Handbook for Bridge Inspections - TSP2

More documents

Recommendations

Info

9.2 CONCRETE ELEMENTS Example 9.2-2 Unstable conditions have lead to movement in the abutment. The joint openings have become completely closed, and the spalling evident on the abutment and cross-girders indicates thai the superstructure is under continuous stress. Type of Damage: 202 Movement of concrete element Degree of Damage & Conseq uences: 2C Cause of Damage: 12 Erroreous calculation Procedures: Continuous taking of measurement s to fo llow developments. If these continue the infill behind the abutment will have to be rep laced within five years. Example 9.2-3 The backfil l contains frost susceptible materials below ground level with the resu lt that the abutment has been subject to movement, whilst the superstructure has suffered sideways movement because the connection between the bridge and the abutment is skewed. There are protruding kerb edges on the superstructure on the roadway. The structures' abi lity to withstand the movements is temporarily suffi cient, and the bridge's carrying capacity has not yet been affected. Type of Damage: 202 Movement of concrete element Degree of Damage & Conseq uences: 2M for Abutment 3T Superstructure Cause of Damage: I I Incorrect choi ce of materials Procedures: The intill behind the abutment should be replaced, and the superstructure jacked up within three years. Example 9.2-4 The pier cap has been deflected 55 mm in a longitudinal direction during a period of 40 years apparen tly because of ice loads. Type of Damage: 202 Movement Degree of Damage & Consequences: I C (for Piers) Cause of Damage: 65 Ice impact Procedures: Continuous fo llowing up. Handbook for Bridge Inspect ions 149
9.2 CONCRETE ELEMENTS 203 Deformation of Concrete Element The type of damage "Deformationy" covers bridge elements which have developed bowing whencompared to their original shape. They can consequently have been subj ected to additional loads or now have reduced carrying capacity. The consequence can be pennanent deflection of, for example, the main carrying element or the bridge deck etc. Cause of Damage • Design fault - under-designed elements or incorrect assumptions. • Construct ion fault - settlement of the scaffolding during construct ion; unintentionally applied loads. • Loads - overloading due to heavy vehicular loads; too thick an asphalt layer. • Accident impact - traffic colli sions. • In-service impacts - c.g. secondal)' damage due to subsidence for example. Possible Measurements • Levelling. Degree of Damage & Consequences Deformation of load bearing elements can be an indication of too Iowa carrying capacity or of overloading. The degree of damage assigned must be based on the severity of the defonnation and its probable further development. So far as continuous span bridges are concerned deformat ion of the superstructure due to subsidence in abutments/columns will affect carrying capacity . Calculations must be undertaken before deciding the degree of damage. In many instances differential subsidence has been taken into account during the design period and should therefore be included in the process of deciding the degree of damage. Deformation due to subsidence can also affect future maintenance costs since the long-term deformation of concrete caused by creep will make jacking procedures more difficult. Carrying capacity will not be affected by subsidence of scaffolding. Both traffic safety, maintenance costs and the environment can be affected byabnormallong-tenn deformation due to the bridge's fully laden weight. 150 Handbook for Bridge Inspections
Page 1 and 2:
Norwegian Public Roads Administrati
Page 3 and 4:
Copyright Copyright © 2000-01-1 2
Page 6:
Foreword Inspections of hridges are
Page 9 and 10:
5.4 Damage Eva luation 5.4.1 Primar
Page 11 and 12:
9.3.8 9.3.9 9.3. 10 9.3. 11 9.4 Sto
Page 13 and 14:
1. Inspection of Bridges Guidel ine
Page 16 and 17:
2 TERMINOLOGY Location System 2.1 T
Page 18 and 19:
Hangers / ® ® 23456189 Suspension
Page 20 and 21:
Figure 2. 1-9: Example of a Reflecl
Page 22 and 23:
3 Planning of Inspection Planning P
Page 24 and 25:
3.5 Inspection Resources and Safety
Page 26 and 27:
4. Inspection Tools & Access Equipm
Page 28 and 29:
4.1.3 Inspection Tools for General
Page 30 and 31:
4.1 .5 Inspection Tools for Special
Page 32 and 33:
The site conditions may decide whic
Page 34 and 35:
king load capacity of at least 300
Page 36 and 37:
Work Diagram for Bridge Lift ,....
Page 38 and 39:
When inspecting suspension bridges,
Page 40 and 41:
Suspended Working Platform Also sus
Page 42 and 43:
5 Damage Evaluation Fundamentals 5.
Page 44 and 45:
207 Leakage/dampness of concrete el
Page 46 and 47:
501 Settlement of timber element
Page 48 and 49:
809 Olher damage to the drain syste
Page 50 and 51:
These effects are presented in orde
Page 52 and 53:
The Development o f Damage It is im
Page 54 and 55:
Whatever types of damage are observ
Page 56 and 57:
5.6 Cause(s) of Damage The most com
Page 58 and 59:
49 Other insufficient maintenance 5
Page 60 and 61:
6 Carrying out Inspections Ba sis o
Page 62 and 63:
o Fig ure 6.1- 1: Honeycombing * Ho
Page 64 and 65:
6.2.2 Visual Checking The visual in
Page 66 and 67:
Stone Elements • Serious settleme
Page 68 and 69:
Parapets * Deformation due to traff
Page 70 and 71:
• Damage to slope protection •
Page 72 and 73:
• Cracks in timber members • Sp
Page 74 and 75:
• Discoloration • Loose or lack
Page 76 and 77:
load Bearing Cables • Broken stra
Page 78 and 79:
* Damage to the surface treatment F
Page 80 and 81:
Stone Elements Steel Elements Timbe
Page 82 and 83:
6.8 Maintenance Measures - Extent o
Page 84 and 85:
7 Surveys, Materials Tests & Instru
Page 86 and 87:
All the measurements and materials
Page 88 and 89:
Procedures Scope Equipment The thi
Page 90 and 91:
Procedures Scope Sag is measured us
Page 92 and 93:
grouting gun pushed all the way to
Page 94 and 95:
7.3.2 Measuring the Depth of Carbon
Page 96 and 97:
* The density of the concrete in re
Page 98 and 99:
Any dust should be extracted using
Page 100 and 101: Completion Surveys & Major Inspecti
Page 102 and 103: • Homogeneity of the binding agen
Page 104 and 105: Procedures In most cases it is suff
Page 106 and 107: Figure 7.3-17 E.wmpleQJRlIsl Level
Page 108 and 109: " ~ ~ ~ • E E u B ~ ~ u '" ~ 0
Page 110 and 111: Superstructure Surfaces most expose
Page 112 and 113: The sound waves can be transmitted
Page 114 and 115: Procedures The compress ive strengt
Page 116 and 117: Figllre 7.7-2: Thicklless ofSllrfac
Page 118 and 119: 8 Reporting the Results of Inspecti
Page 120 and 121: After carrying out a major inspecti
Page 122 and 123: 4.5 Statistical Background 4.6 Subm
Page 124 and 125: 8.5 Materials Testing As with measu
Page 126 and 127: Drilling cores In this instance an
Page 128 and 129: ECP-Measurements For the presentati
Page 130 and 131: 9 DAMAGE EVALU ATION CATALOGUE Th
Page 132 and 133: 9.1 ELEMENTS IN THE GROUND 101. Sub
Page 134 and 135: 102. Obstruction of Waterway 9.1 EL
Page 136 and 137: 9.1 ELEMENTS IN THE GROUND 103. Sco
Page 138 and 139: 9.1 ELEMENTS IN THE GROUND Original
Page 140 and 141: 9.1 ELEMENTS IN THE GROUND Example
Page 142 and 143: 9.1 ELEMENTS IN THE GROUND 104. Ina
Page 144: 9.1 ELEMENTS IN THE GROUND 109. Oth
Page 147 and 148: 9.2 CONCRETE ELEMENTS 201 Settlemen
Page 149: 9.2 CONCRETE ELEMENTS 202 Movement
Page 153 and 154: 9.2 CONCRETE ELEMENTS Example 9.2-7
Page 155 and 156: 9.2 CONCRETE ELEMENTS Serious crack
Page 161 and 162: 9.2 CONCRETE ELEMENTS 205 Ruptures
Page 163 and 164: 9.2 CONCRETE ELEMENTS 206 Damage to
Page 165 and 166: 9.2 CONCRETE ELEMENTS 207 LeakagesJ
show all

Handbook for Bridge Inspections - TSP2

Create successful ePaper yourself

Delete template?

Save as template?