Post-Extreme Event Damage Assessment and Response for Highway Bridges (2016) / Chapter Skim
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From page 91... ...
91 APPENDIX A4 Overview of Selected Emergency Response Plans 1. Iowa DOT Emergency Response Manual for Over Height Collisions to Bridges 2.
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From page 92... ...
Office of Bridges and Structures Emergency Response Manual for Over Height Collisions to Bridges Issue Date: September 11, 2014 Developed By:
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From page 94... ...
Emergency Response Manual for Over Height Collisions to Bridges Table of Contents i September 2014 TABLE OF CONTENTS CHAPTER 1 OVERVIEW AND DEFINITIONS .......................................................................................................... 1-1 1.1 Purpose of Manual .........................................................................................................................
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Emergency Response Manual for Over Height Collisions to Bridges Table of Contents ii September 2014 3.4.1 Loads ............................................................................................................................... 3-5 3.4.2 Geometric Constraints .....................................................................................................
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Emergency Response Manual for Over Height Collisions to Bridges Table of Contents iii September 2014 Figure 3.2. Partial Steel Beam Removal and Replacement ......................................................................................
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From page 97... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 1 – Overview and Definitions 1-1 September 2014 CHAPTER 1 OVERVIEW AND DEFINITIONS 1.1 PURPOSE OF MANUAL On a fairly regular basis, bridges spanning State of Iowa (State)
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From page 98... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 1 – Overview and Definitions 1-2 September 2014 state personnel depending on the severity of an incident on the state transportation system, the level of disruption or lane closures, and whether the incident involves a hazardous materials spill. 1.2.2 Abbreviations and Acronyms The abbreviations and acronyms used in this manual are defined in Table 1.2.2.
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From page 99... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 1 – Overview and Definitions 1-3 September 2014 In addition to damage to the steel members themselves, impact damage can affect the concrete deck. Concrete cracking or spalling along the interface between the top flanges of the steel beams and the bottom of the bridge deck should be investigated.
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From page 100... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-1 September 2014 CHAPTER 2 RESPONSE PROCEDURES 2.1 EMERGENCY RESPONSE VARIABLES A wide range of variables could affect the type and magnitude of response that is associated with an over height vehicle impact. The initial response and clean-up stage could be affected by whether personal injury, fire, or hazardous materials spills are involved with the collision.
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From page 101... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-2 September 2014 Figure 2.2-1. Initial Emergency Response Flow Chart
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From page 102... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-3 September 2014 Figure 2.2-2. Detailed Bridge Assessment Flow Chart
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From page 103... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-4 September 2014 Figure 2.2-3. Repair Design and Contract Letting Flow Chart 2.3 STATE OF IOWA AND IOWA DOT EMERGENCY RESPONSE PLAN FOR MAJOR EVENTS 2.3.1 State of Iowa Emergency Response Plan The Iowa Homeland Security and Emergency Management Division has developed an overall Iowa Emergency Response Plan (Plan)
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Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-5 September 2014 In addition to a basic emergency response plan, the overall Plan addresses 15 Emergency Support Functions (ESFs) essential to State operations.
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From page 105... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-6 September 2014 x Full closure of both lanes for a two-lane primary road with an expected duration greater than 8 hours x A hazardous materials (HazMat) incident that is a risk to public safety (evacuation)
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From page 106... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-7 September 2014 designee should determine if the road is to be closed or detoured, if a HazMat spill is involved, if additional signing is needed, if field personnel are needed for cleanup operations, if other assistance is needed of District personnel by the incident commander, and what notifications are to be made. Once the site is secured, immediate rescue operations are concluding, and efforts begin to transition to recovery and a return to restricted or normal traffic operations, it would be expected that control of the site would transition to Iowa DOT personnel, specifically the area Highway Maintenance Supervisor.
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From page 107... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-8 September 2014 The Statewide Operations Center should be made aware of any hazardous spill so that they can notify the proper authorities, such as the Iowa Department of Natural Resources or the United States Environmental Protection Agency. Any follow-up incident reports to comply with Federal regulations would then be generated by the Iowa DOT Office of Location and Environment.
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From page 108... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-9 September 2014 For major incidents in which the Office of Strategic Communications is involved, personnel from that office will work with the local District Engineer to identify who at the District level is authorized to communicate directly with the press. This function may be handled directly by the District Engineer or may be designated to the District Field Service Coordinator or possibly an area Highway Maintenance Supervisor who may be on site.
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From page 109... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-10 September 2014 Considerations for restricting traffic on the bridge: x Extent of damage to supporting girder(s) x Location of damaged girder(s)
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From page 110... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-11 September 2014 be employed to restrict lanes under the bridge or a canvas diaper or debris net should be installed under the damaged area to catch any additional falling concrete debris. Severe damage to one or more beams will typically necessitate closing the overhead bridge and the route under the bridge.
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From page 111... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-12 September 2014 If the damage is severe or possibly severe, the District should immediately report the damage by telephone to the Bridge Maintenance and Inspection Engineer or the State Bridge Engineer in OBS to make an initial decision whether to allow traffic on the damaged bridge and whether to allow traffic below the bridge. OBS would then assign a lead design engineer for the repairs and begin to assemble information for the existing structure based on as-built plans and past inspection records stored in the Structure Inventory and Inspection Management System (SIIMS)
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From page 112... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-13 September 2014 A key element of assessing the condition of the bridge and extent of damage includes thoroughly documenting the damage with digital photography. The following guidelines should be used for providing effective damage photographs.
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From page 113... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-14 September 2014 x If no cracks are visible, but may be suspected, perform nondestructive testing (NDT) of the damaged area to check for non-visible cracks.
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From page 114... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-15 September 2014 x Review traffic restrictions to make sure they are adequate and whether it is necessary to continue traffic restrictions. x Recommend whether a diaper or net should be installed to protect motorists from loose concrete.
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From page 115... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-16 September 2014 o Horizontal crack at the junction of the web and the top flange of a prestressed concrete beam narrower than 1/16 inch o Up to 2 of the bottom flange strands are severed or partially severed x Severe damage – beam replacement o Severe concrete spalling including exposed stirrups and strands o Through cracking of bottom flange extending into the upper half of the web o Horizontal crack at the junction of the web and the top flange of a prestressed concrete beam wider than 1/16 inch o Excessive loss of concrete section o More than 2 of the bottom flange strands are severed or partially severed 2.9.3 Repair/Replacement Options Tied to Levels and Types of Damage The following subsections include photographs depicting various levels of impact damage that could be expected for both steel beam/girder bridges and for prestressed concrete beam bridges. Repair options are presented for each level of damage.
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From page 116... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-17 September 2014 Figure 2.9.3.1-2 shows a moderately bent bottom flange with some web distortion. If this type of damage did not include any fractures or tears to the steel members and if the extent of the distortion was not too severe, often this type of damage would be repaired with heat straightening, which would combine controlled heat with some internal or external restraining forces to return the member to its original geometry.
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From page 117... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-18 September 2014 Figure 2.9.3.1-3. Damaged Diaphragm Member Figure 2.9.3.1-3 shows a damaged and distorted diaphragm member.
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From page 118... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-19 September 2014 Figure 2.9.3.1-4. Out of Plane Bending with Web Tear Figure 2.9.3.1-5 shows spalling to the underside of the bridge deck in the cantilevered section of the deck and cracking along the interface between the top flange of the steel beam and the bottom of the bridge deck.
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From page 119... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-20 September 2014 2.9.3.2 Prestressed Concrete Beam Repair Options Figure 2.9.3.2-1. Installation of Drape to Catch Loose Debris Over height vehicle damage to prestressed concrete beam bridges inevitably results in some degree of concrete spalling with loose concrete that could provide a hazard to traffic below.
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From page 120... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-21 September 2014 Figure 2.9.3.2-2 depicts typical minor spalling that may occur along the bottom flange of a prestressed concrete beam. In a case such as this, no mild reinforcing steel or prestressing strands have been exposed or damaged.
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From page 121... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-22 September 2014 As impact damage to a prestressed concrete beam bridge becomes more substantial, it can be expected that larger spalls may occur, often exposing mild reinforcing steel or prestressing strands as shown in Figure 2.9.3.2-3. Iowa DOT employs a few repair strategies for these types of damage to restore the damaged beam to its original properties.
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From page 122... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-23 September 2014 Over height vehicle impacts to prestressed concrete beam bridges may be severe enough to initiate displacement of a concrete beam. Often when the beam tries to displace, a crack may form at the interface of the beam web with the top flange of the beam as show in Figure 2.9.3.2-4.
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From page 123... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-24 September 2014 Generally, the most severe damage to prestressed concrete beam bridges involves extensive spalls and girder cracking that severs mild reinforcing steel and prestressing strands as shown in Figure 2.9.3.2-5. If beam damage involves severing of two or more prestressing strands, a possible temporary repair alternative may involve patching of the beam spalls, epoxy grouting beam cracks, and either splicing the severed prestressing strands or supplementing the damaged strands with external prestressing.
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From page 124... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-25 September 2014 Figure 2.9.3.2-6. Severe Prestressed Beam Damage with Excessive Concrete Section Loss Figure 2.9.3.2-7.
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From page 125... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-26 September 2014 2.10 ASSESSING BRIDGE REPAIR VS. BRIDGE REPLACEMENT Several factors would be considered to determine whether to repair or replace the damaged bridge.
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From page 126... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-27 September 2014 x The work is of a specialized nature in which fewer than five contractors engage. x Iowa DOT solicits written bids from all available contactors engaged in the specialized work.
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From page 127... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 2 – Response Procedures 2-28 September 2014 2.12.1 Iowa DOT Project Number for Inspection/Design Services In an effort to capture in-house costs for the design effort to repair a damaged bridge, an Iowa DOT project number should be opened as early in the process as possible to track costs for the repair project. 2.12.2 Federal Aid Considerations Federal Emergency Relief (ER)
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From page 128... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 3 – Steel Beam or Girder Bridge Repair 3-1 September 2014 CHAPTER 3 STEEL BEAM OR GIRDER BRIDGE REPAIR 3.1 USE OF TEMPORARY STRONG BACKS Over height vehicle collisions to steel beam or steel plate girder bridges may result in damage to the steel beams or girders that may compromise the load carrying capacity of the bridge. This may be due to steel members being torn or members being severely bent such that the strong axis moment of inertia is compromised.
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From page 129... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 3 – Steel Beam or Girder Bridge Repair 3-2 September 2014 1090 and 1091. The combined strong back beam was computed to have a factored bending and shear resistance of 2,113 kip-feet and 532 kips, respectively, based on the AASHTO Load and Resistance Factor Design (LRFD)
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From page 130... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 3 – Steel Beam or Girder Bridge Repair 3-3 September 2014 Figure 3.2. Partial Steel Beam Removal and Replacement For the longitudinal web splice depicted in Figure 3.2 that connects the existing top and the new bottom portions of the beam web, the spacing of 7/8-inch diameter A325 bolts in double shear was analyzed to satisfy horizontal shear of the beam at various locations.
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From page 131... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 3 – Steel Beam or Girder Bridge Repair 3-4 September 2014 For this continuous steel I-beam bridge, the south exterior beam previously had been damaged and strengthening plates previously had been bolted to the web and bottom flange at a diaphragm location adjacent to the new impact location. The new impact created a tear in the bottom flange of the beam and also caused out-of-plane distortion to the web plate in the lower one-third to one-half of the web depth.
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From page 132... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 3 – Steel Beam or Girder Bridge Repair 3-5 September 2014 Figure 3.4-2 shows a shoring tower placed to support the end span of a three-span continuous steel beam bridge. In this particular case, a portion of the bridge deck in the damaged center span had to be removed to allow total replacement of the positive moment field sections for several damaged beam lines.
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From page 133... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 3 – Steel Beam or Girder Bridge Repair 3-6 September 2014 superstructure in relation to the roadway below. Lane and shoulder lines for the roadway below should be indicated and any required clearances to those lane and shoulder lines should be designated.
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From page 134... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 3 – Steel Beam or Girder Bridge Repair 3-7 September 2014 generally requires multiple cycles of heat and restraint to incrementally return the member back to its original shape. Steel should be allowed to cool to 120 degrees Celsius (qC)
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From page 135... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 3 – Steel Beam or Girder Bridge Repair 3-8 September 2014 3.7 COLD JACKING In the past, selective use of cold jacking has been utilized by Iowa DOT to return a distorted section of steel beam or plate girder to its original shape. Examples of this type of procedures are for Linn County Design 2570 and Linn County Design 673 (IA 13 over US-30)
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From page 136... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 4 – Prestressed Concrete Beam Bridge Repair 4-1 September 2014 CHAPTER 4 PRESTRESSED CONCRETE BEAM BRIDGE REPAIR 4.1 TEMPORARY SHORING TOWERS Section 3.4 of this manual includes a discussion on the use of temporary shoring towers for repairs of steel beam and plate girder bridges. The information provided in Section 3.4, including the discussion of loads for sizing shoring towers, geometric constraints to be considered, and protecting shoring towers from traffic is also applicable to repairs to prestressed concrete beam bridges.
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From page 137... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 4 – Prestressed Concrete Beam Bridge Repair 4-2 September 2014 Areas to receive the FRP laminate must be free from fins, sharp edges, or protrusions that will cause voids or depressions behind or within the installed FRP laminate or that might cause damage to the FRP fibers. Typically, the outside corners of the bottom flange are rounded to a 0.75-inch minimum radius, and inside corners where the bottom flange chamfers meet the beam web are also ground smooth to ensure proper adhesion between the FRP laminate and the concrete surface.
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From page 138... ...
Emergency Response Manual for Over Height Collisions to Bridges Chapter 4 – Prestressed Concrete Beam Bridge Repair 4-3 September 2014 For this type of repair, unsound concrete is removed from the spalled area, the area to be restored is cleaned, and the surface is prepared. Care should be taken to prevent additional damage to surrounding concrete, mild reinforcing steel, or prestressing strands.
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From page 139... ...
Emergency Response Manual for Chapter 5 – Related Types of Bridge Damage and Over Height Collisions to Bridges Other Bridge Types 5-1 September 2014 CHAPTER 5 RELATED TYPES OF BRIDGE DAMAGE AND OTHER BRIDGE TYPES 5.1 OTHER TYPES OF DAMAGE Bridges can incur damage due to other events besides impact damage from over height vehicles. Bridges may incur damage from other man-made or natural events, from ongoing deterioration due to corrosion, or simply from wear and tear.
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From page 140... ...
Emergency Response Manual for Chapter 5 – Related Types of Bridge Damage and Over Height Collisions to Bridges Other Bridge Types 5-2 September 2014 Figure 5.1.1. Collapse of I-880 Bridge in San Francisco from Fire Damage Unlike steel members that can recover their properties up to a certain temperature threshold, the post-fire strength of concrete, once it cools down, does not recover like the post-fire strength of steel.
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From page 141... ...
Emergency Response Manual for Chapter 5 – Related Types of Bridge Damage and Over Height Collisions to Bridges Other Bridge Types 5-3 September 2014 5.1.2 Impact to Bridge Pier Columns Another type of incident that may warrant an emergency response for a bridge is when a truck or other vehicle crashes into a bridge pier or pier column. Although the current AASHTO LRFD Bridge Design Specifications require bridge piers adjacent to roadways to be designed for a 600 kip impact load, previous bridge design specifications did not require such a robust design, and a direct impact with a bridge column could jeopardize the stability of an existing bridge.
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From page 142... ...
Emergency Response Manual for Chapter 5 – Related Types of Bridge Damage and Over Height Collisions to Bridges Other Bridge Types 5-4 September 2014 5.1.4 Flood Scour Damage Damage to bridges from flood scour events likely would come with more warning than a sudden event like an over height collision because of the increased monitoring and required action plans for bridges deemed as scour critical. The use of underwater inspections and event-triggered monitoring generally provides bridge maintenance staff more time to respond to scour susceptible bridges and to implement corrective actions before a bridge closure is necessary.
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Emergency Response Manual for Chapter 5 – Related Types of Bridge Damage and Over Height Collisions to Bridges Other Bridge Types 5-5 September 2014 Figure 5.1.5. Barge Lodged Across the Mississippi River Channel Parallel to IA-9 Lansing Bridge 5.2 OTHER BRIDGE TYPES Although the focus of this manual is on damage to steel beam bridges and prestressed concrete beam bridges, there are a number of other bridge types present on the State and U.S.
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From page 144... ...
Emergency Response Manual for Chapter 5 – Related Types of Bridge Damage and Over Height Collisions to Bridges Other Bridge Types 5-6 September 2014 Figure 5.2.2. Continuous Concrete Slab Overpass Reinforced concrete bridges subjected to an over height vehicle strike typically would experience concrete spalling and cracking as a result of the collision.
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From page 145... ...
Emergency Response Manual for Appendix A – Sample Concept Statements for Steel I-Beam Over Height Collisions to Bridges and Prestressed Concrete Beam Bridge Repairs A-1 September 2014 APPENDIX A SAMPLE CONCEPT STATEMENTS FOR STEEL I-BEAM AND PRESTRESSED CONCRETE BEAM BRIDGE REPAIRS
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Form 000021wd 4-96 IOWA DEPARTMENT OF TRANSPORTATION To Office District <#> Date |
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Form 000021wd 4-96 IOWA DEPARTMENT OF TRANSPORTATION To Office District 4 Date December 5, 2012 Attention Jim Bane Ref No. Pottawattamie County BRFN-059-39330-39-78 From Dean Bierwagen PIN 13-78-059-010 Design No.
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Pottawattamie 713 Concept Statement Page 2 – December 5, 2012 Beam No. 1 (West Exterior)
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Pottawattamie 713 Concept Statement Page 3 – December 5, 2012 cc: Troy Jerman, District 4 Don Stevens, District 4 Delmar Gettler, District 4 M Kennerly, Design J
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Pottawattamie 713 Concept Statement Page 4 – December 5, 2012 Photo No. 1 (East Exterior Beam Looking South)
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Pottawattamie 713 Concept Statement Page 5 – December 5, 2012 Photo No. 3 (East Interior Beam Looking West)
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Pottawattamie 713 Concept Statement Page 6 – December 5, 2012 Photo No. 5 (Diaphragm 3, Bay 2, Looking South)
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Pottawattamie 713 Concept Statement Page 7 – December 5, 2012 Photo No. 7 (West Interior Beam, Impact Location Looking East)
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Form 000021wd 4-96 IOWA DEPARTMENT OF TRANSPORTATION To Office District 6 Date December 20, 2011 Attention Jim Schnoebelen Ref No. Linn County IMN-360-6(281)
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Linn 512 Concept Statement Page 2 – December 20, 2011 The east intermediate concrete diaphragm between the south exterior beam and first interior beam is cracked (Photo 13, 14, and 15)
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Linn 512 Concept Statement Page 3 – December 20, 2011 G Novey, Bridges and Structures J McClain, Bridges and Structures W
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Linn 512 Concept Statement Page 4 – December 20, 2011 Photo Attachments Photo 1: North Exterior Beam, North Side, Looking South. Photo 2: North Exterior Beam, North Side.
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Linn 512 Concept Statement Page 5 – December 20, 2011 Photo 3: North Exterior Beam, South Side. Photo 4: North Exterior Beam, South Side.
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Linn 512 Concept Statement Page 6 – December 20, 2011 Photo 5: North Exterior Beam, Bottom Flange. Photo 6: South Exterior Beam, South Side, Looking North.
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Linn 512 Concept Statement Page 7 – December 20, 2011 Photo 7: South Exterior Beam, Bottom Flange. Photo 8: South Exterior Beam, South Side.
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Linn 512 Concept Statement Page 8 – December 20, 2011 Photo 9: South Exterior Beam, South Side. Photo 10: South Exterior Beam, South Side.
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Linn 512 Concept Statement Page 9 – December 20, 2011 Photo 11: South Exterior Beam, North Side. Photo 12: South Exterior Beam, North Side.
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Linn 512 Concept Statement Page 10 – December 20, 2011 Photo 13: South Exterior Beam, North Side, Looking East. Photo 14: South Exterior Beam, North Side.
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Linn 512 Concept Statement Page 11 – December 20, 2011 Photo 15: South Exterior Beam, North Side, Looking West.
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Emergency Response Manual for Over Height Collisions to Bridges Appendix B – Critical Findings Report B-1 September 2014 APPENDIX B CRITICAL FINDINGS REPORT
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Emergency Response Manual for Over Height Collisions to Bridges Appendix B – Critical Findings Report B-2 September 2014
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Emergency Response Manual for Over Height Collisions to Bridges Appendix C – Damage Inspection Notes - Template B-1 September 2014 APPENDIX C DAMAGE INSPECTION NOTES - TEMPLATE
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Page 1 of 2 Damage Inspection Notes Inspection date: ________________ Date damage occurred: ________________ Structure number: _________________________________ Structure description: ___________________________________________________________ _____________________________________________________________________________ Structure location: _____________________________________________________________ _____________________________________________________________________________ Inspectors/personnel present: Bridges and Structures: _________________________________________________________ District: _______________________________________________________________________ Other: ________________________________________________________________________ Nature of damage: Deterioration/age __ Vehicle/vessel impact __ Other ________________________________ Accident report available __ Responsible party identified __ Clearance ___________________ Location of damage on structure: __________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ Description of damage: __________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ Immediate actions taken: _________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________
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Page 2 of 2 Immediate traffic impacts: ________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ Long term actions needed: ________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ Long term traffic impacts:_________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ Attachments: Additional information __ Photos __ Sketches __ Completed by: ______________________ Date: _______________
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From page 171... ...
Emergency Response Manual for Appendix D – Strong Back Details for Over Height Collisions to Bridges Damaged Steel Beam/Girder Bridges D-1 September 2014 APPENDIX D STRONG BACK AND SUPPORT BEAM DETAILS FOR DAMAGED BRIDGES
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Emergency Response Manual for Appendix D – Strong Back Details for Over Height Collisions to Bridges Damaged Steel Beam/Girder Bridges D-2 September 2014
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Emergency Response Manual for Appendix D – Strong Back Details for Over Height Collisions to Bridges Damaged Steel Beam/Girder Bridges D-3 September 2014
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Emergency Response Manual for Appendix D – Strong Back Details for Over Height Collisions to Bridges Damaged Steel Beam/Girder Bridges D-4 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-1 September 2014 APPENDIX E CALCULATIONS FOR STRONG BACK BEAM, SUPPORT BEAM, AND STEEL BEAM WEB SPLICE
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-2 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-3 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-4 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-5 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-6 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-7 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-8 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-9 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-10 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-11 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-12 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-13 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-14 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-15 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-16 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-17 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-18 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-19 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-20 September 2014
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Emergency Response Manual for Appendix E – Calculations for Strong Back Beam, Over Height Collisions to Bridges Support Beam, and Steel Beam Web Splice E-21 September 2014
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Emergency Response Manual for Appendix F – Sample Developmental and Over Height Collisions to Bridges Special Provisions F-1 September 2014 APPENDIX F SAMPLE DEVELOPMENTAL AND SPECIAL PROVISIONS
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Emergency Response Manual for Appendix F – Sample Developmental and Over Height Collisions to Bridges Special Provisions F-2 September 2014
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Emergency Response Manual for Appendix F – Sample Developmental and Over Height Collisions to Bridges Special Provisions F-3 September 2014
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Emergency Response Manual for Appendix F – Sample Developmental and Over Height Collisions to Bridges Special Provisions F-4 September 2014
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Emergency Response Manual for Appendix F – Sample Developmental and Over Height Collisions to Bridges Special Provisions F-5 September 2014
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Emergency Response Manual for Appendix F – Sample Developmental and Over Height Collisions to Bridges Special Provisions F-6 September 2014
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From page 202... ...
Emergency Response Manual for Appendix F – Sample Developmental and Over Height Collisions to Bridges Special Provisions F-7 September 2014
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From page 203... ...
Emergency Response Manual for Appendix G – Partial Reference List of Past Iowa DOT Over Height Collisions to Bridges Over Height Vehicle Collision Repairs G-1 September 2014 APPENDIX G PARTIAL REFERENCE LIST OF PAST IOWA DOT OVER HEIGHT VEHICLE COLLISION REPAIRS
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From page 204... ...
E m er ge nc y R es po ns e M an ua l f or A pp en di x G – P ar tia l R ef er en ce L is t o f P as t I ow a D O T O ve r H ei gh t C ol lis io ns to B rid ge s O ve r H ei gh t V eh ic le C ol lis io n R ep ai rs G -2 S ep te m be r 2 01 4 Co un ty Lo ca tio n FH W A Br id ge N o.
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From page 205... ...
E m er ge nc y R es po ns e M an ua l f or A pp en di x G – P ar tia l R ef er en ce L is t o f P as t I ow a D O T O ve r H ei gh t C ol lis io ns to B rid ge s O ve r H ei gh t V eh ic le C ol lis io n R ep ai rs G -3 S ep te m be r 2 01 4 Co un ty Lo ca tio n FH W A Br id ge N o.
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From page 206... ...
E m er ge nc y R es po ns e M an ua l f or A pp en di x G – P ar tia l R ef er en ce L is t o f P as t I ow a D O T O ve r H ei gh t C ol lis io ns to B rid ge s O ve r H ei gh t V eh ic le C ol lis io n R ep ai rs G -4 S ep te m be r 2 01 4 Co un ty Lo ca tio n FH W A Br id ge N o.
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From page 207... ...
Emergency Response Manual for Over Height Collisions to Bridges Appendix H – References H-1 September 2014 APPENDIX H REFERENCES
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From page 208... ...
Emergency Response Manual for Over Height Collisions to Bridges Appendix H – References H-2 September 2014 CHAPTER 1 OVERVIEW AND DEFINITIONS CHAPTER 2 RESPONSE PROCEDURES 2.4.1 State of Iowa Emergency Response Plan Iowa Homeland Security and Emergency Management Division.
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From page 209... ...
Emergency Response Manual for Over Height Collisions to Bridges Appendix H – References H-3 September 2014 Connor, Robert, Michael Urban, Eric Kaufmann.
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From page 210... ...
StateAidEmergencyRelief(ER) Procedures (RevisedJuly2013)
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ERPROJECTPROCEDURES ERprojectproceduresdifferdependingonthetypeofrepair.Forpermanentrepairsperformed concurrentlywithemergencyrepairs,followtheemergencyrepairsprocedures(thefederalcostshareis differentforemergencyandpermanentrepairs,eventhoseatthesamelocation) . EmergencyRepairs Emergencyrepairsarerepairsmadeduringandimmediatelyfollowingadisastertorestoreessential traffic,tominimizetheextentofdamage,ortoprotecttheremainingfacilities.SeeAppendixBformore details. 1.
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From page 212... ...
15. TheDSAEcompletesaFinalInspectionReportwithintwelveweeksofthecompletionofthe emergencyrepairs. PermanentRepairs Permanentrepairsarerepairsundertakentorestorethehighwaytoitspreexistingcondition. PermanentrepairsshallbeperformedonlybytheDelegatedContractProcess(DCP)
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From page 213... ...
APPENDICES APPENDIXA–ERProgrammaticAgreement APPENDIXB–EmergencyRepairsvs.PermanentRepairs APPENDIXC–ContractingMethods APPENDIXD–DetailedDamageInspectionReport
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From page 221... ...
APPENDIXB–EMERGENCYREPAIRSVS.PERMANENTREPAIRS BothemergencyrepairsandpermanentrepairsareeligibleforERfunds.Itisimportanttodistinguish betweenemergencyandpermanentrepairsbecauseemergencyrepairsaccomplishedduringthefirst 180daysaftertheoccurrenceofthedisasterarefundedatahigherfederalshare. EmergencyRepairs Emergencyrepairsarerepairsmadeduringandimmediatelyfollowingadisasterto: 1) Restoreessentialtraffic, 2)
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From page 222... ...
APPENDIXC–CONTRACTINGMETHODS EmergencyRepairs Under23CFR668.105(i) ,emergencyrepairworkmaybeaccomplishedbythecontract,negotiated contract,ortransportationagencyforceaccountmethodasdeterminedbythetransportationagencyas bestsuitedtoprotectthepublichealthandsafety. Statesshalladvertisetheworkforemergencyrepairswherefeasible.Wheretimeandconditions warrant,Statearestronglyencouragedtofirstconsiderusingthecompetitivebiddingmethodof contractingforemergencyrepairs. Although23CFR635.204(b)
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From page 223... ...
standardrequirementofcompetitivebiddingandthreeͲweekadvertisementforbidsiswaived.A NegotiatedContractinvolvespreparationofabidpackage/proposal,receiptofpubliclyavailablebids, issueofacontract,andprocurementofbonds.Whiletheseprojectsneednotbeadvertised,atleast threecontractorsmustbeinvitedtosubmitaquote. StandardCompetitivelyBidContractorDCPProcessforLPAs Thismethodhasarequiredthreeweek(minimum) advertisementperiodforaproject.Theprojectmust beintheSTIP.APlans,Specifications,andEstimates(PS&E)
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From page 224... ...
DETAILEDDAMAGEINSPECTIONREPORT (Title23,FederalͲaidHighways) FHWADisasterNumber InspectionDate Location(Nameofroad,distancefromnearestintersection,milepost,etc.)
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From page 225... ...
Page2 Thefirstfourquestionsmustallbeanswered"yes"inordertobeapprovedbyMnDOTorFHWA.Thelastthreequestionsareasking forjustification.Inordertoadequatelyunderstandandanswerthelastthreequestions,youmayneedtoreviewtheFHWAER Manual(http://www.fhwa.dot.gov/reports/erm/) . YESNO 1.Isthereaminimumof$5,000inestimatedtotalcostforthissite(asitecanincludeseveraladjoininglocationswhere similardamage,relatedtothesamecause,hasoccurred)
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From page 228... ...
ANNEX G CETRP G-1 7/13 ANNEX G BRIDGE STRUCTURAL DAMAGE RESPONSE I PURPOSE To establish procedures MDOT employees will follow when notified by others of possible structural damage to a bridge or when such structural damage is discovered by MDOT personnel during the execution of their responsibilities.
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ANNEX G CETRP G-2 7/13 3. District (Bridge Damage)
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From page 230... ...
Appendix 1 ANNEX G CETRP G-3 7/13 BRIDGE EMERGENCY NOTIFICATION GUIDELINES A MEMA Communications/Duty Officer receives call regarding bridge incident involving a state maintained roadway.
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From page 232... ...
Appendix 2 ANNEX G CETRP G-4 7/13 BRIDGE STRUCTURAL DAMAGE EMERGENCY RESPONSE GUIDELINES A MDOT personnel that discover or advised of structural damage to a bridge shall contact one of the following in the order listed: (Note that when it is obvious to the MDOT employee that is initially aware of the structure's damage that a potential life threatening condition exists, that person should immediately take whatever steps necessary to prevent traffic from crossing over such structures and then proceed with contacting the appropriate MDOT personnel.)
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From page 233... ...
Appendix 2 ANNEX G CETRP G-5 7/13 2. Due to the extent of structural damage, the District Contact Person will determine if the situation warrants an immediate or delayed response.
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Appendix 3 ANNEX G CETRP G-6 7/13 MISSISSIPPI RIVER MILE MARKER STRIP MAP ADAMS BOLIVAR CLAIBORNE COAHOMA DESOTO FRANKLIN ISSAQUENA JEFFERSON SHARKEY TUNICA WARREN WASHINGTON WILKINSON Mile Marker 703.00 Mile Marker 715.00 Mile Marker 664.00 Mile Marker 620.00 Mile Marker 305.00 Mile Marker 324.00 Mile Marker 552.00 Mile Marker 507.50 Mile Marker 464.00 Mile Marker 461.00 Mile Marker 420.00 Mile Marker 377.00 Mile Marker 378.00 Mile Marker 390.50 R iv er Missis s i pp i M iss iss ipp i R iv er LOUISIANA LOUISIANA ARKANSAS TENNESSEE Mississippi County boundaries indicated by Mississippi River Mile Markers (nearest proximity) Grand Gulf Vicksburg Bridge Mile Marker 435.7 Natchez Bridge Mile Marker 363.3 / 363.29 Greenville Bridge Mile Marker 531.3 Helena Bridge Mile Marker 661.8
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From page 236... ...
Tab A Appendix 3 ANNEX G CETRP G-7 7/13 US 49 HELENA BRIDGE MILE MARKER 661.8 (Arkansas State Highway and Transportation Department maintains this bridge.)
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From page 238... ...
Tab B Appendix 3 ANNEX G CETRP G-8 7/13 US 82 GREENVILLE BRIDGE MILE MARKER 531.3 (Mississippi Transportation of Department maintains this bridge.)
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From page 240... ...
Tab C Appendix 3 ANNEX G CETRP G-9 7/13 I-20 VICKSBURG BRIDGE MILE MARKER 435.7 (Louisiana Department of Transportation and Development maintains this bridge.)
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Tab D Appendix 3 ANNEX G CETRP G-10 7/13 US 84 NATCHEZ BRIDGE MILE MARKER 363.3 (Mississippi Transportation of Department maintains this bridge.)
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Appendix 4 ANNEX G CETRP G-11 7/13 TENNESSEE-TOMBIGBEE WATERWAY MILE MARKER STRIP MAP Mile 310 Mile 315 Mile 325 Mile 335 Mile 345 Mile 350 Mile 375 Mile 410 Mile 425 Mile 445 Mile 450 TUPELO New Site Fulton Mantachie Mooreville GlenKossuth Burnsville Iuka Paden Rienzi Dennis Golden Belmont Tishomingo Jumpertown Booneville Wheeler Marietta Tremont Guntown Saltillo Plantersville Nettleton Okolona Smithville Hatley Gattman Greenwood Springs Becker Amory Aberdeen Prairie Hamilton Caledonia Steens Mayhew Artesia Crawford West Point Mississippi State Bigbee Valley Cliftonville 45 69 388 775 182 788 786 373 45 182 50 373 12 25 382 25 278 278 45 278 178 78 363 371 178 363 769 145 45 145 6 145 371 776 6 25 23 178 23 4 366 366370 348 366 371 348 30 362 4 30 365 364 30 364 793 350 779 356 367 356351 2 4 8 8 82 50 182 2 72 78 41 APD V LOWNDES MONROE LEE ITAWAMBA TISHOMINGO ALCORN PRENTISS 145 365 Baldwyn 25 25 25 45 45 379 V APD 45 ALT 45 ALT 172 145 792 792 760 766 370 785 25 774 767 4 245 76 145 278 278 795 45 ALT Mile 435 Mile 320 Mile 330 Mile 340 Mile 355 Mile 360 Mile 370 Mile 365 Mile 380 Mile 385 Mile 390 Mile 395 Mile 405 Mile 400 Mile 415 Mile 420 Mile 430 Mile 332 Mile 339 Mile 356 Mile 368 Mile 370 Mile 389 Mile 411 Mile 421 Mile 435 Mile 443 Mile 440 Tennessee Arkansas
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From page 246... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment Oregon Department of Transportation Emergency Operations Plan Annex G Bridge Damage Assessment
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From page 247... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment i Oregon Department of Transportation Emergency Operations Plan Annex G - Bridge Damage Assessment Bridge Section Procedures for Emergency Response TABLE OF CONTENTS Purpose ..........
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From page 248... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 1 Oregon Department of Transportation Emergency Operations Plan, Annex G - Bridge Damage Assessment ODOT Bridge Section Procedures for Emergency Response [Developed by: ODOT Bridge Section] PURPOSE The purpose of this document is to provide a list of personnel expectations and actions, when a major event involves bridges in the State of Oregon.
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From page 249... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 2 technical guidance to those in the field. For seismic events of a magnitude 6.0 or greater, this is anticipated to occur following all events with an epicenter within the State of Oregon or within 100 miles of the border thereof.
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From page 250... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 3 Step 4: Planning and Implementing Access: Devise a plan to mitigate all known hazards and assure that all team members fully understand the plan. Step 5: Working in a Confined Space: Review and comply with "ODOT Confined Space Program".
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From page 251... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 4 ODOT Identification Cards In possession of a DMV Identification Card with photo ID and working title 2. EMERGENCY RESPONSE NOTIFICATION Actions taken will depend on the distance from the epicenter, duration and magnitude of the shaking, and other factors.
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From page 252... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 5 the structure was built. For example, a bridge on bedrock experiences less movement that a bridge on loose sediments.
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From page 253... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 6 3. FIRST RESPONSE The Region Bridge Inspectors (RBIs)
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From page 254... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 7 Names and bridge locations used by the general populous does not always coincide with ODOT identifiers. If the event can be classified as widespread or when the Bridge Engineer or designee determines it is needed an inspector will be directed to either accompany an initial reconnaissance flight or interact with the local agency personnel.
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From page 255... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 8 guideline used by the personnel performing this level of inspection is whether they would feel safe driving on the bridge themselves and those shown on the Emergency Bridge Inspection Report Form. The personnel performing this level of inspection will take whatever action is deemed necessary, at the moment, to help protect the general public.
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From page 256... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 9 Engineering Section Personnel. The decision whether to keep a portion of a bridge open to traffic should only be made by a Licensed Professional Engineer.
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From page 257... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 10 agency ODOT RMS initials of inspector level I date 2/17 1430 time Translated: "A Level 1 inspection was made by an ODOT bridge maintenance person whose initials are R.M.S., at 2:30 PM local time on February 17th." If the tag is GREEN, the bridge appears to have little or no damage. The bridge maintenance person performing the inspection would feel quite comfortable crossing the bridge in a loaded truck and feels that it should remain open, with no restrictions.
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From page 258... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 11 NOTE: After the inspector is assured that the bridge has been physically closed, they should proceed on their pre-designated inspection route, to the next structure. agency ODOT RMS initials ODOT GLB level I II date 2/17 1430 time 2/17 1530 GREEN = Safe RED = Unsafe This figure indicates that another inspector made a subsequent inspection.
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From page 259... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 12 no further action is required. Red would mean the bridge is unsafe and needs extensive repairs or rehabilitation.
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From page 260... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 13 investigation team should consist of multi-disciplinary specialists that can be consulted to analyze failure modes, so the information can be incorporated into future design practices. If warranted, the ODOT Bridge Engineer will direct the following actions to be immediately implemented: 1.
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From page 261... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 14 Region 4 / 5 Communication Dispatch Center: OSP Eastern Regional Dispatch Center, Bend (541) 383-0121 ODOT Radio: Station 4 b.
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From page 262... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 15 SARDA Coordinator: (503)
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From page 263... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 16 Bridge that might still be able to carry vehicular traffic. This in-depth forensic investigation will involve utilizing Non-destructive Testing methods to determine the structural integrity of the bridge, and will be recorded as a Level III Inspection.
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From page 264... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 17 j. Conduct daily staff meetings to provide a brief summary of important events, decisions, agreements, and assignments.
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From page 265... ...
January 2010 ODOT Emergency Operations Plan, Annex G – Bridge Damage Assessment 18 Attached hereto is a copy of: x Earthquake Damage Assessment Report Form x Bridge Engineering Section Emergency Plan (Flowchart) x Bridge Damage Assessment Status Report Form
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From page 371... ...
Abbreviations and acronyms used without definitions in TRB publications: A4A Airlines for America AAAE American Association of Airport Executives AASHO American Association of State Highway Officials AASHTO American Association of State Highway and Transportation Officials ACI–NA Airports Council International–North America ACRP Airport Cooperative Research Program ADA Americans with Disabilities Act APTA American Public Transportation Association ASCE American Society of Civil Engineers ASME American Society of Mechanical Engineers ASTM American Society for Testing and Materials ATA American Trucking Associations CTAA Community Transportation Association of America CTBSSP Commercial Truck and Bus Safety Synthesis Program DHS Department of Homeland Security DOE Department of Energy EPA Environmental Protection Agency FAA Federal Aviation Administration FAST Fixing America's Surface Transportation Act (2015) FHWA Federal Highway Administration FMCSA Federal Motor Carrier Safety Administration FRA Federal Railroad Administration FTA Federal Transit Administration HMCRP Hazardous Materials Cooperative Research Program IEEE Institute of Electrical and Electronics Engineers ISTEA Intermodal Surface Transportation Efficiency Act of 1991 ITE Institute of Transportation Engineers MAP-21 Moving Ahead for Progress in the 21st Century Act (2012)
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From page 372... ...
TRANSPORTATION RESEARCH BOARD 5 0 0 F ifth S tre e t, N W W a s h in g to n , D C 2 0 0 0 1 A D D R ESS SER VICE R EQ UESTED NO N-PRO FIT O RG .
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Key Terms
This material may be derived from roughly machine-read images, and so is provided only to facilitate research.
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information on Chapter Skim is available.