Bridge News Archive
| TAEG 2.0 - CORRECTED
ERRORS AND CHANGES
Discrepencies were detected in the TAEG 2.0 results at
the end of June 2004. These discrepencies were determined to be in need of
fixing and after a detailed investigation of the code, the errors were found.
It was also determined that the errors were significant enough to necessitate
an updated version and re-release of the program. This provided an opportunity
to improve other aspects of the program, as well.
The following is a description of the corrected errors
and other changes to the program:
WHEEL LOAD RESET:
An error was detected with the "Wheel Load" output on the
"Calculated Bracket Forces" form. While conducting several, similar
examples with minor adjustments to the "Bracket Spacing" on the
"Bracket Data" form and the "Wheel Spacing" on the
"Load Data" form, it was apparent that the "Wheel Load"
output was not changing.
Code was added to TAEG 2.1 to reset the "Wheel Load" for each
separate calculation. The problem in TAEG 2.0 was that the "Wheel
Load" output would not change from calculation to calculation if the most
recent calculation produced a result less than any of the previous runs. This
is because code was in place to find the worst case scenario or ultimate wheel
load for a bracket, which is the conservative approach. Therefore, the only way
to ensure getting the correct result was to exit out of the program and restart
TAEG for each separate example. Obviously, this is not ideal. The nature of the
program encourages minor adjustments and tweaking of a bridge's support
systems in order to obtain the most desireable results. Thus, it was necessary
to identify the problem, determine a solution, and test the new code for
WHEEL LOAD CONVERSION
IN U.S. CUSTOMARY UNITS:
Another error detected in TAEG 2.0 also dealt with the "Wheel Load"
output on the "Calculated Bracket Forces" form. While conducting
examples in English or "U.S. Customary" units, it was apparent that
the results were not even close to what they should have been. However, when
the results were converted to Metric or "S.I." units, using the
"Units - Change S.I. to U.S. Customary" option in the main pull
down toolbar, the answers were correct. After investigation of the code, the
cause of the error was found in the unit conversion factors.
All internal calculations within TAEG, regardless of the input units, are
conducted in base units of kilonewtons (kN) and meters (m). Therefore, it is
necessary to convert all input variables and to then convert all output results
back to the desired units. The "Wheel Load" output in "U.S.
Customary" units was determined to be in the form of "Load per Unit
Width" (kips/ft.) rather than just "Load" (kips). Therefore,
to get the correct results, simply multiply the "Wheel Load" output
in "U.S. Customary" units by the conversion factor for meters to
feet or "3.28083989501." Incidentally, the reason the "Wheel
Load" output was correct when the units were converted to
"S.I.", is that there is no internal conversion necessary for
loads; i.e., input load units are kN and output load units are kN.
The other changes made to the program were improvements to make it more user
friendly. Here is a brief list of some of those changes:
- Output is calculated or recalculated whenever units are changed. This
eliminates the error of having output values in one set of units and output
unit labels in another.
- Output is cleared when a file is opened.
- All forms remain shown (unhidden) whenever "New",
"Close", or "Open" is selected.
- The entire input text box value is selected when clicked in or tabbed
to. This improves the editing of values.
- The default units were changed from "S.I." to "U.S.
- The "Independent Units" option was removed.
The status bar at the bottom left corner of the program's window
was changed to show the "Current Units."
- The "Units" menu in the main toolbar was changed. A
"New Project" option in either units was added.
- Units were changed from "psi" to "ksi" for the
following, when "U.S. Customary" units are chosen:
- "Stresses Due to Non-Composite Dead
Load" on the "Load Data" form
- All output on the "Calculated
- "Maximum Stress in the
Diaphragm Due to Torsional Load (M)"on the "Calculated Lateral
Support Response" form
- Trailing zeros were removed from output values and converted input
- The project number input field on the "Project Information"
form was changed from "KDOT Project # :" to read "Project
Number :". This makes the program more universal to all its users.
Our goal was to correct any errors that were found and to make the program
better overall. We hope that we accomplished both goals. We would appreciate
any comments or suggestions for any future releases. The contact person for any
questions or comments regarding TAEG is:
| USGS Stream Statistics
This is a website for the USGS stream statistics project that has been completed
and made public. There are updated estimates of flows at many of the stream
segments in Kansas. The flow estimates are for both median daily and peak
flows. There is an E-report and an interactive map located at: http://ks.water.usgs.gov/Kansas/studies/strmstats/
In addition, Real-Time Streamgage information can be viewed at: http://waterdata.usgs.gov/nwis/rt
| KDOT INFLATION TABLES
The following Adobe PDF document, (Dated: 5/24/2004) contains the current KDOT Inflation Tables .
Further information regarding these tables
can be obtained from:
Bureau of Program
Jerry Brumley, P.E.
| BOLTED SPLICE UPDATE
For Steel Bridge
Projects that have a letting date after July 1,
2004, all bolted connections will use English
(and bolt holes) only.
All shop drawings for lettings after July 1, 2004 shall specify English bolts
with the corresponding English holes.
Accomplish this on the plans by one of the following methods:
- Specify English bolts and bolt holes on all plans that will be let after July
1, 2004. All splice dimensions shall remain in metric.
- If it is impractical to change bolted details for plans to be let after July 1,
2004, place a note on the General Notes sheet that specifies the use of English
bolts and bolt holes only: "ENGLISH BOLTS: Replace all M24 bolts
as detailed with 7/8" diameter bolts and
replace all M20 bolts with 3/4" diameter
bolts. Shop details will show the English bolts
with the corresponding English bolt-hole diameter." After September, 2004, all details will show English
- For plans let prior to July 1, 2004, bolting details may remain in metric and
continue using the note stating: "Bolted splices have been designed for
USC substitution". If a splice was designed only for metric bolts and the
supply of metric bolts is depleted, the splice will need to be re-designed
using English bolts.
| APPROACH SLAB JOINTS
There are two types of joints allowed in the Bridge Approach Slab: Type B
(Two-Part Silicone) and Type C (Preformed Elastomeric Neoprene) as shown on
KDOT Standard Drawing RD662 SI. The maximum allowable gap width for the Type B
Joint is currently shown as 75 mm. This maximum allowable gap width (for the
Type B Joint only) is being reduced from 75 mm to 40 mm. Therefore, for plans
currently under design, make the necessary change on Standard RD662 SI until it
| DESIGN OF BOLTED
SPLICES DURING THE
TRANSITION FROM METRIC TO ENGLISH
that are surveyed in metric will continue to be
designed, detailed and constructed in metric.
One exception to this policy concerns bolted splices
on steel girder bridges. Since the supply of metric
bolts will eventually be exhausted, English bolts
will have to be used. Therefore, design bolted
splices on metric jobs assuming US Customary bolt
sizes (7/8' bolts for main members; 3/4' bolts
for secondary members). However, detail the bolted
splices assuming metric bolt sizes (M24 bolts
for main members; M20 bolts for secondary members;
spacing; edge distances, etc.).
Place a note on the bolted splice detail sheet immediately above the revision
block. The note shall read as follows: Bolted splices have been designed for
If the supply of metric bolts is exhausted and plans still exist that are
detailed using SI Metric-designed bolted splices, these splices will need to be
checked/redesigned for the substitution of USC for SI Metric bolts. The shop
details must reflect the changes.
| Bridge Restrictions
The new and updated Bridge Restrictions
Adobe PDF file format, is now available.
The file size is 3 megabytes, so please allow time for download.
| Teflon Bearing Devices
Recess all horizontally installed polytetrafluoroethylene (PTFE) surfaces for
Bearings into its steel substrate by one-half of the PTFE's thickness. Use
a PTFE thickness of 6 mm. This will prevent any excessive creep or plastic flow
of the PTFE from occurring which could lead to separation or bond failure. In
addition, confining the PTFE permits the use of a higher contact stress. The
maximum exposed thickness of 3 mm will also give the longest wear life.
for Pins used in Steel Bearing Devices
For pins used in the construction of steel bearings, specify ASTM A 108 Gr.1018
for pins 100 mm or less in diameter.
For pins greater than 100 mm, Article 6.4.2 of the AASHTO LRFD Bridge Design
Specifications (2nd Ed.), specifies steel forgings as per ASTM A 668M. Steel
forgings are not guaranteed to be weldable, therefore only use the A 668M
specification for pins that are not to be welded.
For pins greater than 100 mm that are to be welded, specify ASTM A 572M Gr. 290
(max 150 mm plates) or Gr. 345 (max 100 mm plates). Two plates can be welded
together in the shop and machined into two half pins. Therefore, two 150 mm
plates can produce two half pins with a maximum diameter of 300 mm. Likewise,
two 100 mm plates can produce two half pins with a maximum diameter of 200 mm.
| Haunched Slab Standards
Beginning with Field Checks in February 2003, all new Haunched Slab Bridges on
the State System will use the standard superstructure design that includes the
Kansas Overload Provision. Consequently, the substructure must also be designed
to include this additional load.
Kansas Department of Transportation Secretary, Deb Miller has decided that
Kansas will go back to the English system of measurement. However, if a project
has been started in metric, it will be completed in metric. The process for
conversion will be set up soon. Details to follow.
| TAEG (Torsional
Analysis of Exterior Girder) Version 2.0
The State Bridge Office (SBO) has released TAEG (Torsional Analysis of Exterior
Girder) V. 2.0 for use in the review of overhang false work for beam\slab or
girder\slab bridge structures during deck placement. This version has expanded
boundary conditions to facilitate skews and discontinuous cross-frames or
diaphragms. The software (design tool) is being distributed on CD and includes
the abstract, final report and a users manual that can be used as a tutorial.
Initially, this CD will be sent to current users (those registered in the SBO
This software is available by request through the KART.
This version, like the previous versions, is not structural analysis software
and therefore will not calculate spatial structural responses due to dead loads
or other non-composite effects. These values are inputted into TAEG 2.0 and the
torsional effects are superimposed to give the total effect.
| NEW REQUIREMENTS
FOR "CONTRACTOR STAKING"
Special Provision 90M - 260 "Contractor Construction Staking" has
been revised (R1). When staking for bridges, the specifications now call for
two independent surveys. In order to alert the Contractors of this change,
place the following note on the "General Notes and Quantities" sheet
immediately under the table of bid items:
** Contractor Construction Staking for bridges requires two independent surveys.
See KDOT Specifications.
(This change is in effect for Projects let in the July, 2002 letting.)
| CONCRETE NOTE CHANGE
- "CLASS" TO "GRADE"
The Bridge Office Standard Drawings have been revised to show all concrete as
"Grade" instead of "Class".
| KDOT POLICY FOR
SHOP DRAWING PROCEDURES
KDOT has developed a document that sets policy for the distribution of shop
drawings. The document's intent is to provide uniformity for handling
shop drawings related to bridges. The document covers both KDOT and
Consultant-designed jobs for main and secondary-system bridges. The new
procedures in this document will eliminate delays, unnecessary paperwork, and
confusion caused by the use of different procedures by designers and
fabricators. KDOT solicited input from the consultant community and from
fabricators when developing this document.
Consultants and fabricators working for KDOT will follow these procedures. Click
on this link for the KDOT Policy for Shop
| SHEAR STUDS TO BE
APPLIED IN THE SHOP
OSHA has ruled that if fall protection is provided, studs may be shop applied.
When studs are shop applied, the Bridge Office feels we get a better product at
less cost, therefore we will revert to requiring studs be applied in the shop.
Notes and Specifications will be modified to reflect this revised policy. Squad
Leaders will be contacting those Consultants who have steel girder jobs nearing
| AMENDED METRIC POLICY
Amendment to the metric policy,
use of metric bolts.
| SHEAR STUDS TO APPLIED IN THE FIELD
On all new steel girder bridges that require shear studs on the top flange,
place a note on the plans specifying that the studs are to be applied in the
field. This applies whether or not the steel girders are let early.
Standard Notes to follow.
| POST-TENSIONED HAUNCHED
The PT slab details are being updated. Therefore it is important to request the
most current set of standard details available. Do not use a set that is on
your office server that may be only a month old. They may no longer be up to
date. Request the most current set of standards from a Squad Leader in the
State Bridge Office, or from the Post-Tensioned Slab Request form on the
Internet at: /burdesign/bridge/RCSH/ or from the Bureau of Local Projects.
| Environmental Spreadsheet
Spreadsheet Advisory (PDF file size is large, allow time for download) is information furnished for
KDOT projects to aid in the completion of the "Permit Spreadsheets" that are
required by the Environmental Services Section (ESS) of KDOT. The information
is offered as practical examples and are not documents, regulations, or
policies issued by, or authored by the Kansas Division of Water Resources or
the Army Corps of Engineers. The spreadsheets are not a substitute for the
"Hydraulic Assessment Checklist" that is required for all bridges and '500'
When the text and/or examples are not clear, please contact Mike Fletcher of the KDOT ESS. If they are not clear to you, they may
not be clear to others. The information and examples are offered as guidelines
only. KDOT welcomes any additions, examples, corrections or comments that may
improve and clarify these issues. The purpose of the information is to provide
consistent and understandable data for environmental and hydraulic review.
| Use of temporary
fence during overpass construction over the
Burlington Northern Santa Fe Railroad
The BNSF RR has requested that we no longer use the temporary fence during
overpass construction. Therefore,effective
immediately, for a bridge over the BNSF RR, remove all details and the bid item for "Temporary Fence" from the
plans. Note 8310 "Temporary Fencing" will also be deleted from the Standard
| Overhang Design
for Rail Collision Forces using STAAD Finite Element
Click on these links for Adobe files with information about
collision force design of Corral
Rail and Barrier Rail .
| Post-tensioned Haunched
There will be a Post-tensioned Haunched Slab Class, at the
KDOT- District 1 Office, on March 21, 2001.
of Peak Streamflows for Unregulated Rural Streams
The USGS report, Water-Resources Investigations Report 00-4079, "Estimation
of Peak Streamflows for Unregulated Rural Streams
in Kansas", has been adopted by KDOT as an acceptable method for computing frequency-discharge flows on KDOT
bridge projects. Runoff relationships are published for drainage areas from
0.17 sq.mi. to less than 30 sq.mi. and from 30 sq.mi. to 9,100 sq.mi. Copies of
the report along with the Errata Sheet dated August 21, 2000, may be obtained
from either of the following:
Attn: Patrick P. Rasmussen
4821 Quail Crest Place
Lawrence, KS 66049-3839
U.S. Geology Survey
Information Services Building
810 Federal Center
Denver, CO 80225-0286
| The following Standard
Notes have been revised since 9/05/00.
NOTE 1110 SONIC TESTING
(Place this note on all bridges with drilled shafts.)
NOTE 3010 ERECTION ELEVATION CHECKS
(Place this note on all prestressed beam bridge plans)
NOTE 4300 SLAB
(Place this note on all haunched slab bridges.)
NOTE 9100 CONSTRUCTION LOADS
(Place this note on all bridges.)
| Revision to RCB
Program (Wing Details)
It had been brought to the attention ot the Bridge Office that several long
wingwalls on skewed box culverts were cracking shortly after they were
constructed. Sometimes this occurred even before the wingwalls were backfilled.
Cracking was most severe where the wingwall attached to the box.
To help alleviate this problem, the Bridge Office decided to make the wingwalls
on certain skewed boxes freestanding.
It was noted that normal boxes up to 3.05 m high typically did not experience
any distress. The wingwall length on a 3.05 m normal box is 6.25 m. Thus it was
determined to make all wingwalls over 6.5 m in length freestanding.
This effects the following box culverts:
| Height (m)
This revision is scheduled to take place on September 12, 2000.
It is not necessary to replace existing affected box details with the new
freestanding wing details.
| LRFD Foundation
KDOT has hosted this school (C-13068 See LRFD Training Page) twice. Some who
were unable to attend have asked if we might host it again.
| DESIGN OF ELASTOMERIC
BEARING DEVICE USING METHOD "A"
Information concerning the equation in the AASHTO LFD and LRFD Specifications for checking
rotation when designing Elastomeric Bearings according to Method "A". This
Adobe Acrobat file contains information that replaces the incorrect LFD
equation 18.104.22.168.5-1 and LRFD equations 22.214.171.124.5 -1 & 126.96.36.199.5 -2.
| BRASS/AASHTO OPIS
LRFD PRESTRESSED I-GIRDER SCHOOL
This training will concentrate on the LRFD implementation of prestressed
girders, (simple for dead load, made continuous for live load) in the Wyoming
Department of Transportation's BRASS program. This is not a software class. The
class will focus on the new LRFD Specification, and the analysis methods and
design assumptions that are used in the BRASS program.
- Date: May 23, 2000.
- Location: KDOT District 1 Conference Room - 121 W. 21st Street, Topeka, Kansas.
- Time: 8:30 AM - 4 PM.
- Cost: Free - Refreshments and lunch are on your own.
- Teachers: Dr. Jay Puckett and Brian Goodrich from BridgeTech.
- Attendance: We are reserving 40 slots for KDOT Consultants. First come first
- Please limit your requests to no more than 2 persons per office.
- PDH hours will be awarded.
| SPIRAL COLUMN REINFORCING
Tables used to calculate spiral cage quantitites are found in the latest version
of the Bridge Design Manual (the CD) in Appendix D, Attachment D-4. Please
destroy any old hard-copy versions of these tables.
| MEMO TO CONSULTANTS
All engineering consultants and geologists that work on federal-aid bridge
projects administered by KDOT are invited to attend a meeting to discuss
possible geology policy revisions. This is an opportunity for you to have input
concerning these revisions. Engineering consultants are asked to notify and
encourage geologists that they work with to attend. KDOT geologist and
geotechnical engineers will be in attendance.
The meeting will be held on January 6, 2000 from 10 AM to 3 PM at the Kansas
National Guard Armory, State Defense Building, 2800 South Topeka Blvd. in
| SI BOLTING - UPDATE
The following policy applies to January, 2000 lettings
The State Bridge Office will require SI bolts and bolt holes (We mean it this
time). Substituting US Customary bolts and holes will no longer be allowed on
the shop details. Use M24 heavy hex structural bolts for main member
connections. Use M20 heavy hex structural bolts for secondary member
connections. KDOT will standardize on the M24 and M20 bolts. Do
not use M22 bolts.
Use Direct Tension Indicators (DTI) on all high strength bolts. The State
Bridge Office is developing standard notes and Special Provisions. DTI's are
not required on anchor bolts.
Standard notes, grip tables, etc. will be made available on the net as they
US Customary bolts may still be used in repair/rehab work when it is the
| SUBSCRIBE TO THE
KDOT SBO LRFD DISCUSSION FORUM
Subscribe to the LRFD Implementation Discussion Forum. Subscribers can ask (Email)
questions on LRFD Implementation at KDOT. Subscribers will receive an Email
with all questions asked by any subscriber, and will receive answers to the
questions when posted by the KDOT SBO.
| Torsional Analysis
of Exterior Girders (TAEG)
|The final version of TAEG (Version 1.5) and the final report is complete. Some
Consultants may have an older version of the software and documentation. Please
get Version 1.5 if you are investigating an exterior girder for torsional loads
| State Bridge Office
The State Bridge Office would like to create an Email directory of Consultant
bridge designers for our internal use. The list would be posted on our
Intranet, therefore only KDOT staff would be able to access it, so you should
not get hit by salesmen or headhunters. If you would like to have your staff
added to our list, please Email names and addresses to us.
| Post-tensioned haunched
|Consultants and local governments should sign up for the post-tensioned
haunched slab class to be held on May 28th 1999.
| POLICY: Electronic
KDOT Metric Bridge Manual
|The KDOT Bridge Office will be distributing hard copy revisions to the Bridge
Manual in late February, 1999. These will be the last hard copy revisions to
the Manual. The KDOT Bridge Office is planning to move the KDOT Metric Bridge
Manual to an electronic format (CD-ROM) in the near future. It is anticipated
that revisions made in the summer of 1999 will be on CD only. Current Manual
owners, upon request, will receive a CD of the entire Metric Bridge Manual
including the new revisions, free of charge. New Manual orders will only be
available on CD at a cost of $25.00 each. Further instructions will be sent to
all Manual Owners with the February revisions.
| "BOXCAR" PRECAST BOX DESIGN SOFTWARE
|"BOXCAR" software used by the precast box industry has been updated and is now
acceptable for use on KDOT projects. Any BOXCAR version later than "BOXCAR
Version 1.95" is acceptable. KDOT will modify page 3-327 of the KDOT Metric
Bridge Manual to reflect this policy.
| SPECIAL PROVISIONS
ARE NOW ON THE INTERNET
of KDOT Special Provisions are available on KDOT's
web page. Drill down through "Doing Business", "Information
for Design Consultants", and "Special Provisions".
Or follow this link to Special Provisions and bookmark
| AASHTO LRFD Bridge
Construction Specifications, 1st Edition, 1998 (SI)
This Specification is now available from AASHTO. Contact AASHTO at (202)
624-5800 or at the AASHTO Web Page:
| AASHTO LRFD Bridge
Design Specifications, 2nd Edition, 1998
|This Specification is now available from AASHTO. The specifications are
available in both US Customray and SI Units. Contact AASHTO at (202) 624-5800
or at the AASHTO Web Page:
| SI DETAILING PRACTICE
|The KDOT State Bridge Office has changed detailing practice for four-digit SI
numbers. In the past, we suggested that the blank space holder be used on all
number greater than three digits. We have omitted the blank space holder on
four-digit numbers for clarity. Five-digit numbers retain the blank space
| OLD METHOD
|| NEW METHOD
|1 456 mm
|3@1 500 mm
|25 000 mm
||25 000 mm (No change)
We will change our standard details during normal maintenance. We do not intend
for anyone to spend time reworking projects that are already partially detailed
under the previous nomenclature.
| AASHTO Guide Specification
for Design of Pedestrian Bridges
|This Guide Specification, dated August, 1997, is now available from AASHTO.
Contact AASHTO at (202) 624-5800 or at the AASHTO Web Page:
| SPECIAL PROVISION
SECTION 703 - REINFORCING STEEL Page 428, Subsection 703.04, TABLE 1 is deleted
and is replaced with a new TABLE 1 with a footnote
The footnote has caused some confusion...
If plans were prepared with pre-1995 SI Metric rebar (10, 15, 20, 25, 30, 35,
45, and 55) the 10M bar cannot be converted without knowing the bars useage.
- Spirals, confinement stirrups: tight bending tolerances - Use #10 - ie column
spirals, corral rail torsion stirrups, P/S beam confinement
- Straight bars, shear stirrups: nominal rebar tolerances - Use #13 - ie
abutment, pier & girder shear stirrups
If it is not obvious how to convert the 10M bar, contact the State Bridge
| SPECIAL PROVISION
PROJECT SPECIFICATIONS - CONCRETE
If structural concrete is designated as Class AAA or Class AAA(AE) Concrete on
the plans, furnish concrete as per the Standard Specifications for such. NOTE:
The f'c should be shown as 28 MPa on the plans. If f'c is shown as 30 MPa, the
above still applies.
This includes RCB standards, and US Customary plans designed for f'c = 4 ksi
which have been converted to SI Metric.
If structural concrete is designated as Concrete (Grade 30) or Concrete (Grade
30)(AE) on the plans, furnish concrete as per this Special Provision.
This includes all new designs using f'c = 30 MPa. New designs after 8-29-95 are
to use SI Metric concrete grades. (See SI Procedure Update Memo 95.8.3 8-29-95)
NOTE: The UNIT STRENGTH noted in the lab mix design requirements is intended to
produce a field concrete which meets or exceeds the f'c Grade required about
98% of the time. In other words, the lab mix design is at least two standard
deviations above the f'c Grade requirement.
| REINFORCING STEEL
The KDOT State Bridge Office will use Fy = 420 MPa for new designs effective
January 1, 1997. (Previously KDOT had published Fy = 400 MPa) ASTM has adopted
420 MPa. AASHTO has begun the process, but has not finalized the change yet.
Plans let after July 1, 1997 should show Fy = 420 MPa. Consultants will need to
change plan notes, bid items, etc. to reflect this change on plans let after
July 1, 1997. The State Bridge Office is in the process of updating Standard
Plans and notes.
| NHI 13061 - LRFD
CLASS VIDEOS AVAILABLE
|Video tapes of the LRFD class presented at Kansas University and telecast to
four satellite sites areavailable for $995. This class was 4.5 days in length.
| POLICY: REINFORCING
BAR SET ADOPTED BY KDOT
|"Old" Standards (RCBs, RCSH, inlets, etc.) will continue to use the ASTM
A615M-94 (Canadian Bars) until the Standards are replaced with revised sheets.
|Future "custom" designs will use the ASTM A615M-96 (soft converted US Customary
Bars) for pay mass and bar bending.
|"Custom" designs should begin converting to the -96 nomenclature, bending and
clearance dimensions, and pay mass. Lettings in calendar year 1997 will require
an "exception" to be granted.
|KDOT Special Provision 90M-165-R4 "REINFORCING STEEL", allows for both Bar Sets, and "Pay Mass" is as shown on
| POLICY: STANDARD
SPECIFICATIONS FOR HIGHWAY BRIDGES (16TH ED - 1996)
|The 16th Edition of the Standard Specifications for Highway Bridges is the
accepted standard of the State Bridge Office. Plan details and notes should be
revised to reflect the 16th Edition. Lettings in calendar year 1997 will
require an "exception" to be granted.
Last updated :
January 6, 2009