Bridge Rail Rating Guide - Purdue University

Bridge Rail Rating Guide

By Marc Friedman

August 2000

Purdue University1284 Civil Engineering Building

West Lafayette, Indiana 47907-1284

Telephone: (765) 494-2164Toll Free in Indiana: 1-800-428-7639

Facsimile: (765) 496-1176

This document is disseminated under the sponsorship of the Indiana LTAP Center at Purdue University in the interest ofinformation exchange. Purdue University and the Indiana LTAP Center assume no liability for its contents or usethereof. Purdue University and the Indiana LTAP Center do not endorse products or manufacturers. Trademarks ormanufacturers names may appear herein only because they are considered essential to the objective of this document.The contents of this report reflect the views of the authors, who are responsible for the facts and accuracy of the datapresented herein. The contents do not necessarily reflect the official policy of Purdue University or the Indiana LTAPCenter. This report does not constitute a standard, specification, or regulation.

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DISTRIBUTION LIST

o County Commissioners o County Auditors o County Surveyors o County Highway EngineerslDirectors o County Highway Supervisors o County Highway Bookkeepers/Clerks o County Planning Director

o City Mayors o City Engineers o City Street Commissioner o City Traffic Engineer/Officer o City Planning Director

o Town Council President o Town Manager/Administrator o Town ClerkiTreasurer o Town Street Superintendent

o Indiana L T AP Staff o Indiana L T AP Resource Library o Indiana L T AP Advisory Board

o Purdue Faculty

D APW NL T AP Clearinghouse D JTRP Library

D INDOT Central OfficelDivision Chiefs D INDOT District Directors

D APW A, Indiana Chapter D Association of Indiana Counties D Consulting Engineers of Indiana D Indiana Association of Cities and Towns D Indiana Association of County Comm. D Indiana Association of County Highway D Indiana Constructors, Inc. D ITE, Indiana Section D Metropolitan Planning Organizations

D Utility Contacts D Consultant Contacts D Contractor Contacts D Vendor Contacts

Instructions:

Bridge Rail Rating Guide Glossary

1. Begin with the bridge railing section of the bridge rail you are inspecting.

2. Fill in the information at the top of the Bridge Railing Criteria Checklist.

3. Findthe bridge rai1ing that best represents the inspected railing in the Bri::ge Railing Glossary..

4. Go through each of the lettered criteria and check the box on the Criteria Checklist if the inspected railing !Tleets the standards.

5. Since it is not pos~ible to list all the types of railings in the glossary, one I:1USt use proper judgment and use the glossary as a guide if the inspected bridge element i~ not exactly like one in the glossary.

6. Give the bridge railing a rating of 1 if all the boxes on the Criteria Checklist are checked.

7. Give the bridge railing a rating of 0 if not all the boxes on the Criteria Checklist are checked.

Note: If there are 110 hazards or miscellaneous criteria listed in the glossi:li)' for a particular bridge rail element, those boxes should receive a check mark on the Criteria Checklist.

8. Repeat steps 1 though 7 for the three remaining bridge rail elements in the following order: approach rail, transition, and end terminal.

, roa -' ------------------------

ItDB

Approach Guardrail

Diagram of the Four Main Bridge Rail Elements

.-----~---------~.-.-----------------------------------------

Page v.

Table of Contents

List of Abbreviations and Definitions

Section 1 - Bridge Railings

1-0 Bridge Railing Criteria Checklist 1-1 W-Beam Guardrail (over culverts) 1-2 Service Level 1 Bridge Railing (SL-l) 1-4 New Jersey Parapet 1-6 Indiana Common 2'-9" Height Concrete Bridge Railing (Type CBR) 1-7 Texas Concrete Traffic Rail (Type TX) 1-9 North Carolina Standard One Bar Metal Rail 1-11 Indiana Type 5 or 6 Aluminum Bridge Railing 1-13 Indiana Type C or D Steel Bridge Railing 1-15 CF-l Type Bridge Railing (curb, flush mount) 1-17 Texas Type T6 Bridge Railing 1-18 Ohio Box Beam Railing 1-20 Table 1.1: Threshold Warrants for TL-2 Bridge Railings 1-21 Table 1.2: Threshold Warrants for TL-4 Bridge Railings

Section 2 - Approach Rail

2-0 2-1 2-3

Approach Rail Criteria Checklist M-Shaped Approach Guardrail (blocked out W-beam) Steel-Backed Timber Rail

Section 3 - Transitions

3-0 Transition Criteria Checklist 3-1 Type WT Transition 3-3 Type WGB Transition 3-5 Type TGB Transition 3-7 Type TGT Transition 3-9 Concrete Bridge Railing Type TTTX Transition 3-11 Concrete Bridge Railing Type TBC Transition

Section 4 - End Terminals

4-0 4-1 4-3 4-5 4-6 4-8 4-9

End Terminal Criteria Checklist Breakaway Cable Terminal (BCT) Turned Down W-Beam Guardrail Terminal (Type 1) SENTRE End Terminal Flared Energy Absorbing Terminal (FLEA T) Steel-Backed Timber Turned Down End Terminal Trend End Treatment

-----------------------------------------------------------

List of Figures

Section 1 - Bridge Railings

1.1 Nested Guardrail Over Culverts 1.2 Example of SL-l Type Bridge Railing 1.3 Typical Type SL-l Bridge Rail System 1.4 Thrie Beam Standard Drawings 1.5 Example of New Jersey Type Barrier 1.6 New Jersey Type Barrier Cross-Section 1.7 Indiana 2 '-9" Concrete Bridge Railing Cross-Section 1.8 Example of Texas Classic Concrete Traffic Rail 1.9 Texas Concrete Traffic Railing (elevation view) 1.10 Example of North Carolina I-Bar Metal Railing ,1.11 N.C. Standard 1 Bar Metal Rail Cross-Section 1.12 Example of Type 6 Aluminum Bridge Railing 1.13 Type 5 Aluminum Bridge Railing Cross-Section 1.14 Example of Type C Steel Tube Bridge Railing 1.15 Type C Steel Tube Bridge Railing Cross-Section 1.16 Type CF-l Bridge Railing (elevation view) 1.17 Type CF-l Bridge Railing Curb and Post Detail 1.18 Texas Type T6 Bridge Railing Cross-Section 1.19 Example of Ohio Box Beam Bridge Railing 1.20 Ohio Box Beam Bridge Railing Cross-Section

Section 2 - Approach Rail

2.1 2.2 2.3 2.4

Example of Blocked-Out W -Beam Approach Rail M-Shape Rail (W-Beam) Detail Example of Steel-Backed Timber Approach Rail Steel-Backed Timber Approach Rail Standard Drawings

Section 3 - Transitions

3.1 Type WT Transition Standard Drawing 3.2 Example of Type WGB Transition (W-Beam) 3.3 W-Beam Terminal Connector 3.4 Type WGB Transition (elevation view) 3.5 Type WGB Transition (plan view) 3.6 Type WGB Transition (3-dimensional view) 3.7 Example of Type TGB Transition 3.8 Thrie Beam Terminal Connection 3.9 Type TGT Transition (plan view) 3.10 Type TGT Transition (elevation view) 3.11 Type TTTX Transition (elevation view) 3.12 Example of Type TBC Transition 3.13 Type TBC Transition (plan view)

~-.. ~.----.'"------------------------------------- 1

Section 4 - End Terminals

4.1 Example of Breakaway Cable Terminal 4.2 Parabolic Offsets for Steel Post BCT 4.3 Parabolic Offsets for Wood Post BCT 4.4 Example of Turned Down W-Beam End Terminal (With Flare) 4.5 Example of Turned Down W-Beam End Terminal (Without Flare) 4.6 Turned-Down End Terminal Standard Drawings 4.7 Example of SENTRE End Terminal 4.8 Example of PLEAT End Terminal 4.9 PLEAT End Terminal Standard Drawings 4.10 Steel-Backed Timber Turned Down End Terminal Standard Drawings 4.11 Quad Trend 350 End Treatment (3-dimensional view)

. ----------------------------------------------------------

Definitions and Abbreviations

~ Bridge Rail Elements

1---' nalllng LGngth- -~-.->+"+"..-.-- Bridge R3il ----7---··-·- Appro<lch LeDgtl>- ---1 I I , .

I J . O""ost .... "" -.~ ... --J...- Approach Rall --t-- Tr.n.it Ion.., i--Tr.",H1on +-J\pproach Rail . ,...---+- U~.t"e.1\

h7:dna1 \) I r I I i I Te:%nal

JI"Cilt-' I I t \ \' Trelt-rent 1 j I ment

\ \. ! 1

I \ I \. i

. ! I ! Iii

~R88R88B 858BBRBB~ /'" Edge of ____ /~

Direction 0" Pavement - Trave J (adjacent traffic)

~ TL-2 Crash Test Level: (Also known as Perfonnance Levell: PL-1) Consists of two full-scale crash tests:

-17) 1800 pound passenger car impacting the structure at 50 MPH and 20 -16)jegrl.4G0 pound pickup truck impacting the structure at 45 MPH and 20

degrees

~ TL-4 Crash Test Level: (Also known as Perfonnance Level 2 : PL-2) Consists of three full-scale crash tests:

~ Post Sizes:

1) 1800 pound passenger car impacting the structure at' 60 MPH and 20 degrees 2) 5400 pound pickup truck impacting the structure at 60 MPH and 20 degrees 3) 18000 pound single-unit truck impacting the structure at 50 MPH and 15

degrees

v.

~ Post Sizes:

d

W-Shape

x- -x I'I~"''''''~

w W6x9: d = 5.9" tw = 0.17" tf = 0.22" bf = 3.94"

W8x24: d = 7.93" tw = 0.25" tf = 0.40" b f = 6.50"

W6x25: d = 6.38" tw = 0.32" tf = 0.46" bf = 6.08"

l I

1

vi.

TS-Shape

y

-I

t I

--w-

TS6x3xO.25 1 = 6" w = 3" t = 0.25"

TS5x5xO.25 1 = 5" w = 5" t = 0.25"

TS8x4xO.1875 1 = 8" w =4" t = 0.1875"

l

r--- t

x

Section 1 Bridge Railings

l 1

'I

I

Bridge Railing Criteria Checklist

County _______ _

Bridge No. ______ _

Type of Bridge Railing (as named in glossary) __________ _

o A. Does the bridge railing meet the minimum post spacing?

o B. Is the bridge railing on a road with less than the allowable traffic

volume and/or design speed?

o C. Is the distance from the top of rail to the bridge deck approximately

the standard distance?

o D. Do the post sizes correspond to the standard?

o E. Is the rail size approximately the same as the standard?

o F. Is the bridge railing safe from all possible hazards?

o G. Does the bridge railing meet the miscellaneous standards?*

* If applicable

If all criteria were met, this bridge railing should be given a rating of 1. If not all criteria were met, it should be given a rating of O.

Rating_

)

A. Post spacing:

W -Beam Guardrail (over culverts)

»- For single W -beam spans, spacing is 6' -3" »- For nested W -beam spans, spacing may be up to 18'-9" if adjacent to nested spans

of 6'-3"

B. Maximum Traffic Speed: 60 MPH

C. Distance of top of rail to bridge deck: 27"

D. Post sizes: see "M-Shaped Approach Guardrail"

E. Rail size: see "M-Shaped Approach Guardrail"

F. Hazards: »- Should only be used over low-fill culverts where side post mounting is not

possible »- W -beam should be overlapped in the direction of traffic flow (see Figure 1.1) »- Free from corrosion and collision damage »- Loose bolts

G. Miscellaneous: Does not need a transition

6'-3" 12'-6"' aax. 8'-3"

I I Two eeellonB 01 W-IIHo_ T

I J one set inside the other .. 2f)'-(l" I

- I G" aln. {tl1!:.l n ... , :-. r.

II !II t! i 1 : ! ! i ~I

Ground 1I1l~ J . ~

~ II

ELEVATION

.. i i )

~~I ________________ ~_-(l' __ '_N~ ___ W_-_huu ________________ ~~~ __ ~W~_&=.~.~ __ ___ r::::7 PLAN VIEW 'c:::J -Traffic

Figure 1.1: Nested Guardrail Over Culverts

Bridge Railing Glossary 1-1 Indiana LTAP

Service Levell (SL-l) Bridge Railing

(Thrie Beam Rail)

Figure 1.2: Example of SL·1 Type Bridge Railing

A. Post Spacing: 8'-4"

B. Maximum design speed and traffic volume: See Table 1.1

C. Top of Rail to Bridge Deck Distance: 31 "

D. Post Size: Steel: W6x9 or TS 6x3xO.25

E. Rail Size: Width = 20"

F. Hazards: >- Should be firmly side mounted to deck >- Thrie beam should be overlapped in the direction of traffic flow >- Free from corrosion and collision damage >- Loose bolts

G. Miscellaneous:


--- ----- ----~-"---- --- -------------~~~~~~~~~~~--~~-~--~~~~~~~~~~~~-

Crash Test Data: Redirected full-sized auto impact at 60mph and 15 degrees Redirected 20,000 pound school bus at 4Smph and 7 degrees

Bridge Railing Glossary

;--r I .

I ~

Figure 1.3: Typical Type SL-l Bridge Rail System

Figure 1.4: Thrie Beam Standard Drawings

1-3 Indiana LT AP

New Jersey Parapet

Figure 1.5: Example of New Jersey Type Barrier

A. No posts eN/A)


C. Typical distance from top of rail to bridge deck: 2'-10"

D. No posts eN/A)

E. Rail Size: see Figure 1.6

F. Hazards: ~ Damaged or cracked concrete ~ Uneven barrier segments causing a potential for snagging

G. Miscellaneous: Delineators should be mounted on'the side of bridge railing

Crash Test Level: TL-4


I

j ! •

Figure 1.6: New Jersey Type Barrier Cross-Section

Bridge Railing Glossary 1-5 Indiana LT AP

Indiana Common 2'-9" Height Concrete Bridge Railing (Type CBR)

J'-e"

2:' II" 2" (t'

~J- R (l7l')../

l

~

\ i-

;" alructnnl alab \ Top of

, .A

~

~ - i

Figure 1.7: Indiana 2'-9" Concrete Bridge Railing Cross-Section

A. Post Spacing: no posts (N/ A)

B, Maximum design speed and traffic volume: See Table 1.2

C. Distance from top of rail to bridge deck: 2' -9"

D, Post Sizes: no posts (N/A)

E, Rail Size: (see Figure 1.7)

F, Hazards: ~ Damaged or cracked concrete ~ Uneven barrier segments causing a potential for snagging

G, Miscellaneous: Delineators should be mounted on the side of bridge railing



~-- --~-------------------------------

Texas Concrete Traffic Rail (Type TX)

Figure 1.8: Example of Texas Classic Concrete Traffic Rail

A. Post Spacing: Typically 8" wide openings between concrete columns Maximum of 30' between span pilasters (See Figure 1.9)

B. Maximum design speed and traffic volume: see Table 1.1

C. Distance from top of rail to bridge deck: 2'-8"

D. Post Size: Typically 10" wide (See Figure 1.9)

E. Rail Size: Minimum barrier depth = 10"

F. Hazards: ~ Bridge rails or parapets with abrupt vertical faces at right angles to the direction

of traffic can result in vehicle snagging. ~ Severely damaged or cracking concrete

G. Miscellaneous: A sidewalk of 5 ft. minimum width is required with this railing.



6peal.,. lob.t 'tarIM

'"

0(-I:IMI ..... .. U

-4 lir r • Mo...r 1'10"''''' IIr ....

DD I-- ElwI 0( )rIdp dab

END BENT PIUSTIR (tn)

-",I I .... 1'-11" ,I ,. No. 0( Windon ,r,X, r-r r-r wI_'" No. of .......... If"Lr.t-4 1ft

x r .... ........ I

~ DD -io-

IIr' 0!>eIl

DD [] hfJll

:::: :r::: N.tebos I l/'Z' wi<!

SPANI'IUSl'EIl SPJ.NP~ I- ~ , ....

PIBR P,lLASl'ER (l:yp)

Figure 1.9: Texas Concrete Traffic Railing (Elevation View)


th

North Carolina Standard 1 Bar Metal Rail

(Aluminum or Galvanized Steel Railing on Vertical Faced Concrete Parapet)

Figure 1.10: Example of North Carolina 1 Bar Metal Railing

A. Post Spacing: 8' for metal posts


C. Distance from top of rail to bridge deck: 32"

D. Post Sizes: Height of metal post = approximately l' Height of concrete parapet = approximately 1 '-6" (See Figure 1.11)

E. Rail Size: Concrete parapet thickness = l'

F. Hazards: Metal rail should be continuous and gradually flare down at the ends (See Figure 1.10)

G. Miscellaneous:



--- ----~"----.-------------------------------------

~--t-P05T @. 81-0" -o -' -

=

--------------- ---" ---

Figure 1.11: N.C. Standard 1 Bar Metal Rail Cross·Section

Bridge Railing Glossary 1-10 Indiana L TAP

• I ,

Indiana Type 5 or 6 Aluminum Bridge Railing

Figure 1.12: Example of Type 6 Aluminum Bridge Railing

A. Post Spacing: 6'-6" maximum


C. Distance from top of rail to bridge deck: For 2 rails (type 5): approximately 2'-3" For 3 rails (type 6): approximately 3'-6.5" (See Figure 1.13)

D. Post Size: Type D post or approximately W8x24 (see Figure 1.13 for relative size)

E. Rail Size: 4.75" x 3.75" semi-ellipse aluminum rail

F. Hazards: ~ Bridge rail splice' bars should be placed at rail joints to maintain continuity ~ If curb is present, face of curb should be less than 9" from railing ~ Posts should be firmly anchored into the bridge deck

G. Miscellaneous:


8arritzr Rail Clamp Bar ----

~ "i-----

.. , ......

-'<)

~ ~j '-'

~~l <:;). ,;

Barrl~r Rail

Post 8ase

Post

Figure 1.13: Type 5 Aluminum Bridge Railing Cross-Section


Indiana Type C or D Steel Bridge Railing

Figure 1.14: Example of Type C Steel Tube Bridge Railing

A. Spacing: 6'-6" maximum


C. Distance from top of rail to bridge deck: For 2 rails (type 5): approximately 2'-3" to 2'-8" For 3 rails (type 6): approximately 3'-6.5" (See Figure 1.15)

D. Post Size: type D post or approximately W8x24 (see Figure 1.15 for relative size)

E. Rail Size: 4 x 3 x 114 rectangular steel tubing

F. Hazards: ~ Bridge rail splice bars should be placed at rail joints to maintain continuity ~ If curb is present, face of curb should be less than 9" from railing

G. Miscellaneous:


...... '" .....

Face Curb

4 J(.3 If * Tubing ("Qrri~1' /?Qi/ )

Post

... "0. '4'" '" .' • I 1 •••• 0 " .,',

.':;':4':: ,':~"',' .. :f.;:.j.,~'~, ~ I I ',4:.':.,':.':4;' II .,' ~: . .., I

4.!~"'·' . . . I I I.", • • . I I 4,':' I, 0," I ~ : I : '. '" to, t " : I I t I • 'I ~.' •. ', II 411 ,:0', ~' F' I. ,'" . "/'. ,.. +----------... ., "'" "":"1', ....... .:','" ".>::~'I t .. ~:~:

I I I' • " • I I I, •

,,',: ,',', " . ,'4': ~. : I, I':'

1-:.:-,-.;'.~:..T6~'·"T .... , ~, .,.. •. :"". ;':". ,":',.-, ~ •• , I I ,', .' .. '. • ... "1:. I \ "0 • ~ ' •• :'" •• ~ •••• , , I • 0.' .' " ...... ' It • t

.:.:·:: •. · .. :,\··"40~,~···I,I.:·:·;.\ .. :·.1 ,.1.11'" I. t'" "".",',',' ., ..... '.\ .•••.• 4 •..• ,. l., ,',,',', .tt., ••••• ,tJ .• , _"',A", ....... t ., ..... , ' ... ", .. ' , \" '. . ' ..... ,., II , '0"'. I •• , .. ,.. • •• -..' t

Figure 1.15: Type C Steel Tube Bridge Railing Cross·Section

Bridge Railing Glossary 1·14 Indiana LT AP

CF-l Type Bridge Railing

(Curb, Flush Mount)

A. Post spacing: 10'


C. Distance from top of railing to bridge deck: approximately 35"

D. Post Sizes: W8x24 steel

E. Rail Size: Two TS 5x5x0.25 tubes spaced 14" apart

F. Hazards: No sidewalks are to be placed adjacent to this bridge railing.

G. Miscellaneous: Steel posts are mounted on 10" raised concrete slab


,

I

Jlfl __ "\+ I t po.l---'

I

I~

I

~

, J

Top of curb , r-----"'=~-------~~--!!E~___. ---. J-

Top of deck

Figure 1.16: Type CF-1 Bridge Railing (Elevation View)


11' ax 24 post 5" 1 5/IS" -I"

f1 .~

. ., .t ~s i

Figure 1.17: Type CF-1 Bridge Railing Curb and Post Detail


Texas Type T6 Bridge Railing

A. Post Spacing: 6'-3"


C. Distance from top of rail to bridge deck: approximately 27"

D. Post sizes: steel W6x9 or W6x8.5

E. Rail Size: Two W -Beam members welded together to form a tubular shape (see "M-Shaped Approach Guardrail")

F. Hazards: ~ Free from corrosion and collision damage ~ Loose bolts

G. Miscellaneous: No transition is needed if M-shaped approach rail is used

Crash Test Data: redirected 4500 pound vehicle at 62 MPH and 27.5 degrees

2 .... 12 go. W- Beam Members welded to Tubular Shape----lr------..

Pos t W 6 x 9 >---+--H----I or W6 x 8.5

I I

6'518' !

"1 = -In 0 0 a.. a:: - -

= =(1) ~ en .if"

C\I ~ I , - '" '"

Figure 1.18: Texas Type T6 Bridge Railing Cross·Section


1

Ohio Box Beam Railing

Figure 1.19: Example of Ohio Box Beam Bridge Railing

A. Post Spacing: 6' -3"


C. Distance from top of rail to bridge deck: approximately 27"

D. Post Size: Steel W6x25

E. Rail Size: Standard W-Beam rail (see "M-Shaped Approach Guardrail") backed by TS 8x4 steel tubing (6" long) on each post (See Figure 1.20)

F. Hazards: ~ Damage to anchors and/or concrete where posts are attached to deck ~ W -beam should be overlapped in the direction of traffic flow ~ Free from corrosion and collision damage ~ Loose bolts

G. Mi.scellaneous: ~ Railing should be side mounted to bridge deck ~ No transition is needed if M-shaped approach rail is used


~ ..

o •

o •

! ~- .

W6 x 25

o 0 6'-3" Max. Post SpacIng

TS 4 x 8 x .1875

TS "I x 8 x .1875 tu ng; spacers 6" ong at each post on brl ge

I plate beam ~ ~~ .! -.

~" x 6"

Figure 1.20: Ohio Box Beam Bridge Railing Cross-Section


Table 1.1 Threshold Warrants for TL-2 Bridge Railings

INSTRUCTIONS: To find if the bridge railing falls within the design speed and traffic limits:

1. Find the appropriate table for your bridge (divided or undivided). 2. Find where your design speed, % trucks in AADT, and barrier offset intersect on the table. 3. If the average daily truck volume on your bridge is less than that on the table, your bridge railing meets the requirements. 4. If the average daily truck volume on your bridge is greater than that on the table, your bridge railing does not meet the traffic 'speed/volume standards.

Divided (Rural/Urban) Non-Freeway Avera~ e Daily Truck Volume in Design Year

Percent Barrier Offset Design Speed (MPH) Trucks in Total from Edge of

AADT Travelway 31 37 43 50 56 62

1 - 6.9 ft. 5,900 2,700 950 450 300 200 5% or less 6.9-11.8ft. 9,700 4,150 1,350 600 400 250

>11.8ft. 20,550 8,200 2,100 850 500 300 1 - 6.9 ft. 4,850 2,700 1,450 800 550 400

>5% but <10% 6.9 - 11.8 ft. 7,400 4,000 1,900 1,050 750 500 >11.8ft. 13,300 6,600 2,850 1,400 950 600 1 - 6.9 ft. 4,600 2,700 1,700 1,050 750 550

10% or more 6.9 - 11.8 ft. 6,900 4,000 2,250 1,350 1,000 700 >11.8ft. 11,950 6,500 3,300 1,850 1,300 900

Undivided (Rural/Urban) Arterials, Collectors, and Locals Average Daily Truck Volume in Design Year


AADT Travelway 31, 37 43 50 56

1 - 6.9 ft. 4,850 2,150 700 300 200 5% or less 6.9 - 11.8 ft. 8,400 3,500 1,050 450 250

>11.8ft. 18,000 7,100 1,700 600 350 1 - 6.9 ft. 3,800 2,100 1,000 550 350

>5% but <10% 6.9 - 11.8 ft. 6,150 3,150 1,450 750 500 >11.8ft. 11,150 5,400 2,200 1,000 650 1 - 6.9 ft. 3,600 2,100 1,200 700 500

10% or more 6.9 -11.8ft. 5,650 3,150 1,650 950 650 >11.8ft. 9,900 5,200 2,450 1,300 850

Bridge Railing Glossary 1-20 Source: Indiana Department of Transportation

Table 1.2 Threshold Warrants for TL-4 Bridge Railings

INSTRUCTIONS: To find if the bridge railing falls within the design speed and traffic limits:

1. Find the appropriate table for your bridge (divided or undivided). 2. Find where your design speed, % trucks in AADT, and barrier offset intersect on the table. 3. If the average daily truck volume on your bridge is less than that on the table, your bridge railing meets the requirements. 4. If the average daily truck volume on your bridge is greater than that on the table, your bridge railing does not meet the traffic speed/volume standards.

Undivided Rural Arterials R I/U b F ura r an reeways Average Daily Truck Volume in Desiqn Year Average Daily Truck Volume in Design Year

Percent Barrier Offset Design Speed (MPH) Trucks in Total Irom Edge 01


AADT Travelway 43 50 56 62 68 AADT Travelway 50 56 62 68

1· 6.9 ft. 7,400 5,500 ,4,400 3,800 3,200 1 - 6.9 ft. B,600 7,500 6,600 6,000 15% or less 6.9· 11.8 ft. 10.600 6,400 5,100 4.200 3,800 15% or less 6.9 - I I.B It. 9,900 B,300 7,200 6,400

>11.8 ft. 15700 8800 6800 5400 4600 >1 I.B ft. 12400 10500 9100 8200

More than 1·6.9 ft. 6,700 4,900 4,100 3,500 3,200

15% 6.9·11.8 ft, 9,300 5,700 4,500 3,800 3,500

>11.8 ft. 13600 7800 6100 4900 4400

More than 1- 6,9 ft. 7,900 6,900 6,300 5,BOO

15% 6.9 - I I.B ft. B,BOO 7,500 6,600 6,300 >11.B ft. 11000 9400 8300 7500

Undivided Rural Collectors/Locals R IN F ura on- reeways Averag~ Daily Truck Volume in Design Year Average Daily Truck Volume in Desiqn Year

Percent Barrier 011 set Design Speed (MPH) Trucks in Total Irom Edge of



1·6.91t. 7,700 5,800 4,600 3,900 3,300 1- 6.9 ft. 8,000 7,000 6,100 5,500 15% or less 6.9· 11.8 It. 11,100 6,700 5,300 4,400 3,900 15% or less 6.9 - 11.8 ft. 9,100 7,700 6,700 5,900

>11.8 It. 16400 9300 7100 5600 4900 >11.8 ft, 11500 9700 8400 7500

More than 1·6.9 It. 7,000 5,200 4,300 3,600 3,300

15% 6.9· 11.8 ft. 9,700 5,900 4,700 3,900 3,600

>11.8 It. 14,300 8200 6400 5200 4600

More than 1- 6.9 ft. 7,300 6,400 5,800 5,400

15% 6.9 - 11.8 ft. 8,100 7,000 6,100 5,800

>11.8 It. 10200 8,700 7700 7000

Undivided Urban Facilities b Ur an Non-Freeways Average Daily Truck Volume in Design Year Average Daily Truck Volume in Design Year

Percent Barrier Offset Design Speed (MPH) Trucks in Total from Edge 01



1 - 6.9 ft. 7,300 5,500 4,300 3,700 3,200 1 - 6.9 ft. 10,000 7,900 6,900 6,000 15% or less 6.9 - 11.8 It. 10,500 6,300 5,000 4,200 3,700 15% or less 6.9 - 11.8 ft. 14,000 9,100 7,600 6,600

>11.B ft. 15500 8800 6800 5300 4600 >11.8 ft. 18600 11400 9600 8300

More than 1- 6.9 ft. 6,600 4,900 4,000 3,400 3,200

15% 6.9 - 11.8 ft. 9,200 5,600 4,500 3,700 3,400

>11.B ft. 13500 7 BOO 6,000 4900 4300

More than 1- 6.9 ft. 8,700 7,200 6,300 5,700

15% 6.9 - 11.8 ft. 12,100 8,000 6,900 6,000

>11,8 ft, IS 900 10100 8600 7600

68

5,500 5,900 7500 5,300 5,700 69000

Bridge Railing Glossary 1-21 Source: Indiana Department ofTransportation

Section 2 Approach Rail

-------------.~----

Approach Guardrail Criteria Checklist

County _______ _

Bridge No. ______ _

Type of Approach Guardrail (as named in glossary) ________ _

o A. Does the approach guardrail meet the minimum post spacing?

o B. Does the approach guardrail approximately meet the minimum

length for approaching traffic?

o C. Does the approach guardrail approximately meet the minimum

length for trailing traffic?

o D. Does the approach guardrail have a flare rate less than the

maximum?

o E. Is the distance from the top of rail to the ground approximately the

standard distance?

o F. Do the post (and block) sizes correspond to the standard?

o G. Is the rail size approximately the same as the standard?

o H. Is the approach rail safe from all possible hazards?

If all criteria were met, this approach guardrail should be given a rating of 1. If not all criteria were met, it should be given a rating of o.

Rating_

---------

M-Shaped Approach Guardrail (Blocked Out W-Beam)

Figure 2.1: Example of Blocked Out W-Beam Approach Rail

A. Post Spacing: 6'-3" [A maximum post spacing of 12'-6" may be used if two sections ofW-beam guardrail is used, one set inside the other (nested)]

B. Approach Length: for approaching traffic (applies to most bridges)

Design Speed Design Year ADT Current Year ADT

(MPH) Over 2000 1001 - 2000 400 - 1000 Under 400

70 262' 262' 262' 224' 60 212' 212' 187' 162' 50 124' 124' 100' 100' 40 62' 50' 50' 50'

C. Trailing Length: for trailing traffic (applies to most bridges)

Design Speed Design Year ADT Current Year ADT

(MPH) Over 2000 1001 - 2000 400 - 1000 Under 400

70 87' 87' 62' 50' 60 62' 50' 50' 50' 50 50' 50' 50' 50' 40 50' 50' 50' 50'

Approach Rail Glossary 2-1 Indiana LTAP

D. Maximum Flare Rate: (it is acceptable not to have a flared approach rail)

Design Speed 70 MPH 60 MPH SO MPH 40 MPH

Rail Offset from Edge of <10' ~1O' <8' ~8' <6'

Lane

Flare Rate 30:1 IS: 1 26:1 13:1 21: 1

E. Recommended ground to top of railing distance: 27"

F. Post Size: Timber: 6" x 8" Steel: W 6 x 8.5

Block Size: Timber: Height = 14", Width = 6", Depth = 8" Steel: I-shaped, Height = 19", Depth = 6"

G. Rail Size: Width = 12.2S" (See Figure 2.2)

H. Hazards:

~6' <S'

11: 1 17:1

W -Beam should be overlapped in the direction of traffic flow Deterioration and collision damage Loose bolts Lack of continuity (snagging potential)

~S'

9:1

30 MPH

<4' ~4'

13:1 8: 1

Crash Test Data: Upper performance limit is a 46S0 pound impact at 59 MPH at 21 degrees.

6"8"

Figure 2.2: M-Shape Rail (W-Beam) Detail


Steel-Backed Timber Rail

Figure 2.3: Example of Steel-Back Timber Approach Rail

A. Post Spacing: Maximum = 9'-9"

B. Approach Length: see "M-Shaped Approach Guardrail"

C. Trailing Length: see "M-Shaped Approach Guardrail"

D. Maximum Flare Rate: see "M-Shaped Approach Guardrail"

E. Recommended ground to top of rail distance: 27"

F. Post Size: Timber: 10" x 12" (orientation to the road is not important)

G. Rail Size: 10" x 6" with reinforcing steel plate placed behind rail

H. Hazards: Should not be used on roads with design speeds exceeding 50 mph Lack of continuity (snagging potential)

Crash Test Data: Redirects a 1800 pound vehicle at 50 MPH and 20 degrees Redirects a 4500 pound vehicle at 50 MPH and 25 degrees


6"'17'~ !rolly'-,---~ ~ _ lfilUr ,~

•• -.. i'i'\ .•• L-----~~.~._+-~~-~~,~.~.~ .• ~--~F_~ _____ -+ __ -'--+ __ -1I----....... ---~_f_-'---1

I I

I I

~L . .

Figure 2.4: Steel-Backed Timber Approach Rail Standard Drawings

Approach Rail Glossary 2-4

10" .0/2"' I r' ~ . ~JlWtI ,"""., ('-':"

Indiana LT AP

Section 3 Transitions

Rail Transition Criteria Checklist

County _______ _

Bridge No. ______ _

Type of Transition (as named in glossary) ____________ _

o A. Does the transition meet the minimum post spacing?

o B. Do the post sizes correspond to the standard?

o C. Is the rail size approximately the same as the standard?

o D. Does the transition connect the correct type of railing and

approach?

o E. Is the bridge railing safe from all possible hazards and is the

transition connected to the bridge railing?

o F. Does the bridge railing meet the miscellaneous standards?*

* If applicabl,e

If all criteria were met, this transition system should be given a rating of 1. If not all criteria were met, it should be given a rating of O.

Rating_

------------------~------------------------------

Type WT Transition

7-3i

I 2 eq. spa. = 3'-1! I ~'!" I 'I" t

~ t Post. bolt 810l,.)\ M I

_, I I I I i" x 2!" (lyp.) " t

'I' I '1' t ~ I I op i do

I cp 1 J '3 z 'f t ~. ~ '* \I.j, : J, 1 cb -cp- t m t f?

I = I 'I' I 'I'

I 'I' I '!'

I I I -- .:. .I.

Figure 3.1: Type WT Transition Standard Drawing

A. Post spacing: One post on both ends of the 6' -3" transition member

B. Post sizes: Steel TS 6x3xO.25 posts with W 6x9 or W 6x8.5 steel blocks

C. Rail size: Thrie beam width (20") tapered down to W -beam width (12.25")

D. Connects Thrie Beam bridge rail (SL-1 Bridge Railing) to W-Beam approach guardrail

E. Hazards: loose bolts and a non-rigid connection

F. Miscellaneous:

Transition Glossary 3-1 Indiana LT AP

Type WGB Transition

Figure 3.2: Example of Type WGB Transition (W -beam)

A. Post spacing: >- 1st section following rigid barrier: 4 spaces at 1'-6.75" (See Figure 3.5) >- 2nd section following rigid barrier: 3 spaces at 3'-1.5" (See Figure 3.5)

B. Post size: >- Timber: 6" x 8" post with block >- Steel: W 6 x 8.5 post with block

C. Rail Size: >- 1st 12'-6" after rigid barrier is two W-beam rails set inside the other >- Remaining rail is standard W-beam section (see lOW-Shaped Approach

Guardrail")

D. Connects rigid concrete bridge railing to W-beam approach rail

E. Hazards: loose bolts and a non-rigid connection

F. Miscellaneous >- Top of transition rail should be approximately 27" from the ground. >- W-beam terminal connector (see Figure 3.3) should be placed where transition

meets concrete barrier. >- Should have a cylindrical steel spacer attached to W -beam at connection to bridge

railing (See Figure 3.5)


Ii

Transition Glossary

Figure 3.3: W-Beam Terminal Connector

No connection between raU sections and block at these posts.

IiI II' ! 1.1 1~

One - A'" x IS" std. button head bolt w/rectanrular plate wuher. round washer and re<:eS8 nut at each post.

Figure 3.4: Type WGB Transition (elevation view)

3-3

11'1 : : : :

Iii ill .'-

Indiana L TAP

ii U'!! .......

1I'~ia· teralnal connector

Two 12'~ eecUorut of 11'-'-- rail one eet tn.ide· the other

Steel spacer tube e" LD. J: V' echedule 40 plyaniud pipe

. connected 0011 to 1I'-beaJil rail

Figure 3.5: Type WGB Transition (plan view)

Figure 3.6: Type WGB Transition (3-dimensional view)

Transition Glossary 3-4

1I'-beua nill eecUon

Indiana LTAP

Type TGB Transition

Figure 3.7: Example of Type TGB Transition

A. Post spacing: >- 1st section following rigid barrier: 5 spaces at 1 '-6.75" >- 2nd section following rigid barrier: 3 spaces at 3 '-1.5"

B. Post size: >- Steel: W 6x9 post with block >- Timber: 6" x 8" post with block

C. Rail Size: (for thrie beam size see "Service Level I (SL-I) Bridge Railing") >- 1st 12'-6" after rigid barrier is two thrie beam rails set inside the other >- Next 6'-3" section is W-thrie beam transition (See figure 3.1) >- Remaining rail is standard W -beam rail (see lOW -Shaped Approach Guardrail ")

D. Connects rigid concrete bridge railing with W -beam approach rail

E. Hazards: >- There should be a minimum 25' of 6' -3" post spacing for W-Beam approach rail >- Loose bolts and a non-rigid connection

F. Miscellaneous: >- Thrie beam terminal connector (see Figure 3.8) should be placed where transition

meets concrete barrier >- Top of thrie beam portion of transition should be approximately 31" from the ground >- Top of W -beam portion of transition should be approximately 27" from the ground


-II ,~,

Figure 3.8: Thrie Beam Terminal Connection


Thrle beaJI tcrabuol connector

nneCt.lon/ Deflecwr Pia"

' ....

Type TGT Transition

1I1'-G lJalts 0' CU!l"lrall translUon. TGT ·1 II" It II" Uabft' poIIt8 (~:rp.)

It II" Uaber bJocb (~:rp.)

8" ,"de COBe. eurb

y-thrie beua traD.IIUon raU y-beul rail eecUon MCUons (2- 12 ,L eleaents)

Figure 3.9: Type TGT Transition (plan view)

- -

r--i"I ....

~ T

I ! I I f-I

I I

-7 I I i I I i

~.ii~l~l~::~I·:·nt·'·I:--··~···--~~-I':·I~: ~ I: 1: : I I I

I I' 011 1 I , "', , ,loCI I' .. -go i ' , 8, , , I" ;3. ' • AI 'I .. ' I' .. I • I J' , J'I' , I J ~I , ~-l t I ,

1

, , ' , I , , , '

011, '"" 011, I' 011, I' "8' I ' ~ 1: , : "8 : : :a: I : ,00, I ' 3, I ,

J: I : J:: 1: I: ,!!!L,'_'-L __ IIl..

t' J ___ II' , ... ~ ~'-' , ~------------- t

Figure 3.10: Type TGT Transition (elevation view)

A. Post spacing: ~ 1st section following rigid barrier: 1 space at 3'-10.25" (See Figure 3.9) ~ 2nd section following rigid barrier: 3 spaces at 3 '-1.5" (See Figure 3.9)

B. Post size: ~ Timber post: 8" x 8" ~ Timber thrie beam block: 8" x 8", height = 1 '-10.5" ~ Timber W-beam block: 8"x 8", height = 1 '-2.75"

Transition Glossary 3-7 Indiana L TAP

C. Rail Size: (for thrie beam size see "Service Levell (SL-l) Bridge Railing") >- 1st 7' after rigid barrier is two thrie beam rails set inside the other (See Figure 3.9) >- Next 6'-3" section is W-thrie beam transition (See Figure 3.1) >- Remaining rail is standard W-beam rail (See "W-Shaped Approach Guardrail")

E. Connects CF-l (and similar) bridge railing with W-beam approach rail

F. Hazards: loose bolts and a non-rigid connection

G. Miscellaneous: >- Thrie beam terminal connector (see Figure 3.8) should be placed where transition

meets bridge railing >- Top of W -beam portion of transition should be approximately 27" from the ground


Transition Glossary 3-8 Indiana L TAP

Concrete Bridge Railing Type TTTX Transition

6'-3" &" 5 SpL • J'-{v' = ?'-fI'

[] D-D OJ D D Holes tor attachaeDl

of Guardrail TransitiOD Type TGB

End of brid,e ala d of .udwall

END PILASTER (tIP)

Figure 3.11: Type TTTX Transition (elevation view)

A. Post Spacing: 5 spaces at l' -6" (see Figure 3.11)

B. Post Sizes: 10" columns between openings in transition

C. Rail Size: ~ Height should be same size as "Texas Concrete Bridge Railing" (3' -6") at the end

near the railing and should taper down to 2' -9" at the other end near the approach rail.

~ The length of the transition should be approximately 20' -2"

D. Connects the "Texas Concrete Bridge Railing" to a "Type TGB Transition"

E. Hazards: ~ Type TGB Transition must accompany this transition ~ Severely damaged or cracking concrete

F. Miscellaneous:



Concrete Bridge Railing Type TBC Transition

Figure 3.12: Example of Type TBC Transition

A. Post Spacing: no posts (N/ A)

B. Post Sizes: no posts (N/A)

C. Rail Size: >- Height: 2'-9" throughout length of transition >- Thickness: Same thickness as "Indiana 2' -9" Concrete Bridge Railing" at end

near bridge railing. Taper down to thickness of 9" at approach rail end. (See Figure 3.13)

D. Connects "Indiana 2' -9" Concrete Bridge Railing" with "Type TGB Transition"

E. Hazards: >- Type TGB Transition must accompany this transition >- Severely damaged or cracking concrete

F. Miscellaneous:



15'-8

£dee 01 approach alab

I extension or brid,e coplnc ~ r 1lF.

, 1 8"' 1'-8 I ... I . I I Ii" dliL

I - I I holes

II '\ '" '" '" 7-2 "-3 .'-3

Figure 3.13: Type TBC Transition (plan view)


Section 4 End Terminals

End Terminal Criteria Checklist

County _______ _

Bridge No. ______ _

Type of End Treatment (as named in glossary) _____ -,--____ _

o o A. Does the end treatment fall under the maximum traffic volume

and/or design speed criteria?

DB. Is the end treatment connected to the correct type of approach rail?

o C. Is the end treatment placed in the correct orientation/position?

o D. Is the bridge railing safe from all possible hazards?

o E. Does the bridge railing meet the miscellaneous standards?*

* If applicable

If all criteria were met, this end terminal should be given a rating of 1. If not all criteria were met, it should be given a rating of O.

Rating_

Breakaway Cable Terminal (BCT)

Figure 4.1: Example of Breakaway Cable Terminal

A. Maximum design speed: 65 MPH

B. Connects to W-Beam approach guardrail

C. See figures 4.2 and 4.3 for correct parabolic offsets for both wood post and steel post end treatments.

D. Hazards: No transition should be placed less than 12.5' from the end terminal

E. Miscellaneous: ~ The first two posts on the end of the terminal should be either 6" x 8" wood posts

weakened by holes drilled through them or W6x8.5 steel posts with slip base breakaway design. They should also be set in concrete footings so they break upon impact.

~ Top of end terminal should be 27" from the ground

Crash Test Data: Successfully buckles under 2250 and 4500 pound vehicles

End Terminal Glossary 4-1 Indiana LT AP

~ " "1 ..; ...

N

(

- ~ -- 1- :1:/ J:

0.80' 0.45' /

0.11' /

I, l L'2.4t' \..- '.25'-16.54'

20.79' 24.92' , 31.09'

37.22'

Figure 4.2: Parabolic Offsets for Steel Post BCT

1.79'

11.0 _____ 11--.=::::::::1---~::..~:.-=-~-3-=-7 .:'22-=-' -11_',=,,=09=, :-_::2_4-'_'-2=~=_1_a:'~-72~-' ~ __ :~'-2~-'4~'-:..':.~:.~:.~-=-~-=-~-=-~~~~:: Figure 4.3: Parabolic Offsets for Wood Post BCT

End Terminal Glossary 4-2 Indiana LTAP

Turned-Down W-Beam Guardrail End Terminal (Type 1)

Figure 4.4: Example of Turned-Down W-Beam End Terminal (with flare)

Figure 4.5: Example of Turned-Down W-Beam End Terminal (no flare)

A. Maximum traffic volume: 6000 ADT Maximum design speed: 50 MPH

B. Commonly connects to W-Beam approach guardrail

C. Typical length is 25' Should be flared away from traffic at a rate of 15: 1


D. Hazards: ~ Buried end terminal should not be placed within 2' of shoulder. ~ An object marker should be placed approximately 6' ahead of the end terminal. ~ W -beam members should be lapped in the direction of traffic flow

E. Miscellaneous: ~ Smaller 5/8" post bolts are recommended so the end terminal fails upon impact

and the vehicle does not vault or roll upon impact ~ End terminal should consist of one 25' or two 12'-6" W-beam sections ~ Top of rail height should match that of the adjacent approach guardrail

Class A concrete anchor ~

./ ..... : I t~.~1Q .. -1" 9 ;; It H- h

f T 15 I! r~._,ii ""--------7--- _____ k_

Guardrail allen_ent Type 3

:: il l,-

PUN Marker

One 25' 31'-3 or hro 12'-6 1r -;U;;;;;----_--'

Post No.1

13'~10 .. -beam ~tJOIU 12'-6 ----7-~~_l

Ei :i Ii G~P08t No. 2

Post No.1" No. 2 len,th = 6'-{)

ELEVATION

Type 3 Marker

Figure 4.6: Turned-Down End Terminal Standard Drawings


- -----------~---------------------------

SENTRE End Terminal

Figure 4.7: Example of SENTRE End Terminal

A. Design Speed: 65 MPH

B. Connects to W-Beam approach guardrail

C. Can be installed parallel to the roadway or flared up to a 4' offset.

D. Hazards: >- A WT transition should be used to connect SENTRE to W-Beam approach guardrail

(see "Type WT Transition"). >- Slip-based support posts should be used.

F. Miscellaneous: >- Posts should be mounted in concrete footings or on a concrete pad. > Sand-filled plastic containers should be placed behind the thrie beam fender panels. >- End treatment should be approximately 23' in length and 32" in height.


------------------------------------

Flared Energy Absorbing Terminal

(FLEAT)

Figure 4.8: Example of a FLEAT End Terminal


B. Connects to W -shaped approach guardrail

C. The end terminal should have a flare of approximately 6 degrees and a length of 37' -6"

D. Hazards: A yellow or orange reflector should be placed on the end of the end terminal

E. Miscellaneous: >- Post Spacing: (see Figure 4.9) >- Post Type: (see Figure 4.9)


" ,

, (6 ...... 1I00d Pasu

~~------~7~'~'~,~'-~~'~------'~--~~'

'. J " ~ , " , " ......

. . : ' .. .~

. " "1 • .. '.:

4',2" 1

. ~ .. :- . , .. ~

" , . .....

a:.(YATION

4'-2"

.' : ...... . /-* .. . ' . ~ . ,.,:;' ",.',

S'·!"

Figure 4.9: FLEAT End Terminal Standard Drawings

End Terminal Glossary 4-7

~Ir~""" 1%".12" TlPf 11.1 ',.trortClert\ve .GI\ftI,. sl>HtIlIg to «fIUr or_ ..

Indiana LT AP

Steel-Backed Timber Turned-Down End Terminal

.... . . t~ .. -- .. '" -- ---- ----.:...._-.!----(r-lor~c3~1:-en9-.:'"-;-.: .. ~ . .. ..:-.. -::-"7"'""""+'~~""'-;":'----1

. r· .. • ... • ........ . :

.. :: '. ," ': ..: . ... .. :.

L~~~~~~~~==~~~~~~::::====::==::=:==~·:-·:--~-·~~·~~···~-·~~t;~=::=::=-r~ ~ .:". .." . ':'.: .. ' ··-~·-·~r:::~~:j ~ Beginflo:re'

.......

: ....... . -. "

.;::~~.~.

.. " ",

• • • : .~.t .\.... •. :." .

, ", . ~: ' .

' ...... .

" .... .... ~_~.....:..._·.10'

(Typ.!

-. . . ....

" "

·PLAIl

.: . ~

.-

Figure 4.10: Steel-Backed Timber Turned Down End Terminal Standard Drawings


B. Connects to steel-backed timber approach rail.

C. End Treatment Positioning: See Figure 4.10

D. Hazards: Lack of continuity

E. Miscellaneous: Steel plate should be placed behind the timber rail.


l i I

Trend End Treatment

o FRONT CABLE ANCUOR

@ CIHlCRm PAD

o POST

o SLIP BASE

o QUAD· BEAM'" FENDER PANEL

() IIACK SlRAP

o RE'AR CA8L~ "NeHOR

o REOIRECTIt.JB CABLE

o SIlNDCONTAINER

(l1) PLASTIC BULL NOSE

Conla&r Emr;;y Aosotprron SY$remJ. lilt .• for T!10sirlM DtfiQflC.

Figure 4.11: Quad Trend 350 End Treatment (3-dimensional view)


B. Trend End Treatment may be connected directly to rigid concrete bridge railings without the use of transitions.

C. End treatment positioning: (See Figure 4.11)

D. Hazards: >- A traversable clear zone of 75' x 20' should be kept adjacent to the end terminal

in case it gates upon an angled impact. >- End terminal should be attached firmly to bridge railing >- Steel posts are to be slip-based

E. Miscellaneous: >- Standard Length: 20' >- Standard Height: 32" >- Standard Width: 15" >- Sand containers should be placed inside the terminal (See Figure 4.11)

End Terminal Glossary 4-9 Indiana L TAP

References

American Association of State Highway and Transportation Officials, Highway Safety Design and Operations Guide, 1997.

American Association of State Highway and Transportation Officials, Roadside Design Guide, 1989.

American Association of State Highway and Transportation Officials, Standard Specifications for Highway Bridges, 1996.

Beam, Longest, and Neff, Inc., Monroe County Bridge Inventory Rating and Safety Inspection, 1997.

Coddington, Cindy, traffic supervisor, Tippecanoe County Highway Department, interview, July 2000.

Durkos, John, salesman, Road Systems, Inc., phone interview, June 2000.

Federal Highway Administration, A Discussion with the AASHTO Highway Subcommittee on Bridges and Structures Technical Committee for Guardrail and Bridge Rail, May 14, 1996.

Federal Highway Administration, Bridge Inspector's Training Manual, FHWA-PD-91-015, March 1995.

Federal Highway Administration, Crash Testing and Evaluation of Retrofit Bridge Railings and Transition, FHW A-RD-96-032, January 1997.

Federal Highway Administration, Summary Report on Aesthetic Bridge Rails and Guardrails, FHWA-SA-91-051, June 1992.

illinois Department of Transportation, Illinois Highway Information System Structure Information and Procedure Manual, June 2000.

Bridge Rail Rating Guide Indiana L T AP

---------

Indiana Association of County Highway Engineers and Supervisors, Practices and Guidelines for Local Agency Roads, 1996.

Indiana Department of Transportation, Design Manual: Part V Road Design, February 1995.

Indiana Department of Transportation, Design Memorandum No. 99-16: New NCHRP 350 Bridge Railings and Transitions, November 16,1999.

Indiana Department of Transportation, Design Standards for RRR Projects, January 1991.

Indiana Department of Transportation, Standard Drawings, http://www.ai.org/dot/design/.

Iowa Department of Transportation, Standard Road Plans, 1998.

Magner, Mike, engineer, Fewell, Pettitt, Bender, Hauersperger & Associates, Inc., phone interview, June 2000

McCool, Mike, engineer, Beam, Longest, and Neff, Inc., phone interview, June 2000

North Carolina Department of Transportation, Guardrail Installation and Repair, October 1995.

Bridge Rail Rating Guide Indiana L T AP

Documents

Bridge Rail Rating Guide - Purdue University