.688

24x.688*

26x.375*

24x.375*

24x.375*

24x.375*

24x.969*

24x.688*

24x.688*

24x.500*

24x.500*

24x.375*

24x.375*

24x.375*

24x.688

24x.688

24x.688

24x.500*

24x.500*

24x.375*

24x.375*

24x.375*

24x.688

24x.500

24x.500*

24x.500*

24x.375*

24x.375*

24x.375*

24x.375*

REAR

FRONT &

REAR

FRONT &





1324

1425

1221

1220

1117

1016

1528

1426

1325

1325

1222

1025

923

819

1528

1427

1325

1324

1222

1025

921

819

1427

1427

1324

1324

1222

923

921

820

1324

1324

1324

1222

1025

923

822

718

1324

1221

1221

1120

1118

1117

1530

1429

1426

1325

1325

1222

923

921

1530

1429

1427

1325

1325

1025

923

921

1528

1429

1427

1426

1324

1025

923

921

1427

1427

1427

1325

1222

1025

923

819

NO. OF PANELS

M N

120'

140'

160'

180'

200'

2

2

4

8 0

P

10

SPLICES

OF

NUMBER

4

4

4

10

6

8

8

10 10

10

8

8

0 10

10

10

8

8

UP TO 100' 100'

(TYPICAL)

L SPLICEC

ELEVATION

100'+ TO 120'

120'+ TO 140'

140'+ TO 160'

160'+ TO 180'

180'+ TO 200'

SPAN

ACTUAL

SPAN

DESIGN

M PANELS N PANELS P PANELS N PANELS M PANELS

CHORD A CHORD B CHORD C



LOADING TYPE 1

DESIGN TABLES








FOR DESIGN TABLE NOTES, SEE SHEET 5.

NOTE:

NOV. 26, 2013 NOV. 26, 2013

Highlight

Highlight

c-dofegan

Highlight

c-dofegan

Highlight





BD-645M

PED. TYPE

DESIGN

SPAN

SIGN

AREA

TRUSS MEMBERS

CHORDS

A B C

DIAGONALS

TOP &

BOTTOM

TOWER MEMBERS FOUNDATION

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

200

350

500

650

800

950

1100

1250

1400

1550

LOADING TYPE 2

BOTTOM

TOP &

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

TYPE

PED.

TYPE

PED.

TYPE

PED.

TYPE

PED.

300

600

900

1200

1500

1800

1865

300

600

900

1200

1500

1800

2100

2175

300

600

900

1200

1500

1800

2100

2400

300

600

900

1200

1500

1800

2100

2400

300

600

900

1200

1500

1800

TO 1

20'

OV

ER 1

00'

TO 1

40'

OV

ER 1

20'

TO 160'

OV

ER 140'

TO 180'

OV

ER 160'

TO 200'

OV

ER 180'

TO 1

00'

END VERTICALS

BRACING

CROSS

TRUSS H TO 12' H TO 12'TO 18'

H OVER 12'

TO 24'

H OVER 18'

TO 33'

H OVER 24'

TO 18'


TO 24' TO 33'

H OVER 24'

4x.337

5x.258

5x.258

3.5x.226

3.5x.226

2.5x.203

4x.337

5x.258

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

5x.258

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

3x.216

2.5x.203

2.5x.203

2.5x.203

2.5x.203

6x17.5

6x17.5

5x17.5

5x17.5

4x9.2

3x8.625

6x17.5

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

6x17.5

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

3x8.625

3x6.25

6x17.5

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

3x8.625

2.5x5.0

4x11.5

4x11.5

4x11.5

4x9.2

4x9.2

3x8.625

3x6.25

4x9.2

4x9.2

3x8.625

3x8.625

3x8.625

3x8.625

3x6.25

3x6.25

2.5x5.0

2x3.85

6x17.5

6x17.5

5x17.5

5x17.5

4x9.2

3x8.625

6x20.4

6x20.4

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

6x17.5

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

3x8.625

6x17.5

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

3x8.625

6x17.5

6x17.5

6x17.5

5x17.5

5x17.5

4x9.2

3x8.625

5x17.5

5x17.5

5x17.5

5x17.5

4x11.5

4x9.2

3x8.625

3x8.625

3x6.25

2x4.75

FP24

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FP24

FP24

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FP16

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1025

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720

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FP24

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FP26

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FP26

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820

4x.337

5x.258

5x.258

3.5x.226

3.5x.226

2.5x.203

4x.337

5x.258

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

5x.258

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

3x.216

2.5x.203

2.5x.203

2.5x.203

2.5x.203

4x.337

5x.258

5x.258

3.5x.226

3.5x.226

2.5x.203

4x.337

5x.258

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

5x.258

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

3x.216

2.5x.203

2.5x.203

2.5x.203

2.5x.203

4x.337

5x.258

5x.258

3.5x.226

3.5x.226

2.5x.203

4x.337

5x.258

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

5x.258

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

3x.216

2.5x.203

2.5x.203

2.5x.203

2.5x.203

4x.337

5x.258

5x.258

3.5x.226

3.5x.226

2.5x.203

4x.337

5x.258

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

5x.258

5x.258

5x.258

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

5x.258

5x.258

4x.237

4x.237

3.5x.226

3x.216

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

2.5x.203

2.5x.203

3x.300

3x.300

3x.300

3x.300

3x.216

3x.216

2.5x.203

2.5x.203

2.5x.203

2.5x.203


12x.844

12x.844

12x.688

12x.562

12x.500*

10x.365*

12x.844

12x.688

12x.688

12x.688

12x.500*

12x.500*

12x.375*

10x.365*

12x.688

12x.688

12x.562

12x.500*

12x.500*

12x.375*

10x.365*

8x.322*

12x.500*

12x.500*

12x.500*

12x.375*

12x.375*

10x.365*

8x.322*

8x.322*

8x.500

8x.500

8x.500*

8x.500*

8x.322*

8x.322*

6x.432*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

6x.432*

6x.432*

6x.432*

24x.375*

24x.375*

18x.375*

18x.375*

16x.375*

16x.375*

24x.375

24x.375

24x.375*

20x.375*

20x.375*

16x.375

16x.375*

14x.375*

24x.375*

24x.375*

20x.375

20x.375*

18x.375*

16x.375*

14x.375*

12x.375*

20x.375*

20x.375*

20x.375*

18x.375*

16x.375*

16x.375*

12x.375*

12x.375*

18x.375

18x.375*

16x.375*

16x.375*

14x.375*

12x.375*

10x.365*

16x.375*

16x.375*

16x.375*

14x.375*

12x.375*

12x.375*

12x.375*

10x.365*

10x.365*

10x.365*

26x.375*

26x.375*

20x.375*

20x.375*

18x.375*

16x.375*

26x.375*

26x.375*

26x.375*

24x.375*

20x.375

18x.375

16x.375*

14x.375*

26x.375

24x.375

24x.375*

24x.375*

20x.375*

18x.375*

16x.375*

14x.375*

24x.375*

24x.375*

24x.375*

20x.375*

18x.375*

16x.375*

14x.375*

12x.375*

20x.375*

20x.375*

18x.375*

18x.375*

16x.375*

14x.375*

12x.375*

18x.375*

18x.375*

18x.375*

16x.375*

16x.375*

16x.375*

14x.375*

12x.375*

12x.375*

12x.375*

12x.844

12x.844

12x.688

12x.562

12x.500*

10x.365*

12x.844

12x.688

12x.688

12x.688

12x.500*

12x.500*

12x.375*

10x.365*

12x.688

12x.688

12x.562

12x.500*

12x.500*

12x.375*

10x.365*

8x.322*

12x.500*

12x.500*

12x.500*

12x.375*

12x.375*

10x.365*

8x.322*

8x.322*

8x.500

8x.500

8x.500*

8x.500*

8x.322*

8x.322*

6x.432*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

6x.432*

6x.432*

6x.432*

12x.844

12x.844

12x.688

12x.562

12x.500*

10x.365*

12x.844

12x.688

12x.688

12x.688

12x.500*

12x.500*

12x.375*

10x.365*

12x.688

12x.688

12x.562

12x.500*

12x.500*

12x.375*

10x.365*

8x.322*

12x.500*

12x.500*

12x.500*

12x.375*

12x.375*

10x.365*

8x.322*

8x.322*

8x.500

8x.500

8x.500*

8x.500*

8x.322*

8x.322*

6x.432*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

8x.322*

6x.432*

6x.432*

6x.432*

REAR

FRONT &

REAR

FRONT &

6x20.4

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

7.5x25

6x20.4

6x20.4

6x17.5

6x17.5

6x17.5

5x17.5

4x9.2

6x20.4

6x20.4

6x20.4

6x17.5

6x17.5

6x17.5

4x11.5

4x9.2

6x20.4

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

5x17.5

5x17.5

5x17.5

5x17.5

5x17.5

4x11.5

4x9.2

4x9.2

3x8.625

3x6.25

6x20.4

6x17.5

6x17.5

6x17.5

5x17.5

4x9.2

7.5x25

6x20.4

6x20.4

6x17.5

6x17.5

6x17.5

5x17.5

4x9.2

6x20.4

6x20.4

6x20.4

6x17.5

6x17.5

6x17.5

5x17.5

4x9.2

6x20.4

6x20.4

6x20.4

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

6x17.5

6x17.5

6x17.5

6x17.5

5x17.5

4x11.5

4x9.2

5x17.5

5x17.5

5x17.5

5x17.5

5x17.5

5x17.5

4x11.5

4x9.2

4x9.2

3x6.25





26x.500

26x.375*

24x.375*

24x.375*

20x.375*

16x.375*

24x.688

24x.500*

26x.375*

24x.500

24x.375*

24x.375*

18x.375*

16x.375*

26x.500

26x.375*

24x.500

24x.375*

24x.375

20x.375

18x.375*

16x.375*

24x.500

24x.500

24x.375*

24x.375*

24x.375*

20x.375*

18x.375*

16x.375*

24x.375*

24x.375*

24x.375

20x.375

20x.375*

18x.375*

16x.375*

24x.375*

20x.375*

20x.375*

18x.375*

18x.375*

18x.375*

18x.375*

16x.375*

16x.375*

16x.375*

24x.969*

24x.688

26x.500

24x.500

24x.375*

24x.375*

24x.969

24x.969

24x.969

24x.688*

26x.500*

24x.500

24x.375*

24x.375*

24x.969

24x.688

24x.688

24x.688

24x.500

24x.375*

24x.375*

24x.375*

24x.688

24x.688

24x.688

26x.500

24x.500

24x.375*

24x.375*

24x.375*

24x.688

24x.688

24x.500

24x.500*

24x.375*

24x.375*

24x.375*

24x.500*

24x.500*

24x.375*

24x.375*

24x.375*

24x.375*

24x.375*

24x.375*

24x.375*

24x.375*

FP26

FP26

FP20

FP20

FP20

FP16

FP26

FP26

FP26

FP24

FP20

FP20

FP16

FP16

FP26

FP24

FP24

FP24

FP20

FP20

FP16

FP16

FP24

FP24

FP24

FP20

FP20

FP16

FP16

FP12

FP20

FP20

FP20

FP20

FP16

FP16

FP12

FP20

FP20

FP20

FP16

FP16

FP16

FP16

FP12

FP12

FP12

FP26

FP26

FP24

FP24

FP20

FP16

FP24

FP24

FP26

FP24

FP24

FP24

FP20

FP16

FP26

FP26

FP24

FP24

FP24

FP20

FP20

FP16

FP26

FP24

FP24

FP24

FP24

FP20

FP20

FP16

FP24

FP24

FP24

FP20

FP20

FP20

FP16

FP24

FP20

FP20

FP20

FP20

FP20

FP20

FP16

FP16

FP16

1427

1325

1222

1027

1025

819

1528

1528

1427

1325

1129

1027

923

819

1528

1427

1427

1130

1027

1027

923

819

1427

1427

1325

1129

1027

1025

923

720

1324

1324

1027

1027

1025

923

720

1222

1027

1027

1025

1025

923

923

822

720

718

1426

1426

1325

1028

923

819

1531

1531

1530

1429

1427

1028

925

923

1530

1429

1429

1429

1130

1027

1025

821

1429

1429

1429

1427

1130

1027

923

821

1427

1427

1130

1324

1027

923

819

1325

1324

1027

1027

1027

1025

923

923

821

819



LOADING TYPE 2

DESIGN TABLES

SHT. 7 OF 7






FOR DESIGN TABLE NOTES, SEE SHEET 5.

NOTE:



NOV. 26, 2013 NOV. 26, 2013

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commonwealth of pennsylvania department of transportation · 2013-12-02 · commonwealth of...

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