Bridge Design Manual M 23 50 Chapter 10 Signs, Barriers,Approach Slabs, And Utilities 2001 3.2 TL Chapter10

User Manual: 2001 3.2 TL

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WSDOT Bridge Design Manual M 23-50.17 Page 10-i
June 2017
Chapter 10 Signs, Barriers,
Approach Slabs, and Utilities Contents
10.1 Sign and Luminaire Supports ..............................................10-1
10.1.1 Loads ...........................................................10-1
10.1.2 Bridge Mounted Signs ...............................................10-3
10.1.3 Monotube Sign Structures Mounted on Bridges..............................10-7
10.1.4 Monotube Sign Structures .............................................10-8
10.1.5 Foundations ......................................................10-12
10.1.6 Truss Sign Bridges: Foundation Sheet Design Guidelines......................10-15
10.2 BridgeTracBarriers ...................................................10-16
10.2.1 General Guidelines .................................................10-16
10.2.2 Bridge Railing Test Levels ...........................................10-17
10.2.3 Available WSDOT Designs ...........................................10-17
10.2.4 Design Criteria....................................................10-21
10.3 AtGradeConcreteBarriers ...............................................10-26
10.3.1 DierentialGradeConcreteBarriers ....................................10-26
10.3.2 TracBarrierMomentSlab ..........................................10-27
10.3.3 Precast Concrete Barrier .............................................10-31
10.4 BridgeTracBarrierRehabilitation ........................................10-32
10.4.1 Policy ..........................................................10-32
10.4.2 Guidelines .......................................................10-32
10.4.3 Design Criteria....................................................10-32
10.4.4 WSDOT Bridge Inventory of Bridge Rails ................................10-33
10.4.5 AvailableRetrotDesigns ............................................10-33
10.4.6 AvailableReplacementDesigns ........................................10-34
10.5 BridgeRailing ..........................................................10-35
10.5.1 Design..........................................................10-35
10.5.2 Railing Types .....................................................10-35
10.6 BridgeApproachSlabs ..................................................10-36
10.6.1 NotestoRegionforPreliminaryPlan ....................................10-36
10.6.2 Bridge Approach Slab Design Criteria ...................................10-37
10.6.3 Bridge Approach Slab Detailing........................................10-37
10.6.4 Skewed Bridge Approach Slabs ........................................10-38
10.6.5 Approach Anchors and Expansion Joints .................................10-39
10.6.6 BridgeApproachSlabAdditionorRetrottoExistingBridges ..................10-40
10.6.7 Bridge Approach Slab Staging .........................................10-42
10.7 TracBarrieronBridgeApproachSlabs ...................................10-43
10.7.1 Bridge Approach Slab over Wing Walls, Cantilever Walls or Geosynthetic Walls .....10-43
10.7.2 Bridge Approach Slab over SE Walls ....................................10-45
10.8 UtilitiesInstalledwithNewConstruction ....................................10-46
10.8.1 General Concepts ..................................................10-46
10.8.2 Utility Design Criteria...............................................10-49
10.8.3 Box/Tub Girder Bridges .............................................10-51
10.8.4 TracBarrierConduit ..............................................10-51
10.8.5 Conduit Types ....................................................10-52
10.8.6 Utility Supports ...................................................10-52
Contents
Page 10-ii WSDOT Bridge Design Manual M 23-50.17
June 2017
10.9 UtilityReviewProcedureforInstallationonExistingBridges...................10-54
10.9.1 Utility Review Checklist .............................................10-55
10.10 DrilledAnchorsForPermanentAttachments ................................10-57
10.11 Drainage Design ........................................................10-58
10.12 BridgeSecurity .........................................................10-59
10.12.1 General .........................................................10-59
10.12.2 Design..........................................................10-59
10.12.3 Design Criteria....................................................10-60
10.13 TemporaryBridges ......................................................10-61
10.13.1 General .........................................................10-61
10.13.2 Design..........................................................10-61
10.13.3 NBIRequirements .................................................10-62
10.13.4 SubmittalRequirements .............................................10-62
10.14 BridgeStandardDrawings................................................10-64
10.15 References ............................................................10-66
WSDOT Bridge Design Manual M 23-50.17 Page 10-1
June 2017
Signs, Barriers,
Chapter 10 Approach Slabs, and Utilities
10.1 Sign and Luminaire Supports
10.1.1 Loads
A. General
 Thereferenceusedindevelopingthefollowingocecriteriaisthe
AASHTO LRFD Standard Specications for Structural Supports for Highway
Signs, Luminaires, and Trac Signals, First Edition dated 2015 and shall be the
basis for analysis and design.
B. Design Life (Section 11.5, AASHTO 2015)
1. AnInnitelifefatiguedesignwillbeusedforluminairesupports,overhead
signstructures,andtracsignalstructures.Thenumberofcyclesastructure
mustwithstandwillbebasedontheADTTofa75yeardesignlifewith
each truck inducing one cycle in accordance with AASHTO LRFD Standard
Specications for Structural Supports for Highway Signs, Luminaires, and
Trac Signals First Edition,dated2015includinginterims.
2. Roadside sign structures will use a 10 year design life.
C. Dead Loads
Sign(includingpanelandwindbeams,doesnotincludevert.bracing) 3.25lbs/ft2
Luminaire(eectiveprojectedareaofhead=3.3sqft)   60lbs/each
Fluorescent Lighting 3.0 lbs/ft
Standard Signal Head 60 lbs/each
Mercury Vapor Lighting 6.0 lbs/each
Sign Brackets Calc.
StructuralMembers       Calc.
5footwidemaintenancewalkway
(Includingmountingbracketsandhandrail)    160lbs/ft
Signal Head w/3 lenses
 (Eectiveprojectedareawithbackingplate=9.2sqft) 60lbs/each
D. Live Load
A live load consisting of a single load of 500 lb distributed over 2.0 feet
transverselytothemembershallbeusedfordesigningmembersforwalkwaysand
platforms.Theloadshallbeappliedatthemostcriticallocationwhereaworkeror
equipmentcouldbeplaced,seeAASHTO2015,Section3.6.
E. Wind Loads
A 3 second gust wind speed shall be used in the AASHTO wind pressure equation.
The3secondwindgustmapinAASHTOisbasedonthewindmapinANSI/
ASCE 7-10.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-2 WSDOT Bridge Design Manual M 23-50.17
June 2017
 Basicwindspeedof115mphshallbeusedincomputingdesignwindpressure
using equation 3.8.1-1 of AASHTO Section 3.8.1. This is based on the high risk
categorywithameanrecurrenceintendedof1700yearsperAASHTOTable3.8-1.
The Alternate Method of Wind Pressures given in Appendix C of the AASHTO
2009Specicationsshallnotbeused.
F. Fatigue Design
FatiguedesignshallconformtoAASHTOSection11withtheexceptionoftube
shape. AASHTO does not provide fatigue calculations for shapes with less than 8
sides. Therefore,calculatingtheConstantAmplitudeFatigueThreshold,DT (Table
11.9.3.1-2,AASHTO2015)wastakentobethelargerouterattoatdistance
of the rectangular tube. Fatigue Categories are listed in Table 11.6-1. Overhead
CantileverandBridgeSignandsignalstructures,highmastluminaires(HMLT),
poles,andbridgemountedsignbracketsshallconformtothefollowingfatigue
categories.
FatigueCategoryI:Overheadcantileversignstructures(maximumspanof35feet
andnoVMSinstallation),overheadsignbridgestructures,highlevel(highmast)
lightingpoles80feetortallerinheight,bridge-mountedsignbrackets,andall
signal bridges. Gantry or pole structures used to support sensitive electronic
equipment(tolling,weigh-in-motion,transmitter/receiverantennas,transponders,
etc.)shallbedesignedforFatigueCategoryI,andshallalsomeetanydeection
limitationsimposedbytheelectronicequipmentmanufacturers.
Fatigue Category II: For structures not explicitly falling into Category I or III.
Fatigue Category III: Lighting poles 50 feet or less in height with rectangular,
squareornon-taperedroundcrosssections,andoverheadcantilevertracsignals
atintersections(maximumcantileverlength65feet).
Sign bridges, cantilever sign structures, signal bridges, and overhead cantilever
tracsignalsmountedonbridgesshallbeeitherattachedtosubstructureelements
(e.g.,crossbeamextensions)ortothebridgesuperstructureatpierlocations.
Mounting these features to bridges as described above will help to avoid resonance
concerns between the bridge structure and the signing or signal structure.
 The“XYZ”limitationshowninTable 10.1.4-2shallbemetforMonotube
Cantilevers.The“XYZ”limitationconsistsoftheproductofthesignarea(XY)
andthearmfromthecenterlineofthepoststothecenterlineofthesign(Z).See
Appendix 10.1-A2-1 for details.
G. Ice and Snow Loads
A3psficeloadmaybeappliedaroundallthesurfacesofstructuralsupports,
horizontalmembers,andluminaires,butappliedtoonlyonefaceofsignpanels
(Section3.7,AASHTO2015).
Walk-through VMS shall not be installed in areas where appreciable snow loads
mayaccumulateontopofthesign,unlesspositivestepsaretakentopreventsnow
build-up.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-3
June 2017
10.1.2 Bridge Mounted Signs
A. Vertical Clearance
 Allnewsignsmountedonbridgestructuresshallbepositionedsuchthatthe
bottomofthesignorlightingbracketdoesnotextendbelowthebottomofthe
bridge as shown in Figure 10.1.2-1. The position of the sign does not need to allow
forthefutureplacementoflightsbelowthesign.Iflightsaretobeaddedinthe
futuretheywillbemountedabovethesign.Toensurethatthebottomofthesign
orlightingbracketisabovethebottomofthebridge,thedesignershallmaintain
atleastanominal2inchdimensionbetweenthebottomofthesignorlightingand
thebottomofthebridgetoaccountforconstructiontolerancesandbracketarmsag.
MaximumsignheightshallbedecidedbytheRegion.Ifthestructureistoohigh
above the roadway, then the sign shall not be placed on the structure.
 Bridgemountedsignbracketsshallbedesignedtoaccountfortheweightofadded
lights,andforthewindeectsonthelightstoensurebracketadequacyiflighting
is attached in the future.







SignVerticalClearance
Figure 10.1.2-1
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-4 WSDOT Bridge Design Manual M 23-50.17
June 2017
B. Geometrics
1. Signsshallbeinstalledatapproximaterightanglestoapproachingmotorists.
For structures above a tangent section of roadway, signs shall be designed
toprovideasignskewwithin5°fromperpendiculartothelowerroadway
(see Figure 10.1.2-2).







SignSkewonTangentRoadway
Figure 10.1.2-2
2. Forstructureslocatedonorjustbeyondahorizontalcurveofthelower
roadway, signs shall be designed to provide a sign chord skew within 5°
fromperpendiculartothechord-pointdeterminedbytheapproachspeed(see
Figure 10.1.2-3).
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-5
June 2017
3. The top of the sign shall be level.



















SignSkewonCurvedRoadway
Figure 10.1.2-3
 
Figure 10.1.2-4
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-6 WSDOT Bridge Design Manual M 23-50.17
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C. Aesthetics
1. Thesupportstructureshallnotextendbeyondthelimitsofthesignunlessthe
extension is unavoidable.
2. Thesignsupportshallbedetailedinsuchamannerthatwillpermitthesign
and lighting bracket to be installed level.
3. When the sign support will be exposed to view, special consideration is
requiredindeterminingmembersizesandconnectionstoprovideaspleasing
an appearance as possible.
D. Sign Placement
1. Signs shall not be placed under bridge overhangs. This causes partial shading
orpartialexposuretotheelementsandproblemsinliftingthematerialinto
positionandmakingtherequiredconnections.Signsshallneverbeplaced
directlyunderthedrip-lineofthestructure.Theseconditionsmayresultin
unevenfading,discoloring,anddicultyinreading.
2. Aminimumof2inchesofclearanceshallbeprovidedbetweenbacksideofthe
sign support and edge of the bridge. See Figure 10.1.2-5.





SignHorizontalLocation
Figure 10.1.2-5
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-7
June 2017
E. Installation
1. Resin bonded anchors or cast-in-place ASTM F593 Group 1 Condition A
anchor rods shall be used to install the sign brackets on the structure. Size
andminimuminstallationdepthshallbegivenintheplansorspecications.
Theresinbondedanchorsshallbeinstallednormaltotheconcretesurface.
Resinbondedanchorsshallnotbeplacedthroughthewebsorangesof
prestressed or post-tensioned girders unless approved by the WSDOT Bridge
Design Engineer. Resin bonded anchors shall not be used at overhead locations
otherthanwithhorizontalhole/anchoralignment.
2. Bridgemountedsignstructuresshallnotbeplacedonbridgeswithsteel
superstructures unless approved by the WSDOT Bridge Design Engineer.
F. Installing/Replacing New Sign on Existing Bracket Supports
When installing a new sign on existing bracket supports, the following shall
be required:
1. All hardware shall be replaced per the current Standard Specications.
2. The new sign area shall not exceed the original designed sign area.
3. The inspection report for the bracket shall be reviewed to ensure that the
supports are in good condition. If there is not an inspection report, then an
inspectionshallbeperformedonthebracket.
10.1.3 Monotube Sign Structures Mounted on Bridges
A. Design Loads
Design loads for the supports of the Sign Bridges shall be calculated based on
assuminga12-foot-deepsignovertheentireroadwaywidth,underthesignbridge,
regardless of the sign area initially placed on the sign bridge. For Cantilever design
loads,guidelinesspeciedinSection10.1.1shallbefollowed.Thedesignloads
shallfollowthesamecriteriaasdescribedinSection10.1.1.Loadsfromthesign
bridge shall be included in the design of the supporting bridge.
 Incaseswhereasignstructureismountedonabridge,thesignstructure,from
the anchor bolt group and above, shall be designed to AASHTO LRFD Standard
Specications for Structural Supports for Highway Signs, Luminaires, and Trac
SignalsFirstEdition,dated2015includinginterims.Theconcretetheanchorbolt
groupandtheconnectingelementstothebridgestructureshallbedesignedtothe
specicationsinthismanualandAASHTOLRFD.TheappropriateLRFDload
combinationsfromthesignstructuredesigncodeshallbeusedwiththesame
LRFDloadcombinationsfromthebridgedesigncode.
B. Vertical Clearance
 VerticalclearanceforMonotubeSignStructuresshallbe20′-0″minimumfrom
thebottomofthelowestsigntothehighestpointinthetraveledlanes.See
Appendix 10.1-A1-1, 10.1-A2-1, and 10.1-A3-1forsamplelocationsofMinimum
Vertical Clearances.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-8 WSDOT Bridge Design Manual M 23-50.17
June 2017
C. Geometrics
 Signstructuresshallbeplacedatapproximaterightanglestoapproaching
motorists.DimensionsanddetailsofsignstructuresareshownintheStandard
Plans G-60.10, G-60.20, G-60.30, G-70.10, G-70.20, G-70.30 and Appendix
10.1-A1-1, 10.1-A1-2, and 10.1-A1-3 and 10.1-A2-1, 10.1-A2-2, and 10.1-A2-
3.Whenmaintenancewalkwaysareincluded,refertoStandardPlansG-95.10,
G-95.20, G-95.30.
10.1.4 Monotube Sign Structures
A. Sign Bridge Conventional Design
 Table10.1.4-1providestheconventionalstructuraldesigninformationtobeused
for a Sign Bridge Layout, Appendix 10.1-A1-1; along with the Structural Detail
sheets, which are Appendix 10.1-A1-2 and Appendix 10.1-A1-3; General Notes,
Appendix 10.1-A5-1; and Miscellaneous Details, Appendix 10.1-A5-2.
B. Cantilever Conventional Design
Table 10.1.4-2providestheconventionalstructuraldesigninformationtobeused
for a Cantilever Layout, Appendix 10.1-A2-1; along with the Structural Detail
sheets, which are Appendix 10.1-A2-2 and Appendix 10.1-A2-3; General Notes,
Appendix 10.1-A5-1; and Miscellaneous Details, Appendix 10.1-A5-2.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-9
June 2017
STANDARDMONOTUBESIGNBRIDGES
SPAN
LENGTH POSTS ¦BEAM A ¦BEAM B ¦BEAM C ¦BEAM D ¦CAMBER
"S" "H" "A" "B" "T1" "L1" "B" "C" "T2" "L2" "B" "C" "T2" "L3" "B" "C" "T2"
LESS
THAN
60'-0"
30'-0"
OR
LESS
1'-6" 2'-0" ½" 6'-0" 2'-0" 2'-0" ½" 0'-0" 2'-0" 2'-0" ½"
13'-0"
TO
48'-0"
2'-0" 2'-0" ½" - - - - 2¾"
60'-0"
TO
75'-0"
30'-0"
OR
LESS
1'-6" 2'-3" ⅝" 6'-0" 2'-3" 2'-0" ⅝"
9'-0"
TO
14'-0"
2'-3" 2'-0" ⅝"
30'-0"
TO
35'-0"
2'-3" 2'-0" ⅝" - - - - 3¾"
+75'-0"
TO
90'-0"
30'-0"
OR
LESS
1'-6" 2'-3" ⅝" 6'-0" 2'-3" 2'-0" ⅝"
14'-0"
TO
19'-0"
2'-3" 2'-0" ⅝"
35'-0"
TO
40'-0"
2'-3" 2'-0" ⅝" - - - - 5"
+90'-0"
TO
105'-0"
30'-0"
OR
LESS
1'-9" 2'-6" ⅝" 6'-0" 2'-6" 2'-3" ⅝"
19'-0"
TO
26'-6"
2'-6" 2'-3" ⅝" 40'-0" 2'-6" 2'-3" ⅝" - - - - 6"
+105'-0"
TO
120'-0"
30'-0"
OR
LESS
1'-9" 2'-6" ⅝" 6'-0" 2'-6" 2'-3" ⅝"
26'-6"
TO
34'-0"
2'-6" 2'-3" ⅝" 40'-0" 2'-6" 2'-3" ⅝" - - - - 7½"
+120'-0"
TO
135'-0"
30'-0"
OR
LESS
2'-0" 2'-6" ⅝" 6'-0" 2'-6" 2'-6" ⅝"
34'-0"
TO
41'-6"
2'-6" 2'-6" ⅝" 40'-0" 2'-6" 2'-6" ⅝" - - - - 8½"
+135'-0"
TO
150'-0"
30'-0"
OR
LESS
2'-0" 2'-6" ⅝" 6'-0" 2'-6" 2'-6" ⅝"
41'-6"
TO
49'-0"
2'-6" 2'-6" ⅝" 40'-0" 2'-6" 2'-6" ⅝" - - - - 10½"
+150'-0"
TO
165'-0"
30'-0"
OR
LESS
2'-0" 2'-8" ¾" 6'-0" 2'-8" 2'-8" ⅝" 27'-0" 2'-8" 2'-8" ⅝"
18'-5"
TO
25'-6"
2'-8" 2'-8" ⅝" 48'-0" 2'-8" 2'-8" ⅝" 13¾"
+165'-0"
TO
180'-0"
30'-0"
OR
LESS
2'-0" 2'-8" ¾" 6'-0" 2'-8" 2'-8" ⅝" 30'0" 2'-8" 2'-8" ⅝"
22'-6"
TO
30'-0"
2'-8" 2'-8" ⅝" 48'-0" 2'-8" 2'-8" ⅝" 15¾"
SPAN
LENGTH POST BASE ¦
BOLTED SPLICE #1
L1 TO L2 AND L1 TO L3
BOLTED SPLICE #2
L2 TO L3
BOLTED SPLICE #3
L3 TO L4
MAX
SIGN
AREA"S" "D1" "S5" "S6" "T3" "T6" "S1" "S2" "S3" "S4" "T4" "T5" "S1" "S2" "S3" "S4" "T4" "T5" "S1" "S2" "S3" "S4" "T4" "T5"
LESS
THAN
60'-0"
1½" 4 4 3" ¾" 5 - 5 - 2" ⅝" ------------600 SQ.
FT.
60'-0"
TO
75'-0"
1¾" 4 4 3" ¾" 6 - 5 - 2" ⅝" 6 - 5 - 2¼" ¾" - - - - - - 700
SQ FT.
+75'-0"
TO
90'-0"
1¾" 4 4 3" ¾" 6 - 5 - 2" ⅝" 6 - 5 - 2¼" ¾" - - - - - - 800 SQ.
FT.
+90'-0"
TO
105'-0"
1¾" 4 5 3" 1" 7 - 6 - 2" ⅝" 7 5 6 4 2½" 1" - - - - - - 900 SQ.
FT.
+105'-0"
TO
120'-0"
1¾" 4 5 3" 1" 7 - 6 - 2" ⅝" 7 5 6 4 2½" 1" - - - - - - 900 SQ.
FT.
+120'-0"
TO
135'-0"
2" 4 5 3" 1" 7 5 7 5 2" ⅝" 7 5 7 5 2½" 1" - - - - - - 900 SQ.
FT.
+135'-0"
TO
150'-0"
2" 4 5 3" 1" 7 5 7 5 2" ⅝" 7 5 7 5 2½" 1" - - - - - - 900 SQ.
FT.
+150'-0"
TO
180'-0"
2" 4 5 3" 1" 7 5 7 5 2" ⅝" 7 5 7 5 2½" 1" 7 5 7 5 2½" 1" 900 SQ.
FT.
¦ NOTE: DENOTES MAIN LOAD CARRYING TENSILE MEMBERS OR TENSION COMPONENTS OF FLEXURAL MEMBERS.
Table 10.1.4-1
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-10 WSDOT Bridge Design Manual M 23-50.17
June 2017
STANDARDMONOTUBECANTILEVERS
Span Length Posts ¦Beam A ¦Beam B ¦
Camber"S" "H" "A" "B" "T1" "L1" "B" "C" "T2" "L2" "B" "C" "T2"
Less Than
20'-0"
30'-0"
or Less 1'-6" 2'-0" ½" 6'-0" 2'-0" 2'-0" ½" 14'-0" 2'-0" 2'-0" ½" 2"
20'-0" to
35'-0"
30'-0"
Or Less 1'-6" 2'-0" ½" 6'-0" 2'-0" 2'-0" ½"
14'-0"
TO
29'-0"
2'-0" 2'-0" ½" 3½"
Span Length Post Base ¦Bolted Splice Maximums
"S" "D1" "S5" "S6" "T3" "T6" "S1" "S2" "S3" "S4" "T4" "T5"
Sign
Area "XYZ" "Z"
Less Than
20'-0" 1½" 4 4 2" ¾" 5 - 5 - 2" ⅝" 194 SQ.
FT.
2920
C.F. 15'-0"
20'-0" to
30'-0" 2" 4 4 3" ¾ " 5 3 5 3 2½" ⅝" 330 SQ.
FT.
5363
C.F. 20'-0"
+30'-0" to
35'-0" 2" 4 4 3" ¾ " 5 3 5 3 2½" ⅝" 235 SQ.
FT.
5924
C.F. 25'-0"
¦ Note: Denotes Main Load Carrying Tensile Members Or Tension Components Of Flexural Members.
Table 10.1.4-2
C. Balanced Cantilever Conventional Design
Appendix 10.1-A3-1; along with the Structural Detail sheets, Appendix 10.1-A3-2
and 10.1-A3-3, General Notes, Appendix 10.1-A5-1; and Miscellaneous Details,
Appendix 10.1-A5-2,providestheconventionalstructuraldesigninformationto
be used for a Balanced Cantilever Layout. Balanced Cantilevers are typically for
VMSsignapplicationsandshallhavethesigndeadloadbalancedwithamaximum
dierenceof one-third to two-thirds distribution.
D. VMS Installation
1. VMS units shall not be installed on unbalanced cantilever structures.
2. VMS installation on Sign Bridge structures designed in accordance with
AASHTO 2015 shall be installed in accordance with the following:
a. Onspans120ftandgreateruptotwoVMSunitsmaybeinstalledwith
amaximumweightof4,000lbseach.Maintenancewalkwaysmaybe
installedbetweenVMSunits,butmaynotexceed160lbs/ft,orexceed
50 percent of the structure span length.
b. Onspanslessthan120ft.uptothreeVMSunitsmaybeinstalledwith
amaximumweightof4,000lbs.each.Maintenancewalkwaysmaybe
installedbetweenVMSunits,butmaynotexceed160lbs/ft.
3. ThenumberofVMSinstalledonSignBridgestructuresdesignedpriorto
AASHTO2015shallbereducedbyoneasdenedinD.2-aandb.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-11
June 2017
E. Monotube Sheet Guidelines
The following guidelines apply when using the Monotube Sign Structure Appendix
10.1-A1-1, 10.1-A1-2, and 10.1-A1-3; 10.1-A2-1, 10.1-A2-2, and 10.1-A2-3;
10.1-A3-1, 10.1-A3-2, and 10.1-A3-3; 10.1-A4-1, 10.1-A4-2, and 10.1-A4-3;
and 10.1-A5-1, 10.1-A5-2, and 10.1-A5-3.
1. Each sign structure shall be detailed to specify:
a. SignstructurebaseElevation,Station,andNumber.
b. Type of Foundation 1, 2, or 3 shall be used for the Monotube Sign
Structures, unless a non-conventional design is required. The average
Lateral Bearing Pressure for each foundation shall be noted on the
Foundationsheet(s).
c. If applicable, label the Elevation View “Looking Back on Stationing.”
2. Designersshallverifythecross-referencedpagenumbersanddetailsare
correct.
F. Monotube Quantities
Quantities for structural steel are given in Table 10.1.4-3.
SignStructureMaterialQuantities
ASTMA572GR.50or
ASTM588
Cantilever Sign Bridge
20’ <
20’
to
30’ Balanced 60’ <
60’
to
75’
75’
to
90’
90’
to
105’
105’
to
120’
120’
to
135’
135’
to
150’
150’
to
180’
Post (plf) 132 132 132 132 176 176 204 204 215 215 267
Base PL (lbs./ea) 537 806 806 672 735 735 888 888 978 978 1029
Beam, near Post (plf) 152 152 152 152 202 202 228 228 240 240 257
Span Beam (plf) 152 152 152 152 202 202 228 228 240 240 257
Corner Sti . (lbs./ea set) 209 209 115 218 272 272 354 354 376 376 425
Splice Pl #1 (lbs/pair) 592 706 706 578 650 650 826 826 1116 1116 1295
Splice Pl #2 (lbs/pair) -- -- -- -- 730 730 1002 1002 1116 1116 1295
Splice Pl #3 (lbs/pair) -- -- -- -- -- -- -- -- -- -- 1295
Brackets (lbs./ea) 60 60 60 60 65 65 69 69 70 70 70
6” Hand Hole (lbs./ea) 18 18 18 18 18 18 18 18 18 18 18
6” x 11” Hand Hole (lbs./ea) 30 30 30 30 30 30 18 30 30 30 30
Anchor Bolt PL (lbs./ea) 175 175 175 175 185 185 311 311 326 326 326
Cover Plates (lbs./ea) 65 65 65 -- -- -- -- -- -- -- --
SignStructureSteelQuantities
Table 10.1.4-3
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-12 WSDOT Bridge Design Manual M 23-50.17
June 2017
10.1.5 Foundations
A. Monotube Sign Structure Foundation Types
The foundation type is to be used shall be based on the geotechnical investigation
performedandgeotechnicalreportcompletedbythegeotechnicalengineerof
record. Standard foundation designs for standard plan truss-type sign structures
are provided in WSDOT Standard Plans G-60.20 and G-60.30 and G-70.20
andG-70.30.MonotubesignstructurefoundationsareBridgeDesignOce
conventional designs and shall be as described in the following paragraphs:
1. Foundation Type 1, is the preferred foundation type. A foundation Type 1
consists of a drilled shaft with its shaft cap. The design of the shaft depths
shown in the Sign Bridge Standard Drawings are based on a lateral bearing
pressure of 2,500 psf. The designer shall check these shaft depths using
AASHTO LRFDmethodology.ForType1foundationdetailsandshaft
depths see Sign Bridge Standard Drawings 10.1-A4-1 and 10.1-A4-2. The
Geotechnical report for Foundation Type 1 should include the soil friction angle,
soilunitweight,allowablebearingpressureandtemporarycasingifrequired.
TemporarycasingshallbeproperlydetailedinallFoundationType1sheetsif
theGeotechnicalEngineerrequiresthem.
2. Foundation Type 2 is an alternate to Type 1 when drilled shafts are not suitable
to the site. Foundation Type 2 is designed for a lateral bearing pressure of
2,500 psf. See Appendix 10.1-A4-3 for Foundation Type 2 Bridge Design
Oceconventionaldesigninformation.The designer shall check these shaft
depths using LRFDmethodology.
3. Foundation Type 3 replaces the foundation Type 2 for poor soil conditions
where the lateral bearing pressure is between 2,500 psf and 1,500 psf. See
Bridge Standard Drawing 10.1-A4-3 for Type 3 Foundation Bridge Design
Oceconventionaldesigninformation.The designer shall check these shaft
depths using LRFDmethodology.
4. Barrier Shape Foundations are foundations that include a barrier shape cap on
the top portion of Foundation Types 1, 2, and 3. Foundation details shall be
modiedtoincludeBarrierShapeCapdetails.Appendix 10.1-A5-1 details a
single slope barrier.
B. Luminaire, Signal Standard, and Camera Pole Foundation Types
 LuminairefoundationoptionsareshownonStandardPlanJ-28.30.SignalStandard
andCameraPolefoundationoptionsareprovidedonStandardPlansJ-26.10and
J-29.10 respectively.
C. Foundation Design
Shaft type foundations constructed in soil for sign bridges, cantilever sign
structures,luminaires,signalstandardsandstrainpolesshall be designed in
accordance with the current edition of the AASHTO LRFD Standard Specications
for Highway Signs, Luminaires, and Trac Signals; Section 13.6 Drilled Shafts.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-13
June 2017
No provisions for foundation torsional capacity are provided in Section 10.13 of
the AASHTO LRFD Standard Specications for Highway Signs, Luminaires, and
Trac Signals. The following approach can be used to calculate torsional capacity
ofsignstructure,luminaire,andsignalstandardfoundations:
Torsional Capacity, φTn,
Tn=F*tanφD 10.1.5(1)
Where:
F =Totalforcenormaltoshaftsurface(kip)
D =Diameterofshaft(feet)
φ =Soiltofoundationcontactfrictionangle(degree),usesmallestfor
variable soils
1. Monotube Sign Structures Foundation Type 1 Design
 Thestandardembedmentdepth“Z”,showninthetableonMonotube
Sign Structure Standard Drawing 10.1-A4-1,shallbeusedasaminimum
embedmentdepthandshallbeincreasediftheshaftisplacedonasloped
surface,oriftheallowablelateralbearingpressuresarereducedfromthe
standard2500psf.Thestandarddepthassumedthatthetop4feetofthe
C.I.P. cap is not included in the lateral resistance (i.e., shaft depth “D” in the
codementionedabove),butisincludedintheoverturninglengthofthesign
structure. The sign structure shaft foundation GSPs under Section 8-21 in the
RFP Appendix shall be included with all Foundation Type 1 shafts.
2. Monotube Sign Structures Foundation Type 2 and 3
 ThesefoundationdesignsareBridgeDesignOceconventionandshallnot
beadjustedorredesigned.TheyareusedinconditionswhereaFoundation
Type1(shaft)wouldbeimpracticalduetodicultdrillingorconstruction
andwhentheGeotechnicalEngineerspeciestheiruse.Theconceptisthat
thefoundationexcavationwouldmaintainaverticalfaceintheshapeofthe
FoundationType2or3.Contractorsoftenrequesttoover-excavateandbackll
thehole,afterformworkhasbeenusedtoconstructthisfoundationtype.Thisis
onlyallowedwiththeGeotechnicalengineer'sapproval,iftheformingmaterial
iscompletelyremoved,andifthebackllmaterialiseitherCDForconcrete
class 3000 or better.
3. Monotube Sign Structures Non-Conventional Design Foundations
The Geotechnical Engineer of record shall identify conditions where the
foundationtypes(1,2,or3)willnotwork.Inthiscase,thedesignforcesare
calculated, using the AASHTO LRFD Standard Specications for Structural
Supports for Highway Signs, Luminaires, and Trac Signals, and applied
atthebottomofthestructurebaseplate.Theseforcesarethenconsidered
service loads and the non-conventional design foundation is designed with
theappropriateService,Strength,andExtremeLoadCombinationLimit
StatesandcurrentdesignpracticesoftheAASHTOLRFDandthismanual.
Someexamplesofthesefoundationsarespreadfootings,columnsandshafts
thatextendabovegroundadjacenttoretainingwalls,orconnectionstotrac
barriersonbridges.TheanchorrodarrayshallbeusedfromTables10.1.4-1
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-14 WSDOT Bridge Design Manual M 23-50.17
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and10.1.4-2andshallbelongenoughtodeveloptherodsintotheconned
concretecoreofthefoundation.Therodlengthandthereinforcementfor
concreteconnement,showninthetopfourfeetoftheFoundationType1,
shallbeusedasaminimum.
4. Signal Foundation Design
 ThetracsignalstandardGSPsunderSection8-20shallapplyforfoundations
in substandard soils.
D. Foundation Quantities
1. BarrierquantitiesareapproximateandcanbeusedforallFoundationTypes:
Class4000Concrete  7.15CY(overshaftfoundation)
Grade 60 Rebar 372 lbs
2. Miscellaneoussteelquantities(anchorrods,anchorplate,andtemplate)forall
MonotubeSignStructurefoundationtypesarelistedbelow(perfoundation).
Quantities vary with span lengths as shown.
60feetandunder = 1,002pounds
61feetto90feet = 1,401pounds
91feetto120feet = 1,503pounds
121feetto180feet  Barriermountedsignbridgenotrecommended
for these spans.
3. Monotube Sign Structure Foundation Type 1-3 quantities for concrete, rebar
and excavation are given in Table 10.1.5-1. For Sign Bridges, the quantities
shown below are for one foundation and there are two foundations per Sign
Bridge. If the depth “Z” shown in the table on Bridge Standard Drawing 10.1-
A4-1 is increased, these values should be recalculated.
CantileverSigns Sign Bridges
ConcreteCl.4000
(cu.yard)
20′and
Under 20′–30′ 30'–35'
60′and
Under 60′–90′ 90′–120′ 120′–180′
Type 1 6.3 7.5 9.4 7.7 9.4 10.6 11.4
Type 2 8.0 10.5 12.2 10.0 12.2 14.1 15.0
Type 3 11.1 14.1 16.1 13.0 16.1 18.6 20.0
Rebar Gr. 60 Pounds
Type 1 685 1,027 2,251 1,168 2,251 3,256 4,255
Type 2 772 1,233 1,724 1,190 1,724 2,385 2,838
Type 3 917 1,509 2,136 1,421 2,136 2,946 3,572
Excavation (cu. yard)
Type 1 9.8 10.9 12.8 10.9 12.8 14.1 14.9
Type 2 20.7 25.7 29.0 24.6 29.0 32.9 34.6
Type 3 29.0 34.6 39.0 32.9 39.0 44.0 47.8
SignStructureFoundationMaterialQuantities
Table 10.1.5-1
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-15
June 2017
10.1.6 Truss Sign Bridges: Foundation Sheet Design Guidelines
If a Truss sign structure is used, refer to Standard Plans for foundation details. There
arefouritemsthatshouldbeaddressedwhenusingtheStandard Plans, which are
outlined below. For details for F-shape barrier details not shown in Standard Plans
contactBridgeOcetoaccessarchivedBridgeOcedetails.
1. Determineconduitneeds.Ifnoneexist,deleteallreferencestoconduit.Ifconduit
is required, verify with the Region as to size and quantity.
2. Showsignbridgebaseelevation,number,dimensionandstation.
3. The concrete barrier transition section shall be in accordance with the
Standard Plans.
4. The quantities shall be based on the Standard Plans details as needed.
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10.2 BridgeTracBarriers
10.2.1 General Guidelines
Thedesigncriteriafortracbarriersonstructuresshallbeinaccordancewith
Section13oftheAASHTOLRFD.Thefollowingguidelinessupplementthe
requirementsinAASHTOLRFD.
TheWSDOTBridgeandStructuresstandardfortracbarriersonnewbridgesand
bridge approach slabs shall be a 42 inch Single Slope concrete barrier for all interstate
routes,majorhighwayroutes,andoverNationalHighwaySystem(NHS)routesunless
specialconditionsapply.The42inchrequirementisinaccordancewiththe“Fall
Protection”requirementsoftheWashingtonStateDepartmentofLaborandIndustries,
(WAC 296-155-24609 and WAC 296-155-24615 2a),andtheJuly2014AASHTO
resolution for Fall Protection.
The WSDOT Bridge and Structures standard for existing bridges, bridge rehabilitation
projects,StructuralEarthWallandGeosyntheticwalltracbarriers,retainingwalls,
andmedianbarriershallbea34inchor42inchSingleSlopetracbarrier.
Useofa32inchor42inchFShapeconcretebarriershallbelimitedtolocationswhere
there is F Shape concrete barrier on the approach grade to a bridge or for continuity
within a corridor.
Useofa32inchPedestrianconcretebarriershallbelimitedtolocationswithsidewalk.
Useofa42inchor54inchcombinationbarrier(32inchor34inchconcretebarrier
increasedbymetalrailing)arelesseconomical,requiremoremaintenance,andshall
belimitedforpurposessuchasscenicroads.Foradditionalrequirementsforpedestrian
and bicycle/pedestrian railings, see Section 10.5.1.
ItshallbetheBridgeandStructuresOcepolicytodesigntracbarriersfornew
structuresusingminimumTestLevel4(TL-4)designcriteriaregardlessoftheheight
of the barrier safety shape. The Test Level shall be indicated in the Bridge General
NotesorGeneralNotes.ATestLevel5(TL-5)tracbarriershallbeusedonnew
structures under the following conditions:
• “T” intersections on a structure.
• Barriers on structures with a radius of curvature less than 500 ft, TL-4 is adequate
for the barrier on the inside of the curve.
• Greaterthan10percentAverageDailyTruckTrac(ADTT)whereapproach
speedsare50mphorgreater(e.g.,freewayo-ramps).
• Accident history suggests a need.
• Protectionofschools,business,orotherimportantfacilitiesbelowthebridge.
See AASHTO LRFD Section 13 for additional Test Level selection criteria.
A list of crash tested barriers can be found through the FHWA website at:
https://safety.fhwa.dot.gov/roadway_dept/countermeasures/reduce_crash_severity/
listing.cfm?code=long
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-17
June 2017
10.2.2 Bridge Railing Test Levels
Itmustberecognizedthatbridgetracbarrierperformanceneedsdiergreatlyfrom
sitetosite.Barrierdesignsandcostsshouldmatchfacilityneeds.Thisconceptis
embodiedintheAASHTOLRFD.Sixdierentbridgerailingtestlevels,TL-1thruTL-
6,andassociatedcrashtest/performancerequirementsaregiveninAASHTOLRFD
Section13alongwithguidancefordeterminingtheappropriatetestlevelfor
a given bridge.
10.2.3 Available WSDOT Designs
A. Service Level 1 (SL-1) Weak Post Guardrail (TL-2)
 Thisbridgetracbarrierisacrashtestedweakpostrailsystem.Itwasdeveloped
by Southwest Research Institute and reported in NCHRP Report 239 for low-
volumeruralroadwayswithlittleaccidenthistory.Thisdesignhasbeenutilizedon
anumberofshortconcretespansandtimberbridges.Afailuremechanismisbuilt
intothisrailsystemsuchthatupona10kipappliedimpactload,thepostwillbreak
awayfromthemountingbracket.Thethriebeamguardrailwillcontainthevehicle
byvirtueofitsribbonstrength.Toensureminimalornodamagetothebridgedeck
andstringers,thebreakawayconnectionmaybemodiedforalowerimpactload
(2kipminimum)withapprovaloftheBridgeDesignEngineer.The2kipminimum
equivalentimpactloadisbasedonevaluationofthewoodrailpoststrengthtested
in NCHRP Report 239. The appropriate guardrail approach transition shall be a
Case14placementasshownonWSDOTStandard Plan C-2h.Forcompletedetails
see Appendix 10.4-A1.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-18 WSDOT Bridge Design Manual M 23-50.17
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B. Texas T-411 Aesthetic Concrete Baluster (TL-2)
Texas developed this standard for a section of highway that was considered to
beahistoriclandmark.Theexistingdecientconcretebalusterrailwasreplaced
withamuchstrongerconcretebalusterthatsatisfactorilypassedthecrashtest
performancecriteriasetforthbytheNCHRPReport230.Fordetails,visit
TXDOT’s Bridge and Structures website at
www.txdot.gov/inside-txdot/division/bridge.html.
 



SL-1WeakPost TexasT-411
Figure 10.2.3-1
C. Trac Barrier – 32″ Shape F (TL-4)
 Thiscongurationwascrashtestedinthelate1960s,alongwiththeNewJersey
Shape, under NCHRP 230 and again at this test level under NCHRP 350. The
steeper vertical shape tested better than the New Jersey face and had less of
aninclinationtorollvehiclesoveruponimpact.Forfuturedeckoverlays,an
encroachmentof2.0in.,leavinga1.0in.liphasbeensatisfactorilytestedforsafety
shapes,seeAASHTOArticleC13.7.3.2.ForcompletedetailsseeBridgeStandard
Drawings 10.2-A1 and 10.2-A2.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-19
June 2017
D. Trac Barrier – 34″ Single Slope (TL-4)
 ThisconcretetracbarriersystemwasdesignedbythestateofCaliforniainthe
1990stospeedupconstructionbyusingthe“slipforming”methodofconstruction.
ItwastestedunderNCHRP350.WSDOThasincreasedtheheightfrom32″to34″
tomatchtheapproachtracbarrierheightandtoallowtheplacementofoneHMA
overlay.Duetoinherentproblemswiththe“slipforming”methodoftracbarrier
constructionWSDOThasincreasedtheconcretecoveronthetracsidefrom1½″
to2½″.Forcompletedetails,seeBridge Standard Drawing 10.2-A3.


 

 



 
32″F-Shape 34″SingleSlope
Figure 10.2.3-2
E. Pedestrian Barrier (TL-4)
 Thiscrashtestedrailsystemoersasimpletobuildconcretealternativetothe
NewJerseyandF-Shapecongurations.Thissystemwascrashtestedunder
bothNCHRP230and350.Sincethetracfacegeometryisbetterforpedestrians
andbicyclists,WSDOTusesthissystemprimarilyinconjunctionwithasidewalk.
Forcompletedetails,see Bridge Standard Drawing 10.2-A4.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
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F. Oregon 3-Tube Curb Mounted Trac Barrier (TL-4)
 Thisisanothercrashtestedtracbarrierthatoersalightweight,see-through
option.ThissystemwascrashtestedunderbothNCHRP230and350.Arigidthrie
beamguardrailtransitionisrequiredatthebridgeends.Fordetails,seetheOregon
Bridge and Structure website at www.oregon.gov/ODOT/HWY/ENGSERVICES/
Pages/bridge_drawings.aspx.







32″Vertical Oregon3-Tube
Figure 10.2.3-3
G. Trac Barrier – 42″ Shape F (TL-4 and TL-5)
 Thisbarrierisverysimilartothe32″F-shapeconcretebarrierinthattheslopeof
thefrontsurfaceisthesameexceptforheight.Forcompletedetails,seeBridge
Standard Drawing 10.2-A6.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-21
June 2017
H. Trac Barrier – 42″ Single Slope (TL-4 and TL-5)
 ThisoptionoersasimpletobuildalternativetotheShapeFconguration.For
completedetailsseeBridge Standard Drawing 10.2-A6.

  



 
42″F-Shape 42″SingleSlope
Figure 10.2.3-4
10.2.4 Design Criteria
A. Design Values
 AASHTOLRFDAppendixA13shallbeusedtodesignbridgetracbarriersand
theirsupportingelements(i.e.thedeck).
 Concretetracbarriersshallbedesignedusingyieldlineanalysisasdescribedin
AASHTOLRFDA13.3.1.Theimpactloadsontracbarriersshallbeappliedat
theheightspeciedforintendedTestLevelsinaccordancetotheAASHTOLRFD
Table A13.2-1 “Design Forces for Trac Railing (32-inch for TL-4, and 42-
inchforTL-5)”.WSDOTStandardFShapeandSingleSlopebarriersmeet
theserequirements.
 Deckoverhangssupportingtracbarriersshallbedesignedinaccordancewith
AASHTOLRFDA13.4.ForconcretetracbarriersinDesignCase1,AASHTO
requires MS,thedeckoverhangexuralresistance,tobegreaterthanMc of
theconcretetracbarrierbase.Thisrequirementisconsistentwithyieldline
analysis(seeAASHTOLRFDCA13.3.1),butresultsinoverconservativedeck
overhang designs.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
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June 2017
 Inordertopreventthisunnecessaryoverdesignofthedeckoverhang,thenominal
tracbarrierresistancetotransverseloadRW(AASHTOLRFDA13.3.1)
transferredfromthetracbarriertodeckoverhangshallnotexceed120percent
of the design force Ft(AASHTOLFRDTableA13.2-1)requiredforatrac
barrier.Thedeckoverhangshallbedesignedinaccordancewiththerequirements
ofAASHTOLRFDA13.4.2toprovideaexuralresistanceMs, acting coincident
with the tensile force T. At the inside face of the barrier Msmaybetakenas:
  foraninteriorbarriersegment–Ms=
Rw · H
LC + 2 · H
  andforanendbarriersegment–Ms= Rw · H
LC + H
However, Ms need not be taken greater than Mc at the base. T shall be taken as:
  foraninteriorbarriersegment–T= Rw
LC + 2 · H
  andforanendbarriersegment–T=
Rw
LC + H
 Theendsegmentrequirementmaybewaivedifcontinuitybetweenadjacent
barriers is provided.
When an HMA overlay is required for initial construction, increase the weight for
ShapeFtracbarrier.SeeSection 10.2.4.C for details.
B. Geometry
 Thetracfacegeometryispartofthecrashtestandshallnotbemodied.
ContacttheWSDOTBridgeandStructureOceBridgeRailSpecialistfor
further guidance.
 Thickeningofthetracbarrierispermissibleforarchitecturalreasons.Concrete
clearcovermustmeetminimumconcretecoverrequirementsbutcanbeincreased
toaccommodaterusticationgroovesorpatterns.
C. Standard Detail Sheet Modications
 Whendesigninganddetailingabridgetracbarrieronasuperelevatedbridge
deck the following guidelines shall be used:
• Forbridgedeckswithasuperelevationof8percentorless,thetrac
barriers(andthemedianbarrier,ifany)shallbeorientedperpendiculartothe
bridge deck.
• Forbridgedeckswithasuperelevationofmorethan8percent,thetrac
barrieronthelowsideofthebridge(andmedianbarrier,ifany)shallbe
oriented perpendicular to an 8 percent superelevated bridge deck. For this
situation,thetracbarrieronthehighsideofthebridgeshallbeoriented
perpendicular to the bridge deck.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-23
June 2017
 Thestandarddetailsheetsaregenericandmayneedtobemodiedforeach
project.Thepermissiblemodicationsare:
• Removaloftheelectricalconduit,junctionbox,anddeectionttingdetails.
• Removalofdesignnotes.
• Ifthetracbarrierdoesnotcontinueontoawall,removeW1andW2rebar
references.
• Removalofthenon-applicableguardrailendconnectiondetailsandverbiage.
• Ifguardrailisattachedtothetracbarrier,useeitherthethriebeamend
section“DesignF”detailorthew-beamendsection“DesignF”detail.Ifthe
tracbarriercontinuesothebridge,approachslab,orwall,removethe
following:
• Guardraildetailsfromallsheets.
• Conduitendaredetail.
• ModiedendsectiondetailandR1AorR2Arebardetailsfromallsheets.
• End section bevel.
• Increasethe3″toedimensionoftheShapeFtracbarriersupto6″to
accommodateHMAoverlays.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-24 WSDOT Bridge Design Manual M 23-50.17
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Table 10.2.4-1
Interior End* Interior End* Interior End* Interior End* Interior End* Interior End*
Average Mc (ft-kips/ft) 20.55 20.55 19.33 19.33 25.93 25.93 22.42 22.42 25.93 25.93 22.42 36.04
Mc at Base (ft-kips/ft) 27.15 27.15 26.03 26.03 32.87 32.87 30.66 30.66 32.87 32.87 30.66 49.52
M
w
(ft-kips) 42.47 46.04 46.01 43.16 72.54 71.72 60.66 57.26 98.23 96.93 83.85 79.12
Lc (ft) 8.62 4.76 9.30 4.81 10.77 5.32 10.63 5.21 15.05 9.39 14.99 8.87
Rw (kips) 132.82 73.31 126.92 65.69 159.62 78.83 136.17 66.81 223.00 139.20 192.02 182.61
Ft (kips) 54.00 54.00 54.00 54.00 54.00 54.00 54.00 54.00 124.00 124.00 124.00 124.00
1.2*F
t
(kips) 64.80 64.80 64.80 64.80 64.80 64.80 64.80 64.80 148.80 148.80 148.80 148.80
Design Rw (kips) 64.80 64.80 64.80 64.80 64.80 64.80 64.80 64.80 148.80 139.20 148.80 148.80
Rw*H/(Lc+aH) (ft-kips/ft)** 12.39 23.28 12.27 24.01 9.72 19.59 9.80 19.83 23.62 37.79 23.69 42.11
Design Ms (ft-kips/ft) 12.39 23.28 12.27 24.01 9.72 19.59 9.80 19.83 23.62 32.87 23.69 42.11
Design T (kips/ft) 4.65 8.73 4.33 8.47 3.65 7.35 3.68 7.44 6.75 10.80 6.77 12.03
A
s
required (in2/ft) 0.29 0.57 0.29 0.59 0.17 0.35 0.20 0.41 0.43 0.60 0.49 0.91
As provided (in2/ft) 0.41 0.62 0.41 0.62 0.41 0.62 0.41 0.62 0.59 0.89 0.59 0.97
S1 Bars #5 @ 9 in #5 @ 6 in #5 @ 9 in #5 @ 6 in #5 @ 9 in #5 @ 6 in #5 @ 9 in #5 @ 6 in #6 @ 9 in #6 @ 6 in #6 @ 8 in #6 @ 5.5 in
*Traffic barrier cross sectional dimensions and reinforcement used for calculation of end segment parameters are the same as interior segments (except TL-5 Single Slope 42 in. barrier
where end section reinforcement differs from interior segments). Parameters for modified end segments shall be calculated per AASHTO-LRFD article A13.3, A13.4, and the WSDOT BDM.
**a = 1 for an end segment and 2 for an interior segment
Loads are based on vehicle impact only. For deck overhang design, the designer must also check other limit states per LRFD A13.4.1.
f
v
= 60 ksi
f'c= 4 ksi
BarrierImpactDesignForcesonTrafficBarrier&DeckOverhang
(TL-5)
(TL-5)
Traffic Barrier
Design
Deck
Overhang
Design
Type F 42 in. Single Slope 42 in.
Deck to
Barrier
Reinforcement
Parameters
Type F 32 in. Single Slope 34 in.
Single Slope 42 in.
(TL-4)
(TL-4)
(TL-4)
Type F 42 in.
(TL-4)
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-25
June 2017
D. Miscellaneous Design Information
• Showthebackofpavementseatinthe“Plan–TracBarrier”detail.
• Atroadwayexpansionjoints,showtracbarrierjointsnormaltocenterline
except as shown on sheets Appendix 9.1-A1-1 and 9.1-A2-1.
• Whenanoverlayisrequired,the2′-8″minimumdimensionshowninthe
“TypicalSection–TracBarrier”shallbereferencedtothetopoftheoverlay.
• When bridge lighting is part of the contract, include the lighting bracket
anchorage detail sheet.
• Approximatequantitiesforthetracbarriersheetsare:
BarrierType ConcreteWeight(lb/ft) SteelWeight(lb/ft)
32″ F-shape (3″ toe) 460 18.6
32″ F-shape (6″ toe) 510 19.1
34″ Single Slope 490 16.1
42″ F-shape (3″ toe) 710 25.8
42″ F-shape (6″ toe) 765 28.4
42″ Single Slope 670 22.9
32″ Pedestrian 640* 14.7
Using concrete class 4000 with a unit weight of 155 lb/ft3
*with 6″ sidewalk, will vary with sidewalk thickness
• SteelReinforcementBars:
S1 & S2 or S3 & S4 and W1 & W2bars(ifused)shallbeincludedintheBarList.
S1, S3, and W1 bars shall be epoxy coated.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-26 WSDOT Bridge Design Manual M 23-50.17
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10.3 AtGradeConcreteBarriers
10.3.1 DierentialGradeConcreteBarriers
Thetopofthedierentialgradeconcretebarriershallhaveaminimumwidthof6″.
Ifaluminaireorsignistobemountedontopofthedierentialgradeconcretebarrier,
thenthewidthshallbeincreasedtoaccommodatethemountingplateand6″ofclear
distanceoneachsideoftheluminaireorsignpole.Thetransitionarerateshallfollow
the Design Manual M 22-01.
A. Dierential Grade Concrete Barriers
 Concretebarriersatgradearesometimesrequiredinmedianareaswithdierent
roadway elevations on each side. The standard Single Slope barrier can be used for
agradedierenceupto10″fora2′-10″safetyshapeandupto6″fora3′-6″safety
shape. See Standard Plans C-70.10 and C-80.10 for details.
 Ifthedierenceingradeelevationsis4′-0″orless,thentheconcretebarrier
shallbedesignedasarigidsysteminaccordancewithAASHTOLRFDwiththe
followingrequirements:
1. All applicable loads shall be applied in accordance to AASHTO LRFD
Section3.Thestructuralcapacityofthedierentialgradeconcretebarrier
andsupportingelementsshallbedesignedfortherequiredTestLevelvehicle
impactdesignforcesinaccordancewithAASHTOLRFDSections5and13.
Anysectionalongthedierentialgradebarrierandsupportingelementsshall
notfailinshear,bending,ortorsionwhenthebarrierissubjectedtotheTL
impactforces.
2. Forsoilloadswithoutvehicleimpactloads,theconcretebarriershall
be designed as a retaining wall (barrier weight resists overturning and
sliding).Passivesoilresistancemaybeconsideredwithconcurrencebythe
geotechnical engineer.
3. Vehicleimpactloadsshallbeappliedonthesideoftheconcretebarrier
retainingsoilifthereistraconbothsides.Thevehicleimpactloadsshallbe
appliedattheheightspeciedforintendedTestLevelsinaccordancetothe
AASHTO LRFD Section 13, Table A13.2-1 “Design Forces for Trac Railing
(32-inchforTL-4,and42-inchforTL-5)”.
4. Forsoilloadswithvehicleimpactloads,theAASHTOLRFDExtremeEvent
loading for vehicular collision shall also be analyzed. Equivalent Static Load
(ESL)perNCHRPReport663maybeappliedasthetransversevehicleimpact
load for evaluating sliding, bearing, and overturning only. For TL-3 and TL-4
barriersystems,theESLshallbe10kipsandforTL-5,theESLshallbe
23 kips. The point of rotation for overturning shall be taken at the toe of barrier.
Sliding resistance factor shall be 0.8 and overturning resistance factor shall be
0.5(supersedesAASHTO10.5.5.3.3).
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-27
June 2017
5. The eective length of the concrete barrier required for stability shall be no
morethan10timestheoverallheight, but not to exceed the length between
barrierexpansionjoints(oroneprecastsection).Thebarriershallactasarigid
body behavior and shall be continuous throughout this length of barrier. Any
couplingbetweenadjacentbarriersectionsorfrictionthatmayexistbetween
free edges of barrier and the surrounding soil shall be neglected.
6. Aspecialimpactanalysisshallbeperformedatthebarrierendsifthebarrier
terminateswithoutbeingconnectedtoarigidobjectordowelledtoanother
barrier.Dierentialbarrierdeectionfrombarrierimpactmaycauseavehicle
to“snag”ontheundeectedbarrier.Thebarrierdepthmayneedtobeincreased
attheendtopreventthisdeection.
7. Thedierentialgradetracbarriershallhavedummyjointsat8to12foot
centersbasedonprojectrequirements.
8. Fulldepthexpansionjointswithsheardowelsatthetopwillberequiredat
intervalsbasedonanalysisbutnottoexceeda120′-0″maximumspacing.
9. Barrierbottomshallbeembeddedaminimum6″belowroadway.Roadway
subgradeandballastshallbeextendedbelowwholewidthofdierentialgrade
barrier.
 Mediantracbarrierswithagradedierencegreaterthan4′-0″shallbedesigned
asstandardplanretainingwallswithatracbarrieratthetopandabarriershape
at the cut face.
10.3.2 TracBarrierMomentSlab
A. General
The guidelines provided herein are based on NCHRP Report 663 with the
exceptionthataresistancefactorof0.5shallbeusedtodeterminerotational
resistance.ThisguidelineisapplicableforTL-3,TL-4,andTL-5barriersystemsas
denedinSection13ofAASHTOLRFD Bridge Design Specications.
Ls = 23 K Static Equivalent for
TL5 Barriers
ha = Moment Arm
Top of Barrier to
Point of Rotations
Ls = 10 K Static Equivalent for
TL3 and TL4 Barriers
L
a
Varies with Wall Type
Compacted Backfill
Roadway Base Course
Pavemen
t Overburden
P
A = Point of Rotation
C.G.
W
Lw
GlobalStabilityofBarrier–MomentSlabSystem
Figure 10.3.2-1
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B. Guidelines for Moment Slab Design
1. Structural Capacity
 Thestructuralcapacityofthebarrierandconcretemomentslabshallbe
designedusingimpulseloadsatappropriateTestLevel(TL-3,TL-4,TL-
5)appliedtothetopofthebarrierinaccordancewithSections5and13of
AASHTOLRFD.Anysectionalongthemomentslabshallnotfailinshear,
bending,ortorsionwhenthebarrierissubjectedtothedesignimpactloads.
Thetorsioncapacityofthemomentslabmustbeequaltoorgreaterthanthe
tracbarriermomentgeneratedbythespeciedTLstaticequivalentofthe
vehicleimpulseload.
 Themomentslabshallbedesignedasadecksupportingbarrierinaccordance
toAASHTOLRFDA13.4.2asmodiedbyBDMSection10.2.4.A.The
momentslabreinforcementshallbedesignedtoresistcombinedforces
fromthemomentMS(kip-ft/ft)andthetensileforceT(kip/ft).MS and T are
determinedfromthelesseroftheultimatetransverseresistanceofbarrierRW
(kip)and120percentoftransversevehicleimpactforceFT (kip).MS is not to
beexceededbytheultimatestrengthofbarrieratitsbaseMC (kip-ft/ft).
2. Global Stability
 Bearingstress,sliding,andoverturningstabilityofthemomentslabshallbe
basedonanEquivalentStaticLoad(ESL)appliedattheheightspeciedfor
intended Test Levels in accordance to the AASHTO LRFD Section 13, Table
A13.2-1 “Design Forces for Trac Railing (32-inch for TL-4, and 42-inch for
TL-5)”.ForTL-3andTL-4barriersystems,theESLshallbe10kips.ForTL-5
barriersystems,theESLshallbe23kips.
 TheEquivalentStaticLoad(ESL)isassumedtodistributeoverthelength
ofcontinuousmomentslabthroughrigidbodybehavior.Barriershallalso
be continuous or have shear connections between barrier sections if precast
throughoutthislengthofmomentslab.Anycouplingbetweenadjacentmoment
slabsorfrictionthatmayexistbetweenfreeedgesofthemomentslabandthe
surrounding soil should be neglected.
3. Minimum and Maximum Dimensions
 Momentslabsshallhaveaminimumwidthof4.0feetmeasuredfromthepoint
ofrotationtotheheeloftheslabandaminimumaveragedepthof0.83feet.
Momentslabsmeetingtheseminimumrequirementsareassumedtoprovide
rigidbodybehavioruptoalengthof60feetlimitedtothelengthbetween
momentslabjoints.
 Rigidbodybehaviormaybeincreasedfrom60feettoamaximumof120feet
ifthetorsionalrigidityconstantofthemomentslabisproportionatelyincreased
andthereinforcingsteelisdesignedtoresistcombinedshear,moment,and
torsionfromTLstaticequivalentofthevehicleimpulseloads.
 Forexample:RigidBodyLength=(J’/J60)x(60ft.)<120feet
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 Thetorsionalrigidityconstantformomentslabsshallbebasedonasolid
rectangleusingthefollowingformula:
Where:
2a = total width of moment slab
2b = average depth of moment slab
For example:
Minimum Moment Slab Width = 48 inches: a = 24 inches
Minimum Moment Slab Average Depth = 10 inches: b = 5 inches
J = J60 = 13,900 in4
4. Sliding of the Barrier
The factored static resistance to sliding (φP)ofthebarrier-momentslabsystem
along its base shall satisfy the following condition (Figure 2).
φP≥γLs (1)
Where:
Ls = Equivalent Static Load (10 kips for TL-3 or TL-4, 23 kips for TL-5)
φ = resistance factor (0.8) Supersedes AASHTO 10.5.5.3.3—
Other Extreme Limit States
γ = load factor (1.0) for TL-3 and TL-4 [crash tested extreme event]
load factor (1.2) for TL-5 [untested extreme event]
P = static resistance (kips)
P shall be calculated as:
P=Wtanφr
(2)
Where:
W = weight of the monolithic section of barrier and moment slab between
joints or assumed length of rigid body behavior whichever is less,
plus any material laying on top of the moment slab
φr = friction angle of the soil on the moment slab interface (°)
 Ifthesoil-momentslabinterfaceisrough(e.g.,castinplace),φr is equal to the
friction angle of the soil φs.Ifthesoil-momentslabinterfaceissmooth(e.g.,
precast),tanφr shall be reduced accordingly (0.8 tan φs).
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5. Overturning of the Barrier
 Thefactoredstaticmomentresistance(φM)ofthebarrier-momentslabsystem
to over-turning shall satisfy the following condition (Figure 1).
 Thefactoredstaticmomentresistance(φM)ofthebarrier-momentslabsystem
to overturning shall satisfy the following condition (Figure 1).
φM≥γLs ha(3)
Where:
A = point of rotation, where the toe of the moment slab makes contact
with compacted backll adjacent to the fascia wall
Lw = width of moment slab
Ls = Equivalent Static Load (10 kips for TL-3 and TL-4) (23 kips for TL-5)
φ = resistance factor (0.5) Supersedes AASHTO 10.5.5.3.3—
Other Extreme Limit States and NCHRP Report 663
γ = load factor (1.0) for TL-3 and TL-4 [crash tested extreme event]
load factor (1.2) for TL-5 [untested extreme event]
ha = moment arm taken as the vertical distance from the point of impact
due to the dynamic force (top of the barrier) to the point of rotation A
M = static moment resistance (kips-ft)
M shall be calculated as:
M = W (La) (4)
W = weight of the monolithic section of barrier and moment slab between
joints or assumed length of rigid body behavior whichever is less,
plus any material laying on top of the moment slab
La = horizontal distance from the center of gravity of the weight W
to point of rotation A
 Themomentcontributionduetoanycouplingbetweenadjacentmomentslabs,
shearstrengthoftheoverburdensoil,orfrictionwhichmayexistbetweenthe
backsideofthemomentslabandthesurroundingsoilshallbeneglected.
C. Guidelines for the Soil Reinforcement
 DesignofthesoilreinforcementshallbeinaccordancewiththeGeotechnical
Design Manual Chapter 15.
D. Design of the Wall Panel
 Thewallpanelsshallbedesignedtoresistthedynamicpressuredistributionsas
denedintheGeotechnical Design Manual Chapter 15.
 Thewallpanelshallhavesucientstructuralcapacitytoresistthemaximum
designruptureloadforthewallreinforcementdesignedinaccordancewiththe
Geotechnical Design Manual Chapter 15.
The static load is not included because it is not located at the panel connection.
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10.3.3 Precast Concrete Barrier
A. Concrete Barrier Type 2
“Concrete Barrier Type 2” (see Standard Plan C-8)maybeusedonbridges
formedianapplicationsorfortemporarytraccontrolbasedonthe
following guidelines:
1. Fortemporaryapplications,noanchorageisrequiredifthereis2feetor
greaterslidedistancebetweenthebackofthetracbarrierandanobjectand
3feetorgreatertotheedgeofthebridgedeckoraseveredropo(seeDesign
Manual M22-01).
2. Forpermanentapplicationsinthemedian,noanchoragewillberequiredif
thereisa3footorgreaterslidedistancebetweenthetracbarrierandthe
traclane.
3. Fortemporaryapplications,thetracbarriershallnotbeplacedcloserthan
9inchestotheedgeofabridgedeckorsubstantialdrop-oandshallbe
anchored (see Standard Plans K-80.35 and K-80.37).
4. Thetracbarriershallnotbeusedtoretainsoilthatisslopedorgreaterthan
thebarrierheightorsoilthatsupportsatracsurcharge.
B. Concrete Barrier Type 4 and Alternative Temporary Concrete Barrier
“Concrete Barrier Type 4 (see the Standard Plan C-8a),isnotafreestanding
tracbarrier.Thisbarriershallbeplacedagainstarigidverticalsurfacethatis
atleastastallasthetracbarrier.Inaddition,AlternativeTemporaryConcrete
BarrierType4–NarrowBase(Standard Plan K-80.30)shallbeanchoredtothe
bridge deck as shown in Standard Plan K-80.37. The “Concrete Barrier Type 4 and
AlternativeTemporaryConcreteBarrier”arenotdesignedforsoilretention.
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10.4 BridgeTracBarrierRehabilitation
10.4.1 Policy
Thebridgetracbarrierretrotpolicyis:“tosystematicallyimproveorreplace
existingdecientrailswithinthelimitsofroadwayresurfacingprojects.”Thisis
accomplishedby:
• Utilizinganapprovedcrashtestedrailsystemthatisappropriateforthesiteor
• Designingatracbarriersystemtothestrengthrequirementssetforthby
Section 2 of AASHTO Standard Specications for Highway Bridges, 17th edition.
10.4.2 Guidelines
Astrengthandgeometricreviewisrequiredforallbridgerailrehabilitationprojects.If
thestrengthoftheexistingbridgerailisunabletoresista10kipbarrierimpactdesign
loadorhasnotbeencrashtested,thenmodicationsorreplacementwillberequiredto
improveitsredirectionalcharacteristicsandstrength.Bridgesthathavedecientbridge
tracbarriersweredesignedtooldercodes.
TheAASHTOLFDloadof10kipsshallbeusedintheretrotofexistingbridgetrac
barriersystemsconstructedpriortotheyear2000.
TheuseoftheAASHTOLRFDcriteriatodesignbridgetracbarrierrehabswill
resultinabridgedeckthathasinsucientreinforcementtoresistmomentfrom
atracbarrierimpactloadandwillincreasetheretrotcostduetoexpensive
deckmodications.
Ifthedesignofthebridgerehabilitationincludesotherbridgecomponentsthatwill
bedesignedusingAASHTOLRFDthenthefollowingminimumequivalentExtreme
Event(CT)tracbarrierloadingcanbeused:
 Flexure=(1.3)*(1.67)*(10kip)/(0.9)=24.10kip
Shear=(1.3)*(1.67)*(10kip)/(0.85)=25.54kip
10.4.3 Design Criteria
Standardthriebeamguardrailpostspacingis6′-3″exceptfortheSL-1WeakPost,
which is at 8′-4″.Postspacingcanbeincreasedupto10′-0″ifthethriebeamguardrail
isnested(doubledup).
Gaps in the guardrail are not allowed because they produce snagging hazards. The
exceptions to this are:
• Movablebridgesattheexpansionjointsofthemovablesections.
• Attracgatesanddropdownnetbarriers.
• At stairways.
Design F guardrail end sections will be used at the approach and trailing end of
these gaps.
ForBridgeTracBarrierRehabilitationthefollowinginformationwillbeneeded
fromtheRegionDesignoce:
• BridgeSiteDataRehabilitationSheet–DOTForm235-002A.
• Photos,preferablydigitalJPEGformat.
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• Layoutwithexistingdimensions.
• StandardPlanthriebeamguardrailtransitions(selectedbyRegionDesignoce)
tobeusedateachcornerofthebridge(contactbridgesandstructuresocefor
thriebeamheight).
• Location of any existing utilities.
• MeasurementsofexistingACPtotopofcurbatthefourcorners,midpoints
andthelocationsofminimumandmaximumdierence(velocationseachside
asaminimum).
• DiagramofthelocationofType3anchors,ifpresent,includingaplanviewwith
verticalandhorizontaldimensionsofthelocationoftheType3anchorconnection
relativetotheintersectingpointofthebackofpavementseatwiththecurbline.
• Theproposedoverlaytype,quantitiesofremovalandplacement.
• Fortimberbridges,theeldmeasurementofthedistancefromtheedgeofbridge
decktotherstandsecondstringerisrequiredformountingplatedesign.
PlacementoftheretrotsystemwillbedeterminedfromtheDesign Manual
M22-01.Exceptionstothisarebridgeswithsidewalkstrengthproblems,
pedestrianaccessissues,orvehiclesnaggingproblems.
10.4.4 WSDOT Bridge Inventory of Bridge Rails
TheWSDOTBridgePreservationOcemaintainsaninventoryofallbridgesinthe
state on the State of Washington Inventory of Bridges.
Concretebalustersaredecientforcurrentlateralloadcapacityrequirements.
Theyhaveapproximately3kipsofcapacitywhereas10kipsisrequired.
Thecombinationhigh-baseconcreteparapetandmetalrailmayormaynotbe
consideredadequatedependingupontherailtype.ThemetalrailTypeR,S,andSB
attached to the top of the high-base parapet are considered capable of resisting the
required 5 kips of lateral load. Types 3, 1B, and 3A are considered inadequate. See the
Design ManualM22-01forreplacementcriteria.
10.4.5 AvailableRetrotDesigns
A. Washington Thrie Beam Retrot of Concrete Balusters
 Thissystemconsistsofthriebeamguardrailstieningofexistingconcrete
balusterrailswithtimberblockouts.TheSouthwestResearchInstituteconducted
full-scalecrashtestsofthisretrotin1987.Resultsofthetestsweresatisfactory
andcompliedwithcriteriaforaTestLevel2(TL-2)categoryintheGuide
Specications.ForcompletedetailsseeBridge Standard Drawing 10.4-A1-1.
B. New York Thrie Beam Guardrail
 Thiscrashtestedrailsystemcanbeutilizedatthetopofaraisedconcretesidewalk
toseparatepedestriantracfromthevehiculartracorcanbemounteddirectlyto
thetopoftheconcretedeck.ForcompletedetailsseeThrieBeamRetrotConcrete
Curb in Appendix 10.4-A1-3.
C. Concrete Parapet Retrot
 ThisissimilartotheNewYorksystem.Forcompletedetailssee
Appendix 10.4-A1-2.
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D. SL-1 Weak Post
 Thisdesignhasbeenutilizedonsomeshortconcretespansandtimberbridges.
Afailuremechanismisbuiltintothisrailsystemsothatuponimpactwitha10kip
loadthepostwillbreakawayfromthemountingbracket.Thethriebeamguardrail
willcontainthevehiclebyvirtueofitsribbonstrength.Toensureminimaldamage
tothebridgedeckandstringers,thebreakawayconnectionmaybemodiedfora
lowerimpactload(2kipminimum)withapprovaloftheBridgeDesignEngineer.
Forcompletedetails,seeBridge Standard Drawing 10.4-A1-4.
10.4.6 AvailableReplacementDesigns
A. Trac Barrier – Shape F Retrot
 ThisisWSDOT’spreferredreplacementofdecienttracbarriersandparapetson
highvolumehighwayswithalargetruckpercentage.Allinterstatehighwaybridges
shallusethistypeofbarrierunlessspecialconditionsapply.Forcompletedetails
see Bridge Standard Drawing 10.4-A2.
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10.5 BridgeRailing
10.5.1 Design
WSDOT pedestrian and bicycle/pedestrian railings are designed in accordance with
Chapter 13 in the AASHTO LRFD. The AASHTO LRFDcallsforaminimumof42″
forbicyclerailingswhereasWSDOTrequiresaminimumheightof54″onstructures.
The railings in Section 10.5.2 arenotdesignedforvehicularimpactloadsassuming
locationislowspeed,locationisoutsideofDesignClearZoneasdenedintheDesign
ManualChapter1600,orlocationhasminimalsafetyconsequencefromcollapse
ofrailing.Railingsforotherlocationsshallbedesignedforvehicularimpactloads
in accordance with Chapter 13 and/or 15 in the AASHTO LRFD.Emergencyand
maintenanceaccessshallbeconsidered.
Pedestrian and bicycle railings shall be designed using a Live Load factor of 1.75.
FallProtectionrailingshallmeettherequirementsofWAC296-155-24609.
10.5.2 Railing Types
A. Bridge Railing Type Pedestrian
 Thispedestrianrailingisdesignedtositontopofthe32″and34″tracbarriers
andtomeetpedestrianheightrequirementsof42″.ForcompletedetailsseeBridge
Standard Drawing 10.5-A1.
B. Bridge Railing Type BP and S-BP
 TheserailingsaredesignedtomeetWSDOT’sminimumbicycleheight
requirementsof54″,andsitontopofthe32″and34″tracbarriers.
There are two versions—the BP and S-BP. The BP is the standard railing and is
madeoutofaluminum.TheS-BPisthesteelversiondesignedforuseinrural
areasbecauseofaluminumtheft.ForcompletedetailsseeBridge Standard
Drawing 10.5-A2 and 10.5-A3.
C. Pedestrian Railing
This railing is designed to sit on top of a six-inch curb on the exterior of a bridge
sidewalk.Itmeetsthebicycleheightrequirementsof54″.Forcompletedetailssee
Appendix 10.5-A4.
D. Bridge Railing Type Chain Link Snow Fence and Bridge Railing Type
Snow Fence
 Thisrailingisdesignedtopreventlargechunksofplowedsnowfromfalling
othebridgeontotracbelow.ForcompletedetailsseeAppendix10.5-A5-1
through 10.5-A5-3.
E. Bridge Railing Type Chain Link Fence
 Thisrailingisdesignedtominimizetheamountofobjectsfallingothebridgeon
totracbelow.ForcompletedetailsseeAppendix10.5-A5-4.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-36 WSDOT Bridge Design Manual M 23-50.17
June 2017
10.6 BridgeApproachSlabs
Bridgeapproachestypicallyexperiencetwotypesofsettlement,globalandlocal.
Globalsettlementisconsolidationofthedeepernaturalfoundationsoils.Local
settlementismainlycompressionofllmaterialsdirectlybeneaththeapproach
pavementduetoconstruction.Thecombinationofglobalandlocalsettlements
adjacenttothebridgeendpiersformthecharacteristic“bump”inthepavementat
thebridge.Theapproachslabsignicantlyreduceslocalsettlementandwillprovide
atransitiontothelongtermroadwaydierentialsettlements.Generally,abutments
withadeepfoundationwillhavegreaterdierentialroadwaysettlementsthanspread
footing foundations.
When Are Bridge Approach Slabs Required–Bridgeapproachslabsarerequired
for all new and widened bridges, except when concurrence is reached between the
GeotechnicalBranch,theRegionDesignProjectEngineerOce,andtheBridge
andStructuresOce,thatapproachslabsarenotappropriateforaparticularsite.In
accordance with Design Manual M 22-01, the State Geotechnical Engineer will include
arecommendationinthegeotechnicalreportforabridgeonwhetherornotbridge
approach slabs should be used at the bridge site. Factors considered while evaluating
theneedforbridgeapproachslabsincludetheamountofexpectedsettlementandthe
type of bridge structure.
Standard Plan A-40.50–TheStandard Plan A-40.50 is available for the Local
Agencies(orothers)touseorreferenceinacontract.BridgeandStructuresOce
designswillprovidedetailedinformationinacustomizedapproachslabPlanViewand
show the approach slab length on the Bridge Layout Sheet.
Bridge Runo–Bridgerunoattheabutmentsshallbecarriedoandcollectedat
least 10 feet beyond the bridge approach slab. Drainage structures such as grate inlets
and catch basins shall be located in accordance with Standard Plan B-95.40 and the
recommendationsoftheHydraulicsBranch.
Approach Pay Item–Allcostsinconnectionwithconstructingbridgeapproachslabs
are included in the unit contract price per square yard for “Bridge Approach Slab.”
Thepayitemincludessteelreinforcingbars,approachslabanchors,concrete,and
compressionseals.
10.6.1 NotestoRegionforPreliminaryPlan
Allbridgepreliminaryplansshallshowapproachslabsattheendsofthebridges.
IntheNotestoRegionintherstsubmittalofthePreliminaryPlantotheRegion,
the designer shall ask the following questions:
1. Bridge approach slabs are shown for this bridge, and will be included in the Bridge
PS&E.Doyouconcur?
2. Theapproachendsofthebridgeapproachslabsareshownnormaltothesurvey
line(a)withor(b)withoutsteps(thedesignershallproposeonealternative).
Doyouconcur?
3. Pleaseindicatethepavementtypefortheapproachroadway.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-37
June 2017
Dependingonthetypeandnumberofotherroadwayfeaturespresentatthebridge
site (such as approach curbs and barriers, drainage structures, sidewalks, utilities
andconduitpipes)orspecialconstructionrequirementssuchasstagedconstruction,
otherquestionsintheNotestoRegionpertainingtothebridgeapproachslabsmay
be appropriate.
Specialstagingconditionsexistwhentheabutmentskewisgreaterthan30°andfor
wideroadwaywidths.Thisincludesbridgewideningswith(orwithout)existing
bridgeapproachslabs.Thepreliminaryplanshouldincludedetailsshowinghowthese
conditions are being addressed for the bridge approach slabs, and the designer shall
include appropriate questions in the Notes to Region asking for concurrence with the
proposed design.
10.6.2 Bridge Approach Slab Design Criteria
The standard bridge approach slab design is based on the following criteria:
1. The bridge approach slab is designed as a slab in accordance with
AASHTOLRFD.(StrengthLimitState,IM=1.33,noskew).
2. Thesupportattheroadwayendisassumedtobeauniformsoilreactionwith
abearinglengththatisapproximately⅓thelengthoftheapproachslab,or
25′/3=8′.
3. TheEectiveSpanLength(Se),regardlessofapproachlength,isassumedtobe:
25′approach–8′=17′
4. Longitudinalreinforcingbarsdonotrequiremodicationforskewedapproaches
upto30degreesorforslablengthsgreaterthan25′.
5. Theapproachslabisdesignedwitha2″concretecovertothebottomreinforcing.
10.6.3 Bridge Approach Slab Detailing
Thebridgeapproachslabandlengthalongcenterlineofprojectshallbeshowninthe
Plan View of the Bridge Layout sheet. The Bridge Plans will also include approach
slabinformationasshownin Bridge Standard Drawings 10.6-A1-1, 10.6-A1-2, and
10.6-A1-3.TheApproachSlabPlansheetsshouldbemodiedasappropriatetomatch
thebridgesiteconditions.ApproachslabPlanViewsshallbecustomizedforthe
specicprojectandallirrelevantdetailsshallberemoved.
PlanViewdimensionsshalldenetheplanareaoftheapproachslab.Theminimum
dimensionfromthebridgeis25′.Ifthereareskewedends,thendimensionsshall
be provided for each side of the slab, or a skew angle and one side, in addition to
thewidth.Forslabsonacurve,thelengthalongtheprojectlineandthewidthshall
be shown.
SimilartoBridgeTracBarrierdetailing,approachslabsteeldetailingshallshow
size,spacing,andedgeclearance.Thenumberandtotalspacescanbedeterminedby
thecontractor.Ifapplicable,thetracbarrierAS1andAS2alongwiththeextratop
transverse bar in the slab shall be shown in the Plan View. AS1 bars shall be epoxy
coated.AlsorememberthatthespacingoftheAS1barsdecreasesnearjoints.When
the skew is greater than 20 degrees, then AP8 bars shall be rotated at the acute corners
of the bridge approach slab.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-38 WSDOT Bridge Design Manual M 23-50.17
June 2017
Bendingdiagramsshallbeshownforallcustomreinforcement.AllBridgeApproach
SlabsheetswillhavetheAP2andAP7bars.Ifthereisatracbarrier,thenAP8,AS1,
and AS2 bars shall be shown.
Additionallayoutanddetailsmayberequiredtoaddressspecialroadwayfeaturesand
constructionrequirementssuchas:roadwaycurbsandbarriers,sidewalks,utilitiesand
conduitsandstaging.Thismeans,ifsidewalksandinteriorbarriers(suchastrac-
pedestrianbarriers)arepresent,specialdetailswillberequiredintheBridgePlansto
show how the sidewalks and interior barriers are connected to and constructed upon
the bridge approach slab. If the bridge construction is staged, then the approach slabs
will also require staged construction.
10.6.4 Skewed Bridge Approach Slabs
Forallskewedabutments,theroadwayendofthebridgeapproachslabshallbe
normaltotheroadwaycenterline.TheBridgeDesignEngineershallbeconsulted
when approach slab skew is greater than 30 degrees. Skews greater than 20 degrees
requireanalysistoverifythebottommatreinforcement,andmayrequireexpansion
jointmodications.
Theroadwayendoftheapproachmaybesteppedtoreducethesizeortoaccommodate
stagingconstructionwidths.Ageneralruleofthumbisthatiftheapproachslabarea
canbereducedby50SYormore,thentheslabshallbestepped.Atnopointshallthe
roadwayendoftheapproachslabbecloserthan25′tothebridge.Thesecriteriaapply
to both new and existing bridge approach slabs. If stepped, the design shall provide
theabsoluteminimumnumberofstepsandthelongitudinalconstructionjointshallbe
locatedonalaneline.SeeFigure10.6.4-1forclarication.
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




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











SkewedApproach~Typical SkewedApproach~Stepped





























SkewedApproach
Figure 10.6.4-1
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-39
June 2017
Inaddition,forbridgeswithtracbarriersandskewsgreaterthan20degrees,the
AP8 bars shall be rotated in the acute corners of the bridge approach slabs. Typical
placementisshowninthearedcornersteeldetail,Figure10.6.4-2.


 


FlaredCornerSteel
Figure 10.6.4-2
10.6.5 Approach Anchors and Expansion Joints
Forsemi-integralabutmentsorstubabutments,thejointdesignshallbecheckedto
ensuretheavailablemovementofthestandardjointisnotexceeded.Ingeneral,the
approachslabisassumedtobestationaryandthejointgapisdesignedtovarywiththe
bridgemovement.ApproachSlabSheets10-A1-3andStandardPlanA-40.50detaila
typical2½″compressionseal.Forapproachslabswithbarrier,thecompressionseal
shall extend into the barrier.
ApproachslabanchorsinstalledatbridgeabutmentsshallbeasshownintheBridge
Plans.Forbridgeswithsemi-integraltypeabutments,thiscanbeaccomplishedby
showingtheapproachslabanchorsintheEndDiaphragmorPavementSeatdetails.
L Type Abutments – Ltypeabutmentsdonotrequireexpansionjointsorapproach
anchorsbecausetheabutmentandbridgeapproachslabarebothconsideredstationary.
Apinnedconnectionispreferred.TheLtypeabutmentanchordetail,asshownsign
inFigure10.6.5-1,shallbeaddedtotheabutmentplansheets.Thepinnedanchorfor
bridgeswithLtypeabutmentsshallbea#5baratonefootspacing,bentasshown,
with1′-0″embedmentintoboththepierandthebridgeapproachslab.Thisbarshallbe
included in the bar list for the bridge substructure.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-40 WSDOT Bridge Design Manual M 23-50.17
June 2017



 


 





LTypeAbutmentAnchorDetail
Figure 10.6.5-1
10.6.6 BridgeApproachSlabAdditionorRetrottoExistingBridges
When bridge approach slabs are to be added or replaced on existing bridges,
modicationmayberequiredtothepavementseats.Eitherthenewbridgeapproach
slabwillbepinnedtotheexistingpavementseat,orattachedwithapproachanchors
withawidenedpavementseat.Pinningisabenecialoptionwhenapplicable
asitreducestheconstructioncostandtime.
Thepinningoptionisonlyallowedonsemi-integralabutmentsasabridgeapproach
slabadditionorretrottoanexistingbridge.Figure10.6.6-1showsthepinningdetail.
Asthisdetaileliminatestheexpansionjointbetweenthebridgeapproachslaband
thebridge,themaximumbridgesuperstructurelengthislimitedto150′.TheBridge
DesignEngineermaymodifythisrequirementonacasebycasebasis.Additionally,
iftheroadwayendofthebridgeapproachslabisadjacenttoPCCProadway,thenthe
detailshowninFigure10.6.6-2applies.PCCPdoesnotallowforasmuchmovement
asHMAandajointisrequiredtoreducethepossibilityofbuckling.
When pinning is not applicable, then the bridge approach slab shall be attached to the
bridgewithapproachanchors.Iftheexistingpavementseatislessthan10inches,
theseatshallbemodiedtoprovideanacceptable,widerpavementseat.TheBridge
DesignEngineermaymodifythisrequirementonasite-specicbasis.Generic
pavementseatrepairdetailsareshowninAppendix10.6-A2-1foraconcreterepair
andAppendix10.6-A2-2forasteelT-sectionrepair.Thesesheetscanbecustomized
fortheprojectandaddedtotheBridgePlans.
Whenabridgeapproachslabisaddedtoanexistingbridge,thenalgradeofthe
bridgeapproachslabconcreteshallmatchtheexistinggradeoftheconcretebridge
deck,includingbridgeswithasphaltpavement.Theexistingdepthofasphaltonthe
bridge shall be shown in the Plans and an equal depth of asphalt placed on a new
bridgeapproachslab.Iftheexistingdepthofasphaltisincreasedordecreased,thenal
grade shall also be shown on the Plans.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-41
June 2017









PinnedApproachSlabDetail
Figure 10.6.6-1
































PCCPRoadwayDowelBarDetail
Figure 10.6.6-2
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-42 WSDOT Bridge Design Manual M 23-50.17
June 2017
10.6.7 Bridge Approach Slab Staging
Stagingplanswillmostlikelyberequiredwhenaddingorretrottingapproachslabs
on existing bridges. The staging plans shall be a part of the bridge plans and shall be
ontheirownsheet.CoordinationwiththeRegionisrequiredtoensureagreement
betweenthebridgestagingsheetandtheRegiontraccontrolsheet.Thelongitudinal
constructionjointsrequiredforstagingshallbelocatedonlanelines.Astheremaynot
beenoughroomtoallowforalapspliceinthebottomtransversebars,amechanical
spliceoptionshallbeadded.Ifalapspliceisnotfeasible,thenonlythemechanical
splice option shall be given. See Figure 10.6.6-3.




 
 









 
 





AlternateLongitudinalJointDetail
Figure 10.6.6-3
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-43
June 2017
10.7 TracBarrieronBridgeApproachSlabs
Placingthetracbarrieronthebridgeapproachslabisbenecialforthe
following reasons.
• Thebridgeapproachslabresiststracimpactloadsandmayreducewingwall
thickness
• Simpliedconstructionandconduitplacement
• Bridgerunoisdivertedawayfromtheabutment
Mostbridgeswillhavesomelong-termdierentialsettlementbetweentheapproach
roadwayandtheabutment.Therefore,agapbetweenthebridgeapproachslaband
wing(orwall)shallbeshowninthedetails.Theminimumgapistwicethelong-term
settlement,or2inchesasshowninFigure 10.7-1. A 3 inch gap is also acceptable.
Whenthetracbarrierisplacedonthebridgeapproachslab,thefollowingbarrier
guidelines apply.
• Barrier shall extend to the end of the bridge approach slab
• Conduitdeectionorexpansionttingsshallbecalledoutatthejoints
• Junction box locations shall start and end in the approach
• Thetoptransversereinforcingintheslabshallbesucienttoresistatracbarrier
impactload.A6′-0″(hooked)#6epoxycoatedbarshallbeaddedtotheapproach
slab as shown in Figure 10.7-1.













 
 
 
 
 
 
 
 


Figure 10.7-1
10.7.1 Bridge Approach Slab over Wing Walls, Cantilever Walls or
Geosynthetic Walls
All walls that are cast-in-place below the bridge approach slab should continue the
barriersotlinetograde.Thisincludesgeosyntheticwallsthathaveacast-in-place
fascia. Figure 10.7.1-1showsagenericlayoutatanabutment.NotethesectionalGap
Detail, Figure 10.7-1 applies.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-44 WSDOT Bridge Design Manual M 23-50.17
June 2017















Figure 10.7.1-1
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-45
June 2017
10.7.2 Bridge Approach Slab over SE Walls
Thetopsofstructureearth(SE)wallsareunevenandshallbecoveredwithafascia
toprovideasmoothsotline.UsuallySEwallsextendwellbeyondtheendofthe
approachslabandrequireamomentslab.SinceSEWbarrieristypically5′-0″deep
fromthetopofthebarrier,thesotoftheSEWbarrierandbridgebarrierdonot
match.Thetransitionpointforthesotlineshallbeatthebridgeexpansionjointas
shown in Figure 10.7.2-2. This requires an extended back side of the barrier at the
approach slab to cover the uneven top of the SE wall.
Batteredwallsystems,suchasblockwalls,useathickenedsectionofthecurtainwall
tohidesomeofthebatter.TheStateBridgeandStructuresArchitectwillprovide
dimensionsforthistransitionwhenrequired.






 














Figure 10.7.2-1



   





















Figure 10.7.2-2
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-46 WSDOT Bridge Design Manual M 23-50.17
June 2017
10.8 UtilitiesInstalledwithNewConstruction
10.8.1 General Concepts
The utilities included under this section are those described in Standard Specications
Section6-01.10.TheBridgedesignershalldetermineiftheutilitymaybeattachedto
thestructureandthelocation.Bridgeplansshallincludeallhardwarespecications
anddetailsfortheutilityattachmentasprovidedinanywrittencorrespondence
withtheutilityandtheutilityagreementcoordinatedbytheWSDOTRegionUtility
Engineer with the associated utility.
Responsibilities of the Utility Company – TheRegionorutilitycompanywill
initiateutilityinstallationsandprovidedesigninformation.Theutilitycompanyshall
be responsible for calculating design stresses in the utility and design of the support
system.UtilitysupportdesigncalculationswithaStateofWashingtonProfessional
Engineerstamp,signedanddated,shallbesubmittedtotheBridgeandStructures
Oceforreview.Thefollowinginformationshallbeprovidedbytheutilitycompany
andshowninthenalBridgePlans.
• Locationoftheutilityoutsidethelimitsofthebridgestructure
• Numberofutilities,type,size,andweight(orClass)ofutilitylines
• Utilityminimumbendingradiusfortheconduitorpipelinespecied
Utility General Notes and Design Criteria are stated in Form224-047. See
Figure 10.8.1-1.Thisformoutlinesmostofthegeneralinformationrequiredbythe
utilitycompanytodesigntheirattachments.TheBridgeOcewillgenerallyprovide
thedesignforlightweighthangersystems,suchaselectricalconduits,attachedto
new structures.
Conned Spaces – Aconnedspaceisanyplacehavingalimitedmeansofexit
thatissubjecttotheaccumulationoftoxicorammablecontaminantsoranoxygen
decientenvironment.Connedspacesincludebutarenotlimitedtopontoons,box
girder bridges, storage tanks, ventilation or exhaust ducts, utility vaults, tunnels,
pipelines,andopen-toppedspacesmorethan4feetindepthsuchaspits,tubes,vaults,
and vessels.
Coating and Corrosion Protection – Whenthebridgeistoreceivepigmentedsealer,
considerationshallbegiventopaintinganyexposedutilitylinesandhangerstomatch
thebridge.Whenapigmentedsealerisnotrequired,steelutilityconduitsandhangers
shall be painted or galvanized for corrosion protection. The special provisions shall
specify cleaning and painting procedures.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-47
June 2017
GeneralNotesandDesignCriteriaforUtilityInstallationstoExistingBridges
WSDOTForm224-047
Figure 10.8.1-1
Permit/Franchise
Exhibit
Page of
" "
DOT
Form 224-047 EF
Revised 5/10
General Notes and Design Criteria for
Utility Installations to Existing Bridges
General Notes
All materials and workmanship shall be in accordance with the requirements of the state of
Washington, Department of Transportation, Standard Specifications for Road, Bridge, and
Municipal Construction, current edition. The utility conduits shall be labeled in accordance with
Section 6-01.10.
All steel in utility supports, including fastenings and anchorages, shall be galvanized in accordance
with AASHTO M-111 or M-232 (ASTM A-123 or A-153 respectively).
All utilities and utility support surfaces, including any galvanized utilities, shall be given a primer
coat of state standard formula A-6-86 and two coats of state standard formula C-9-86. The final
coat shall match the bridge color.
Galvanized metal or aluminum utilities completely hidden from public view may be exempted from
the above painting requirements.
Any painted surfaces damaged during construction shall be cleaned and painted as noted above.
Any paint splatters shall be removed from the bridge.
Appearance of the utility installation shall be given serious consideration in all cases. Where
possible, the utility installation shall be hidden from public view.
The notes and criteria explained here are presented as a guide only. Each proposed utility
installation shall be submitted to the Department of Transportation for approval on an
individual basis. Compliance with these criteria does not assure approval, nor does
variance from these criteria, for reasonable cause, necessarily exclude approval.
Design Criteria
1. Pipelines carrying volatile fluids through a bridge superstructure shall be designed by the
utility company in accordance with WAC 480-93, Gas Companies - Safety, and Minimum
Federal Safety Standard, Title 49 Code of Federal Regulations (CFR) Section part 192. WAC
468-34-210, Pipelines - Encasement, describes when casing is required for carrying volatile
fluids across structures. Generally, casing is not required for pipelines conveying natural gas
per the requirements of WAC 468-34-210. If casing is required, then WAC 468-34-210 and
WAC 480-93-115 shall be followed
.
2. Utilities shall not be attached above the bridge deck nor attached to railing or rail posts
.
3. Utilities shall not extend below bottom of superstructure
.
4. The utilities shall be provided with suitable expansion devices near bridge expansion joints
and/or other locations as required to prevent temperature and other longitudinal forces from
being transferred to bridge members
.
5. Rigid conduit shall extend 10 feet (3 meters) minimum, beyond the end of the bridge
abutment.
6. Utility supports shall be designed such that neither the conduit, the supports, nor the bridge
members are overstressed by any loads imposed by the utility installation
.
7. Utility locations and supports shall be designed so that a failure (rupture, etc.) will not result in
damage to the bridge, the surrounding area, or be a hazard to traffic
.
8. Conduit shall be rigid
.
(Items 1 through 8 may be cross-referenced with Bridge Design Manual, Utilities Section.)
9. Lag screws may be used for attaching brackets to wooden structures. All bolt holes shall meet
the requirements of Sections 6-04.3(4) and 6-04.3(5) of the Washington State Department of
Transportation Standard Specifications for Road, Bridge, and Municipal Construction, current
edition
.
10. Welding across main members will not be permitted. All welding must be approved
.
11. Utilities shall be located to minimize bridge maintenance and bridge inspection problems
.
12. Attach conduits or brackets to the concrete superstructure with resin bond anchors. Lag
screws shall not be used for attachment to concrete
.
13. Drilling through reinforcing steel will not be permitted. If steel is hit when drilling, the
anchorage location must be moved and the abandoned hole filled with nonshrink grout
conforming to the requirements of Section 9-20.3(2) and placement shall be as required in
Section 6-02.3(20) of the Washington State Department of Transportation Standard
Specifications for Road, Bridge, and Municipal Construction, current edition
.
14. There shall be a minimum of 3 inches (80 millimeters) edge distance to the center line of bolt
holes in concrete
.
15. All utilities and utility supports shall be designed not only to support their dead load but to
resist other forces from the utility (surge, etc.) and wind and earthquake forces. The utility
company may be asked to submit one set of calculations to verify their design forces
.
16. Drilling into prestressed concrete members for utility attachments shall not be allowed
.
17. Water or sewer lines to be placed lower than adjacent bridge footings shall be encased if
failure can cause undermining of the footing.
Permit/Franchise
Exhibit
Page
of
"
"
DOT
Form 224-047 EF
Revised 5/10
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-48 WSDOT Bridge Design Manual M 23-50.17
June 2017
GeneralNotesandDesignCriteriaforUtilityInstallationstoExistingBridges(continued)
WSDOTForm224-047
Figure 10.8.1-1
Permit/Franchise
Exhibit
Page
of
"
"
DOT
Form 224-047 EF
Revised 5/10
General Notes and Design Criteria for
Utility Installations to Existing Bridges
General Notes
All materials and workmanship shall be in accordance with the requirements of the state of
Washington, Department of Transportation, Standard Specifications for Road, Bridge, and
Municipal Construction, current edition. The utility conduits shall be labeled in accordance with
Section 6-01.10.
All steel in utility supports, including fastenings and anchorages, shall be galvanized in accordance
with AASHTO M-111 or M-232 (ASTM A-123 or A-153 respectively).
All utilities and utility support surfaces, including any galvanized utilities, shall be given a primer
coat of state standard formula A-6-86 and two coats of state standard formula C-9-86. The final
coat shall match the bridge color.
Galvanized metal or aluminum utilities completely hidden from public view may be exempted from
the above painting requirements.
Any painted surfaces damaged during construction shall be cleaned and painted as noted above.
Any paint splatters shall be removed from the bridge.
Appearance of the utility installation shall be given serious consideration in all cases. Where
possible, the utility installation shall be hidden from public view.
The notes and criteria explained here are presented as a guide only. Each proposed utility
installation shall be submitted to the Department of Transportation for approval on an
individual basis. Compliance with these criteria does not assure approval, nor does
variance from these criteria, for reasonable cause, necessarily exclude approval.
Design Criteria
1. Pipelines carrying volatile fluids through a bridge superstructure shall be designed by the
utility company in accordance with WAC 480-93, Gas Companies - Safety, and Minimum
Federal Safety Standard, Title 49 Code of Federal Regulations (CFR) Section part 192. WAC
468-34-210, Pipelines - Encasement, describes when casing is required for carrying volatile
fluids across structures. Generally, casing is not required for pipelines conveying natural gas
per the requirements of WAC 468-34-210. If casing is required, then WAC 468-34-210 and
WAC 480-93-115 shall be followed
.
2. Utilities shall not be attached above the bridge deck nor attached to railing or rail posts
.
3. Utilities shall not extend below bottom of superstructure
.
4. The utilities shall be provided with suitable expansion devices near bridge expansion joints
and/or other locations as required to prevent temperature and other longitudinal forces from
being transferred to bridge members
.
5. Rigid conduit shall extend 10 feet (3 meters) minimum, beyond the end of the bridge
abutment.
6. Utility supports shall be designed such that neither the conduit, the supports, nor the bridge
members are overstressed by any loads imposed by the utility installation
.
7. Utility locations and supports shall be designed so that a failure (rupture, etc.) will not result in
damage to the bridge, the surrounding area, or be a hazard to traffic
.
8. Conduit shall be rigid
.
(Items 1 through 8 may be cross-referenced with Bridge Design Manual, Utilities Section.)
9. Lag screws may be used for attaching brackets to wooden structures. All bolt holes shall meet
the requirements of Sections 6-04.3(4) and 6-04.3(5) of the Washington State Department of
Transportation Standard Specifications for Road, Bridge, and Municipal Construction, current
edition
.
10. Welding across main members will not be permitted. All welding must be approved
.
11. Utilities shall be located to minimize bridge maintenance and bridge inspection problems
.
12. Attach conduits or brackets to the concrete superstructure with resin bond anchors. Lag
screws shall not be used for attachment to concrete
.
13. Drilling through reinforcing steel will not be permitted. If steel is hit when drilling, the
anchorage location must be moved and the abandoned hole filled with nonshrink grout
conforming to the requirements of Section 9-20.3(2) and placement shall be as required in
Section 6-02.3(20) of the Washington State Department of Transportation Standard
Specifications for Road, Bridge, and Municipal Construction, current edition
.
14. There shall be a minimum of 3 inches (80 millimeters) edge distance to the center line of bolt
holes in concrete
.
15. All utilities and utility supports shall be designed not only to support their dead load but to
resist other forces from the utility (surge, etc.) and wind and earthquake forces. The utility
company may be asked to submit one set of calculations to verify their design forces
.
16. Drilling into prestressed concrete members for utility attachments shall not be allowed
.
17. Water or sewer lines to be placed lower than adjacent bridge footings shall be encased if
failure can cause undermining of the footing.
Permit/Franchise
Exhibit
Page of
" "
DOT
Form 224-047 EF
Revised 5/10
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-49
June 2017
10.8.2 Utility Design Criteria
AllutilitiesshallbedesignedtoresistStrengthandExtremeEventLimitsStates.This
includesandisnotlimitedtodeadload,expansion,surge,andearthquakeforces.
Designers shall review WSDOT Form224-047 “General Notes and Design Criteria
for Utility Installations to Existing Bridges”andtheitemsinthissectionwhen
designingautilitysystemorprovidingareviewforanexistingbridgeattachment.
See Figure 10.8.1-1.
The Bridge Engineer shall review the utility design to ensure the utility support
systemwillcarryalltransverseandverticalloading.Loadingwillinclude(andisnot
limitedto):deadload,temperatureexpansion,dynamicaction(waterhammer),and
seismicinertialload.Positiveresistancetoloadsshallbeprovidedinalldirections
perpendicular to and along the length of the utility as required by the utility engineer.
Wherepossible,dynamicuidactionloadsshallberesistedoofthebridge.If
theseloadsmustberesistedonthebridge,theutilityengineershallbeinvolved
inthedesignofthesesupports.Theutilityengineershalldeterminethesedesign
forces being applied to the bridge. Realize these forces can be generated in any pipe
supportingmovinguids,whichmayinclude,butarenotlimitedto:water,sewer,and
stormwater.
Whereutilitiesareinsulated,theinsulationsystemshallbedesignedtoallowthe
intendedmotionrangeofthehardwaresupportingtheutility.Thiswillprevent
unanticipatedstressesfrombeingaddedtothehangerintheeventtheinsulationbinds
up the hardware.
Utility Location – Utilities shall be located, such that a support failure will not result
indamagetothebridge,thesurroundingarea,orbeahazardtotrac.Inmostcases,
the utility shall be installed between girders. Utilities and supports shall not extend
belowthebottomofthesuperstructure.Utilitiesshallbeinstallednolowerthan1foot
0inchesabovethebottomofthegirders.Insomecaseswhenappurtenancesare
required(suchasairreleasevalves),careshallbetakentoprovideadequatespace.The
utilityinstallationshallbelocatedsoastominimizetheeectontheappearanceof
the structure. Utilities shall not be attached above the bridge deck nor attached to the
railings or posts.
Termination at the Bridge Ends – Utilityconduitandencasementsshallextend
10feetminimumbeyondtheendsofthestructureinordertoreduceeectsof
embankmentsettlementontheutilityandprovideprotectionincaseoffuturework
involvingexcavationnearthestructure.Thisrequirementshallbeshownontheplans.
Utilitiesothebridgemustbeinstalledpriortopavingofapproaches.Thisshouldbe
stated in the Special Provisions.
Utility Expansion – Theutilitiesshallbedesignedwithasuitableexpansionsystem
asrequiredtopreventlongitudinalforcesfrombeingtransferredtobridgemembers.
Watermainsgenerallyremainaconstanttemperatureandareanchoredintheground
attheabutments.However,thebridgewillmovewithtemperaturechangesandseismic
forces.Pipesupportsystemsshallbedesignedtoallowforthebridgemovements.For
shortbridges,thisgenerallymeansthebridgewillmoveandtheutilitywillnotsince
itisanchoredattheabutments.Forlongbridgesthatrequirepipeexpansionjoints,
designshallcarefullylocatepipeexpansionjointsandthecorrespondinglongitudinal
load-carrying support.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-50 WSDOT Bridge Design Manual M 23-50.17
June 2017
Electrical conduits that use PVC shall have an expansion device for every 100 foot of
pipeduetothehighercoecientofexpansion.Ifmorethantwojointsarespecied,a
cableorexpansionlimitingdeviceisrequiredtokeeptheendsfromseparating.
Utility Blockouts – Blockoutsshallbeprovidedinallstructuralmembersthat
prohibitthepassageofutilities,suchasgirderenddiaphragms,piercrossbeams,
andintermediatediaphragms.Theseblockoutsshallbelargeenoughtotdeection
ttings,andshallbeparalleltotheutility.Formultipleutilities,anoteshallbeadded
totheplansthatthedeectionttingsshallbestaggeredsuchthatnottingislocated
adjacenttoanother,ortheblockoutsshallbedesignedtotbothttings.Expansion
ttingsshallbestaggered.
Gas Lines or Volatile Fluids–Pipelinescarryingvolatileuidsthroughabridge
superstructureshallbedesignedbytheutilitycompanyinaccordancewithWAC
480-93,GasCompanies—Safety,andMinimumFederalSafetyStandard,Title 49
CodeofFederalRegulations(CFR)Sectionpart192.WAC 468-34-210, Pipelines—
Encasement,describeswhencasingisrequiredforcarryingvolatileuidsacross
structures. Generally, casing is not required for pipelines conveying natural gas per the
requirementsofWAC 468-34-210. If casing is required, then WAC 468-34-210 and
WAC 480-93-115 shall be followed.
Water Lines – Transverse support or bracing shall be provided for all water lines to
carryStrengthandExtremeEventLateralLoading.Firecontrolpipingisaspecial
casewhereunusualcaremustbetakentohandletheinertialloadsandassociated
deections.TheUtilityEngineershallbeinvolvedinthedesignofsupportsresisting
dynamicactionloadsanddeections.
Inboxgirders(closedcell),aruptureofawaterlinewillgenerallyoodacell
beforeemergencyresponsecanshutdownthewatermain.Thisshallbedesigned
forasanExtremeEventIIloadcase,wheretheweightofwaterisadeadload(DC).
AdditionalweepholesoropengratingshallbeconsideredtoosetthisExtremeEvent
(see Figure 10.8.3-1).Fulllengthcasingextending10-feetbeyondtheendofthe
bridge approach slab shall be considered as an alternate to additional weep holes or
open grating.
Sewer Lines – Normally,anappropriateencasementpipeisrequiredforsewerlines
onbridges.Sewerlinesshallmeetthesamedesigncriteriaaswaterlines.Seetheutility
agreementortheHydraulicSectionfortypesofsewerpipematerialtypicallyused.
Electrical (Power and Communications) –Telephone,televisioncable,andpower
conduitshallbegalvanizedRigidMetalConduit(RGS)orRigidPolyvinylChloride
Conduit(PVC).Wheresuchconduitisburiedinconcretecurbsorbarriersorhas
continuous support, such support is considered to be adequate. Where hangers or
bracketssupportconduitatintervals,themaximumdistancebetweensupportsshallbe
5 feet.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-51
June 2017
10.8.3 Box/Tub Girder Bridges
Utilities shall not be placed inside reinforced concrete box girders less than 4 feet
inside clear height and all precast prestressed concrete tub girders because reasonable
access cannot be provided. Utilities shall be located between girders or under bridge
decksotinthesecases.Inspectionlighting,accessandventilationshallalwaysbe
provided in girder cells containing utilities. Refer to the concrete and steel chapters for
additional details.
Continuous Support and Concrete Pedestals–Specialutilities(suchaswateror
gasmains)inboxgirderbridgesshalluseconcretepedestals.Thisallowstheutility
to be placed, inspected, and tested before the deck is cast. Concrete pedestals consist
ofconcretesupportsformedatsuitableintervalsandprovidedwithsometypeof
clampingdevice.Continuoussupportsshallbeavoidedduetotheveryhighcostand
additional dead load to the structure.





 

 


















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
ConcreteUtilitySupports
Figure 10.8.3-1
10.8.4 TracBarrierConduit
All new bridge construction shall install two 2-inch galvanized Rigid Metal Conduit
(RGS)orRigidPolyvinylChlorideConduit(PVC)inthetracbarriers.These
conduitsgenerallycarrywiringforTracSignals(TS)andLighting(LT).Other
wiringmaybeinstalledortheconduitmaybeusedforfutureapplications.PVC
conduitmaybeusedonlyinstationary-formbarriers,andwillconnecttoRGSusing
aPVCadaptorwhenexitingthebarrier.RGSconduitmaybeusedinstationary-form
barriers,butitshallbeusedinslipformbarriers.
Eachconduitshallbestubbed-outintoitsownconcretejunctionboxateachcorner
ofthebridge.TheBridgePlansmustshowtheplacementoftheconduitstoclearthe
structure or any foreseeable obstructions.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-52 WSDOT Bridge Design Manual M 23-50.17
June 2017
The galvanized steel conduit shall be wrapped with corrosion resistant tape at least one
footinsideandoutsideoftheconcretestructure,andthisrequirementshallbesostated
on the plans. The corrosion resistant tape shall be 3M Scotch 50, Bishop 5, Nashua
AVI10,orapprovedequal.Theusuallocationoftheconduitthroughouttheremainder
ofthebridgeshouldbeinthetracbarrier.
Pull boxes shall be provided within the barrier for each conduit at each end of the
bridgeandatamaximumspacingof180feet.Forberopticsonly,spacingshallnot
exceed360feet.ThepullboxsizeshallconformtothespecicationsoftheNational
ElectricCodeorbeaminimumof8inchesby8inchesby18inchestofacilitate
pullingofwires.Galvanizedsteelpullboxes(orjunctionsboxes)shallmeetthe
specicationsofthe“NEMAType4X”standardforstationary-formbarrier,shallmeet
thespecicationsofthe“NEMA3R”andbeadjustableindepthforslipformbarrier,
andtheNEMAjunctionboxtypeshallbestatedontheplans.Stainlesssteelpullboxes
maybeusedasanoptiontothegalvanizedsteel.
In the case of existing bridges, an area 2 feet in width shall be reserved for conduit
beginning at a point either 4 feet or 6 feet outside the face of usable shoulder. The
fastening for and location of attaching the conduit to the existing bridge shall be
workedoutonajob-by-jobbasis.
10.8.5 Conduit Types
AllelectricalconduitsshallbegalvanizedRigidMetalConduit(RGS)orRigid
PolyvinylChlorideConduit(PVC).
Steel Pipe –Allpipeandttingsshallbegalvanizedexceptforspecialuses.
PVC Pipe – PVCpipemaybeusedwithsuitableconsiderationsfordeection,
placementofexpansionttings,andoffreezingwaterwithintheconduits.PVCpipe
shallnotbeplacedinconcretetracbarrierswhentheslipformmethodisuseddueto
damageandpipeseparationthatoftenoccursduringconcreteplacement.
10.8.6 Utility Supports
The following types of supports are generally used for various utilities. Selection of
a particular support type shall be based on the needs of the installation and the best
economy.Allutilityinstallationsshalladdresstemperatureexpansioninthedesignof
thesystemorexpansiondevices.
Utilitysupportsshallbedesignedsothatafailurewillnotresultindamagetothe
bridge,thesurroundingarea,orbeahazardtotrac.Utilitysupportsshallbedesigned
sothatanyloadsimposedbytheutilityinstallationdonotoverstresstheconduit,
supports,bridgestructure,orbridgemembers.
Designsshallprovidelongitudinalandtransversesupportforloadsfromgravity,
earthquakes,temperature,inertia,etc.Itisespeciallyimportanttoprovidetransverse
andlongitudinalsupportforinsertsthatcannotresistmoment.
TheBridgeEngineershallrequestcalculationsfromtheutilitycompanyforany
attachmentdetailthatmaybequestionable.Utilityattachments,whichexertmoments
orlargeforcesatthesupports,shallbeaccompaniedbyatleastonesetofcalculations
fromtheutilitycompany.Bridgeattachmentsdesignedtoresistsurgeforcesshall
alwaysbeaccompaniedbycalculations.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-53
June 2017
Concrete Embedment – This is the best structural support condition and oers
maximum protection to the utility. Its cost may be high for larger conduit and the
conduit cannot be replaced.
Pipe Hangers – Utility lines shall be suspended by means of cast-in-place inserts,
whenever possible. This is the most common type of support for utilities to be hung
under the bridge deck. This allows the use of standard cast-in-place inserts and is
very exible in terms of expansion requirements. For heavy pipes over trac (10″
water main or larger), a Safety Factor of 1.5 should be used to resist vertical loads
for Strength Design. This is to avoid complete failure of the utility hanger system by
failure of one hanger. Vertical inserts will not provide resistance to longitudinal forces.
Longitudinal and transverse supports shall be provided for ITS conduits. Vertical
supports shall be spaced at 5 foot maximum intervals for telephone and power
conduits, and at a spacing to resist design loads for all other utilities.
When 3/4″ or 7/8″ diameter hanger rods are suspended from cast-in-place inserts, at
least three of the following inserts shall be identied: Cooper B-Line B22-I Series,
Unistrut 3200 Series, Powerstrut 349 Series, Halfen HT5506 or similar. The specic
cast-in-place insert within each series shall be identied based on the required length
of insert. The cast-in-place insert shall be at least 6″ long and hot dipped galvanized
in accordance with AASHTO M 111 or AASHTO M 232.
The insert shall not interfere with reinforcement in the bridge deck. The inserts shall
be installed level longitudinally and transversely. When the superelevation of the
roadway is not signicant, a single, long insert may be used to support multiple hanger
rods. When the superelevation becomes signicant, a single insert may be used for
each hanger.
Occasionally large diameter utilities require pipe rolls that only t on 1″ diameter
hanger rods. When 1″ diameter hanger rods are required, the Anvil Fig. 286
and Unistrut P3246 insert shall be used. The designer shall only specify this insert
when absolutely necessary.
The Bridge Engineer shall verify that the cast-in-place insert has sucient capacity
to support the loads from the hanger rod.
Transverse supports may be provided by a second hanger extending from a girder or
by a brace against the girder. The Bridge Standard Drawing 10.8-A1-1 and 10.8-A1-2
depict typical utility support installations and placement at abutments and diaphragms.
Transverse supports shall, at a minimum, be located at every other vertical support.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-54 WSDOT Bridge Design Manual M 23-50.17
June 2017
10.9 UtilityReviewProcedureforInstallationonExistingBridges
It is the responsibility of the Region Utilities Engineer to forward any proposed
attachmentstoexistingbridgestotheBridgePreservationOce.TheBridge
PreservationOceisresponsibleforreviewingonlythosedetailspertainingtothe
bridgecrossingsuchasattachmentdetailsortrenchingdetailsadjacenttobridgepiers
orabutments.
TheBridgePreservationOcereviewsproposedutilityattachmentsandeither
approvestheattachmentorreturnsforcorrection(RFC).Acurrentleformostutility
attachmentsismaintainedintheBridgePreservationOce.Theturnaroundtimefor
reviewing the proposals should not exceed four weeks.
TheRegiondeterminesthenumberofcopiestobereturned.MostRegionssend
vecopiesoftheproposedutilityattachment.Iftheproposalisapproved,Bridge
Preservationwillleonecopyintheutilityleandreturnfourmarkedcopies.Ifit
hasbeenreturnedforcorrectionornotapproved,onecopyisplacedintheutilityle
andtwomarkedcopiesarereturned,thrutheRegion,totheutility.SeeSection10.9.1,
“Utility Review Checklist.”
Utilityattachments,whichexertmomentsorlargeforcesatthesupports,shallbe
accompaniedbyatleastonesetofcalculationsfromtheutilitycompany.Bridge
attachmentsdesignedtoresistsurgeforcesshallalwaysbeaccompaniedby
calculations. The connection details shall be designed to successfully transfer all forces
tothebridgewithoutcausingoverstressintheconnectionsortothebridgemembers
to which they are attached. For large utilities, the bridge itself shall have adequate
capacitytocarrytheutilitywithoutaectingtheliveloadcapacity.
Theengineermayrequestcalculationsfromtheutilitycompanyforanyattachment
detailthatmaybequestionable.Allplans,details,andcalculationsshallbestamped,
signed, and dated by a Professional Engineer licensed in the State of Washington.
Additionally,forheavierutilities,suchaswaterlinesorsewerlines,theengineermay
requestaloadratingofthestructure,whichshallbestamped,signed,anddatedbya
licensed professional engineer in the state of Washington to follow the guidelines of
Chapter 13. The ratings shall be based solely on the engineer of record calculations.
Guidelines for Utility Companies
Detailingguidelinesforutilitycompaniestofollowwhendesigningutilityattachments
arelistedinWSDOTForm224-047,“General Notes and Design Criteria for Utility
Installations to Existing Bridges.” See Figure 10.8.1-1. See Section 10.8 for other
requirements,whichinclude,butarenotlimitedto:designofutility,materialused,and
spacing of supports.
Water lines and sewer lines installed within box girders shall have full length casing
extending 10-feet beyond the end of the bridge approach slab. The casing shall be
sucienttopreventtheoodingofacelluponautilitylinerupture.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
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Guidelines for Column Attachments
Thefollowingguidelinesshallbefollowedforinstallingattachmentstocolumns.
• Attachmentsonroundcolumnsmaybeeitherdrilledandboltedorbanded.
• Attachmentsonnon-circularcolumnshapesshallbedrilledandbolted.
• Onlypercussiondrillingmethodsshallbeallowedonbridgecolumns,andonly
forsmalldiameterresinbondedanchorinstallation(0.50″diametermax.).Drilling
willnormallyresultinblindholes,andtheseholesshallbepatchedwithmaterial
conformingtoStandard SpecicationsSection6-02.3(20).
• Drillingintoprestressedorpost-tensionedconcreteelementsisnotpermitted.
SomeWSDOTbridgesutilizeprestressedcolumns.
Any proposed conduit installation on a WSDOT bridge structure shall be reviewed
andapprovedbytheRiskReductionEngineerintheBridgePreservationOce.Ifthe
conduit installation originates via a change order, then the Headquarters Construction
Ocemayprovideapproval,andshallinformtheRiskReductionEngineerof
the decision.
10.9.1 Utility Review Checklist
Thischecklistappliestoallproposedutilityattachmentstoexistingbridges.
1. Completecursorychecktobecomefamiliarwiththeproposal.
2. Determinelocationofexistingutilities.
a. Check Bridge Inspection Report for any existing utilities.
b. CheckBridgePreservation’sutilityleforanyexistingutilitypermitsor
franchises and possible as-built plans.
c. Anyexistingutilitiesonthesamesideofthestructureastheproposedutility
shall be shown on the proposal.
3. Reviewthefollowingwithallcommentsinred:
a. Layoutthatincludesdimension,directions,SRnumberandbridgenumber.
b. Adequate spacing of supports.
c. Adequatestrengthofsupportsasattachedtothebridge(calculationsmay
benecessary).
d. Maximumdesignpressureandregularoperatingpressureforpressure
pipesystems.
e. Adequatelateralbracingandthrustprotectionforpressurepipesystems.
f. Doestheutilityobstructmaintenanceoraccessibilitytokeybridge
components?
g. Checklocation(elevationandplanview)oftheutilitywithrespecttopier
footingsorabutments.Iftrenchlimitsencroachwithinthe45°envelopefrom
the footing edge, consult the Materials Lab.
h. Forcemainsorwaterowsystemsmayrequireencasementiftheyarein
excavationsbelowthebottomofafooting.
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4. WritealetterofreplyoremailtotheRegionsoacopywillbereturnedtoyou
indicating the package has been accepted and sent out.
5. Stampanddatetheplansusingthesamedateasshownontheletterofreply
oremail.
6. Createalefolderwiththefollowinginformation:
a. Bridgeno.,name,utilitycompanyorutilitytype,andfranchiseorpermit
number.
b. One set of approved plans and possibly one or two pages of the original
designplansifnecessaryforquickfuturereference.Previoustransmittals
and plans not approved or returned to correction should be discarded to avoid
unnecessaryclutteroftheles.
c. Includetheletterofsubmittalandacopyoftheletterofreplyoremailafter
it has been accepted.
7. GivethecompletepackagetotheDesignUnitManagerforreviewandplacethe
folderintheutilityleafterthereview.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
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June 2017
10.10 DrilledAnchorsForPermanentAttachments
WSDOTallowsconventionaldrilledanchorssystems(resinbondedanchorsand
undercutanchors)forpermanentattachmentsinmanyaspectsofbridgedesign,
includingthepermanentcyclicalorsustainedtensionapplicationslistedbelow.
• Signstructuresmountedtothesidesofbridgeswithamaximumcantileverlength
or total span of 10 feet.
• Lightstandardswithamaximumcantileverlengthof16feet.
• Signstructureswithasupporting,roundorrectangular,postorbeamwith
amaximumdimensionof8inches.
• Retrottedcorbelsforbridgeapproachslabs.
• Supporting utilities under bridges, including water pipes, electrical conduit and
otherutilitypipingsystems.
Forresinbondedanchorsusedinpermanentsustainedtensionapplications,the
adhesiveanchorsystemsshallhavesuccessfullycompletedtestingforlongterm
sustainedloadperformanceinaccordancewithACI 355.4.Dependingonthespecic
applicationofthepermanentattachment,additionalqualityassuranceperformance
measuressuchaseldprooftestingofproductionanchorsinaccordancewith
ACI 355.4 should be included in the design. Resin bonded anchors shall not be
usedinmonotubesignstructure,signstructuretruss,andmastarmtypesignal
standard applications.
Fastsetresinbondingmaterialsshallnotbeusedforresinbondedanchors.
For carbon steel undercut anchors, hot-dipgalvanizedcomponentsarepreferred,
butnotcurrentlyavailablefromsuppliers.Undercutanchorswithelectroplatedzinc
coatings are not considered equivalent or better and shall not be used. Therefore,
stainlesssteelundercutanchorsarethepreferredoption.Dependingonthespecic
applicationofthepermanentattachment,additionalqualityassuranceperformance
measuressuchaseldprooftestingofproductionanchorsinaccordancewithACI
355.2 should be included in the design.
The design procedure for adhesive and undercut anchors shall be in accordance with
ACI 318 Chapter 17,andsystemqualicationtestingrequirements in accordance with
ACI 355.4 and ACI 355.2, respectively.
Expansionanchorsandmechanicalanchorsarenotallowedforanypermanent
applications,exceptforspecicconnectiondetailspreviouslyapprovedbytheBridge
andStructuresOceforprecastconcretepanelfacedstructuralearthwallsaslow
risk applications.
Cast-in-placeconcreteanchorsremainthepreferredoptionforbridgeapplications.
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10.11 Drainage Design
Even though it is rare that poor drainage is directly responsible for a structural failure,
itstillmustbeaprimaryconsiderationinthedesign.Poordrainagecancauseproblems
suchaspondingontheroadway,erosionofabutments,anddeteriorationofstructural
members.Collectingtherunoandtransportingitawayfromthebridgecanprevent
mostoftheproblems.Propergeometricsduringthepreliminarystageisessentialin
ordertoaccomplishthis.TheHydraulicsBranchrecommendsplacingthebridgedeck
drainageoofthestructure.Therefore,theBridgeDesignSectionhasadoptedthe
policythatallexpansionjointsshallbewatertight.
Geometrics
Bridgesshallhavesucienttransverseandlongitudinalslopestoallowthewater
torunquicklytothedrains.Atransverseslopeof.02′/ftandlongitudinalslopeof
0.5percentforminimumvalvesarerequired.Avoidplacingsagverticalcurvesand
superelevation crossovers on the structure that could result in hydroplaning conditions
or,incoldclimates,sheetsoficefrommeltingsnow.Theuseofunsymmetricalvertical
curvesmayassistthedesignerinshiftingthelowpointothestructure.
Hydrology
Hydrologicalcalculationsaremadeusingtherationalequation.A10-yearstormevent
witha5-minutedurationistheintensityusedforallinletsexceptforsagvertical
curveswherea50-yearstormintensityisrequired.
On Bridge Systems
Drainsshallonlybeplacedonbridgestructureswhenrequired.Ifrequired,therst
preferenceistoplace5-inchdiameterpipedrainsthathavenobarsanddropstraight
totheground.Atothertimes,suchasforsteelstructures,thestraightdropdrainis
unacceptableandapipingsystemwithbridgedrainsisrequired.Theminimumpipe
diametershallbe6incheswithnosharpbendswithinthesystem.TheHydraulics
Branchshallbecontactedtodeterminethetypeofdrainrequired(preferablyNeenah).
Construction
BridgedeckshaveastriatednishinaccordancewiththeStandard Specications
Section6-02.3(10)D5,however,theguttershaveanuntexturednish(steeltrowel)for
adistanceof2feetfromthecurb.Thisuntexturedareaprovidesforsmoothgutterow
and a Manning n value of .015 in the design.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
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10.12 BridgeSecurity
10.12.1 General
Securitybasedbridgedesignanditsdirectcorrelationtomodernsocialissuesis
addressedinthissection.Criminalactivity,illegalencampments,grati,hindrance
toeconomicdevelopmentandpubliceyesorecreateunwantedexpensive.Theyalso
pose public health concerns and safety hazards for State Maintenance and Operations
practices. The issue exists in urban areas as well as rural and recreational locales.
Bridgesaredominantstructuresinlandscapes.Theyareheldtoahigherstandardof
designduetotheirinuenceoncommunities,whereeconomicandsocialsettingsare
aectedbytheirquality.Initialprojectcostsavingsmayquicklybeovershadowedby
increasedexternalizedcosts.Theseexternalizedcostsarebornbylocalmunicipalities
andbusinessesaswellasotherdepartmentswithinWSDOT.
WSDOT bridge inspectors are required to inspect all bridges at least once every
24months.Thepresenceoftheillegalencampments,aswellasgarbage,hypodermic
needles,andfecesoftenmakesitimpossibletodoaclose,hands-oninspectionofthe
abutmentsandbearingsofbridges.TheBridgePreservationOcehasrequestedthat
maintenancecleanuptransientcampswhenitbecomesdicultorimpossibletodo
anadequateinspectionofthebridges.Campressetbythehomelesshavealsocaused
damagetobridges.
BridgeMaintenanceCrewsalsofacethesamedicultywhentheyneedtodorepair
workonbridgesintheurbanarea.Cleanuprequires(perlaw)postingthebridge
seventy-two hours prior to any work. Material picked up is tagged, bagged, and stored
forretrieval.Oftentheoendersarebackthenextday.
10.12.2 Design
Designisdeterminedonacasebycasebasisusingtwostrategies.Thesestrategiesare
universallyacceptedbestpractices.Therst,CrimePreventionthroughEnvironmental
Design(CEPTD),isamulti-disciplinaryapproachtodeterringcriminalbehavior.
Thesecond,ContextSensitiveDesign(CSS),isalsomulti-disciplinaryandfocuses
onprojectdevelopmentmethods.Multi-disciplinaryteamsconsistofengineersand
architectsbutmayincludelawenforcement,localbusinesses,socialserviceproviders,
and psychologists.
A. CPTEDprincipalsarebaseduponthetheorythattheproperdesignandeective
useofthebuiltenvironmentcanreducecrime,reducethefearofcrime,and
improvethequalityoflife.BuiltenvironmentimplementationsofCPTED
seektodissuadeoendersfromcommittingcrimesbymanipulatingthebuilt
environmentinwhichthosecrimesproceedfromoroccur.Thesixmainconcepts
areterritoriality,surveillance,accesscontrol,image/maintenance,activitysupport
andtargethardening.Applyingallofthesestrategiesiskeywhenpreventingcrime
in any neighborhood or right-of-way.
 Naturalsurveillanceandaccesscontrolstrategieslimittheopportunityforcrime.
Territorialreinforcementpromotessocialcontrolthroughavarietyofmeasures.
Thesemayincludeenhancedaestheticsorpublicart.Image/maintenanceand
activitysupportprovidethecommunitywithreassuranceandtheabilitytostop
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crimebythemselves.Targethardeningstrategiesmayinvolvefencingorconcrete
enclosuresortheymayincludealltechniquestoresolvecrimeorchronictrespass
intoonenalstep.
B. WSDOTimplementsFHWA’sCSSdesigndevelopmentprinciplesthrough
ExecutiveOrderE1028.TheCSSmethodsrequiredesignerstoconsiderthe
physical,economic,andsocialsettingofaproject.Stakeholder’sinterestsaretobe
accounted for; including area residents and business owners.
10.12.3 Design Criteria
Newbridgesneedtoaddressdesignfortheenvironmentbybasiccriteria:
• Slopes under bridges need to be steep; around a 1:1 slope, and hardened with
somethinglikesolidconcretesothatatareascannotbecarvedintothehillside.
Flat areas under bridge superstructures attract inappropriate uses and should
beomitted.
• Illegalurbancampershavebeenknowntobuildsheltersbetweentheconcrete
girders.Abutmentwallsneedtobehighenoughthattheydenyaccesstothe
superstructureelements.Whenitisnotfeasibletodesignfordeterrencethe
sites need to be hardened with fencing buried several feet into the soil or with
solid concrete walls. See Figures 14.2.3a and 14.2.3b for high security fence and
concretewallexamples.
• Regularchainlinkiseasycut,thereforestoutermaterialneedstobespecied.
• Landscape design should coordinate with region or headquarters landscape
architects.Areasneedtobevisibletolawenforcement.
‘Highsecurity’proprietaryfencedesignsmaybeemployed,oruniquecase-by-case
customdesignsmayberequired.Whererequired,coordinatewiththeStateBridgeand
Structures Architect.
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-61
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10.13 TemporaryBridges
10.13.1 General
Temporarybridgesaredenedasbridgesthatareinservicefor5yearsorless.Any
bridgethatisexpectedtobeinserviceformorethanveyearsshallbedesignedusing
therequirementsforpermanentstructures.Theserequirementsapplytoalltemporary
bridgesregardlessofthedeliverycontractingmethods.
Theapproachestothetemporarybridge,includingbutnotlimitedto,slopes,reinforced
slopes, and retaining walls, shall be designed in accordance with the WSDOT
Geotechnical Design Manual M 46-03.
10.13.2 Design
Temporarybridgesshallbedesignedinaccordancewiththerequirementsofthe
current editions of:
 AASHTOLRFDandinterims
AASHTO SEISMIC
WSDOT Bridge Design ManualM23-50,includingalldesignmemorandums
WSDOT Geotechnical Design Manual M 46-03
A. Design Requirements
 Thedesignofthetemporarybridgeshallnotincludeanadditionalfutureoverlay
of 25 pound per square foot.
 Theliveloadingofthetemporarybridgemaybereducedto75percentofthe
HL-93 loading, except the deck design shall us 100 percent of the HL-93 loading.
B. Seismic Design Requirements
 Theseismicdesignoftemporarybridgesshallbeinaccordancewiththe
requirementsofthecurrenteditionofAASHTOSEISMIC,exceptthedesign
response spectra shall be reduced by a factor not greater than 2.5.
 Theminimumsupportlengthprovisionsshallapplytoalltemporarybridges.
 TheSeismicDesignCategory(SDC)ofthetemporarybridgeshallbeobtained
onthebasisofthereduced/modiedresponsespectrumexceptthatatemporary
bridgeclassiedinSDCB,C,orDbasedontheunreducedspectrumcannotbe
reclassiedtoSDCAbasedonthereduced/modiedspectrum.
C. Deck Design Requirements
 Tracbarriersfortemporarybridgesshallbedesignedinaccordancewiththe
requirementsofthecurrenteditionofAASHTOLRFD,butnotlessthanTL-3
collisionloadrequirements.TheTLdemandmaybeadjustedonacase-by-case
basis for vehicle size and speed per AASHTO LRFD Tables 13.7.2-1 and 2.
 ThefallrestraintspecicationsofWAC 296-155-24615 Section 2a requiring
minimumverticalheightofthirty-nineinchesfortracbarriersshallbeconsidered
fortemporarybridges.
 Concretebridgedeckthicknessmaybereducedto7inchesforconcrete
superstructure,andto7½inchesforsteelsuperstructures.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
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 Epoxycoatingrequirementforbridgedeckreinforcementmaybewaivedfor
temporarybridgeswith2inchmincoverforthetopmatofreinforcement.
 Thedrivingsurfaceofthetemporarybridgeshallbedurable,skidresistantdeck,
withaninitialskidnumberofatleast35andmaintainingaskidnumberof26
minimum,inaccordancewithAASHTO T 242.TheContractorshallmaintainthe
temporarybridge,includingthedrivingsurface,forthelifeofthetemporarybridge
intheproject.
D. Superstructure Design Requirements
 A3inchminimumHMAoverlaycouldbeusedfortemporarybridgesmadeof
adjacentprecastconcretemembers.
 Steeltemporarybridgesneednotbepainted.
 Fatigueneednotbecheckedfortemporarybridgeswithsteelsuperstructure.
 Allwelding,repairwelding,andweldinginspection,ofsteelcomponentsofthe
temporarybridgeshallconformtotheStandard SpecicationsSection6-03.3(25)
and6-03.3(25)Arequirementsspeciedforsteelbridges.
 Allowabletensilestressforprecast-prestressedconcretegirdersunderservicelimit
stateloadcombinationsperAASHTOLRFDArticle5.9.4.2.2maybeusedinlieu
ofthosespeciedinSection5.2.1C.
E. Foundation Design Requirements
 Piletypessuchasprecast,prestressedconcretepiles,steelHpiles,timberpiles,
micropilesandsteelpipepilesmaybeusedfortemporarybridges.
 Soldierpilewallwithtreatedtimberlaggingmaybeusedfortemporarybridges.
10.13.3 NBIRequirements
Temporaryorre-commissionedbridgesusedasadetourandin-servicelongerthe90
days shall receive full NBIS (all SI&A data; ex., NBIS inspection, load ratings and
scourevaluation).AllSI&AdatashallbesubmittedtotheWashingtonStateNBI
databasewithin90daysofopeningtovehicletrac.An“open”bridgeisdenedas
abridgethatisnearsubstantialcompletionwithgeneralhighwaytracaccessing/
operatingonthebridgeinacongurationthatisthenalplannedconguration.
Phasedconstructionstages,ifcarryingtracfor90daysorlongershallfallintothese
criteria.
Bridges open less than 90 days will need regular “safety” type inspections to ensure the
safeoperationoftraconthebridge.
Contracts are to clearly identify the owner and who is responsible for all of this
NBIS criteria.
Loadratingsforlegaltrucksandspecialhaulingvehiclesarerequiredfortemporary
andbridgesconstructedinphasedstages.Theminimumratingfactorshallnotbeless
than 1.0.
10.13.4 SubmittalRequirements
TheContractorshallsubmitdrawingsandcopiesofsupportingdesigncalculations
ofthetemporarybridgetotheEngineerforapprovalinaccordancewithStandard
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-63
June 2017
SpecicationsSection6-01.9.Thesubmittalshallincludeanerectionplanand
procedure in accordance with Standard SpecicationsSection6-03.3(7)A.
Submittalsfortemporarybridgeswithtotallengthofmorethan200ftshallbestamped
andsignedbyaWashingtonStateregisteredStructuralEngineer(SE)inaccordance
withtherequirementsofWAC 196-23.
TheContractorshallconstructthetemporarybridgeinaccordancewiththeworking
drawingsanderectionplanasapprovedbytheEngineer,environmentalpermit
conditionsspeciedinSection1-07.5assupplementedintheSpecialProvisionsand
as shown in the Plans, and in accordance with the details shown in the Plans.
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-64 WSDOT Bridge Design Manual M 23-50.17
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10.14 BridgeStandardDrawings
10.1-A1-1 Monotube Sign Bridge Layout
10.1-A1-2 Monotube Sign Bridge Structural Details 1
10.1-A1-3 Monotube Sign Bridge Structural Details 2
10.1-A2-1 Monotube Cantilever Layout
10.1-A2-2 Monotube Cantilever Structural Details 1
10.1-A2-3 Monotube Cantilever Structural Details 2
10.1-A3-1 Monotube Sign Structure Balanced Cantilever Layout
10.1-A3-2 Monotube Balanced Cantilever Structural Details 1
10.1-A3-3 Monotube Balanced Cantilever Structural Details 2
10.1-A4-1 Monotube Sign Structures Foundation Type 1 Sheet 1 of 2
10.1-A4-2 Monotube Sign Structures Foundation Type 1 Sheet 2 of 2
10.1-A4-3 Monotube Sign Structures Foundation Types 2 and 3
10.1-A5-1 General Notes
10.1-A5-2 Monotube Sign Structure Miscellaneaous Details
10.1-A5-3 MonotubeSignStructureSingleSlopeTracBarrierShaftCap
10.1-A6-1 BridgeMountedSignBracketExampleLayout
10.1-A6-2 BridgeMountedSignBracketGeometry
10.1-A6-3 Bridge Mounted Sign Bracket Details 1 of 3
10.1-A6-4 Bridge Mounted Sign Bracket Details 2 of 3
10.1-A6-5 Bridge Mounted Sign Bracket Details 3 of 3
10.2-A1-1 TracBarrier–ShapeF Details1of3
10.2-A1-2 TracBarrier–ShapeF Details2of3
10.2-A1-3 TracBarrier–ShapeF Details3of3
10.2-A2-1 TracBarrier–ShapeFFlatSlab Details1of3
10.2-A2-2 TracBarrier–ShapeFFlatSlab Details2of3
10.2-A2-3 TracBarrier–ShapeFFlatSlab Details3of3
10.2-A3-1 TracBarrier–SingleSlope Details1of3
10.2-A3-2 TracBarrier–SingleSlope Details2of3
10.2-A3-3 TracBarrier–SingleSlope Details3of3
10.2-A4-1 Pedestrian Barrier Details 1 of 3
10.2-A4-2 Pedestrian Barrier Details 2 of 3
10.2-A4-3 Pedestrian Barrier Details 3 of 3
10.2-A5-1A TracBarrier–ShapeF42″ Details1of3(TL-4)
10.2-A5-1B TracBarrier–ShapeF42″ Details1of3(TL-5)
10.2-A5-2 TracBarrier–ShapeF42″ Details2of3
10.2-A5-3 TracBarrier–ShapeF42″ Details3of3
10.2-A6-1A TracBarrier–SingleSlope42″ Details1of3(TL-4)
10.2-A6-1B TracBarrier–SingleSlope42″ Details1of3(TL-5)
Chapter 10 Signs, Barriers, Approach Slabs, and Utilities
WSDOT Bridge Design Manual M 23-50.17 Page 10-65
June 2017
10.2-A6-2 TracBarrier–SingleSlope42″ Details2of3
10.2-A6-3 TracBarrier–SingleSlope42″ Details3of3(TL-4andTL-5)
10.2-A7-1 TracBarrier–ShapeFLuminaireAnchorageDetails
10.2-A7-2 TracBarrier–SingleSlopeLuminaireAnchorageDetails
10.2-A7-3 PedestrainBarrierLuminaireAnchorageDetails
10.4-A1-1 ThrieBeamRetrotConcreteBaluster
10.4-A1-2 ThrieBeamRetrotConcreteRailbase
10.4-A1-3 ThrieBeamRetrotConcreteCurb
10.4-A1-4 WPThrieBeamRetrotSL1 Details1of2
10.4-A1-5 WPThrieBeamRetrotSL1 Details2of2
10.4-A2-1 TracBarrier–ShapeFRehabilitation Details1of3
10.4-A2-2 TracBarrier–ShapeFRehabilitation Details2of3
10.4-A2-3 TracBarrier–ShapeFRehabilitation Details3of3
10.5-A1-1 Bridge Railing Type Pedestrian Details 1 of 2
10.5-A1-2 Bridge Railing Type Pedestrian Details 2 of 2
10.5-A2-1 Bridge Railing Type BP Details 1 of 2
10.5-A2-2 Bridge Railing Type BP Details 2 of 2
10.5-A3-1 Bridge Railing Type S-BP Details 1 of 2
10.5-A3-2 Bridge Railing Type S-BP Details 2 of 2
10.5-A4-1 Pedestrian Railing Details 1 of 2
10.5-A4-2 Pedestrian Railing Details 2 of 2
10.5-A5-1 Bridge Railing Type Chain Link Snow Fence
10.5-A5-2 Bridge Railing Type Snow Fence Details 1 of 2
10.5-A5-3 Bridge Railing Type Snow Fence Details 2 of 2
10.5-A5-4 Bridge Railing Type Chain Link Fence
10.6-A1-1 Bridge Approach Slab Details 1 of 3
10.6-A1-2 Bridge Approach Slab Details 2 of 3
10.6-A1-3 Bridge Approach Slab Details 3 of 3
10.6-A2-1 PavementSeatRepairDetails
10.6-A2-2 PavementSeatRepairDetails
10.8-A1-1 Utility Hanger Details
10.8-A1-2 Utility Hanger Details
10.11-A1-1 BridgeDrainModication
10.11-A1-2 BridgeDrainModicationforTypes2thru5
Signs, Barriers, Approach Slabs, and Utilities Chapter 10
Page 10-66 WSDOT Bridge Design Manual M 23-50.17
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10.15 References
AASHTOGuideSpecicationforLRFD Seismic Bridge Design, 2ndEdition(2011),
Washington DC.
AASHTO, 1st Edition(2015),WashingtonDC.
AASHTO Standard Specications for Highway Bridges, 17th Edition(2002),
Washington DC.
ACI318-14(2014)“BuildingCodeRequirementsforStructuralConcreteand
Commentary,”AmericanConcreteInstitute,FarmingtonHills,MI.
ACI355.2-07(2007)“QualicationofPost-InstalledMechanicalAnchorsinConcrete
andCommentary,”AmericanConcreteInstitute,FarmingtonHills,MI.
ACI355.4-11(2014)“QualicationofPost-InstalledAdhesiveAnchorsinConcrete
andCommentary,”AmericanConcreteInstitute,FarmingtonHills,MI.
NCHRPReport230,“RecommendedProceduresfortheSafetyPerformance
Evaluation of Highway Appurtenances”, Transportation Research Board, 1991,
Washington DC.
NCHRPReport350,“RecommendedProceduresfortheSafetyPerformance
Evaluation of Highway Features”, Transportation Research Board, 1993,
Washington DC.
NCHRPReport663,“DesignofRoadsideBarrierSystemsPlacedonMSERetaining
Walls”,NCHRPProject22-20,TransportationResearchBoard,2010,WashingtonDC.
WSDOT Design Manual M 22-01
WSDOT Geotechnical Design Manual M 46-03
WSDOT Standard Plans M 21-01
WSDOT Standard Specications for Road, Bridge, and Municipal Construction
(Standard Specications) M 41-10
WSDOT E 1028 Context Sensitive Solutions Executive Order
Newman,O.DefensibleSpace:CrimePreventionThroughUrbanDesign.NewYork:
Macmillan.1972.
Jacobs,Jane.TheDeathandLifeofGreatAmericanCities.NewYork:
RandomHouse.1961.

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