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road_id Unique Road Identifier
survey_number Survey Number
contract_number Contract Number
project_id Project Identifier
latest Most Recent Modification
reading_date Date of field test reading
location Chainage or station
lane Lane Indicator, Note: S means test was taken on the shoulder
centre_line_offset Offset of test from road centre line (default left wheelpath)
nzmg_north NZMG Northing of test site
nzmg_east NZMG Easting of test site
elevation Elevation of test site
pressure FWD Load plate pressure (MPa)
temperature Asphalt temperature (Celcius)
disp0_reading Deflection (mm) at geophone 0
disp1_reading Deflection (mm) at geophone 1
disp2_reading Deflection (mm) at geophone 2
disp3_reading Deflection (mm) at geophone 3
disp4_reading Deflection (mm) at geophone 4
disp5_reading Deflection (mm) at geophone 5
disp6_reading Deflection (mm) at geophone 6
disp7_reading Deflection (mm) at geophone 7
disp8_reading Deflection (mm) at geophone 8
surface_desc Surface description
note Survey comment free format not associated with the readings
   
Rutting Severity of Rutting, Scale: 0 (None) - 4 (Failed), -1 (Not Recorded)
Cracking Severity of Cracking, Scale: 0 (None) - 4 (Failed), -1 (Not Recorded)
Shoving Severity of Shoving, Scale: 0 (None) - 4 (Failed), -1 (Not Recorded)
Drainage Severity of Drainage, Scale: 0 (Very Bad) - 4 (Very Good), -1 (Not Recorded)
Patching Presence of Patching and Pumping, -1= Not Recorded, 0 = No Patching or Pumping, 1 = Patching, 2 = Pumping, 3 = Patching and Pumping
Distress  
   
Compaction Compaction of pavement during successive FWD tests, measured as the ratio of the standard deflection under the the penultimate FWD impact to the standard deflection under the final impact Values much less than 1 indicate a loose or unstable surface layer
d0s Deflection (mm) of the central geophone after standardising to 40 kN impact, ie approximately equivalent to Benkelman Beam Austroads temperature correction applied if the surfacing is AC
d200s Deflection (mm) of the geophone at 200 mm offset standardised to 40 kN impact Austroads temperature correction applied if the surfacing is AC
d600s Deflection (mm) of the geophone at 600 mm offset standardised to 40 kN impact
Curvature Curvature Function (Austroads Chapter 10) Deflection (mm) of the central deflection minus deflection of geophone at 200 mm offset standarded to 40 kN impact Adjusted to equivalent Beam result with factor of 085 (MRWA) Austroads temperature correction applied if the surfacing is AC
normalisedCurvature Normalised Curvature Ratio of the Curvature Function to the Design Curvature (Austroads Chapter 10) for the design ESA For AC pavements, values greater than 1 indicate overlay is required to limit tensile stresses and values below 1 indicate over-design
h1 Layer 1 thickness (mm)
h2 Layer 2 thickness (mm)
h3 Layer 3 thickness (mm)
h4 Layer 4 thickness (mm)
verticalStrainLayer1 Vertical compressive strain at the centre of layer 1 (top layer)
verticalStrainLayer2 Vertical compressive strain at the centre of layer 2
verticalStrainLayer3 Vertical compressive strain at the centre of layer 3
verticalStrainLayer4 Vertical compressive strain at the centre of layer 4
verticalStrainSubgrade Vertical compressive strain at the top of layer 5 (subgrade)
tensileStrainLayer1 Horizontal tensile strain at the base of layer 1 (top layer)
tensileStrainRatio Ratio of tensile strain at base of layer 1 to the allowable stabilised strain
   
centralCompositeModulus Central Composite Modulus (MPa)
minimumCompositeModulus Minimum Composite Modulus (MPa)
E1excludingThinAC Modulus of layer 1 (top layer, MPa) excluding any thin AC surfacing
E1 Modulus of layer 1 (top layer, MPa)
E2 Modulus of layer 2 (MPa)
E3 Modulus of layer 3 (MPa)
E4 Modulus of layer 4 (MPa)
E5 Modulus of layer 5 - subgrade, evaluated at 1ESA load if non-linear (MPa)
C0 Subgrade modulus constant for non-linear material (MPa)
n Subgrade modulus exponent
subgradeModulusAASHTO Subgrade modulus (MPa) evaluated at the AASHTO Road Test standard of 6 psi
combinedModulusLinearElastic Average modulus (MPa) of all layers above the subgrade, if the subgrade is modelled as linearly elastic
subgradeModulusLinearElastic Average modulus (MPa) of the subgrade if it is assumed to be a linear elastic half-space
   
bowlRMS Error in bowl convergence if bowl fitting analysis method has been used
normalisedModularRatio Ratio of moduli between successive overlying layers, compared with Austroads expectations for a new pavement Used as a performance measure for new construction of unbound layers, or for network maintenance For new pavements, values greater than one indicate good construction (layers thicker or better compacted than average) Only valid when design thicknesses are input to the model For maintenance evaluation, repeat surveys each year, averaged over the network, provide a fair measure of whether the average condition of the pavement is deteriorating after allowance for seasonal effects
criticalLayer Layer which governs the life of the pavement, ie the layer with the highest strain in relation to the allowable strain for the design traffic (ESA)
criticalLayerAfterOverlay Layer which will govern the life of the pavement after M/4 overlay is applied, ie layer with the greatest predicted strains
   
CBR CBR using TRRL and the mean modulus of the subgrade
CBRAustroads CBR using the Austroads Guide (Mean Subgrade Modulus / 10)
CBRReconstruction CBR of the subgrade if the reconstruction depth is used (accounts for stress dependency of subgrade modulus)
SN AASHTO Structural Number
SNP Adjusted Structural Number (HDM4)
SNPEffective Effective Structrual Number, ie SNP downgraded if surface layer is susceptible to rapid degradation from shoving
SNPPaterson Modified Structural Number for use with HDM III (Paterson 1987)
SNPRegression SNP using regression relationships developed in 2001 on TNZ data
   
frictionCourseSuitability Suitability of existing unbound granular pavement with chip seal to withstand trafficking if overlain with thin friction course surfacing Uses RRU Bulleting 79 criteria 0 - unsuitable, 1- suitable only if low AADT, 2 moderate AADT, 3 high AADT
deflectionAfterGMPOverlay Predicted deflection after overlay using Austroads 107 (for AC) or 105 (unbound)
deflectionAfterOdemarkOverlay Predicted deflection after overlay using Odemark
   
overlayGranularGMP M/4 unbound granular basecourse overlay that limits vertical strains in the subgrade and also the overlying layers, to the pre-set strain criterion (Recommended method for most granular pavements)
overlayGranularGMPSubgrade M/4 unbound granular basecourse overlay (mm) that limits vertical strain in the SUBGRADE ONLY to the pre-set strain criterion, and then ensures the top layer modulus (CBR) conforms with TNZ supplement fig 102, this can produce very unconservative results and it is recommended that all layers should be evaluated (see column AW)
overlayGranularGMPFrictionCourse Total thickness of friction course (30 mm) plus M/4 unbound granular basecourse overlay (mm) that limits vertical strains in the subgrade and also the overlying layers, to the pre-set strain criterion
overlayGranularAustroads1992 M/4 unbound granular basecourse overlay (mm) based on Austroads Chapter 10 empirical charts based on central deflection only
overlayGranularAustroads2004 M/4 unbound granular basecourse overlay (mm) based on Austroads 2004 empirical charts based on central deflection only
overlayGranularTNZPrecedent M/4 unbound granular basecourse overlay (mm) using TNZ Supplement to the Austroads Guide, based on precedent traffic loading and takes account of local variations in subgrade strength, ideal for volcanic ash terrain but not valid unless past ESA is with known with some certainty - see website
overlayGranularSHPDRM M/4 unbound granular basecourse overlay (mm) using TNZ Supplement to the Austroads Guide, based on precedent traffic loading but does not take account of local variations in subgrade strength, ideal for volcanic ash terrain but not valid unless past ESA is with known with some certainty - see website
overlayOGPAGMP OGPA Overlay, based on GMP overlay factored by (M4 Overlay Modulus / OGPA Standard Modulus) ^ 0333
overlayACGMP Overlay thickness (mm) of asphaltic concrete required to limit vertical strains in all granular layers and tensile strains in the base of the AC Assumes all cracking is repaired prior to overlay
overlayACAustroads1992 Overlay thickness (mm) of asphaltic concrete required using Austroads check for central deflection and curvature function Assumes all cracking is repaired prior to overlay
overlayACAustroads2004 Overlay thickness (mm) of asphaltic concrete required using Austroads 2004 check for central deflection and curvature function Assumes all cracking is repaired prior to overlay
overlayACTRRL Overlay thickness (mm) of asphaltic concrete required using TRRL check for central deflection Assumes all cracking is repaired prior to overlay, 50% confidence default (for 90% confidence add 10mm)
overlayACAASHTO Overlay thickness (mm) of asphaltic concrete required using AASHTO structural capacity Assumes all cracking is repaired prior to overlay
   
depthStabilisation Depth of stabilisation required if no makeup metal added (NB Austroads recommends to still check that CBR 15 base is present)
depthStabilisationMakeup Minimum additional depth of make-up basecourse required to be applied in advance if stabilisation to 200 mm is proposed Tentative until more case history data are obtained
depthReconstruction Minimum depth of pavement (mm) for widening or full depth reconstruction Greater depths may be required after inspection by test pits or construction excavations
depthReconstructionFC Minimum depth (mm) of pavement required if reconstruction to subgrade is carried out and friction course surfacing used Tentative until more case history data are obtained
   
remainingLife Pavement life (years) based on vertical strains only Valid only if existing NAASRA roughnesses have been input
remainingLifeSubgrade Pavement life (years) based on vertical subgrade strain, but if Layer 1 is cement stabilised (E1>1500) then it considers tensile cracking
remainingLifeCracking Pavement life (years) based on vertical strains and also tensile strains of bound layers Valid only if material type in each layer is known
remainingLifeHDM Pavement life (years) based on HDM roughness progression model
remainingLifeHDMEffective Pavement life (years) using the HDM roughness progression model
remainingLifeRehabThinAC Pavement life (years) if rehabilitated with thin AC surfacing (based on client specified thickness)
remainingLifeCemented Pavement life (years) for new pavement with cemented basecourse based on Austroads Chapter 10
remainingLifeCAPTIF Pavement life (years) based on results obtained from CAPTIF study, Tonkin and Taylor Ltd 2006
   
strainRatioPastTraffic Vertical compressive strain at the top of the subgrade divided by the allowable strain for the past traffic (ESA)
strainRatioFutureTraffic Vertical compressive strain at the top of the subgrade divided by the allowable strain for the future design traffic (ESA)
strainRatioFutureTrafficCriticalLayer Ratio of the vertical strain at the top of the critical layer to the allowable strain for the design traffic Used mainly for evaluation of new pavements as a value of 10 is ideal Less than one suggests over-design while greater values suggest premature failure Not valid unless an initial bedding down period has been experienced with traffic compaction
d250Ratio Ratio of Deflections of geophone at 250 mm offset to the central geophone Used with RRU Bulletin 79
   
velocityFirstBreak Velocity (m/s) in the surface layer from the first break arrival of the FWD surface wave
velocityPeakDeflection Velocity (m/s) in the surface layer from the peak deflection velocity of the FWD surface wave
areaHysteresis Area (m)

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