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Gouvernement du Québec Ministère des Transports
Laboratoire central
COMPTE-RENDU DE LA 68IEME RÉUNION
ANNUELLE DU TRB, JANVIER 1989
1
CANQ • TR GE SM 184
Complexe s cientifique, 2700, rue Einstein, Sainte-Foy, QC GlP 3W8 Tél.: (418) 643-3178
WMSTÈRE DES TRANSPORTS CENTRE DE DOCLiMEHTATON 700, BOUL. RE. '-iii.DIESQUE EST, 21e ÉTAGE QUÉBEC (QUÉ.,DEC) - CANADA G1R5H1
Activité 820 820
COMPTE-RENDU DE LA 68IEME RÉUNION
ANNUELLE DU TRB, JANVIER 1989
Préparé par: Richard Langlois, ing. Chef - Division Matériaux Ministère des Transports 2700, rue Einstein Sainte-Foy (Québec) G1P 3W8
C.C. rentre de - dOCiiièntatfon (2)-' - - Service dèâ -Ëèlatiohs'iliniStérielles MM. Claude Lortie
Yvan Demers Pierre Lafontaine Paul Brochu Roger Fortin Ted Jiona André Arès Lionel Dufour Yvan Lavoie M. Bonneau, Ponts et Chaussées en France
Sainte-Foy, le 28 février 1989.
COMPTE-RENDU DE LA 69ieme RÉUNION
ANNUELLE DU TRB, JANVIER 1989
1.0 IDENTIFICATION DES PARTICIPANTS
1.1 Nom : Richard Langlois
1.2 Fonction : Ingénieur Chef -Division Granulats et Revêtement Bitumineux
2.0 DESCRIPTION DES VOYAGES
2.1 Endroit 2.2 Durée 2.3 Autorisation: 2.4 Raison du
voyage
Washington 21 au 27 janvier 1989 CT 89-C-01 Participer au TRB et à la réunion du SHRP à titre de coordonnateur Québécois du SHRP et membre du groupe de coordination de la recherche en infrastructure des transports.
I
3.0 CARACTERISTIQUES DES REUNION
3.1 Type de réunion
Nationale à caractère international
3.2 Nom de l'organisme: Transportation Research Board et
responsable
Strategic Highway Research Program
3.3 Contenu des réunions:
3.3.1 Liste des thèmes abordés: Elle est présentée en annexe A et elle constitue également la liste des activités
3.3.2 Résumé des conférences et des discussions.
Les sessions techniques ont été des plus intéressantes et très diversifiées: Les auteurs venaient de différents milieux, de gouvernements, de municipalités, d'universités et de diverses entreprises privées.
Les principaux faits techniques découlant des diverses rencontres, discussions et présentations techniques se résument ainsi:
A) RÉSUMÉ DE LA RÉUNION DES COORDONNATEURS SHRP 22 JANVIER 1989
Les points suivants résument les principales informations transmisses lors des exposés et des discussions
Les sections SPS d'entretien et de recyclage seront construite surtout en 1990. Seules quelques sections seront faites à la fin de l'été ou à l'automne 89.
Présentement, 961 sections GPS ont été examinées, dont 738 ont été conservées pour études.
Le rôle des ETG (expert task group) est de peser le pour et le contre des propositions de recherche, en indiquer les points à améliorer, et de les classer par ordre de qualification.
Le guide d'échantillonnage et de carottage sera disponible en février. Au Canada chaque province devra effectuer cette opération selon le guide et les directives d'un responsable de la firme qui a le contrat de collecte des données dans la région atlantique nord.
Un formulaire détaillé de collecte des données de trafic sur les sections GPS de SHRP a été distribué pour remettre à nos services de la circulation.
Un atelier se tiendra le 27 février prochain pour établir les modalités finales des sections SPS d'entretien et de recyclage.
En février chaque état ou province recevra une liste des sections GPS près desquelles des sections SPS d'entretien et de recyclage sont désirées.
Pour la réalisation de l'obturation des fissures et des coulis de scellement, les contracteurs devront être approuvés par SHRP. Pour les traitements de surface, l'état ou SHRP peutapprouver les contracteurs.
D'ici un an, 30 à 50 % des mesures au FWD plus de 50% des photos par l'appareil PASCO, 30 à 50% des profils, et 40 à 50% de l'échantillonnage et du carottage seront réalisés. Les données historiques des sections GPS auront été complètement collectées.
10- L'appareil ALF (accelerated loading facility) de FHWA fera l'étude SHRP sur l'influence de la pression des
pneus sur l'ornièrage des bétons bitumineux, ainsi que la conception de mélanges résistant à l'ornièrage.
11- Le test d'échantillonnage a montré que les "tests pit" sont supérieurs au carottage. Pour les réaliser, la province ou l'état doit fournir: 1 Backo, 1 loader, 1 camion, 1 génératrice, 2 hommes pour 1 jour, 1 marteau compresseur, une scie à pavage.
L'étude sur les raffineries (60 US, 12 Canada) a obtenu un fort taux de reponse, soit 55 sur 72 et cela représente 85% de la production.
Sur les huit (8) bitumes choisis pour le corps principal de l'étude SHRP, 2 sont canadiens, soit le Loyd ministère et le Red Water. Parmi les 22 autres choisis, 2 autres sont canadiens.
14. Les bitumes échantillonnés sont le grade le plus commun fabriqué par la raffinerie et le grade plus mou suivant. Le bitume le plus mou échantillonné est un 200-300 de pénétration.
B) RÉSUMÉ DES SESSIONS ET COMITÉS DU TRB
D.A. Anderson recommande l'essai de flexion simple pour évaluer les bitumes aux températures inférieures à 25°C. De plus il a trouvé de bonne corrélation entre cet essai et la pénétration à 1,2°C ainsi qu'avec la température de fragilité Fraas.
En Louisianne un béton bitumineux clouté avec 5,4 kg/m 2 de pierre donne au point de vue résistance à la glissan-ce à peu près le même rendement qu'un enrobé ouvert à friction élevée. De plus dans cet état, la pierre de classe I doit avoir un CPA supérieur à 37, alors que pour les classes II, III et IV, le CPA (coefficient de polissage accéléré) est respectivement compris entre 31 et 36, 25 et 34, 22 et 25.
Selon L. Greene, les couches d'enrobés poreux à friction élevée ont une vie moyenne de 12 ans sur les aéroports.
Selon Jon EPPS, l'essai Vialit est très valable pour évaluer les traitements de surface car il a une bonne corrélation avec la performance sur la route.
5. Dans un mélange bitumineux, selon Khedaywi il faut avoir le bon granulat fin pour obtenir une bonne résistance à la déformation. Plus le fin est rugueux, plus il doit être grossier pour donner avec le gros granulat le meilleur emboîtement et aussi la meilleure résistance à la déformation.
Il calcule la surface moyenne des particules de granulat par l'équation suivante:
AS = 1/2 d (d + 1 sin -1 k)
ou: AS = surface des particules en cm 2
1, m, s, = longue, medium et courte dimension de la particule
d = m + s et k = (12 d2) 1/2
2 1
Une étude du Texas A + M montre que la méthode de compactage en laboratoire qui se rapproche le plus du compactage sur la route est le compacteur giratoire suivi par le compacteur HVEEM. Le compacteur Marshall avec base fixe et sans angle du marteau est la méthode étudiée qui s'éloigne le plus de compactage routier.
En utilisant le recyclage à froid avec une émulsion en Israel, une économie de 32 % ($ 31.40 vs $ 46.40) a été réalisée par rapport au béton bitumineux conventionnel. De plus les résultats préliminaires (1 an) laissent présager une très bonne performance.
Le mélange bitumineux Verglimit est susceptible aux dégradations par l'eau. Le mélange Plus Ride est très résistant a basse température mais serait susceptible à l'orniérage.
L'AASHTO a une spécification qui limite l'entreposage des mélanges bitumineux dans les silos à 16 heures pour les mélanges denses et à 2 heures pour les mélanges ouverts.
A la réunion de l'AAPT, les représentants des états américains se réunissent un après midi pour discuter et échanger sur leurs problèmes en béton bitumineux.
Un produit appelé Salviacim de Alyan corporation inc., constitué d'un mélange bitumineux ouvert imprégné d'un coulis de ciment, s'avère un revêtement résistant à l'orniérage, aux produits pétroliers et chimiques. Son coût pour une épaisseur de 63 mm est de $9.50 à $12.00.
Une étude de différents additifs ou polymères dans les mélanges bitumineux donne la classification suivante par ordre de résistance à l'ornièrage et autres propriétés de performance:
Mélange
Mélange
Mélange
Mélange
Mélange
-- Mélange
Mélange
avec
avec
avec
avec
avec
avec
avec
polyéthylène
SBS/soufre/catalyseur
SB/chaux/soufre/catalyseur
Trinidad lake asphalt
Carbon black
PCP (polychloropropyline)
fibre de polyester.
L'auto-obturation ou le recollage des fissures dépendrait des propriétés chimiques du bitume et varie donc d'un bitume à l'autre. Il faut de la recherche supplémentaire pour identifier le mécanisme qui contrôle le recollage chimique du bitume et ainsi pouvoir modifier les liants pour augmenter leur propriété de recollage.
La résistance à la déformation, selon Salter et Al-Shakarchi, est augmentée par des granulats concassés, et par l'ajout d'EVA (éthylène vinyl acetate).
Un programme ACMODAS 3 fournit une méthode de prédiction de la performance de la vie des ornières à l'humidité des revêtements bitumineux. Pour cela, il fait appel aux modules résilients secs et humides des mélanges bitumineux.
Une étude a évalué 7 méthodes d'essais pour mesurer la forme et la texture de surface des granulats. Ces essais sont:
L'essai de National Crushed Stone Association (NCSA)
L'essai d'indice de forme et de texture des particules de granulat (ASTM-D3398)
L'indice de temps de Rex et Peck
L'essai du rapport de vides
de Western Technologies
L'essai de rapport de portance de la Floride
L'essai de cisaillement direct
II
8
L'essai de rugosité spécifique par le volume de remplissage
Parmi ces essais, les meilleurs résultats ont été obtenus avec celui de la NCSA, l'indice Rex et Peck et la rugosité spécifique.
Le sel selon Crumpton et Al aggrave la réaction alkali-granulat, le problème de fissure-D et l'explosion des dalles de pavage en gardant le béton interne mouillé plus longtemps, car quand le béton et les granulats calcaires demeurent humides la durée de gonflement de la solution saline dans le granulat augmente, et cela procure plus de temps pour amorcer les autres réactions.
L'analyse par rayon X en Iowa des granulats de carbonate est une méthode effective pour prédire leur performance dans les bétons de ciment.
Selon Gayle King, dans un avenir rapproché on pourra distiller à la raffinerie un bitume aux propriétés désirées.
L'utilisation d'un détecteur spectrophotométrique à photodiode ajoute à l'information chimique sur les bitumes obtenues par le HP-GPC.
Glover et Al ont montré que le TFOT et le RTFO ont un effet similaire sur la pénétration et les viscosités à 60 et 135°C.
La technique des boulettes de K Br pour l'analyse infrarouge a été adaptée pour les matériaux bitumineux et cette procédure est hautement reproductible.
La teneur en asphaltènes dans les bitumes est plus élevée si l'on fait l'essai avec du n-Hexane au lieu du n-Heptane. De plus les résultats au HPLC correspondent très bien avec ceux de la méthode Corbett de chromatographie liquide.
Selon Noureldin et Al, un bitume dont la pénétration et la viscosité originale était de 65 et 1890, a obtenu une pénétration et une viscosité après 10 ans de 28 et 20888, soit une diminution de 57% pour la pénétration et une augmentation par un facteur de 11 pour la viscosité. Il recommande l'utilisation du HP-GPC pour le choix de la qualité et de la quantité de l'agent de recyclage pour rajeunir des vieux bétons bitumineux.
Au comité A2 F02 on a identifié comme prioritaire la recherche sur les mélanges bitumineux avec grosses pierres.
111
Selon Sherocman, la résistance des fondations n'influence pas la compacité des couches de béton bitumineux et cela est démontré par deux rapports d'étude.
Afin d'obtenir une pose uniforme des mélanges bitumineux il existe un "Shutre buggy" de 30 tonnes qui agit entre les camions et la finisseuse. Cet outillage améliore grandement la qualité des couches de béton bitumineux, mais coûte cher: $ 70000.00 US.
Dans les mélanges bitumineux où il y a ségrégation, la force de tension est réduite de 20%.
Un système expert SEG a été créé par Elton pour trouver la cause de la ségrégation dans les revêtements bitumineux.
Les nucléodensimètres donnent une mesure qui est influencée par le type de granulat et, par conséquent, ils doivent être calibrés au moyen d'une régression avec au moins 10 carottes (Tahmoressi).
Selon Linden, chaque % de vide supérieur à 7% dans les revêtements bitumineux diminue leur résistance à la fatigue de 20% et décroît la pénétration de 6%. En moyenne, le revêtement bitumineux a une année ou 10% de perte de vie pour chaque accroissement du % vide au,delà de 6%. Donc la norme compacité des revêtements bitumineux devrait être de 92% minimum (aucun résultat en bas) et de 97% maximum (pour éviter le ressuage et l'ornériage).
Un bon module résilient est obtenu avec une teneur en filler de 3% : plus basse le module est diminué, tandis que plus haute, le module est peu augmenté.
Jimenez a créé un essai de désenrobage qui s'apparente au processus qui se passe en chantier. Il fait des cycles de variation de la pression d'eau de 34 à 207 kPa.
Selon Maupin, la tension minimale après trempage doit être de 275 kpa et le rapport minimal des contraintes humides sur sèches, de 30%. De plus il conseille d'utiliser des carottes recompactées pour estimer la force originale du revêtement.
Selon Kiggundu, le succès ou la valeur des méthodes d'évaluation du désenrobage sont établies à partir de leur corrélation avec un comportement routier. Il a estimé la valeur des méthodes suivantes:
NCHRP 246 (Lottman)
76 % si TSR = 80 % 66 % si TSR = 70 %
NCHRP 247 Tunnicliff - Root 66.7 %
AASHTO T 165
47 %
Boiling test 10 minutes
58 %
Nevada methode dynamique
36 %
Tant le bitume que les asphaltènes ont plus d'affinité pour le calcaire que le grès. L'absorption du bitume est fonction du degré d'oxydation, du granulat dans lequel il est absorbé, et de la teneur en humidité de surface du granulat. (Curtis et Al).
La durée de chauffage du bitume avec l'additif peut diminuer la teneur en additif. L'essai ASTM D2073 a été modifié pour mesurer directement la quantité d'additif de type amine présente dans le bitume (Tarrer et Al).
Les traitements de surface en Australie ont une durée de 10 à 12 ans. Ils ont une machine pour enrober et écrèter les granulats avant épandage.
Chollar et Al ont trouvé que les tambours sécheur - malaxeur oxydaient le bitume un peu plus que les usines à fournée.
Une étude par Stroup - Gardiner et Al a montré que l'essai d'extraction du bitume par la méthode centrifuge (ASTM D2172) avait un écart type de 0,21 intra laboratoire et inter laboratoire, ce qui est équivalent a la méthode nucléaire ASTM D4125 qui est de 0,23.
3 3.3 Documentation recueillie
L'annexe B fournit les titres des exposés, des conférences et des documents techniques recueillis en plus da ceux marqués d'un astérisque * en annexe A avec la liste des thèmes abordés. 50 textes techniques ont été apportés dont 26 gratuits et 34 achetés au coût de $ 3.00 us.
3.4 Liste des personnes assistant aux réunions
Plus de 1500 personnes assistaient aux différentes réunions et aucune li-àte n'était disponible. Seule la liste des conférenciers était disponible et elle est présentée en annexe C.
4.0 NATURE DE MA PARTICIPATION
Sessions techniques et comités
J'ai posé des questions ou fait des commentaires sur la plupart des conférences et ateliers des différents comités où j'ai assisté
Réunion des coordonnateurs SHRP
Dimanche, de 8h30 à 17h00, à titre de coordonnateur québécois du SHRP, j'ai participé à cette réunion. J'y ai posé plusieurs questions afin d'obtenir des éclaircissements entre autres sur les sections SPS. L'agenda de la réunion est présenté en annexe D. Le résumé est donné à l'item 3.3.2.
3.Souper de la francophonie
J'ai organisé un souper le jeudi soir pour permettre aux francophones assistants au TRB de se rencontrer et d'échanger: 2 français et 1 québécois y ont participé. Cela a permis des échanges fructueuses et la création de liens amicaux avec nos collègues de France.
4.Contacts et personnes rencontrés.
La liste est donnée à l'annexe E.
5.0 POINTS D'INTÉRÊT POUR LE MTQ
Tous les faits techniques énumérés dans le résumé des confé-rences et des discussions sont d'un intérêt pour le MTQ. Les points suivants sont d'un intérêt peut-être plus marqué.
Le MTQ doit prévoir le personnel et l'équipement pour faire le carottage et l'échantillonnage des sections SHRP en 1989 - 90.
Le MTQ doit prévoir le personnel et l'appareillage pour collecter les données de trafic sur les sections SHRP en 1989-91 selon le guide donné à l'annexe F.
Pour l'atelier du 27 février 1989, le MTQ devrait déléguer 2 personnes (1 de la direction de l'Entretien et le coordonna-teur SHRP du Québec) afin de l'aider à concevoir les sections SPS sur l'entretien et la réhabilitation des revêtements.
Tout comme la Louisianne, les granulats pour les revêtements routiers du Québec devraient avoir une exigence sur le CPA (coefficient de polissage accéléré).
Le MTQ devrait utiliser le recyclage à froid pour la réhabi-litation de certaines chaussées.
Le MTQ devrait procurer au Laboratoire Central la presse de compactage giratoire car c'est cet appareil qui compacte de la façon la plus analogue au chantier.
Le MTQ devrait améliorer sa norme sur la compacité des revê-tements bitumineux: aucun résultat inférieur à 92% ne devrait être accepté sans pénalité.
Le Laboratoire Central devrait se fabriquer l'appareil Jime-nez de désenrobage (12000,00$ US estimé par Jimenez lui-même, et cela comprend l'achat de toutes les pièces et contrôles électroniques requis).
6..0 AUTRES INFORMATIONS -
En résumé, cette réunion a été l'objet d'échanges très fruc-tueux pour tous les participants grâce aux très bonnes dispositions matérielles mises à leur service. La-prochaine réunion annuelle se tiendra à Washington en janvier 1989 et elle méritera elle aussi que le Québec y délégué des repré-sentants, non seulement pour acquérir de nouvelles connais-sances, mais aussi pour faire profiter aux autres ses propres connaissances. De plus, les personnes déléguées devraient avoir une bonne connaissance de l'anglais, des connaissances techniques importantes et une aisance à parler en public afin d'y faire valoir le point de vue du Québec et de faire béné-ficier les autres des techniques développées au Québec. Le TRB est le congrès où les principales recherches en Amérique dans le domaine des transports et des infrastructures du transport sont présentés. Il serait donc très important que les différents secteurs soient couverts par un spécialiste dans le domaine. Pour ce faire, le MTQ devrait déléguer à chaque année au TRB les spécialistes suivants:
Domaine Service concerné
Béton Bitumineux Laboratoire Central
Béton Ciment Laboratoire Central
Mécanique des chaussées Sols et Chaussées
Collectes de données Relevés Techniques
Transport
Programme SHRP
Coordonateur québécois
Equipement et Opérations Direction des Opérations
De plus, j'ai distribué des "kit" d'information sur le Québec à 8 personnes et elles ont grandement apprécié le geste en mentionnant que cela les inciterait sûrement à visiter le Québec.
Sainte-Foy, le ler mars 1989.
ANNEXE A
LISTE DES THÈMES ABORDÉS
LISTE DES ACTIVITÉS
ACTIVITÉS SUIVIES PAR R. LANGLOIS AU TRB 1989.
Dimanche 22 janvier 89 - 8h 30 à 17h 30
Réunions des coordonnateurs du programme SHRP
Lundi 23 janvier 89
9 h 00 à 10 h 30
10 h 30 à 12 h 00
14 h 00 à 17 h 30
20 h 00 à 22 h 30
Sessions No 8: "Programme de recherche stratégique sur les routes".
Session No 7: "Les couches de surface à friction élevée".
Comité A2D01 sur les caractéristiques des matériaux bitumineux.
Session No 53: "Mélange bitumineux: granulats, compaction et évaluation en chantier.
Mardi 24 janvier 89
9 h 00 à 12 h 00 Comité A2D03 sur les caractéristiques des mélanges bitume-granulats pour rencontrer les exigences de surface.
14 h 00 à 16 h 00 Session No 99:" Mélanges bitumineux: effets de l'humidité, de la température et du gel-dégel".
16 h 00 à 17 h 30 Comité A2B04 sur la réhabilitation des chaussées.
20 h 00 à 22 h 00 Session No 123: "Innovations dans les essais sur les granulats".
Mercredi 25 janvier 89
9 h 00 à 12 h 00
Session No 147: "Chimie des bitumes" Note: le titre dans le programme a été mêlé avec la session No 219.
14 h 30 à 17 h 30 Comité A2F02 sur la construction et la réhabilitation des chaussées flexibles".
20 h 00 à 22 h 30 Session No 193: "Construction de chaussées flexibles.
Jeudi 26 janvier 89
9 h 00 à 12 h 00 Session No 204: "Performance des mélanges bitumineux".
14 h 00 à 17 h 00
Session No 219 "Le bitume dans les mélanges et les chaussées". Note: Le titre dans le programme a été mêlé avec la session No 147.
Sessions
Monclay9:00 a.m.. Sheraton (North Cotillon) SURFACE FRICTION COURSES
Anne Stonex. Neyer, Tiseo & Hinda Ltd.. presiding Sponsored by Committee on Characteristics of Bituminous-Aggregrate Combinations to Meet Surface Requirernents
Enhqncing the Bond of Emulsion-Based Seal Coats with Antistripping Agents 880016 Ali A. Selim. South Dakota State University
Predictinerichonal Characteristics of Seal Coat Pavement Surfaces tram Laboratory Tests 880451 A. H. Meyer. D. W. Fowler. Mohamed-Assem U Abdul-Malak, , University of Texas at Austin
Eleven Years' Performance of 18 Bituminous Test Sections on a Major Urban Freeway 880379 K. K. Tom. R. Raciborski. D. F. Lynch. Ontario Ministry of Transportation, Canada
Louisiana Frictional Surfaces, Harold R. Paul. Louisiana 'transportation Research Conter
Air Force Experience with Pororis Friction Surfaces, James L. Greene, U.S. Department of Defense
An Experirnentat Project for Evaluating Chip Seals, Jon A Epps. University of Nevada, Reno
TAPE
8 Monaoy. 9:03 a.m., Sheraton (South Cotillon) STRATEGIC HIGHWAY. RESEARCH PROGRAM
John R. labb. Mississipol State HIghwaY Department. presiding
SHRP—The First Year, Damian J. Kulash. Strategic Hignway Research Prograrn
Asphalt Materials Reference Library. James S Mouttnrop. University of lexas. Austr.
Asphait Binder Research, J. Crane Perersen. Western Research Institute
Gerberai Pavement Studies, Richard C. ingberg. Straregic Figghway Research Program: James E Nichais. Austin Research Engineers. inc •
Innovations in Work-Zone Scrtety Systems, Jerry L Graham. Graharn-Migletz Enterbnses. inc
Performance History of Field Cathodic Protection Installations in the United States and Canada, Jack Snycier. M. Ken Han. Bottelle Columbus
Phâip Simon. Norton Corrosion Engneers International C.aoperation ^crib/nies, Ion N. Reeves.
Main Roacts Department. Queensland. Australia
srà Monday, 800 Sheraton (North Cotilllon) ASPFIALT MIXTURES: AGGREGATES, COMPACTION, AND FIELD EVALUAT1ON
Ronald L. Terre!. Terrel Research. preslding Sponsored by Committee on Chcroctetistics of Biturninous Paying Mixtures to Meet Structrol Re:virement
,k.Aggregate Rugostty and Six. Ofect on Bitungnous Mixes — 880208 Talsir S. Khedaywl. University of Science and
Technology. Jordan: Egons Tons. University of Michigan Some Studies on the Degradation of Dense Aggregate
Gradings 880009 B. Balasubramanyam. S.V. Universtty College of Engineering. Indic: Mowli P. Pratapa. S.V. University College of Engineering. Indic
Evaluation of Laboratory Compaction Devices Based on Abillty f0 Produce Mixtures with Engineering Properties Simitar te Those Produced in the Field 880492 Albert° Consuegra, Texas A&M UniversIty System: Dallas N. Mie. . Texas A&M Universtty System; Harold V. QuIntus..Brent Rauhut Engineering. Inc.
• Performance of a Full-Scale Pcnrernent Ustrig Cold Recycled Mahall Mixture 880316 Ehud Cohen, Yarty CM Engineering and Surveying. tsrael: Ade') Sidess, Rafael Armament Development Authortty. Israel: Gabriel Zoltan. Yarty Civil Engineering and Surveying. Israel
.*An EvaluatiOn of Effects of Deicing Additives on Properties of Asphalt Mixtures &taro Wollo S. Mogawer, Universtty of Rhode Island: Kevin D. Stuart. Federal HighwdY Administration; K. Wayne Lee, University of .Rhode Istand
9 411 Tuesday, 200 p.m., Sheraton (Dover) ASPHALT MIXTURES: MOISTURE, TEMPERATURE, AND FREEZE-THAV/ EFFECTS
Benjamin Collucc.I. University of Puerto Rico. Mayaguez. presIdIng
Sponsored by ConvnIttee on Chcroctertstics of Bitumlnous PayIng Mixtures to Ment Structural Requirernents
Evaluatton of Healing in Asphalt Concret. by Means of the Theory of Nonlinear Viscoelasticity 833283 Youngsoo R. Kim. Texas A&M Untverstty System: Dallas N. lette. Texas A&M University Seer
-.)t- Development of Fracture G:Merlon tor Asphatt Mixes at Low Temperature: 880229 Raj Dongre. M. G. Sharma. D. A. Anderson. Pennsylvania State University
.11( Eftects of Arnbient Temperature and Thermal Cycling on " the Creep of Bit:minous Pavement Materiais 88X52 R. J
Satter. University of Bradford, Engiand: M. Y. O. Al-Shalcarchl. University of Bradford. England
Properties of Asphatt 011 Shale Asti Bliurninous Mixtures Under Free:Mg and Thawing Conditions 880024 Hasnerr
Al-Massaled. Tai* S. Khedaywl. Mohammed M. Smaci, University of Science and Technology. Jordan
*Prediction of the Effects of Medi» on Wheelpath Rutilng In Asphatt Concret° Surfacing 880116 Robert P. Lottrnan, University of Idaho; Douglas J. F-rtth. Austin Research Engineers. Inc.
1 23 Tuesday. 8:00 p.m.. Sheraton (Annapolis) INNOVATIONS IN AGGREGATE lESIING
Vernon J. Marks. Iowa Department of Transportation, presiding
Sponsored by CornmitteeOn Meleral AgGregates
*Laboratory Evaluation of Shape and Surface Texture of Fine Aggregate for Asphalt Concret. 880256 W. R. Meier. Jr.. Western Technologies. Inc.; Edward J. Elnicky. Western Technologies. Inc.
Aggregate lesting for Construction of Arrester lied 880320 M. C. Wang, Pennsylvania State University
Determining Clay Minerais ln Basait Aggregates 880019 Ted VInson. Oregon State University; Tom Szyrnonlak. CH2M Hill
* Sait Weathering oflirnestone Aggregate and Concret. »haut Freeze -lhaw 880249 Cari F. Crumpton. Topeka. Kansas; Barbara J. Smith. Kansas Department of Transportation; G. P. Jayaprakash, Transportation Research Board
.0% Evaluation of Carbonate Aggregate UsIng X-Ray Analysis 880172 Wendell Dubberke. Iowa Department of Transportation; Vernon J. Marks. Iowa Department of Transportation
1 47 Wednesday. 900 a.m., Sheraton (WilmIngton) g ASPHALT IN MIXTURES AND IN PAVEMENTS
Robert P. Lottman. Universtty of Idaho. presiding Sponsored by CommIttee on Characteristics of Blturninous Matorrals
*Use of a Multhravelength 11V-Vis HP-GPC to Ohm a 3D View of 81tumlnous Mutare: 880348 Joon A. S. Pribanic, Montana State University; Marc Emmelin. Conne de Recherche Elf Solaize; Gayle - N. King, Elf Asphatt, Inc. Laboratory
* A Potassium Bromide Pellet Procedur• for the Analysis of Asahalts Using ET-1R 880421 Charles J. Glover. R. R. Davt.son, S. M. Ghorelshl. J. A. Butin. TeraTA&M University System
Rapld 'Method for the ChernIcal Analysis of Asphalt Cament: Quantitative Determinatton of the Naphthene Aromatic and Polar Aromatic Frachon: Using HPLC 880119 S. W. Bishara. Emie Wilkins. Kansas DePartment of Transportation
*Variations In Molecular Size Distribution of Viten and Recycled Asphatt Binders Associated with Aging 880271 A. Somy Noureldin. Indiana Department of HighwaYs. ,Leonard E.Tfiffitel, %roue Universtty
193 Wednesday. en° D.m.. Sheraton (Dover; ASPHALT PAVEMENT CONSTRUCTION
Dale S. Docker. Chevron USA Inc.. preslcing Sponsored by Cornmlftee on Rezbie Pavement Consfructon and Rehabillfation
Investigation of SegregatIon of Asphatt Mixtures In State or " Georgia.880306 E. P. Brown. Auburn University: Ponoic
Collins. Georgio Department of Transportation: J Brownfield, CH2M Hifi
4. Expert System for Dicignosing Hot Mis Asphatt Segregatlon — 880D91 David J. Etton, Auburn UniversttY
Evaluation of a Thin Nuclear Denstty Gouge 880210 Thomas W. Kennedy. McicinsaucUcernoressl. Mansour Solaimanian. University of Texas. Austin
The Effect of Compaction on Asphalt Concrete Performance 880178 Robert N. Unden. Unden Engineering: Joe P. Marioney. -University. of Washington; Newton C. Jackson. Washington State Department of Transportation
Effect of Field Control of nier Content and Cornpaction Effort on Asphatt Mis Properties 88X66 Bassam A. Anani, King Saud University, Sauctl Arabia: Fahd Balghunalm, King Saud Universtty, Saud Arabia; Saieh Al-Swallmi. Municipality of Riyadh. Sauclia Arabia
20A lhursday, 903 a.m.. Sheraton (Dover) "T PERFORMANCE OF ASPHALT MIXTURES
N. Paul Khosia, North Caroline:: State University, aresicing Sponsored by ComrnIftee on Characteffsfics of Nonblturninous Components of Bitunilnous Paving Mbdures
* A Field Control Test for Debonding of Asphattic Concret. 830084 Rudolf A. Jimenez. Univerity of Artzona
Moisture Suscepttbillty Behavior of Asphalt Concret. and Emuisiffed Asphaff Mixes Using the Freeze-Thaw Pedestal Test 4980055 Pablo Esteban Botzan. umrr. Argentin°
*Assessment of Stripped Asphalt Pavement 880323 G. W. Maupin. Jr.. Virginia Transportation Research Council
Effect of Cool Contaminated Aggregate on Asphaltic Concrete Pavement Performance 880225 Vishnu Diyaljee, Alberta Transportation and Utilities, Canada
* The Success/Faliure of Methods Used to Predict the Stripping Propensity In the Performance of Biturninous Pavement Mixtures 880238 Badru M. Kag.undu, Auburn University; Freddy.L. Roberts. AuburnlJniversity •
RequIred Number of Specimens for Moisture SusceptIbility lesting 880226 Kwang Woo Km, James L Buratl, Jr., Sent N. Amireanian. Clemson University
219 ThursdaY. 2e0 Dwiraton (Dove0 ASPHALICHDASTRY L•td- (L,
Vytautas P. Puzinauslcas, The Asphatt insttlute. presiding Sporisored by Carmin°. on Characteristics of Biturninous Materlais
'` Absorption of AC-20 and OxIdtzed Asphatts on Aggregate Surfaces 880336 Christine ve._Cutis. Aubùrn University;
Douglas J. Clam, Auburn University Detection of Andne-liased Antlstripping Additives In
" Asphait Cernent 880239 Hyon H. Yoon. Badru M. laggunclu. Arthur R. Tarrer. Freckly L Roberts. Auburn University
Field Trials of a Lod-Based Asphatt Antiorddant 880396 John W. H. Olivet Australian Road Research Board, Australio
k Changes Occutting with Asphatts In Drum >yes Mizing Operations 880219 Orion H. çhoUar. Federal Highway Administrcrtion: tOmberly T. Iran. Pondaici Coatings Corndany: Joseph A. ZenewItz Federal Highway Administration; Dave Anderson. Pancialal Coalings Company
Precision of Mothods for Determining Asphatt Cernent Content 880286 Mary StrouP-Garbiner. pave E. Newcomb. Jon A. Epps. University of Nevada. Reno
TRB COMMITTEE A2D03 - AGENDA
"9 AM, Tuesday, Jan. 24, 1989 Warren Room - Sheraton Washington Hotel
Scope of the Committee: This committee will be responsible for identification of special properties needed by the surface of bituminous pavements and for the selection of proportioning of materials to achieve these properties. The committee will also be concerned with the changes that occur in these properties due to a change in the bituminous paving materials over a period of time (durability). Among the specific properties of the surface to be considered are: riding comfort, frictional character-istics (see A2D03 minutes 1986, Section 3.3.4), tire and pavement wear, raveling, appearance, light reflection and such environmental properties as noise. In addition, bonding to an underlying surface will be considered by the committee.
I. Introduction of Members and Guests Attendance sheets - circulated Members flot present Sabir Dahir - in Jordan - Univ_ of Jordan/Amman Jim Gentile - death in January Vaughn Marker - out of the country Rod Monroe - Iowa - lack of travel funds
Acceptance of 1988 Minutes (Mailed 2/3/88) A copy sent out Dec. 7, 1988 to members for review
III. TRB Announcements Bill Gunderman, Engr. of Materials & Construction Len Wood, Chairperson - A2D00 - Bituminous Section A2B07 - Surface Properties - Vehicle Interaction John Henry, Chair
(814-863-1888)
IV. Old Business - Associations AASHTO SubCommittee on Materials Comm. 2A Emulsions - Phil McIntyre (NH) nothing Comm. 2C Bituminous Aggregate Mixtures Comm. 5A Surface Friction - Jim Gehler (IL)
AAPT (Association of Asphalt Technologists) 1989 Annual Meeting - Feb. 20-22 at Opryland Hotel, Nashville, Tenn. Pre-registration fees,$110 members, $135 non-members, $20 more after 2/10. Symposium - "Pavement Performance Framework for Success" (Jim & Len). Secy. - Gene Skok - 1404 Concordia Ave., St.Paul, Mn (Tel. 612-642-1350)
CTAA (Canadian Technical Asphalt Association)similar to AAPT for Canàdians. 1988 Nov. 13-16 Meeting held in Calgary,,Alberta. Secy. - R. Noble, P.O.Box 1387/CP 1387, Victoria, B.C. V8W2W3
(Tel. Annual dues - $40 Canadian - includes copy of annual papers.
1989 Annual Meeting, Nov. , Halifax, N.S.
ASTM (American Society for Testing and Materials) - D-4 & E-17 Dec. 4-9, 1988 Meeting in Phoenix, AZ. June 27-30, 1989 St. Louis, MO. Dec. 5-8, 1989 Orland, FL. Address: 1916 Race St., Philadelphia, PA 19103 (Tel. 215-299-5400)
NCHRP - Dr. Robert Reilly, Director, o/o TRB, 2101 Constitution Ave., N.W. Washington, D.C. 20418 (Tel. 202-334-2934) Dec. 1988 Announcement shows 9 projects for $2,870,000. Includes 1-28, $500,000 for Establishment of Structural Inputs to the AASHTO Flexible Pavement Design Equation.
— 7S-0 0 JIMA -_ 1 AcJ-t.0
tÀ-41.(44A- C IdA P , T ,
RTAC (Roads & Transportation Association of Canada) 1988 Meeting in Halifax, Nova Scotia 1989 Meeting in Calgary Convention Center, Calgary, Alberta RTAC - 1765 St. Laurent Blvd., Ottawa, KIG-3V4 (Tel. 613-521-4052)
Other Associations - Business
V. Current-Past Year'S Business A. 1989 Session 7, Jan_ 21, 9 AM, No. Cotillion Room, Anne Stonex Presiding
"Improving Frictional Characteristics of Emulsion-Based Seal Coats with Anti-Stripping Agents" #88-0016 A Selim.
"Predicting Frictional Characteristics of Seal Coat Pavement Surfaces from Laboratory Tests" #880451 A. Meyer et al.
"Eleven Years Performance of 18 Bituminous Test Sections on a Major Urban Freeway" #880379 K. Tam et al.
"Louisiana Frictional Surfaces' . H. Paul, La.
U. S. Air Force Experience with Porous Friction Surfaces" J. Green
"An Experimental Project for Evaluating Chip Seals" J. Epps.
B. "Effects of Bituminous Mix Design on Initial Pavement Surface Friction" by D. Colony - Univ. of Toledo was not accepted - sent back to author for consideration of revisions for 1990 session.
• VI. New Business Discussion - objectives for A2D03 in the future, Skip Paul
See 1986 Evaluation of A2D03 -.letter by Boyce to Epps. Mailed to ail members in Dec: 1988.
1990 Session Bituminous Mix Designs and Surface Friction.
Chip Seals - Designs - Construction - Evaluations.
Program Presentation - "SALyJACIM PROCESS" First introduced by the e-eislh Company, Jean Lefebve
Alyan Corp. resents the Jean Lefebve' Company in U.S. Ibrahim Murr of Alyan to make the presentation.
Adjournment and Goodbye.
ANNEXE B
DOCUMENTATION RECUEILLIE
luesday. 8:0:) p.m.. Sneraton (Baltimore FLEXIBLE PAVEMENT DESIGN AND EVALUATION FACTORS
George R Cocnran. Minnesota Department o' Transportation, prestatnç Soonsored by Committee on Flexible Payement Desigr
122
Sessions
1 Monday 900 a m.. eraton (AnnaPollS) GEOSYNTHETICS IN PAVEMENT REHABILITAT1ON
Richard D Barksdaie, Georgia instttute of Technology. presiding
SPonsored by Commirree on Geotextlies
The Durability of a Potypropylene Geotextlie In an Unpaved Road Structure 880487 I. D. Peggs, GeoSyntec,
Inc.; L G. %Inger, GeoSyntec. Inc.: R. Bonaparte, GeoServices Inc
A Field Evaluation of-Engineering Fabrics for Maintenance of PCC Pavements in Ohio, Kelth T. Hinshaw, Ohio Department of Transportation
4. Field Performance of Fabrics and Rbers ta Retard " Reflective Cracking 880636 Dean A. Maure,
Pennsylvania Department of Transportation: G. J. Malasheskie, Pennsylvania Department of Transportation
*Overiay Construction and Performance Using Fabrics 880424 Joe W. Button. Texas A&N1 University System
Panel: Research Direction for Fabric In Pa-wknent I. D. Peggs, R. Bonaparte. Ketth T. Hinshaw. Dean A. Mouret Gerald J. Malasheskie, Joe W. Buttœ
luesclay. 2 .00 rtt Sheraton (Hoimes EFFECTS OF TIRE PRESSURE ON PAVEMENT STRUCTURES
Newton Jackson. Washlngton -State Department o' Transportation, presiding
SPonsored bv Committee on Flexible Payement Design
Effect of Tire Pressure on Flexible Pavement Response and Performance 880145 Ramon Bonaauist. Federal Highway Administration; Roger Surdahl. Federal Highwcry Administration; Walla Mogower. University of Rhode land
Effect of Tire Pressure and Tire Types on the Response of Flexible Pavement 880230 Peter Sebaaly. Pennsylvania Transportation Institute: Nader Tabataboee. Pennsyivania Transportation Institute
The Effect of Tires and Tire Pressure on 'Pavements 880159 Marti Huhtala. Jan i Pthlajamaki. Markku Pienimaki. Road and Traffic Laboratory. Finland
Tire Types, Pressures, and Models: An Overview, Freddy L. Roberts. Auburn University
Evaluating Structural Damage of Flexible Pavements Using Cracking and FWD Data 880231 Peter Sebam Pennsylvania Transportation Institute: Naae - labatabaee. Pennsyivania Transportation institute Ramon Bonaauist. Fecteral HIgnway Acimnistratiort David A. Anaerson, Pennevania Transportation institutE
Analysis of Futt-Depth Asphatt Concret. Pavements UsIng Shokedown Theory 880469 LuM Road. University of Alaska: (Neter Weichert. Ruhr Universitbt Bochum, West Germany: AH Haidar. American Universtty of Belrut, Lebanon
Eftects of Transverse Distribution of Heavy Verdet.: on the Thickneu Design of Full-Depth Asphatt Pavements 880004 R. Buiter. A. C. van Eck. W. M. H. Cortenraad, H. van Ri), Ministry of Transport and Public Works, Netherianas
A Fatigue Modal ta Assess Pavement Damage 880578 Shekar Govind, University of Texas. Austin: C. Michael Walton, University of Texas. Austin
•Fatigua Life and Rutting of Compacted Asphatt Concrete Mixes 880497 Gilbert Y. Baladi. Michigan State University
Wednesday. 900 a.m.. Sheraton (Baltimore) CHARACTERIZADON OF UNBOUND GRANULAI PAVEMENT LAYERS
Thomas D. White. Puraue University. presiding Sponsored by CominIttee on Shength and Deforrnation Characteristics of Payement Sections and Committee on Low Volume Raads
Rapid Stieor Strength Evalualion of In Situ Granular Materiais 880387 Michael E. Ayers. University of Illinois. Urbano-Champaign: Marshall R. Thompson. Universtty of Illinois, Urbano-Chompaign; Donald R. Uzarski. US. Army Engmeer Construction Engineering Research Laboratory
if. The Permanent Deformahon of a Granulat bkrterial UndOr Repeated Vineel Loading 880522 Nicholas H. Thom. SWK Pavement Engineering. Urtted Khgoom: Andrew R Davison. University of Nottingnam. United Kngoorn
improved Charocterbolion Model for Granular bases 880303 Robert P. Dion. Unrversity of Arkansas
.1( Influence at Aggregate Shope on Base Sehavior 8490573 Richard D. Borksdale. Georgia inettute of Technology. .Samir ttanl. George Institute of Technology
Shakedown and Fatigue of Pavements with Granuler Bases 880514 LuM Road. University of Alaska: Dieter Weichert. Ruhr Universitôt Bochum. West Germany; Ali Haidar. AmerIcan University of Beirut. Lebanon
A Simplified Mechanistic Rut Depth Prediction Procedure for Low-Volume Ronds 880384 Kashyapa A. S. Yapa, Koon Meng Chua. Robert L Lytton. Texas A&M University System
Thursday. 9 00 a.m.. Sheraton (South Cottlion) 20g7 WEIGH-IN-MOTION: EQUIPMENT AND ACTIVITIES
Penny M. Kent, Federal HIghway Administration, preslding Sponsored by CommIttee on Vehlcle Counting. Classification and Welgh-ln-lvtotion Systems
A Iwo-Point Verdoie ClauMcation Systern 880220 B. C. McCullough, Jr.. Frecieric R. Harris. Inc: S. A. Ardekanl, Virginia Poiytechnic InsIttute and State University: L. R. Huang, Universtly of Texas, Austin
Accurocy of WeIgh-ln-Motion Seules and Piezoeiectric ^ Cubées 880499 A. T. Papagiamalcis, Memorial Universtty,
St. John's, Canada: William A. Phang, Pavement Management Systems: J. H. F. Wooctooffe. National Research Councii. Ontario, Canada: A.T. Bergan. University of Saskatchewan. Canada: R. C. G. Haos. Universtty of Waterloo. Canada
Iraffic Measurement Standards. Lawrence E. Han, Rainhart Company
A Sumrnory of the Third National Conterence on Weigh-in-Motion, Perry M. Kent
Piezo Seniors for WeIght Entorcernent Screening, Avion° and Nell Emmott, Castie Rock Consultants
108
140
Tecknicol Report Documentatio n Page 1. Petiote él•. •
FHWA-TS-87-230
2. Ge.rrrnre•nr A ion N•. 3. Oltecrpr•ne, Cefieleo N.
4. Tido and S.Aintle
PAVEMENT.RECYCLING GUIDELINES FOR LOCAL GOVERNMENTS - REFERENCE MANUAL
R•p•rt Deep
September, 1987
P•rienninp Oro•netittion Code
S . P•rlonninp Otionitotion Report No. Author'e)
9. Prortorrnine Oreonieotion Nemo and Addrest
ARE Inc - - Engineering Consultants 6811 Kenilworth Avenue, 11216 Riverdale, Maryland 20737
10. Work Unit N•. (TRAIS)
11. Conf.«, or Grey., N•.
DTFH61-85-C-00118 13. Type •l Report and P•rrod Cenrered
12.
'4., •
FINAL
Sponeorine Aoeney Nome end Addneee
U.S. Department of Transportation
Federal Highway Administration Washington, D.C. 20590
14. Sponsoring Agency Code
HHO-12 13. Supplernentory Motet
•
Mem«,
Recycling processes can be categorized according to material type -
asphalt surface recycling, cold-mix asphalt recycling, hot-mix asphalt
recycling, and portland cernent concrete recycling; or according to procedural type - surface recycling, in-place recycling and central plant
recycling. If the project can be restored by making corrections to the surface, with a minimum of new materials, surface recycling will prove satisfactory. If substantiel corrections are required, in-place or central plant mixed procedures should be used. Methods of mix design and structural design for pavements containing recycled materials are generally similar to those used for designing mixes containing ail virgin materials. The major -
difference is that variability in the properties of the recycled materials needs to be taken into consideration. This necessitates more frequent sampling and testing than with conventional mixtures and greater engineering judgment on the part of the designer. Cost is the traditional criterion for selection between various rehabilitation alternatives. The alternative with the least cost, including initial and maintenance, is usually selected by the designer. In the case of recycling, the relative cost savings vin . depend on the costs and availability of other types of treatment, as.well as those of the recycling option selected.
Kir, %efrit
Pavement Recycling, Asphalt Pavements, Concrete Pavements, Recycled Mixtures, Pavement Design, Overlay Design
,
D.stiibetion Slete•nent
No restrictions. This document is available to the public through the National Technical Information Service, Springfield, VA 22161
Security Cl.,.(. (of due 1•0,9't)
UNCLASSIFIED
Sece•ity Classa. lof thie me/
UNCLASSIFIED
2"0-e 0 P 49es
470
21 P..
Forel% DOT F 1700.7 11372)
Reproduction cd completed O90 •utheria•d
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Technical Report Documentation Page
I. Repart N.
FHWA-TS-87-213
2. Ger/mamans Acc•ssaon No. 2. Recalaient a Cent•foo No.
4. Tarée end Salifia.
1mproved Methods and Equipment to Conduct Pavement Distress Surveys
Report Dote
April 1987 7
Perionosne Ot90111 8411180/1 COlei
Plitioretino Orgeoicotion Report No.
FH 67/2
1
Autiter's)
W.R. Hudson, G.E. Elkins, W. Uddin, and K.T. Reilley
l'adermine Orlons salien Nana end Atteste ,
ARE Inc 2600 Dellana Lane Austin, Texas 78746
a
10. Work Unit No. (TRAIS)
3C9C0063 11. Contract el Grant No.
DTFH61-85-C-00115 13. Type of Repart end Peried Coeered
Final Report September 1985 - April 198
12. Spenserina Agency Na.. end Address
Federal Highway Administration (FHWA) Office of Implementation 6300 Georgetown Pike McLean. Vireinia 22101
Satenseting Agency Code
Supptamentary Notes
Representative: Mr. Douglas Brown the Texas State Department of Highways and Public
,
FHWA Contracting Officers Technical Appreciation is extended to Transportation for their cooperation.
Abstract
This report documents the second phase of an FHWA study, entitled "Pavement Condition Monitoring Methods and Equipment". In this phase selected distress survey methods and devices, representing a range in automation, were tested from July to September 1986. The following methods and devices were included in the testing: manual mapping, detailed visual surveys using manual recording and automatic data logging, PASCO ROADRECON survey vehicle, the GERPHO survey vehicle, the ARAN survey vehicle, and the Laser RST survey vehicle. The field tests were conducted on flexible, rigid, and composite pavements exhibiting a range of pavement distresses.
The survey devices were evaluated using performance, capability, efficiency, and cost-effectiveness critetia. The study concluded that, at present, the GERPHO and PASCO ROADRECON are best suited for pavement performance research studies due to factors such as the permanent film record, cost-effectiveness, and data quality. The GERPHO and PASCO ROADRECON are also judged to be suitable for network and project level surveys. The ARAN and Laser RST were recommended for consideration for use in network level surveys for pavement management. It is also recommended that data loggers be used to record field data for traditional manual survey techniques.
Il. Key Word' 1
Distress Survey, Condition Survey, Field Tests, Test Equipment
18. Distribution Statereent
This document is available to the public through the National Technical Information Service (NTIS), 5285 Port Royal Road, Springfield, Virglnia 2161
I 19. Security Closait. loi thi• report) 20. Security Clossii. (of th., page) 21. No. of Pavas
272
22, Prece
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186
K. *otos
Pavements, PCC slabs, non-destructive tests, radar, dynamic, deflection, test equipment, field tests, comparison
Do st.. butlen St•tenteni
No restrictions. This document is avail-able ta the public through the National Technical Information Service (NTIS), 5285'
- Port Royal Road, Springfield, Virginia 22161.
Technical Report Decementcne en Page
1. 1961,..N.
FHWA-TS-87-229
1 ce.,....« , 6 .0. No. 1 R6.6..wic6,644,N6
- 4. 'rio. eml !WhfiNe
EVALUATION OF EQUIPMENT FOR MEASURING VOIDS UNDER •
PAVEMENTS
R ope.t Dote
September 1987 Perforrein e Or oonicetien Cede
6. POff0 ,11/telf Oro onicetion Report No-
FH 67/3
i-
.
Aweilori s)
W. Uddin, W.R. Hudson, G.E. Elkins, and K.T. Reilley
9. (*adonnent Orpenecetion Nome end Addreos
ARE Inc 2600 Dellana Lane Austin, Texas 78746 , 11
W..* Unie No. (TRAIS)
NCP 3C9C 0063 Contrect •r Grant No.
DTFH61-85-C-00115 T ype of Report end Peried Coverod
Final Report -
August 1985-September 1987
Spoinuerine Aoonc y Nemo end Adtk•ss
Federal Highway Administration (FHWA) Office of Implementation 6300 Georgetown Pike McLean, Virginia 22101
14. Sponserino A gency Code
11 510,,hmumessyNefes
FHWA Contract Manager (COTR): Doug Brown (HRT-10) The cooperation of the Departments )r)f Transportation of the States of Florida, Arkansas, North Carolina, Tennessee, and Oklahoma is greatly appreciated.
Aborect
This report documents the research performed on evaluation of equipment for measuring voids under portland cernent concrete pavements. The following equipment was evaluated based on field tests conducted by several State DOT's: proof roller, the Benkelman Beam, Dynaflect, falling weight deflectometer (FWD), ground- penetrating radar (GPR) equipment developed by Gulf Applied Radar and Donohue & Associates Inc.. and transient dynamic response (TDR) equipment. The devices were evaluated through information obtained from a literature search, synthesis of field test data provided by the States and additional telephone contacts conducted for this study. The field tests ware performed on PCC pavements in these States during undersealing projects. Records of grout quantity were the prime source, to verify voids. Cores and, in some cases, lifting of the entire PCC slabs provided further evidence of the presence of voids. GPR and TDR data were interpreted by their participants. Deflection data were interpreted by the States or analyzed in this study using standard procedurês.
The report concludes that, based on the interpretation of field test data and field verifications, none of the methods or equipment can yet be classified as an excellent tool to measure voids. Deflection methods are the least satisfactory because pavement deflections are influenced by daily temperature cycles and load transfer deficiencies &cross transverse joints. Ail methods require extensive manuel data analysis and data interpretation. The TDR method is very labor intensive and needs further study in relation to the influence of slab curling due to temperature cycles and the effect of load transfer inadequacy. Ground
penetrating radar methods hold good promise if the data interpretation techniques are enhanced and their subjective and time-consuming reporting aspects are improved.
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EVALUATION OF PAVEMENT DEFLECTION MEASURING EQUIPMENT
5 R•port Dot•
March, 1987 , G. •-•eretenfrtg 0.9•RIstmen Code
8. Porion...mg 0.90,h :toton Rot:eau No
FH 67/1 7. AuthOris)
W. R. Hudson, G. E. Elkins, W. Uddin and K. T. Reilley 9. Perionrung Green »non Nam. and Ade...
ARE Inc 2600 Dellana Lane Austin, TX 78746
1
10. Stark Una Ne. (TRAIS)
3C9C0063 Il. Contrect •r Gront P40.
DTFH61-85—C-00115 13. Typo cd Report ond Pomme Covero•
Final Report August 1985 — March 1987
12. 5.0elato011 Agency Nana and Addrass
Federal Highway Administration (FHWA) Office of Implementation 6300 Georgetown Pike McLean, Virginia 22101
1 11. Soonstmag Agency Code
«G, Segaiarweettary Matas
FHWA Contract Manager (COTR): Doug Brown (HRT-10) The cooperation of Texas State Department of Highways and Public Transportation, Texas Transportation Institute, and Balcones Research Center is zreativ aboreciated.
Abstract
This report documents the research performed on evaluation of pavement deflection equipment under Contract DTFH61 -85—C-00115 for the Federal Highway Administration. The following devices were included in side—by—side field tests conducted in the Austin, Texas area during the week of August 11, 1986: the Benkelman Beam, C.E.B.T.P. Curviameter, Dynaflect, Dynatest Falling Weight Deflectometer(FWD), Kuab FWD, Phonix FWD and the Road Rater. The report includes descriptions and comparisons of the devices through information obtained from a literature search, field tests and user survey conducted for this study.
The side —by—side test program was performed over a broad range of pavement structures, including thick and thin flexible and rigid pavements, and composite pavements. The
measured deflections were compared statistically. Mechanistic interpretations of the measured deflection basins were made and compared.
The report concludes that, based on the interpretation of field data, ah l devices gave comparable results on the tested pavements, except the Curviameter which gives invalid results on rigid and composite pavements. In addition, the Benkelman Beam and Curviameter exhibited much larger variability in comparison with the otner devices.
I 17. Kit s %Wafd, _ j 18. DIstrdivt.en Statornont
Pavements, non-destructive tests, ' This document is available to the public deflection, test equipment, field tests, through the National Technical Information side-by-side comparison 'Service (NTIS), 5285 Port Royal Road,
Springfield, Virginia 22161
21. No. of Poses 19. Socuréty Closs.f. (of rh.• report/ 20. Sitcur.t y Closs.I. lod th. $ iselefs) 22. fjf,.c•
170
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2 trnmmffletélk immlebb. 1 Ilecopeemett Cage., ne
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IN-SITU DETERMINATION OF MOISTURE LEVELS IN STRUCTURAL CONCRETE BY MODIFIED NMR
S. 11a.... Date
, ,July 1987 là. Perlennime 0.ipp.ret.... Ce&
Podonaiee Dream eche* Itepeft Ne.
15-7558
Y. owd.rce
G.A. Matzkanin and A. De Los Santos 9. ••......i•be Ofemiretempre Nanan Mid Addee••
Southwest Research Institute 6220 Culebra Road San Antonio, TX 78284
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DTFH61-83-C-00015 13. Typo el Repen flood Perm/ Ce....4
Final Report 4/19/83 to 7/31/85
12 . SP......ime Arrwc ir 910... ami Adobes*
Office of Engineering Highway Operations, R&D Federal Highway Administration
S. Department of Transportation lé- illwonsawrimp Arrecy Cade
S01380
I/ s'e0"4"",N.'s FHWA Contract Manager: Y.P. Virmani, HNR-10 Field tests in Wichita Falls, TX performed with permission and cooperation ôf District 3 Construction Engineer, Mr. Frank Craig. Traffic control provided bv District 3 Maintenance personnel. là. 111.0.ecl
The prototype bridge deck Nuclear Magnetic Resonance (NMR) Moisture Mea-surement System was modified to improve its usefulness and field tested in Wichita Falls, Texas, and at the FHWA Turner-Fairbank Research Center in McLean, Virginia. Modifications included addition of an external control unit to provide for selection of desired measurement depths and automatic adjustment of the RF pulses and magnetic field for the selected measurement depth and rebar depth. Field tests were conducted on 8 bridge decks having a variety of overlays in the Wichita Falls area and on 12 concrete test slabs having a variety of rehabilitation systems at the FHWA center. The NMR sys- tem performed well under adverse field conditions and the NMR results were generally repeatable down to depths of 2 in (51 mm). At deeper depths, repeatability was sometimes affected by interferences from rebars. The NMR moisture readings generally increased with increasing depth consistent with expectations for thick slabs exposed to surface drying, and the NMR results were unaffected by overlays up to 2 in (51 mm) thick. Good qualitative agreement was obtained between the NMR moisture results and those obtained from dry core samples at selected locations, except that the NMR results tended to be more consistent. For the FHWA test slabs, the NMR moisture values for the concrete were found to increase with increasing water/cement ratio and decrease with increasing concrete density.
Re, Loth
Moisture Measurement, Nuclear Maanetic Resonance, NMR, Structural Concrete, Reinforced Concrete, Nondestructive Evaluation
II, 1)....bwohm Stalemmt
No restrictions. This document is available to the public through the National Technical Information Service, Springfield, Virginia 22161
I. Seeprity Cles.+1. (.1 e.• nopeol)
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27 , "
FROST ACTION PREDICTIVE TECHNIQUES
FOR ROADS AND AIRFIELOS
-
arC
urnE. , -Farha ,o. H;onv, Research Cent ,: 6300 Georpetov., n PIF McLean Viralnia 22101-229 ,
VOL. I: A COMPREHENSIVE SUR VEY
OF RESEARCH FINDINGS
Reoort te;.•
FHWA/RD-87/07
U.S.Departmen7 ot Transportation
Federal Highwoy Administration
Final Report
June 1987
o US Department of Transportation
Federal Highway Administration
FHWA Contact: Charles ChurIlla, HNR-20 (703) 285-2074
Research, Development. and Technology
Turner-Fairbank Highway Research Center 6300 Georgetown Pike McLean, Virginia 22101-2296
HIGH PRIORITY NATIONAL PROGRAM AREA (HPNPA)
ACCELERATED EVALUATION OF PAVEMENT PERFORMANCE
PAVEMENTS DIVISION, HNR-20 AUGUST 1988
Pavements
Acceierated Loading Facility Machine
BACKGROUND The American Association of State Highway Officiais (AASHO) Road Test conducted in 1958 was the last significant national effort to advance the design of pavements. Through the use of full-scale accelerated trafficking of test sections, AASHO was able to produce a design procedure that continues to serve the highway industry. Today, 30 years later, highway materials, construction procedures, and traffic loadings are significantly different. Our highway system is experiencing an increasing frequency of premature pavement failures.
To provide the structural and materials design and construction procedures for
today's and tomorrow's pavements, FHWA has begun a national program for the Accelerated Evaluation of Pavement Performance. This activity is one component of an integrated national pavement research effort that includes the Strategic Highway Research Program (SHRP) and States' highway research. This program is closely integrated with SHRP's "Long-Term Pavement Performance" and "Asphalte research areas, and State's pooled-fund research.
GOAL To improve the cost-effectiveness of highway pavements through accelerated evaluabon of pavement designs, materials, and construction practices.
(FHWA-RD-88-203)
HEADWATER (HW)
TAI LWATER (TW)
HIGHWAY DRAINAGE Core Curriculum
U.S. Department of Transportation
Federal Highway Administration
OUTFLOV■
(0)
A PROGRAM OF STUDY IN
PAVEMENT MANAGEMENT
Volume I
Participant Notebook Lessons 1-31
THE CENTER FOR TRANSPORTATION RESEARCH
BUREAU OF ENGINEERING RESEARCH
THE UNIVERSITY OF TEXAS AT AUSTIN
A PROGRAM OF STUDY IN
PAVEMENT MANAGEMENT
Volume II
Participant Notebook Lessons 32-60
Prepared by
THE CENTER FOR TRANSPORTATION RESEARCH
BUREAU OF ENGINEERING RESEARCH
THE UNIVERSITY OF TEXAS AT AUSTIN
bd.i.efeetbe M/e' ee" teeifflÉhââîgeàegdggeeUeee;àeàt
NATIONAL COOPERATIVE HIGHWAY RESEARCH PROGRAM
SUMMARY OF PROGRESS
THROUGH1988,
SPECIAL EDITION
This Summary of Progress is a compilation of information on ail projects initiated under the NCHRP from its inception in 1962 through 1988. Annually, for 27 - years, the National Cooperative Highway Research Program has issued a Summary of Progress comprised of up-to-date status reports on ail on-going projects and brief statements on those that have been completed. With rising publication costs, and in the interest of keeping this book within manageable size, future summaries will flot 'contain the completed projects that are found in this volume. Therefore, it is suggested that this edition be preserved as the last complete source of information on ail NCHRP projects. Subsequent editions will update the Summary of Progress series, including only ects active alter january 1, 1989.
TRANSPORTATION RESEARCH BOARD
NATIONAL RESEARCH COUNCIL
US Army Corps of Engineers Cold Regions Research & Engineering Laborator y
R.A. Eaton, S. Gerard and D.W. Cate
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Special Report 87-15 August 1987 (Revised September 1988)
Rating Unsurfaced Roads A field manual for measuring maintenance problems
ASPHALT
TECHNOLOGY
NEWS A Publication of The National Center for Asphalt Technology, Auburn University
JANUARY 1989
•
SHARING ASPHALT NEWS AND RESEARCH
In this Issue
ASPHALT TECHNOLOGY NEWS, a newsletter for everyone involvcd with the asphalt industry, begins publication with this issue. This newsletter is produced by the National Center for Asphalt Technol-ogy and will be published and mailed to 'ou twice yearly in January and July.
The NATIONAL CENTER FOR AS-PHALT TECHNOLOGY (NCAT) was created in September 1986 by an agree-ment between the National Asphalt Pave-ment Association (NAPA) Education Foun-dation and Auburn University. Auburn University brings to the agreement ils facilities and facultv and a commitment from the University administration to make NCAT a success. Since 1986 the Univer-sity has -purchased approximately $250,000 worth of research equipment for testing as-phalt materials. Reports on current NCAT research are carried in Ibis issue and will remain a regular feature of Asphalt Tech-nology News.
Direction for NCAT is provided by the NCAT Board of Directors. which consist . s• of 13 members. including industry reprc-sentatives and universitv research spccialists from across thc United States.
The. NCAT staff ai Auburn is comprised of eight specialists who corne from evers stage of involvement with the asphalt . and asphalt paving industry. The experience of .this team of engineers, chemists, and field. practitioners includes work in academie and industrial roles— for the private sector
as well as state and U.S. agencies and the governments of foreign countries.
The NCAT Board of Directors has es-tablished three major goals that NCAT is pursuing: Education, Research, and Infor-mation Services. These three goals are detailed on the follosving page.
This publication. with an initial circula-tion of 4,000, will fulfill one of the aims of the Information Service. To keep you ap-prised of NCAT activities and industry developments in the U.S. and abroad, the following features will appear regularly in Asphalt Technology News:
NCAT Research Update
Putting Research Int° Practice (re-search digests)
Asphalt Research in Progress various agencies including State DOTs
.New Reports and Publications avail-able ai NCAT
SHRP Asphalt Research Updatt
Developing Issues (state and nationa: leveli in asphalt technoicur,
Specifications Corner (changes and problems)
Asphalt Forum (Ouestions and com-ment s [rom DOTs and Industry -)
Continued on page 13
Research, Education, and Information Services
Page 2
Recently Completed Research Projects
Page 3
Research in Pro gress Page 4
NCAT Research Update: Rutting
Page 6
SHRP Asphalt Research Update
Page 8
Asphalt Forum Page 9
Putting Research into Practice
Page 10
Developing Issues Page 12
Specification Corner Page 12
Introducing the NCAT Staff
Page 14
Research. Development ana Technoiog National Highway Institute
ee US Departmen• of Transportation
Federal Highway Administration
tt 111 a
State and Local Highway Training and Technology Resources
F Lonestingb withlitexmodified
•
A Handbook On Portland
Cernent Concrete & Mortar Containing
Styrene/Butadiene Latex
LATEX MODIFIED CONCRETE
ANNEXE C
LISTE DES CONFÉRENCIERS
Participants
Aaron, James E., 97 Abdel-Karim, Ahmad, 95 Abdul-Malak, Mohamed-Assem U. 7
Abendroth. Robert E.. 209 • Abghari, Abbas. 148 -
AbkowItz. Mark D.. 168, 212
Acar, Yalcin B., 192 Adams, Daniel N.. 196 Agent. Kenneth R.. 9 Agnelli, Roberto, 91 Ahlbeck, Donald R.. 94 Ahlf, Robert E.. 3 Ahlrich. Randy C.. 78 Ahlskog. John J.. 149,
173.209 M'oh. P. C.. 52.220 AI-Balbissl, Adli H.. 51 Al-Massaled, Heshem, 99 Al-Shakarchl. M. Y. 0., 99 AI-Suleiman, Turkl I., 12.55
Soleh, 193 Albrecht. Pedro. 209 AlbrIght. David, 163 Alexander. Don R.. 175 Alexander. Tirn M., 48 Alfelor, Roemes, 151 Allen. Gary R.. 84 Men. John C., 203 Allen. R. Wade, 74 Allen. William. 38 Atter. Colin H., 137 Amaoning-Yankson, S..
135 Amirichanian. Se N.. 204 Anani, Bassam A.. 193 Anaerson. Dave. 219 Anderson. David A., 99.
122 Anaerson. David L.. 34 Anderson, Kathy. 153 Andreani. J., 77 Amine. Srephen J.. 200 Ankner. William D., 160
Ante. Lloyd G., 160 Antonisse. Robert W., 213 Archdeacon. John. 74 Archer. John. 40 Ardekanl. S. A.. 207 Arens, John B.. 107 Argo, Douglas. 218 Arman. Ara. 130 Arnold. Chuck J., 51 Arntzen„ Donald M.. 187 Arrillaga, Bert. 188 ArrIngton. G. B.. 158 Aschauer. David, 87 Ashby. Robert. 62 Ashford, Norman. 45 Ashworth. T., 104 Ataullah. Syed, 10 Attaway. Robert W.. 26 Axhausen. Kay W..57 Ayers, Michael E., 140 Ayland, Ne!!. 207 Azmy, Omar Elfarouk. 12
Babael, Khossrow. 131 Boom Gordon S., 79 Bacharach. Jack!, 19 Baer. Susan. 183 Sculley. Benjamin. 36 Baird, R. D., 95 Baker. Donald J.. 3 Balcnoum. Mourad 77 Bakht, Baidar, 101. 15C Baladi, Gilbert Y., 122 Bataguru, P N., 52 Balasubramanian, K.. 35 Baiasubramanyam, B.. 53 Batbissi. Adli H.. 5C Balgnunaim. Fahd, 193 Bali. Cari, 96 Ballinger. Craig A.. 13' Bang. Sangcnui. 21E Bank. Lawrence C., 13« Banks. James H.. 54 Barakat. Sami 3c
*Nurnben roter to SOSEXXIS. page numbers Incitoote unnurnberec oyant
Barbour. Refat. 213 . Barcomb Joe. 151 Barker. Rusa, 116 Barksdale. Richard D.. 1.
140 Barnett. Timothy, 171 Barnoff, Robert M.. 73B Barnum. Darold T.. 17 Barrett. William, 44 Bartoldus. Cancty Colgan. 33
Basma. Adnan A., 51 Bans. Lana, 40 Batz. Thomas M., 102, 178 Bouerlein. Joan, 113 Bayasi. Zad. 35 Baykal. Gokhan. 130 Bayliss, David. 28. 188 Beal. David B., 150 Seattle, Michael, 77 Bechtold, Richard, 63 Beck. Douglas J., 43 Becker. Jeff A.. 17 Beckwtth. James. 37 Bectnar, Lawrence. 196 Behlke, Chaos E.. 33 Beln, Peter, 32.84 Beltler. Bruce D.. 112 Beltzer, Janis M.. 41 Bellottl. Q. 165 Ben-Akiva, Moshe. 213 Benak. Joseph V.. 95 Benet. Jean, 142 Bergan. A. T., 207 Berger. Roland H.. 738 Bergfalk. Lars, 76 Sermon. Seth. 188 Sermon. Wayne. 166 • Bettger. Gary R.. 90 Berren. Karen A.. 95 anise. Vivek. 152 &cirer. William E.. 22 &orlon. LaWrence W.. 202
Domenick J.. 47 Binkiey. John A.. 117 . Btrnbrauer, Robert B.. 115 &mata, S W., 147 Bisson. B. G., 152. 167 Biswas. MnnmaY. 77 Biackmei, E. Wiiiiam. 64 Biaschke. Joseph D.. 9, 79 Biau. Margaret E... 178 Brewett, Crins. 162 Brign. Roger P., 1C Biomberg, Ricnard. 30
. Blum. N'uval. 202 Bochner. Brion. 14 Boeciecker. Kenneth J 69
Boggess. R.. 142 Boleware. Deborah A., 32 Balzan. Pablo Esteban. 204
Bonaparte. R., 1 Bonaquist, Ramon, 108.
122 • Bonneson; James A., 9
Bonsall. John A.. 61 Boone. Florence H.; 19 Borden. Roy H.. 165 Borgard. B.. 69 Borgman. Dean, 118
. Borowsid. Ronald. 155 Bothman. Robert N., 114.
199 Boulanger, R. W.. 95 Boers. John J.. 192 Bowlby. William. 121 - Boyce. David E.. 120 Eirackett. R. Quinn, 167 Bradshaw, Thomas W.. Jr., 40. I 1 1
Brady. John. 22 Brady. Rebecca. 40 Blake. Donne R.. 61 Brand, Daniel, 16.85 Brandel. Norman C.. 15 - Braun. Richard P.. 185 Bray. Jonathan. 95 . Brazda, Richard, 188 Steen. John E.. 29 Brewer, D.. 77 Brewer. J. O.. 10 Brewer, Ken, 74 Bridges, G. Sadler. 85 Brierly. Gary S.. 106 Briggs. Robert C.. 175 Bronsraci. Maurice E., 148 Bronzinl. Michael S., 189 Brooks. Rhonda L.. 178 Brosnan, Thomas M., a Brown. Bernard C., 128 Brown. DOW:1G.. 3 Brown. E. R.. 193 Brownfield. J. R.. 193 Bruce, Robert N.. Jr.. 13 Bruno. AntnonY T. 16.- Bruno, Nicholas J.. 195 Bryaen. James E., 19 Buckie. Ion. 15C - Buckman. Jeft. 215
Bugher. Robert 40 Butter, R.. 122 Bulien A C. R.. 9 Bullet, Monica. 156 Burin, J A., 147 Burati, James L., Jr., 204 Burden, Dan. 179 Burke. Martin P., Jr.. 172, 209
Burnbrower, Robert. 115 Bush, Albert J. III. 175 Buss. William. 194 Butler, Vtzzo. 20 Burton, Joe W.. 1 Buyukozturk. Oral. 77 Buxer, Betsy, 182
Cable, James K.. 12. 174 Calazza, Nicholas A., 33 Callahan, Mark, 69 Calvo. Eduardo R.. 155 Cano, Joe 0.. 32 . Cantilli. Edmund J.. 127 Contant. R., 165 Capacclo. Ross, 188 Capelle. Donald G.. 144 Capelle. Joanna. 144 Capon, Ross. 18 Cappelli, Peter. 186 Carisen, Thomas E.. 129 Carmichael. R. Franklin III, 27. 101
.Carney. John F. III. 10, 148.195
C.arpenter. Samuel H.. 51. 78.105
Carrasquillo, Ramon L., 128.220
Carstens. Robert L., Carter. John J.. 141 Carter. Paul D., 35 Caruso, Joseph A.. 138 Casey. Joanne F.. 22 Cassano. .Robert C., 49.
73E Cassidy, Michael J., 54.
70 Casto, Gregory, 161 Caves, Uoyd R.. 209 Cochin'. A. Frank, 144 Ceaer. Avishai, 212 Cefaratti. Cana. 16C. Celniker, Stepnen. Cnameau. J. L., 218 Cnandra. Dion. 105 Chang. Eamond Chin-
. Ping, 133
Chang Gang-Len, 120 Chang. Hsin-U 184 Chanylnard G. 52 Charania. Eaubal. 32 Charonncrt. Yves. 19' Chattenee Arun. 188 Chou. Meitssa T.. 95 Chen, Hong Jer. 10,3 Cnen. Huey-Kuo. 120 Chen. Kan, 60. 85 Chen, Robert L., 101 Chen. Sheng-Hong, 71 Chen-Mou. Fan, 100 Cheng. Paul Dei-Ming,
168 Chin. Shlh-Miao. 168 Chionna, Y. N.. 165 Chlra-Chavala, Ted, 163 Chockalingam. S.. 52 Charrat, Bilan H.. 219 Choros. John. 67 Choueiri. Filas M.. 13 Chowning, Jack. 46 Chnstiansen. Dennis, 144 Chua. Koon Meng. 95.
105, - 140 ChursInoff. R. W.. 32 Capa, Douglas J.. 219 Clarke. Geoffrey W.. 24 Oear. Kenneth C.. 69 Cleckley. Eugene W.. 46 Orne. James L.. 171 Clippinger, Sue. 65 Cochran. George P..
122 Coffeng. Leo. 71 Coghlan, Gerald. 151 Cohen. Ehud. 53 Cohen. Harry. 157 Cohen. Steve. 70 Colavincenzo. Ovl M. S.,
11C Coteman, Elsa. 57 Colins. Ronald. 193 Collins, Therese M.. 12E Colleta, T., 165 Coriucci, Benjamin. 99 Ceuta. John, 80. 153 Cotants. Kay. 13 Connelry. Guy M.. 77 Connor. Bilty. 55 Consuegra, Albert°, 53 , Cook. Suzanne, 42 Cook, W. D.. 80 Cooper, C. David. 12 - Cooper. Scilly Hill. 114
Capote, Fred. 146 Corbett. Jack. 38 Cortenraad, W. M H.. 122 Couey. James E.. 146 Courage. Kenneth G.. 31 Cowan. Charilyn. 40 Cox. Bron E., 27 Cox. John B., 32, 84 Crane, Laurence M., 133 Craus. Joseph. 12 Creasey, F. Thomas. 195 Crew, James G.. 117 Crouse, C. B., 150 Crowder. L. W.. 104 Crawley. David J., 90 Crowtner. Suzanne, p. 33 Crumpton. Cari F., 123 Cuikin. Donald. 84 Cullivan. Michael D.. 187 Cunagln. Wiley D.. 23 Curt, V.. 201 Curtts, Christine W. 219 Cypra, Kenneth, 155 Cyra. David, 153
Dagang. Deborah A., 138
Daganzo. Carlos F.. 136 DaNberg. B.. 169 Dahms. Lawrence D.. 114 Dal. Meiody. 189 Dale, Robert F., 41 Daly. Andrew J.. 213 Dont. Shlrish. 138 Dort. Jr., Olin K.. 167 Darter, Michael I.. 51, 78,
198 Dot. Umakant, 142.201 Davidson. Frank. 38 Davioison. Robert. 26 Dames. George. 116 Dames. Peter, 60. 199 Davis, David. 59 Davis. Frank. 19 Davis. Scott E.. 13 Davis. Staniey, 173 Davis. Tony. 160 Damon. R. R., 14 7 Dawson, Andrew R.. 140 De Santo. Robert S 112 DeCabooter, Philip H..
184 DeCona-Souza. Patrick. 90
DeGrove, John M.. 83 DeNadai. Ronald S.. 64
• DeRase. Rank, 153 Deacon. John A., 9 DeakIn, Elizabeth. 21, 82
121 Deans. Stuart, 64 Decrtherage, Hal. 2 Docker. Dale. 193 Decker. Demis A.. 149 Dejaiffe, R., 107 Deen, Thomas B.. 40 Delahunt, Jack, 41 Deligne. P.. 191 Dempsey. William E.. 187 Denbow. Thomas J., 4 Denton. L.. 6 Descomet, G.. 56 Dewar. Robert, 74 DIPaola. J. M., 4 Diamond. Sidney, 197 Dietz.. Ariane L.43 Dicline. Gera& 75 Dihglio, Carmen. 63 Dipaola, J. M.. 4 (*Oro. John E.. 126 DiyalJee. Vishnu. 204 Dobbs. Susannah. 26 Doherty. John, 116 Dolan. Charles W.. 131 Dongre. R. 99 Donnelly. Denis E.. 174 Dorton. Roger A.. 49. 101 Douglas. Bruce, 150 Douglas. G. Bruce, 21. 82 Dove, S. E-arl. 72 DowlIng, Richard. 21 Doyle, James A.. 45 Drake. Gerald. 137 Drew. Donald R.. 111 Dnscoll. Gene. 208E Drunan. VVillsam T., 143 Dubberke, Wendel;. 123 Duoyak. Tnomas J.. 187 Ducca, Redenck W.. 166, 216
Dudek. Conrad L. 195, 132
Duncan. D.. 178 Duncan. J M,. 95 Durer. Kenneth F., 101 Dunlop. Rooert J.. 84 Dunpny. Robert T.. 82. 83 Dusei. John, 148 Duve, Paulette. 21C >isard. David. 96 Dzekcionus. Donald M..
172
DziedzIc. W.. 191
Eades, James L., 197 Eastman. Samuel Ewer, 34
Eck. Ronald W., 151 Eaner. Sheirion M.. 159 Eason. Gary. 154 Egan, Gien, 116 EhsaN. Mohammed, 77 Elsele, Donald 0., 155 Eisele, Herman, 109 El-Hage. S.. 168 El-Korchl. Tehar, 174 Eiahl. S,red Manzur, 50 Eider. Laurie. 210 Bas, Janet S., 218 Ellas, Samy E. G.. 119 Elidns, John. 164 Ellington. Bob, p. 33 Elliott. Robert P., 32, 140 Bit James, 146 Elnahal, Mikamal. 209 EINcicy. Edward J.. 123 Etton. David J., 193 Emmelln. Marc, 147 Emmott, Net!. 207 Emoto. Takeshl C., 102 Engle, Ronald, 11 Englehardt. Charles J..
109 English. Edward R.. 3 EDPs. Jon A., 7. 219 ErIckson, R. L.. 107 Ernzen. Jim, 220 Ervin. Robert D.. 93 Evans. G. D., 31 Evans. Jeffrey C., 192 Evans. Leonard. 35. 152 Everett, Carol. 153 Everett. Jess. 192 Everetr. Peler B.. 138 Ewing, Antnony P., 104
Remy. M. F., 35 Facz. Aslf, 27 Fambro. Daniel B.. 96. 206
Fang. H. Y.. 165 Farber, Eugene, 107 F-arauhar. Michael E.. 20 Fathers. S., 43 Fathy. Tank. 162 F-ado. Joseph. 152 Fechter, Allen E.. 21 1
Felphan. Kleron J. . nu Fetteison. Eran. 92 Fekete Andrew. 64
- Ferguson. Erik. 17 Ferrell. Ray E., 13C • F-etterman. Paul M.. 25 Fleikoff. Sheldon, 119 • Figueredo. A. M., 164 Fine. Bruce M.. 143 Fisher. Gordon P.. 34 Fisher. John B.. 190 Fitch. Robert. 48 Fttzpatrick. Kay, 217 Flint, Steven J.. 36 Rowers,;Dan. 66 Rynn, datotyn P.. 154 - Foerster. James F.. 17 F-ogel. Robert, 40 F-olse, Michael D.. 218 Faote. Peter J.. 17 Force. Jeffrey A., 47 Forkenbrock. David J..
159 Forster. StePhen W.. 56 Foster, John E.. 170 Foth, Daniel, 25 Foutch. Douglas. 67 Fowler. David W.. 7.33 Fox. Thomas A.. 128. 194 Fragaszy. Richard .1., 218 Frame. Michael. 126 Francois. Francis B.. 40, 85.185
Rank, Karl H., 101.169 Raser, Clive S.. 75 Rechione. Bill, 214 F-rederick. Gerald R., 101 Frediund. D. G.. 67. 105 F-reyermutn. Clifford L.. 29 Frick. MiChael C., 152 F-ricker. Jan D.. 36. 213 Friedland. lan M., 49 Fneaman, Michoel. 39 Rend. David J.. 03 Rift-1. Douglas. 70 Fetn. Douglas J.. 99 Frooel. Ronald K.. 68 Froelich. David. 173 F-uhs. Charles A. III, 144 Furth, Peter G.. 17
Futterman. Evan. C 16' Fwa, Tien F.. 12. 87, 133.
191
Gadallah, Ahmed A.. 12 Gaciraju. Ravi. 152
Gakenhelmer, Ralph. 82 Garder°. %/Ince, 103 Gall. Ana I.. 5 Gallagher. William, 18 Galienne, M. L. 191 - Gambaccinl. Louis J., 72 Gandi. Pocitru. 88 Garber. Nicholas J.. 132,
152 Gartner. Nathan H.. 126 Gary, Dennis A.. 89 Gasparini. D. A., 77 Gaston, Mary. 138 Gates. Richard. 91 Gattls. J. L.. 216 Gedney, David S.. 28.76 Gee. James, 66 Gehler, James G.. 80 . Gelait. William. 210 Gendreau. Michel, 136 Genzlinger. Vem. 146 George. K. P.. 55 Georgopouds. Steve G.,
173 Gerwig. Kathy. 210 Gherarcl. Ginger. 60 Ghorbanpoor. Al. 177 Ghorelshl, S. M., 147 Giglio. Joseph. 38 GlIchrist. Robert S.. 126 Gildernetsier. Mens, 159 Gidette. Gilbert A.. 3 GIllum. Paul C.. 2C0 Gitstrap. Jack R.. 40 Gtttings, Gary L.. 79 Gjoerv. Odd E., 220 Grau. Doran. 148 Gravi, William D.. 206 Gicrzer, L. Jesse. 154 Giegg. Stewart A. L.. 47 Grennon, Jonn C.. 133. 206. 217
Glickman, Tneoaore S., 20.":
Glover. Charles J., 147 Goya. C. S., 13': Goals. John, 158 GoraszewskJ. Richard. 86 Gorastine. kache!. 163 Gomez-lbanez. Jose A..
188 Garni. lakashi. 116 Goodyear, David. 2Ç Goraon. Steve, 158 Gould. D. J., 167 Goudas. Konstadinos, 13Ç,
180
GovInd, Shekar. 122 Gowon, Brelend. 79 Govab GOoal, 104 Graham, Jerry L.. 8 Graham, Margaret, p. 33 Grattan-Bellew, P. E.. 220 Graves, Robin E.. 197 Gray. George E.. 211, p. 65
Gray. Rod. 25 Green, J. Colin, 118 Greenberg. Lawrence, 97
-Greene. James L.. 7 Greene, Sharon, 144 Greer, W. Charles, Jr.. 170 Greimann. Lowell F.. 209 Griebel, Thomas A., 37 Grief. David V.. 43. 160 Grave. James D.. 170 Grzybowskl, Miroslaw. 52 Guarnaschelli, Marco, 71 Guedelhofer. Otto C.,
101 Guensler, Randall, 121 Guenther. James. 15 Gur. Yehuda.-180 Gustafson, lent, 76 Guthrie. Brlan, 62 Guyton. Joseph W.. 14
Flac:Mer. Geerhard. 169 Haas. R. C. G., 78, 103, 207
Haelner. Lamie E.. 174 Hoenel. Hermon E.. 202 Hagen, Lawrence T.. 31 Haidar. Ali. 122. 140 Haight. Frank A.. 50 Halkads.•George, 18 Hajek. J. J.. 80 Hall. F-red L. 5. 126 Hall. J. W., 132 Hall. James R.. 189 Hari. Jerome W.. 30. 102, 208.217
Holi. Julie. 183 Hall. Kathreen T.. 198 Haistead, Wooarow
12E Haivorsen, David V. 173 Hamed. Monammac
18C Hamereag. R., 213 Hamilton. G. B.. 104 Hamilton. .James M.. 10t Hamilton. Ronald B.. 27
Hamilton, William. 63 Hamm. Jeff. 166 Hamrick. John L.. 23 Han. Anthony F., 136 Han. M. Ken, 8 Hcrnchey, Randy, 214 Hancock, Kathleen L., 10 Hancox, William A.. 17 Hanna, Howard C., 143 Hanna. Steven J.. 2 Hansen. Allen G., 195 Hanson. Cari E.. 109 Hanson. Susan. 58 Hargrave, Martin W.. 195 Harkey, David L.. 178 Harm. Eric E.. 170 Hop. Donen W., 124 Harris, Claude. 173 Harris. Lawrence. 30 Harris, Richard W., 3 Harris, William J.. 60 Harrison. David, 86 Harrison, Harold D., 94. Harrison. John A.. 109 Harrison. Lorry, 173 Hart. Lawrence E., 207 Hartgen, David T.. 58. 163 Hartrnan. Richard, 40 Harwood. Atlan C.. 29. 73A
Harwood, Douglas W.. 168. 206. 217
Hasan. Mohamad K.. 120 Hatanaka. Paul. 162 Hatch. Henry J.. 72 Hauer. Ezra. 127. 152.178 Haverberg. John, 129 Hawkins. Angela. 2 Hawkins. Neal R.. 12 Hawnn. Arthur F.. 117 Hayek. S. I., 47 Fiaygood, Richard K.. 88 Hayward. Donald. 187 Hazen. Glenn A.. 218 Heald, Kenneth L.. 184 Heanue. Kevin E.. 83 Heathington. K.W.. 96 Hecht. Mari, 127 Heagecock. Jack, 14E Heggie. ion G.. p. 65 Heraersoach, P.. 6Ç Hetman. Garret H., 32 Heitons. F-rancls D., 33 Henaerson. Herbert H.. 2 Henry. John J.. 56 Henry. Kim C..
Heneey. M J..66 Herbsman, Zohar. 191 Hermon Robert. 70 Hess. Ronald W.. 171 Hicks. R. Gary. 78. 105 Higgins. Jerry D.. 218 Higgins. 'Thomas. 57 Higgs. J.. 168 Higle . Julie - L.. 127 Hill. Chris. 199 Hill. Lowell D., 43. 214 Hliton. Raymond J.. 161 Hirne. W. J., 205 • Hinshaw. Kelth T.. 1 Hinshaw. Robert F.. 197 Hinton, D. D., 11 Hinze, Jimmie, 146 . Hiremcrth. Girish, 177 HIrsch, Ralph B., 98 Hirschrnan. Ira J.. 89 Hoagland, Dan°. 92 Hobelka. Antoine G., 84 Hocherman. kit, 180 Hochman. Steven. 47 Hochstein. Anatoly. 117 Hada, M. M.. 98 Hoel. Lester A.. 16. 72.
185.211 Hoeper. Kenton R.. 113 . Hoffman, Gary L. 105 Holden. Janet A.. 50 Hollander. Andrew, 188 Hollington. M. R.. 205 Hoimes. C.. 169 Normes, John J.. 63 Holt. Craig, 37 Hotwr, Mark. 156 Hooton. R. D.. 205 Floque. Alamgir M.. 50 Hom. Kevin, 117 Horn. Mayer. 65 Horn. Richard J.. Horowitz. Aian J.. 213 Hosalli, Girish. 35. 100 HoMern. Lorry. 12C Hott. Cnaries R., 19: Haver. Kenneth C.. 197 Howard. William. 156 Howell. Ricnara. Fioyclvsh, Walter. 12' hisu, C. S.. 216 Huang, A. B.. 165 Huang. L. R., 207 Huber. Gerry A.. 32 Huddieston, I. J., 78 Hug. Sareemul. 98
Hughes, Demis J., 216 Hughes, Ecule M. 164 Huhtata. Mani, 108 Hulbert. made. 74 Humphrey. Nancy P., 157 Hurnphrey. Thomas F.. 87 Hurd. John O.. 218 Hun, H. H.. Jr., 11 Hussaln. Syed F.. 107 Hutchnson, B. G.. 103 Hutt. Johnny M.. 171 Hwang. E-S, 150 Hwu. Bao-Lin. 68
'friand, Jerome S. B., 106 Imbrecht, Charles. 110 Imbsen, Roy A.. 49 Imlay. Nella. 17 Imre. E., 105 inaba. Kay. 145 Ingberg, Richard C., 8 loonnides. A. M.. 51 Irshad. Mohammad, 106 IrvAn. Lynne H., 151 Isenhower, WIllam M., 201
Islam, M. Z., 165 ttani. Rank, 177 flarL Samtr. 140 lvey. Don. 171
Jacks. Marshall, 182 Jackson. Lowell, 72, 185 Jackson. Newton C., 108.
193 Jacobs. Donald J.. 79 Jacobsen. Robert L., 3,3 Jacobson. Leslie. 5 Jamiolkowski, M.. 165 Janbu. Nilmar, 142 Jarzab. James T.. 188 Javrts. Joshuo. 186 Jayaknsnnan. R.. 70 Jayapraicash, G. P.. 123 Jeng. Cnawn Yaw, 139 Jenkins. Snawn. 80 Jeweli. James J.. 164 Jiang. Yl. 177. 209 Jimenez. Rudolt A., 204 Jonansen. FrIcIa, 59 Johns. Bennet. 208E Johnson, Kimberly J.. 190 Johnson. Lorry. 63 Johnsion, Colin D.. 35 Jones, Charles M.. 15
Jones. J. Sterling 173 Jorge. JennIter, 191 Jorgensen. John S., 27 Joseph, Ponniah E., 78 Joyanis, Paul P., 125, 184. 202
Jubien. W. E.. 67 Judy. Richard H., 20 Jung. Friedrich W.. 175 Juron, Ion. 165
Kadesh. Eileen. 210 Kaempen, Charles E.. 131 Kalay. Serre. 94 Kalchbrenner, J.. 26 Kamp. Robert N., 177 Kanabolo, Doboro. 120 Kanafani. Acib, 85 Kane. Anthony Q. 59 Kane, Douglas L.. 33 Kaplan, DanieiP., 59 Kayyal, M. K.. 201 Kcizakov. A. L. 80 Kearney, Ed, 179 Kehrhahn, Douglas. 23 Keller. Mary Bath, 42 Keller. Sheila A.. 15 Kelley, Davld P.. 105 Kelley. James, 115 Kelly. Richard Q. 141 Kelsey, George, 77 Kemp, Michael A.. 90 Kennedy, James. Jr.. 186 Kennedy, Thomas W.. 193 Kenney. Kathy. 25 Kent. Perry M.. 207 Kerbs. Glenn .1. 3 Kerth. William. 48 Ketola. Warren D.. 26 Kettle, R. J.. 130 Khasnabis, Snehamay,
184 Kneclaywl, Taler S.. 53.99 Khisty, C. J., 117.216 Khosta, N. Paul. 66. 204 Kleman, Laurence J.. 156 Kiggundu. Boaru M., 204. 219
Shinya, 155 Kliareski. Walter P.. 51, 175 Kiley. William. 164 Km. Kwang Woo. 204 Krn. Youngsoo R.. 99 Kirnball, L. A. "Kim," 115 King. Dama D.. 65 King. Gayle N., 147
King. Gerhart F., 33 King. L. Ellis. 13 Kingsbury, Gene, 118 lOrby, Ronald F.. 59 Kltarnura. Ryulchl. 58,
139. 180 'Galber. F. Wayne, 101 10assen. M. J.. 67 10elber, MIke. p. 33 Klein. Jonathan H.. 89 Klein, Robert J.. 212 . Kielnerman. Kenneth, 89 Klimek. Thomas E., 81 Kloeckner, J. H., 13 Knob, Lawrence I.. 77 Knaff. P. Robert. 11 Knappen, Theoctore. 18 Knorr, Rita E.. 200 Kobetsky. Ken F., 125 Koehier, E. F., 94 Koemer. Robert M.. 68 Kolakowski. Peter R.. 159 Koltnow. Peter G.. 16.72 Koppelman, Frank S.. 18, 89. 162
Korgemagl. Peep, 6 Komhauser, Alain, 74 Kraft, Walter H., 211 Krammes, Rayrnond A.. 5 Kraus, Janet E.. 138 Krell. William C.. 194 Krishnamoorthy. T. S.. 35 Krug. Stephan, 90 Krysclo, Richard J.. 9 Kuah. Geok K., 13 Kuczek, Thomas, 12 Kulak. G.. 169 Kulakowskl. Bohdan T.. 56 Kulash, Damtan J., 8 Kulicki. John M., 49 Kulkarnl, Rom B.. 103 Kumar, R. K., 135 Kurnyak. Richard, 166 Kwon. EH. 213 Kyte. Micnael. 54, 70
La Belle, Sarah J., 138 LaBette. Demis. 171 LoGasse, Altred. 65 LaHue. Sian. c, LaLonde. Bernard J., 34 LaPiante. Pierre. 22C Lacey. John. 30 Lacouture. Carle, 203 Lal, L Y , 150 Laker, 'var B., 14E
Lam. Joseph K., 202 Lamm, Ruedger, 13 Landefeld. Steven. 111 Landgrcrf. Robert J.. 89 Landow. Herbert T.. 155 Lantgan. Richard. 146 Larkin, A Chartes. 124 Larsen. Rafle/ J.. 36 Larsen, Ronald L., 194 Lathrop, George T.. 82 Lau. Michael Yiu Kuen,
127 Lawece_c_e. Debbie, 205 Lawrence. L. R., 196 Lawter. Robert S.. Jr.. 165 Layton. L.D., 127 Lazaro, Ream, 153 Lea. Norman D.. 84, 134 Leahy, rata B., 66 Lebron, John E., 161 Lederer, Jerry, 40
• Lee. Dougiass B.. 59. 159 Lee. Hosin, 103 Lee, K. Wayne, 53 Lee. R. BumJung, 135 Lee-Gosselln. Martin E. H.. 58
Lees. T. P.. 205 Lehvich. D. Scot, 121 Legatskl, Leo, 194 Lelchner. Charles H. III. • 201
Letman, Lannon, 5 Letsch. Joel P., 217 Lepofsky, Mark, 212 Lerner, Net, 143 Levine. MIchael, 86 Levinson, Herbert S.. 54.
188. 212 Lewis, A. D. M.. 73B. 101 Lewis. David. 20, 181 Lewis. Russell M.. 132 Lewis. W. M.. Lerron. Micnael. 11Ç Liang. Hui Snang, 10 Uourdi. Man C., Ili Ueberman. Edward 8.. 70.126
Utt. Soty. e. Feng-Bor. 3
Linaemon, Win. 47 Unden. Robert N.. 193 Uncliey. Jay K., 7E Undiey. Jettrey A.. 8' Unk. James. 157 Upinskt, Martin E.. 189
Le George F., 2tx Urne. Dallas N.. 53, 99 Liu. Pwu-Sheng, 121 Livneh Moshe, 12, 13C Locicwood. Stereen C. 16,40. 61,83. 111. 166
Logi°. David S., 195 Lomax. Timothy J.. 87.
144 Long. Richard P.. 218 Longi, Mohammad S.,
141 Lorenz. V. M.. 132 Lott, Hari L.. 12 Lottrnan, iiabert R. 99,
147 Loudon, WlUiam R., 57.
138 Lovata, Norbert L., 35 Loveall, Clellon Lewis. 49 Lovell, Edward. Jr.. 183 Lay, Michael, 112 Lu. Le-Wu. 77 Lu. Louie Leng. 104 Luglio. Thomas J.. 137 Lupien, C., 52 Lupro, Barbara. 181 Lutenegger. A. J.. 165 Luyanda. Felipe. 88 Lyies. Richard W.. 184 Lynch. D. F., 7 Lynch, Tim, 109 Lynn. Cneryl, 191 Lyou. Seung Hwa, 184 Lytton, Robert L. 95. 105,
130. 140, 175
MacLean. Angus B.. 41. 183
Mackie, Rooert R., 97 Maddock. Jerry, p. 33 Madonia. Philip P.. 178 Manmassanl. Han! S.. 58 70, 120, 138. 180
Manoney, Joe P.. 193 Madanaer. Tneoav. 13 Maasneskie. Geraici IVIanorra. V M.. 22C Maione, Micnael S.. 102 Marniouk. Menue! S.. 32 Mammano. Frank J., 176 Mannering, Fred L.. I& Manning. D. G.. 69, 104 Manning. David. 2z Mannix. Micnael R.. 63 Marcn. James W.. 15 7
Marchbeln, Eric, t Marek JosePh. 54. 70 Marienbeld Mark. 68 Markich. George T.. 29 Markowttz, Joe, 17. 20C Marks. Vernon J., 123 Marley, William G.. Jr..
195 Marshall. Noel, 156 Martin. Jack. 40 Martin, Lee, 203 Martin. Robert L., 110 Marusin, Stella L. 205 Masan. Charles F., 41 Masan, John M.. Jr., 206, 217
Matte. Calvin. 107 Matthias. Judson S..•50 Maupin. Jr., G. W., 204 Maurer, Dean A.. 1 May, Adolf D.. 5.54. 70,
102. 125, 127 Mayes. Curtis. 169 Maze. T. H., 12, 200 MazzLdio, Edward. 203 bAcAtee. Joseph P., 124 McCarthy. Joseph L.. 104 McCarthy, Patrick S., 84 McCarthy. Tom. 73A McCianathan. Howard, 97
McCiatchey, Bilan. 44 McCormick. Jeffrey H., 2C0
McCay, Patrick T.', 102, 126
McCullagh. Frank R.. 93 McCullough, B. C.. Jr., 207
McCully. Wayne G., 4 McDaniel. L. D..48 McDaniel. Rebecca S..
195 McDowell. Bruce C.. 83 McEuen. Bill W.. I7C McGee, Hugh W.. 217 McGeenan. Daniel D
149 McGregor. Gregor, 112 McHaie, G. M.. 1C Mckeen. Goraon R.. 68 McKelvey. Francis X.. 3c.
192' McKloben, Jon S.. 11 McKnight,,Claire E., 8E McLaugnlin, Patricia
155
Mclean. Angus Mclean, Hugh. 92 McLean. Robert F, 33 McMants, Kenneth
130. 218 McNally. G. S.. 67 McNear, Denman K., 72 McNeil, Sue, 151 McOwen. Paul. 80 McQueen. James T.. 18 Meadow. Mike. 208A Mehyar, Omar. 5
Urs, 77, 131 Meier, W.12.. Jr., 123 Meininger. Richard C..
170 Melendez, Barbara CahIII, 62
Mernmott. Jeffery L.. 163 Menor, Gopinath. 135 Menzer, Eric. 115 Mortel', Roger L. 129 Mewshaw. Dennis W.. 156 Meyburg. Arnim H., 184 Meyer, A. H.. 7, 197 Meyet..MIchael D., 14.37 Meyer, Wolfgang E., 56 Mhatre, Yesh A., 101 Michaels. Richard M., 152 Michalopoulos. Panas, 48. 125, 213
Middiebroola, Percy B., Jr.. 33
Millar. William W.. 114 Mar Mintz. Marianne.
110 Miller. Charles L.. 93 Miller. Craig. 21 Miller, David R.. 89 Miller. Eric J.. 90 Miner. G. A.. 165 'Miller. James H., 44 Miller, Mark. 36 Mins, Cheryl. 84 Mils. Florence W.. 46 Miner. W. M.. 104 Minnitti. Antnony, 68 Misch. Gary S., 117 Mitchell. David J.. 134 Mobley, An, p. 33 Moe. Roderick D.. 12' , Monet, Micnaei C. 113 Mogower, Vvolic S.. 53
10E Mokrttanan. Patricia
162
Montons, Joiene Moritz, 18
Montsmtth. Cari L.. 68 Monroe. Jan E., 19C Montgomery, Doug. Monzon, Jose. 139 Moore, Raymond K.. 130 Morc:iien. Robert. 73A Moretti, P. C., 165 Morgan. D. R.. Moriok, EaWard K., 155 Morris. Joseph R.. 157 Mortenson, G. R., 116 Morton. J. A., 130 Moses. Fred, 49 Mosher, Clarence. 182 Moutthrop, James S.. 8 Mounce. John M., 167 Mouskos, Kyriacos C., 12C Mozingo, Ralph R.. 209 Mpras, Nicholas, 46 Mudge, Richard R., 20. 38, 181
Mulndi, Tennyson. 196 Mujemula, F. K.. 98 Mulincazi, Thomas E.. 36 Mullins, James A. III, 21 Mumaylz, S. A., 181 Mundle. Subhash R., 188
Nagabhushanam, M.. 52 . Naik, Sumanth, 124 Najall. Fazil T., 87. 90, 124 Nanni, Antonio, ICC Nassar, Fadi E., 90 Nozarian. Sohell, 175 Nelson. C. David. Nelson, James luman. 92 Nesbd. Wlliam. 39 Neuclorff. Louis G., 202 Neuman. Timothy R.. 208 Neumann, Lance A., 137 Newcomb. David E.. 78 80, 219
Newrnan, Charles E. 41 Newsnand. M. Wiiiiorn 214
Ng. Jerry C. N.. .12' Nichais. James E.. E Nichais. Nancy J.. 142 Nickerson, Robert, 73,4 Noies. Jack. 161 Nix. Fred P., I84 Noel. James S.. 26. 177 Naan, Bernard. 16z Nolart Joseph. 17'
Nookala, Marthand, 96 Northwood. Roger P., 6 Noureldln. A Samy, 147,
198 Nowak. A. S., 15C Noxon. Geoff, 180
Oberg, Gundrun, 76 O'Brien, James. 26 O'Day. James. 50 Oakland, M. W.. 218 Oberstar, James. 42 Olanipekun. Olaylmia A..
139 Oliphant. Ernie, 96 Oliver. John W. H.. 219 Olivierl, Ivan. 192 Olofsson. Ingemar. 76 Oison. Howard E.. 43 Oppenheim. Norbert. 216 °rom, Richard L. 138 Ortgies, Ben. 12 Ortkiese. Scott. 112 Osegueda, Roberto A..
177 OsiEtreb. Jeffrey P., 117 Oster, Clinton. 39 Owen. Wilfred, I 1 1
Paaswell. Robert E., 58 Pace. Oyde W.. 161 Pochon, Alvaro. 135 Pagano. Anthony M., 181 Page. Edith B.. 168 Palmer. R. Barry, 214 Pamukcu. Slbel. 165 Panak. Jonn J.. 177 PancOski, Stephen, 192 Panlati. Jeffrey F.. 152 Papagiannakis. A. T.. 207 Paramaeswaran, V. S.. 35 Parker, Jeffrey A., 119 Panand, William K.. 4 Paroia, Art, 173 Parnsn, Fred, 33 Parsonson. Peter S., 102.
10' Partington. Peter R., 59 Pas. Eric, 5E Pasror. George, 134 Patel. M. G.. 20 . Paterson. William D. C 55
Patrick. Joseph E.. 17« Paul. Harold R
. Pavlovich, John S., 183 Payne, Joann, 24 Pearson. Timothy J.. 90 Peckham, William, 734 Pedersen, Carol. 138 Pedmi. Lawrence P., 118 Peggs. I. D., 1 Peirce, J. JeffreY, 192 Peirce. Robert. 38 Pendakur, V. Setty. 71. 92,
135 Pencleton, Olga. 81, 127 Parera. Huron S., 10 Perfater, Michael A., 33 Peri. Jossef, 103. 120, 136 Perry, Krby W.. 33 Perry, Susan. 42 Persaud, Bhagwant N., 5;
178 Peshkin. David G., 51 Peterkofsky, Roy I.. 120 Petersen, J. Claine, 8 Phang. William A., 80.207 Ptianca, F., 69 Picomell. M., 130 Pienimaki. Markku. 108 Pierce. James S.. 128 Pigeon, Michel. 220 Pigman. Jerry G., 9 Pignataro. Louis, 211 Ftihiajamaki. Jan, 108 Plarski. Adam. 91 - PinJarkar. Suresh G.. 101,
150 Pisano, Mark. 59 Pisarskl. Alan E.. 16.40 PItchford. Gayel. 115 Plicicert. Hans. 39 • Podolny. Walter. Jr.. 29 Polak. John, 57 Politano. Arturo L.. 84 Post. Eciward R.. 10 Post. Patti. 44 Porter. John C.. 95 Powers. John C., 210 Powills. Michael A., 71.
135 Prœnker. Joseph N., 213 Prœapa, Mowli P.. 53 Pratt, Renard H.: 82 Preusser. David. 30 Preveaouros, Panus, 21 Prioanic. Joan A. S.. 147 Prior, Freaeric E.. 142 Proussaiogiou, Kimon, 89.
162
%Lily. Keith, 136 Pruttt. Bruce A.. 33 Pucci°, Guy S 172 Puvis. Charles L., 139 Putz. G., 105 Puzlnauskas. Vytautas P., 219
Querée, Christopher, 176 Quinn. Joseph J., 164 Quintus. Harold V., 53 Qureshy. Aslf B.. 148
Raad, Lutfl, 122, 140 Racitoorsid. R.. 7 Radice, Pater F.. 23 Ragsdale. Mike. 83 Rahl. M. Y., 216 Rahman. A. Mg. 98 Ramakrishrtan, V.. 35.52.
100 Ramanaltan. R.. 52 Ranck, Fred N.. 81 Raphael. David, 153 kath'. AJay K., 70. 126 Ray. Malcolm H.. 10. 195 Reacing. James E., 114 Redeicer, James P.. 15 Reed, George, 14 Reese. Charles, 4 Reeves, tan N.. 8 Reid. Fred. 80 Reid°, Ellis, 62 Penly, Robert J., 113 Reinschmidt. Albert .1. 67, 94
Rennilson. J. J.. 107 Reno. Arise T.. 210 Replogie. Michael. 71 Revis. Joseph. 181 Reynolds, William. 188 Rhoc:les. Gary W., 106 Rnoaes. Lewis, Jr.. 132 Rice, Eaward K.. 52 Renards. Ed. 200 Richaras, Hoy A.. 96, 143_ Richards. Stephen H.. 96 Richarason. Anthony -I.,
184 Renarason, Bilan, 100 Ricnarclson. Everett
173 Richarason. Herpert 72. p.82
Rilett. L. R.. 103
RIIiings, James H.. 93. 176 Rinenart. UoYcl 116 Pinot, Steichen D.. 112 Ritchie. Philio A.. 77 Riverson. John D., 12, 55 Riz. Glenn J.. 142 Roach, Nick. 210 Roach, WIliam T., 61 Roaditer, Carol J., 84 Roberts, Arthur. 74, 74 Roberts, Ready L.. 108, 204,219
Roberti:-KIng, 74 Roberts. L. R.. 220 • Roberts. Noreen. 15 Robertson, Dale, 42 Robertson. H. Douglas. 13 .Robertson. Karen L.. 92 Robertson. P. K., 165 Robertson. Richard B..
111 Robinson. Cartton C., 42.
81 Rock. Steven M., 167 Raeder, Charles, W.. 172 Rogers. C. A.. 205 • Rogers, Chris A., 197 Rogers. William J.. 73B Roll, Y.. 80 Rollins. John B.. 133 Rooney, Steven B.. 88 Roseman. David. 210 Rosenbloom. Sandra. 58. 88
Ross, Hayes E.. Jr.. 10. 148 Ross. Howard. 60 Ross. Thomas J.. 200 Rossberg, James A.. 194 Rossi. David G.. 36 Rougas, Mike. 211 Rought. Raymond J.. 113 Rouphall. Nagul M., 3 Rowan, W. G.. 67 Roy. Mary, p. 33 Rubin. David. 8t Ruiz, Ratael. 178 Russam. K., 85 Russell. Eugene R.. 16E 203
Rutnertord, G. Scott, 17E Rutherford. Mary S.. 15 Ryan. James M.. 139. 213 Ryan, Robert. 75 Ryell. John, 191 Ryrner. Bruce. 102 Rzepka. Robert, 138
Saadatrnanesh HarnId. 77
Sabounghl, Lewis. 116 Saccomcrnno, F. F., 168 Safwat. K. Nabi, 120 Saidon, Patricia. 153 Salomon. San, 162 Sals1111-Murua. R. A., 51 Salter. R. J., 99 Samara. Saadeden, 168 Sandven. Rolf. 142 ecinft. Charles D.. 25 Santiago. Alberta J., 70 Santinl. Danllo J.. 200 Santlni, James. 42 Sargand, Shad M., 218 Saricics. Christopher L. 63 Soma. A. C., 71 Sattier. Pomelo. 67 Sauer, V. B.. 208A Sauts. D.. 142 Saxton. Lyle. 85 Sayers. Michael W.. 56 Schell. H. C., 69 Schicnfone. John J., 200 Sciniuter, J. C.. 95 Schmitt. Rolf. 22 Schofer. Joseph. 21 Schonfeld. Paul M.. 45,
189 Schrantz. Roger L. 1 1 1 Schreffler. Eric, 166 Schuler. Richard E., 184 Schultz. Gordon W.. 139 Schumacher. &Janne L., 212
Schuster. James J., 47 Schutzbach. Amy M.. 78 Schwartz. Rit° I.. 183
Michael. 43 Scola, PhIllip. 149 Scullion, Thomas. 23 Seawright. Gary. 116 Seciaaly. Peter. 108, 122 Seed. Rayrnond B.. 95 Seeas, Srepnen B.. 105 Seim, Charies. 73E _ Selig. Ernest T.. 196 Selim. Ali A., 7 Senevircrtne. Prianka N..
13, 212 Sent. D. F.. 196 Senneset. kaare. 142 Sethunarayanan. R. M.. 52
Snackettora. Cnartes C., 192
Shah. Ashok H.. 52 Shah. R. N.. 201 Shah. S P.. 52. 100 Shahin. Mohamed Y., 103 Sharaf. Essam A.. 12 Sharma, A. K., 100 Sharmo. M. G.. 99 Shaw. Alfred E.. Jr., 67, 94 shea . William F., 113 Sheffl, Yosef. 36 Shen. C. K.. 218 Shenk. Hen°. 188 Sherman. Susan, 18 Sherwood. James M., 208A
Shaw. Theodore E.. 177 Shh. Bu-Yong. 135 ShIpka. Beverly. 39 Shirley. Earl C.. 48 9*ole. Arunprakash M..
146 Shiadover, Steven E., 60 Shortreed, J. H., 168 Shuster, Evan M.. 13 Scking, Dean L. 10. 148 Sdess. Arieh. 53 Sehl, George, 42 Smkowttz. Howard J., 163 Smmoncis. J.. 104 Simon. Philip, 8 Strnonsson. Bo H.. 76 Snclair. J. A.. 152 Shho. Agam N.. 161 Who. Kumares C., 12.55. 87. 103. 177. 209. p.53
Sirisoponsilp. Sompong. 136 .
Michael, 50 Scabardonis. Alexancie 54.70
Skaggs. L Leigh. 160 Sketron. Kate, 79 Sketron. Tom. 218 Sonner. David. 8i Skinner. Robert E., pp. 33. 60
Sutter, Roger. 172 Smadi, Monammed M., 96 .
Srnetana. Harold. 187 Smiley, A.. 178 Smtth. Barbara. 62 Smith. Barbara J.. 123 Smtth. Douglas P.. 34 Smtth. Kun D.. 51. 196 Smen, Lorry L., 197
Smith. Richard N 127 Smith Roger E., 55 SmItm.son. Leiand D., 27 Snow. Kathleen L., 154 Snyder, Jack. 8 Snyder. Mark B.. 198 Soegijoko, Budhy. 71 Solaimanian, Mansour,
193 Solberg, Clinton E.. 184 Somayail. S.. 69 Sonntag, Ronald C.. 5 Soroushian, Parvtz, 35 Sorton. Alex, 179 Sosslau. Arthur B., 14, 180 Sowder, Anne, 38 Sparks, George. 19 Spence, Marshall, 116 Sperling. Daniel. 60.212 Spielberg, Frank. 58.215 Spitzer. Susanne Pelly, 121 Sprettzer, William M., 85 Spring. Gary S., 127 Squires. Christopher A..
102 Stahl, Ronald G.. 4 Staley, Richard A.. 22 Stallings. David, 158 Stamcrtlactis. Nlidforos. 36 Stamatiadls. Polichronis,
184 Standlsh. Barri, 44 Stanford, Charles L.. 141 Stanger, Richard M., 134 Stanton. John F., 172 Stark. Richard E.. 107 Stearns. Robert N.. 189 Stehiy. Richard D.. 128 Stehr. Richard A.. 207 Steinberg. Malcolm L.. 68 Stengel. Peter. 115 Sterhaneaes. Yorgos J.,
213 Stewart. Fred, 156 Stoetzel, James R., 155 Stokes. Robert W.. 21. 84.
163 Stokoe. Kenneth H. Il. 142
• Stone, Tnomas J.. 119, 134
Stonex. Anne. 7 Stoughton. Roger L.. 148 Stayer. Vergll G., 216 Straughan, W. Thomas, 33 Strauss-Wieder. Anne. 22 Stnckland. Lee T.. 145
Strouo-Gardlner. Mary. 80. 219
Stuart. KevIn D.. 53 Sien. Ung, 62 Surubier. John H., 57.6L
121 Surfs, David L.. 68 Sullivan. Barbara, 121 Sumner. Roy. 176 Supernak. Janus, 58 Surdahl. Roger, 108 Sussman, Joseph M.. 85 Sutton, Dale. 74 Sweeney. John. 186 Szczech. Theodore J., 107 Szyrnonlak. Tom, 123
Tabatabaee, Nader. 108, 122
Tabb. John R.. 8 Tadros, Maher K.. 95 Taft. Alex, 65 Tahmoressi, Maghsoud,
193 Takallou, H. B.. 127 Tam, K.. 7 Tam. Upprnan. 212 lamer. Fred, 159 Taoka. George T.. 152 Tarhini. Kassarn. 101 Tarnoff, Phihp J.. 202 Tarrer. Arthur R.. 219 Tainan. Peter. 35 layai. Shiraz, 170 Taylor. M. A. P.. 48 Taylor. Thomas S., 155 Teal. Roger F.. 19, 88. 114 Tedesco, Ted. 72 Temple. William H., 32 Tennyson. Eiason L.. 89 Tepty. S.. 31 lerrel. Ronald L., 53 Tneberge, Paul. 32 Theophilopouios, Nick A..
127 Tnom. Nicholas H., 140 Tnomas, David A., 77 Tnomas, David C.. 95 Thomas. H. Randolpr.
124 Thomas. M. D. A.. 130 Thomas. Will. 208A Thompson. Louis J.. 2E Thompson. Marshallf'k
140 Tnompson. R. G.. 45.
Thornhill, WIlliam S.. Jr., 135
Tielking John T. 26 Tierce. Jack. 96 Tobin. Douglas, 97 Todd. Kevin, 56 Tong. Chee-Chung. 180 Tons. Egons. 53 Torluemke, Donald A..
210 Tracy. Joseph L. Jr., 57 Iran, IGmberly T.. 219 Traves, MIchael D., 33 Trentacoste. Michael. 97 Tsal, Joe, 116 Tsay. Huel-Sheng, 126 Tsongos, Nicholas G., 161 Tuan. Christopher Y., 10 Tumay, Mehmet T., 142,
165 Turnbull, Kcrtherine, 144 Turner, Carmen E., 114 Turner. Daniel S., 79. 171, 206
Turner, Jonathan. 169 Tyler, James E.. 45 Tyndall, Peter. 64 Tyson. Samuel S.. 128
Uher. Richard A.. 109 Ulery, Harry H.. Jr.. 95 Ulberg. Cy, 138 Ullman. Gerald L.. 5. 132,
195 Umthun, Vire. 199 Upchurch, Jonathan E.. 9 Urbanik. Thomas II. 102. 206
Uzarski. Donald R.. 3. 140
Valiez. Roberto, 154 Valierga. Bernard A.. 66 Van Aerae. M.. 168 Van Aerae. Mtcrsel. 180. 202
Van Berkel, John, 199 van Eck. A. C.. 122 Van Knippenberg. Canna. se
Van Lunci. John A., 101 van Ru. H., 122 Varzavand. Snahram. 35 Vasishlh, Umesh C.. 101.
177 Vasiestad, Jan. 95
Ved. N V.. 20 1 Veldrnan. Bouke 86 Vellum. Brion, 15C Verrna. Krishna K 169 Verzosa. Alex. 21C Vezlna, D.. 220 Viner. John G.. 168 VInson. Ted, 123 Vlahos. Nicholas. 125 Viatas. Demetres A.. 55 Volgt. Gerald F.. 51 Vondran, Gary L.. 52 Voss, Jon, 180
Walker, Donald M.. 104 Walicer, W. Thomas, 139.
180 Walidnshow. John L.. 201 Wallace, Thomas D., 24 Waller. Patricia F.. 182 Walsh. Edmond P.. 183 Walsh. Richard. 183 Walsh. Thomas, 179 Watters. James V., 171 Walther. ErskIne S., 137 Wotan, C. MIchael, 14,
122, 157. 199 Watton. Mailee A., 75 Watz. John, 124 Wambold. James C.. 56.
195 Wang. Kwo-Tsaur. 126 Wang. M. C., 123 Word. Pam. 153 Mimer. Robert. 167 Warner. Robert T.. 113 Warren. C.. 69 Washington. Earl 21.84 Watson. Robert B., 109 Way. George H., Jr.. p.33 Wayson. Roger L.. 121, 190 .
Weeed. Richard M.. 6 Wegmann. Frecterick J.,
188. 21C Weichen. Dieter, 122, 140 Weil. Gary J.. 174 Weiss, Paul. 134 Welch. Williom. 19 Welier. Paul. 208A Wellikoff. Jason, 4E Wentwortn. James. 125 Werner. Stu. 15C.- Wernet, Max, 9' Weseman. William A.. 24 Wesemann. Lorry. 210
Weyiand, Jack. 104 Wheeier. David. 104 Whir.e, Robert L.. 198 Whtre Thomas D.. 66, 78.
103 140 Whntord, Robert K.. 34 Whiting. David. 191 Wilev. William E., 101
Emle, 147 VV1111cm. John, 179 Williams, James K.. 50
MIchael E.. 57 David K.. 85
Wilson. F. R., 152 Winn. Gary L., 11 Winters, Frank. 64 Winters. PhHIp L.. 210 Wpi, Terry J., 101 WItteis, Norman, 174 Word. Martin, 86 Won. Blake. 48 Won. Norman B., 117 Wolfe. Ross M., 4 Wonrman, H. L.. 107 Wang. D. K. H.. 105 Wang. MIchael K.. 47 Wood, Leonard E., 147 Woodard. Don, 20M Woodrooffe. J. H. F.. 207 Woods. Donald L.. 133.
151.206 Wooctward. R. J.. 69 Woctan. Chariey V.. 72 VVor-nan, Robert H., 31 Wrer ri. Vance, 149 Wriç Frederick G.. 159 Wriç - t, Stephen G.. 201 Wu. George Y.. 35, 100 WLdKa. Joseph T. 46
Wyant. David C Lik Wynegar. Donald 42
YamcrrtIno. J.. Yang. Znao-Sheng, 50 YOD°. Kasnyacta A S
140 Yee. Joseph, 135 Yen. Ben 1.. 150 Yoon. Nyon H.. 219 Vats. Apostolos, 127 Young, G. K., 208B Young. W.. 48 Yrianson. William A., 170
Zabaneh. Ibrahim. 184 Zaghloul, Sameh M.. 12 Zaniewskl, John, 174 Zarembski. Man. 141 Zegeer. Charles V.. 30 Zeiefsky, Harvey S.. 212' Zellers. Robert C.. 100 Zenewitz, Joseph A.. 219 Zerega, Anne Marie, 110 Znang, Jianfel. 5 Zhao. Jla-Xlang, 218 Zhou. Hauping. 78, 127 Ziegler, James. 129 Zillie. Paul. 98 Zirnmerman. Samuel L. 90
Zogby. John J.. 182 Zografos, Kostas G.,
168 Zoltan. Gabriel. 53 Zugschwert. John. 118 Zuras. Minon. 67 Zwahien. Helmut 1.. 107
ANNEXE D
AGENDA DE LA RÉUNION DU SERF
Strategic Highway Research Program State Coordinators Méeting
Sunday, January 22, 1989
8:30 A. M. Continental Breakfast
9:00 Welcome o Goals and Objectives of this meeting John Tabb
SHRP - PAST-PRESET-FUTURE Products Amount of state involvement Types of state involvement Status of contracts Ways to-keep them use fui
Discussion
Damian Kulash
9:45 Long Tem Pavement Performance Neil Hawks General Pavement Studies (GPS) - Ployiess within the General Pavement Studies How confident are we with the existing number of sites
- What benefits will corne from the GPS experiments
Specific Pavement Studies (SPS) Is SPS meeting the Goals/Objectives of SHRP How each state cari benefit from SPS
- The products of the Maintenance Effectiveness Experiments (SPS-3, SPS-4)
Where will LTPP be next year at this time?
10:15 Questions, Answers and Discussion Long Terni Pavement Performance - GPS/SPS
11:00 FHWA - SHRP - - AND YOU Overall Support FHWA Funding of SHRP's Four Areas
Asphalt Concrete/Structures Highway erations LTPP * GPS
• * SPS
Norm Van NPc.
State Coordinators Meeting Page 2
11:30 A.M. Questions, Answers and Discussion FUnding from FHWA
12:00 Noon Lunch
1:00 P.M. Your'Regional Engineers - A Panel Discussion Your Regiona2 Engineer, working with you for the success of SHRP How a working committ ee. within your state can benefit you Benefits of a statewide project for ail SHRP activities Details of the Drilling, Sampling and Field Testing Program
Richard Ingberg
Calvin Berge
Horer Wheeler
Ivan Pecnik
1:40 Open Discussion
2:15 Concrete/Structures Ji m Mùrphy Products of the Concrete/Structures Program Your participation in Concrete/Structures What we Know Now Where We Will Be One Yexr - FLUW Now
2:40 Questions, Answers and Discussion Concrete/Structures
3:00
Break
3:15 SHRP Asphalt
Products of the Asphalt Program Where we are now Where we will be a yer from now State activities in the Asphalt Program
3:40 Qpestions, Answers and Discussion Asphalt
Don Hàrriott
4:55 Wt.a101-40 John Tabb
5:00 Adjourn
Reception - Washington Ballroom - immediately following meeting
ANNEXE E
LISTE DES PRINCIPALES PERSONNES RENCONTRÉES
(615) 239-3941
DONALD W. LEWIS, P.E. Consulting Engin.«
P.O. Box 5128 Kingsport, TN 37663
CIVIL ENGINEERING
044889-e1:0918■4.4.
317-494- ROMP.—
5620
C41.4;14a-Gieste-itaarMAH p0.99.eit-Gar.„»ROOH 226
t=i4-e---329
2650 Yale SE Albuquerque, NM 87106
8701 140PAC BLVD.
SUITE 450
OFF: (512) 471-8585
THE UNIVERSITY OF TEXAS AT AUSTIN
CENTER FOR TRANSPORTATION RESEARCH
AUSTIN, TEXAS 76759-8945
,
Bus. (505) 768-184t- (505) 788-7528 _ NMERI LEONARD E. WOOD
PROFESSOR
NEW MEXICO ENGINEERING RESEARCH INSTITUTE UNIVERSITY OF NEW MEXICO
CIVIL ENGINEERING
PURDUE UNIVERSITY
WEST LAFAYETTE. INDIANA
47907 Scott Shuler, Ph.D., P.E. Senior Research Engineer
3737 East Broadway Road P.O. Box 21387 Phoenix, Arizona 85036 602-437-3737
W.R. Meier, Jr., Ph.D., P.E. Senior Materials Engineer
Quality Management Geotechnical, Construction Materials, Chemistry & Environmental Engineering
ARIZONA • NEVADA • NEWMEXICO
DOW CHEMICAL U.S.A.
ALFRED J. MEROLLA SENIOR SALES SPECIALIST
Concrete and Asphalt Specialties 8002 Discovery Drive, Suite 415 Richmond, VA 23288
804-288-1601
THOMAS W. KENNEDY, PHD., P. E. PRINCIPAL INVESTIGATOR
SHRP ASPHALT TECHNICAL
ASSISTANCE CONTRACTOR
James A. Pow•r* Vice President Corporate and Investor Relations
LONE STAR INDUSTRIES, INC. One Greenwich Plaza P.O. Box 5050 Greenwich, Conn. 06836 203-625-2525
WESTERN TECHNOLOGIES INC.
Patrick KAUFFMANN
Sales Manager International
HIGHWAY PRODUCTS INTERNATIONALÏ
B P 142:7 23, rue de la Sinnc 68072 MULHOUSE Cedex France
Té! : (331 89 56 12 65 Fax : (331 89 45 77 22 Télex : 881 447 F
P.O. Box 520 Paris, Ontario N3L 3T6
Telephone: (519) 442-2261 LUC BEGIN P. Eng. Telex No. 064-78585-LDN Pavement Management Engineer Fax NO. 1-519-442-3680
Petro-Canada Products Produits Petro-Canada
University of science ec Technology
Irbid - Jordan
Nabll I. Kami, M.A.Sc., P.Eng. Research Engineer, Asphalt Research and Development
2489 North Sheridan Way Sheridan Park, Ontario L5K 1A8 Telex 069-82256 Telephone (416)822.6770/896-6747
Dr. Taisir S. IChedaywi, Ph. D.
Civil Engineering Department
Ses. 271100 - 3418
1'1 Office 283101 - 2143
c4trny COtilà of Engirtiztl
Con.tu.Lotion Eng iawiing eRte.atog _Lat .
Debbie J. Lawrence CHEMICAL ENGINEER. M. S.
PASCO
Wade L. GRAMLING, P. E. Vice President
DONALD E. RAMSEY INSIDE SALES COORDINATOP
GENCOR INDUSTRIES. INC 5201 N ORANGE BLOSSOM TRAE,
ORLANDO. FLORIDA 32810
(407) 290-6000 TELEX GENCO 96.4454 FAX 578-0577
Kal K. Tem, Ph.D., P.Eng. Senior Bituminous Engineer Engineering Materials Office
Ministry of Transportation and Communications 1201 Wilson Avenue Downsview, Ontario M3M 1J8 (416) P48-8re8
2.; e-- 37Iy.
Ontario
PASCO USA INC. PHONE: (201) 628-8433 1-J FRASSETTO WAY
TELEX: WU 9102402975
217-373-6755
P.O. BOX 4005 LINCOLN PARK, N.J. 07035
FACSIMILE: (201) 228-5081
FTS: 958-7755
CHAMPAIGN, IL 81820-1305
t lyrament®
Schlumberger
Instruments
DIDIER BOOS Responsable Ligne Testeurs Product Manager Southern Region
THOMAS J. ET1IERIDOE MANUFACTURING MANAGER
Tél. 33 (1) 47.46.67.00, Tlx 631 468 F, Fax 33 (1) 47.46.67.27 B.P. 620-06, 50, Av, Jean Jaurès, 92542 Montrouge Cedex, France
PYRAMENT / LONE STAR INDUSTRIES, INC.
P. O. BOX 2148 OFF. 713- 921 4186 1
HOUSTON, TEXAS 77252 aga. 409-732-3817
Matti HUHTALA LicTech. Senior Research Scientist
TECHNICAL RESEARCH CENTRE OF FINLAND Road and Traffic Laboratory • Lempbmiehenkuja 2 A. SF-02150 ESPOO. Finland Tel. +358 0 456 4960, telex 122972 vItha sf Telefax +358 0 463 251
NATIONAL RESEARCH COUNCIL
STRATEGIC H IGHWAY RESEARCH PROGRAM
mlnistene van verkeer en waterstaat rijkswaterstaat dienst weg- en waterbouwkunde road and hydraulic engineering division
ir. JA.C.Th. BROUWERS Hoofd Technisch-Wetooschappolijk Stafbureau
van der burghweg go. box 5044 2600 GA defft, the nethenands
tel 015169911t telex 3 80 43
BV AANNEMINGSBEDRIJF NBM
I 415 Lawrence Bell Dr., Unit 3 Fax: (716) 632-4808 Amherst, NY 14221 Tel: (716) 632-0804
Dr. Ali A. Selim, P.E. Professor of Transportation
Engineering Civil Engineering Department
South Dakota State University Box 2219 Brookings, SD 57007-0495 Office Phone: (605) 688-5219 Home Phone: (605) 692-4912
ir. L. C. DE LEUR
stafdi recteur Technologie
kantoor: zonweg 23, postbus 16032 2500 ba 's gravenhage tel. 070 - 81 43 31 telex 31104
rigNATIONAL RESEARCH COUNCIL
STRATEGIC HIGHWAY RESEARCH PROGRAM
Richard C. Ingberg Regional Engineer North Central Region
Ivan J. Pecnik Regional Engineer North Atlantic Region
privé: wilgenlaan 8 2231 xb rijnsburg tel. 01718 - 2 2915
1
1404 Concordia Ave. St. Paul, MN 55104
Fax: (612) 644-1045 "Fe+4642)444-2g9e-
5ela 4.12.-641- -019
ASSOCIATION INTERNATIONALE PERMANENTE DES CONGRES DE LA ROUTE
Patrice RETOUR Ingénieur E. T. P
Délégué auprès du Secrétaire général
SIEGE
TELEX: RCA 248423
(202) 473-2034
AIPCR 27 rue Guénégaud 75006 PARIS (France) Tél. (33)(1)463371 90
MICHEL P. RAY HIGHWAY ENGINEER
EUROPE, MIDDLE EAST & NORTH AFRICA
INFRASTRUCTURE DIVISION
THE WORLD BANK 1818 H STREET, N.W.
WASHINGTON, D.C. 20433 U.S.A.
AIPCR BP 19 44340 BOUGUENAIS (France) Tél. (33) 40 32 08 90 Fax (33) 40 32 03 54 Telex 710805 F
era SERVICE D'ÉTUDES TECHNIQUES DES ROUTES ET AUTOROUTES
•uy DESCORNET, Dr. Sc. Pierre JOUBERT
Centre de la Sécurité et des Techniques Routières
Conseiller Technique
Centre de Recherches Routières Boulevard de la Woluwe 42 B-1200 Bruxelles (Belgique) Tél. (02) 767 51 11
MINISTERE DE L'ÉQUIPEMENT ET DU LOGEMENT
S.E.T.R.A. 46, avenue aristide-Briand - B.P. 100- 92223 BAGNEUX CEDEX
Tél. (1) 42.31.33.91 - Télécopieur (1) 42.31.31.69 - Télex 260763 SETRA BAGN>
JEANALEFEBVRE
JEAN•CLAUDE ROFFE RESPONSABLE DÉPARTEMENT EXPORT
11, BD JEAN MERMOZ 92202 NEUILLY-SURSEINE CEDEX BP 139 FRANCE TÉL. (1)47 47 54 00 TÉLEX TARF1620 510F FAX (1)47 45 87 61
Jacques BOUSSUGE
Adjoint eu Chef du Centre de la Sécurité et des Techniques Routières chargé de l'objectif Équipements de la Route"
MINISTERE DE L'ÉQUIPEMENT ET DU LOGEMENT
S. E. T. R. A. 46, Avenue Aristide-Briand
a 42.31.33.70 B.P. 100
TÉLEX 260 763 SETRA BAGNX 92223 BAGNEux Cedex
Télécopie 42.31.31.69
Viaconsult UNIV.-PROF. DIPLAND. DR.
JOHANN LITZKA
Ivan Scazzlga dipl. Ing. ETH
Thurgauerstrasse 40 CH-8050 Zürich Tel: 01 302 51 74 Fax: 01 302 08 75
Penn: lm Grund 17 CH-8123 annatingen Tel: 01 980 13 73
INSTITUT F. GEOTECHNIK
UND VERKEHRSWESEN
UNIVERSITAT F. BODENKULTUR
GREGOR MENDEL-STRASSE 33
A-1180 WIEN
(0222) 34 25 00
PRIVAT: ASPETTENSIEDLUNG 6/4 _
A-2380 PERCHTOLDSDORI
(0222) 86 70 67
ANNEXE F
GUIDE POUR LA COLLECTE DES DONNÉES
DE TRAFIC SUR LES SECTIONS SHRP
DATE: JANUARY 17, 1989
FROM: DAMIAN KULASH
I , EXECUTIVE COMM. ITTEE
JOHN R TABB. CHAIRMAN
Mississippi Highway Department
WILLIAM G AGNEW
I General Molors Research
JAMES A CRAWFORD New Jersey Department
of Transportation
I RAYMOND F DECKER
University Science Partners, Inc.
THOMAS B DEEN. EX OFFICIO
Transportation Research Board
I HORACE B. EDWARDS
Kansas Department of Transportation
TOM EPSY. JR.
Alabama Highway Department
I ROBERT E FARRIS, EX OFFICIO Federal Highway Administration
FRANCIS B FRANCOIS EX OFFICIO American Association of
I State Highway and . Transportation Officiais
WILLIAM L &LES
Ruan Transportation Management Systems
I BORis R HRYHORCZUK EX OFFICIO
Manitoba Department of Transportation
LESTER P LAMM
Highway Users i'ederation
I JOHN D MACKENZIE
University of California. Los Angeles
MICHAEL D. MEYER
I Massachuserts Department of Public WO , kS
HAROLD W MONRONEY
Illinois Department of Transportation
I RICHARD D MORGAN, EX OFFICIO Federal Highway Administration
HENRY A THOMASON. JR
Texas Department of Highways
Iand Public Transportation
ROGER L YARBROUGH
University Asphalt Company. Inc
HAROLD L. MICHAEL
Purdue University
CHARLES L MILLER
Arizona Department of Transportation
NATIONAL RESEARCH COUNCIL
STRATEGIC HIGHWAY RESEARCH PROGRAM 818 Connecticut Avenue, N.W.. Washington, D.C. 20006 Ter (202)334-3774 Fax (202) 223 - 2875
Dt.-1IAr J KuLASH Eec..,r , yeD , ector
TO: STATE AND PROVINCIAL COORDINATORS
RE: GENERAL PAVEMENT STUDIES - TRAFFIC DATA COLLECTION
An operational memorandum titled "Framework for Traffic Data Collection for the General Pavement Studies Test Sections" has been prepared by SHRP staff. The operational memorandum reflects both the recommendations provided to SHRP by the expert task groups for Weigh-In-Motion Technology and Data Collection and Analysis and the subsequent LTPP advisory committee's action on the recommendations. A copy of the memorandum is attached for your information.
The operational memorandum outlines a general framework for traffic data collection for the GPS sections. SHRP's staff and consultants are now in the process of developing specific guidelines within this framework to govern the actual collection of data. A draft of these guidelines, which will form a chapter in the SHRP Data Collection Manual, will be available by the end of March.
Throughout early 1989, The Federal Highway Administration will be conducting courses for the state highway agencies on "Application of the Traffic Monitoring Guide." SHRP staff will make presentations on the SHRP data collection requirements at these courses. This will provide face-to-face contact between SHRP staff and your traffic data collection experts without requiring your staff to attend yet another meeting specifically for SHRP's needs. Although application of the TMG does not directly concern SHRP, it is part of the environment in which your decisions for future traffic data collection will be made. Concurrent presentation of SHRP needs with the FHWA course may aid you and your staff in reaching those decisions.
THE NATIONAL RESEARCH COUNCiL 1S THE PRINCIPAL OPERATING AGENCY OF THE NATIONAL ACADEMY OF SCIENCES AND THE NATIONAL AcADEmY oF ENGINEERING 'ro SERVE GovERNmENT AND 01HER ORGANIZAT ■ ONS
The implementation window for each of the SHRP data collection elements along with the general schedule is provided below.
1-1989-1-1990-1-1991-1-1992-1-1993-- • . •
Traffic Courses •
Historical inform- : ation to SHRP : > :
AVC installation :1 >
1 yr truck season : : : short term WIM > counts : :
New regional WIM : : : installations : > •
GPS site WIM : installation : I > (if applicable) :
In response to requests raised at the regional workshops, SHRP has prepared lists of automatic vehicle classification and weigh-in-motion suppliers and compiled information front a number of the suppliers. The lists were prepared from information collected at a weigh-in-motion conference held in Minneapolis, Minnesota and obtained from the HELP project. The attached lists are flot ail inclusive. Because of its bulk, the material compiled from the equipment suppliers is not attached but will be distributed at the January 22 coordinators meeting.
SHRP looks forward to your participation at the January coordinators' meeting and the traffic workshop.
DATE r7sn.
*STATE ASSICNED ID
SHEET 1
' *STATE CODE
*SHRP SECTION ID
*SHRP REGION CODE
HISTORICAL TRAFFIC DATA
LIPP FROGRAM
ESTIMATED ANNAL TRAFFIC
••••••• •■■••
NAME
PHONE
LOCATION
CROSS SECTION
CONSTRUCTION DATE
*Al;NUAL GROWTH FACTORS USED TO ESTIMATE ADT IN NON-COUNT YEARS
1. 2. 3. 4. D.
YEAR
ESTIMATED DIREC:IONAL PER CENT ADT*
SOURCE
ADT DISTRI3UTION TRUCKS CROWTH
CODE FACTOR
1988
1987
1986
1985
1984
aleal■
••■•■■• ••■■•• .1•■•■••■
.■••■•■■ •••■•■-
aw.1.0■■
1983 •••■•
1982
1981 ••••••■
1980 -- -- -- -- -- -- -- --
1979 --
1978 -- -- -- -- -- sumMem
1977 MOOMm.
1976 ■•••■
1975 1■111.• ■■••■
1974 .1•■■••• .■•■■ ■01•M.
■•••■
;:*
*STATE ASSIGNED ID
DATE
*STATE CODE
*5HR2 SECTION ID
*SHRF REOION CODE
SHEET LA
HISTORICAL TRAFFIO DATA (ADDITIONAL DATA SHEET)
LIPP PROGRAM
ESTIMATED ANNUAL TRAFFIC NAME
LOCATION
CROSS-SECTION
CONSTRUCTION DATE _
*ANNUAL CROWTH FACTORS USED TO ESTIMATE ADT IN NON-COUNT YEARS
EAR
1 . 2. 3. 4. 5. ESTIMATED DIRECTIONAL PER CENT ADT
* SOURCE
AD: DISTRIBUTION TRUCKS GROWTH CODE FACTOR
PHONE e
1973 ••••••■■■
1972
1971
1970
1969
1968
1967
1966 - - -y-
1965 1_ ^1
1964
1963
1962
1961
1960
1959
DATE
*STATE ASSIGNED ID
SHEET 2
HISTORICAL TRAFFIC DATA
LTPP PROGRAM
'*STATE CODE
*SKRP SECTION ID
*SHRP REuION CODE
ACTUAL TRApFIC COUNTS Ob; SHRP SECTION OR SAME VOLUME-DEFINED ROAD SEGMENT
LOCATION MILEPOST eo
TYPE OF COUNTER NAME
DATA ITEMS
MOST RECENT
PREVIOUS YEAR COUNTS YEAR
YEAR YEAR
1: DATE (MONTH - DAY - YEAR) PERIOD (HOURS) RAW COUNT A.. SEASONAL
FACTOR USED A. SOURCE -
•■••■•
A D B. AXLE CORRECTION
FACTOR USED - ■••■■■
U B. SOURCE OF AXLE CORRECTION FACTOR
- M C. OTHER FACTOR (SPECIFY TYPE)
N C. FACTOR USED T C. SOURCE-OTHER
FACTOR 5 DIRECTIONAL
DISTRIBUTION FACTOR IF COLLECTED DURING COUNT DIRECTIONAL DISTRIBUTION FACTOR' IF ESTIMATED
7. TRUCK LANE DISTRIBUTION FACTOR IF. COLLECTED DURING COUNT TRUCK LANE DISTRIBUTION FACTOR IF ESTIMATED
9 PERCENTAGE OF TRUCKS TO TOTAL ADT VOLUME
TJ=—E "'n
DATE
LJL
SHEET 3
HISTORICAL TRAFFIC DATA
LTPP PROGRAM
*STATE ASSICNED ID
*STATE CODE MiMu.
*SHRP SECTION ID ■•■
*SHRF REGION CODE
NAME
VEHICLE CLASSIFICATION DATA
pERCENT OF TRUCK VOLUME BY vEHICLE CLASS
LOCATION MILEPOST
DATE OF COUNT
TOTAL ADT
% TRUCKS
TRUCK CLASS A
2. TRUCK CLASS B
3 TRUCK CLASS C
TRUCK CLASS D
MINN.
■■■
TRUCK CLASS E
■■■
6. TRUCK CLASS F
TRUCK CLASS G
TRUCK CLASS H
TRUCK CLASS I
TRUCK CLASS .3
••■•..
•■••
••••■••■
MM.» -•-•-••
TOTAL (SHOULD EQUE1 1-508)-
11:
r-
rgLiu L n
DATE
•-•■•■■■•■■•—
■■■•■ *STATE ASSIGNED ID
SHEET 4
HISTORICAL TRAFFIC DATA
ULM> PROGRAM
*STATE CODE
*SHRP SECTION ID
*SHRP REGION CODE
I
DETAILS OF CLASSIFICATION corrTs
YEAR all•■••
PERMANENT COUNTER ON SHRP COUNTER ON SAME ROUTE AS SHRP SECTION . LOCATION MILEPOST e INDIVIDUAL COUNTER ON SAME FUNCTIONAL CLASS DIFFERENT ROUIE ROUTE NUMBER OF COUNTER LOCATION ON ROUTE FUNCTIONAL CLASS
MEAN OF MULTIPLE COUNTERS ON SAME FUNCTIONAL CLASS MUMBER OF COUNTERS
3. SHORT TERM COUNT ON SHRP SECTION ROUTE LOCATION OF COUNTER COUNT DATE MONTE
MANUAL COUNT MECHANICAL COUNT - . SPECIFY EQUIPMENT:
DAY(S)
SHORT TEKM COUNT ON OTHER ROUTES - SAME FUNCTIONAL CLASS NUMBER OF COUNTS USED TO COMPUTE MEAN STATISTIC NUMER OF corrT LOCATIONS DATES: MONT DAYS MONT DAYSMONTH • DAYS . MANUAL MFOHAN:CAL LOCATION 1 LOCATION 2 LOCATION 3 -- LOCATION 4 LOCATION 5 LOCATION 6 LOCATION 7
COMMENTS ON OTHER DETAILS OF CLASSIFICATION COUNTS
IF YOUR AGENCY CURRENTLY USES DIFFERENT VEH:CLE CLASSES l'HAN THOSE SHON ON . SHEET, PLEASE LIST CURRENT VEHICLE COUNT CLASSES .
1
,
DATE -
*STATE ASSIONED ID
il SHEET 5
*STATE CODE HISTORICAL TRAFFIC DATA
*SHRP SECTION ID LTPF PROGRAM
*SHRP REGION CODE Teucx AXLE LOAD MEASUREMENTS
WEIGHT STATION DESCRIPTION
NAME
PHONE e
STATION IDENTIFICATION NUMBER
FJNCTIONAL CLASSIFICATION
POSTED ROUTE NUMBER CATECORY
POSTED ROUIE NUMBER
DIRECTION OF TRAVEL
TYPE OF SITE
TYPE OF WEICHING EQUIPMENT
E. SCALE MANUFACTURER
9. MODEL ':;UMBER OF SCALE
10, METHOD OF VEHICLE CLASSIFICATION corrrING
11. COORDINATION WITH ENFORCEMENT ACTIVITIES
LOCATION OF STATION (DISTANCE AND DIRECTION FROM NEAREST MA.;OR INTERSECTION)
PAVEMENT TYPE (FLEXIBLE, RICID)
DATE wIM SITE INSTALLED
STATUS OF CURRENT OPERATION
•
-
DATE
*STATE ASSIGNED ID
SHEET 6
HISTORICAL TRAFFIC DATA
LTPP PROGRAM
TRUCK AXLE LOAD MEASVREMENTS
AUE LOAD DATA
1 STATION IDENTIFICATION NUM3ER COUNT DURATION:
FROM (MONTH,DAY,YEAR.TIME) TO - (MONTH,DAY.YEAR,TIME)
corNT LANE VEHICLE CLASS TOTAL NIMBER OF . VEHICLES COUNTED
*STATE CODE
*SHRP SECTION ID
*SHRP REGION CODE
NAME
PHONE e
6. SINGLE AXLES LOAD RANCE < 3000
3000 6999
7000 7999
8000 11999
12000 15999
16000 18000
18001 18500
18501 20000
20001 21999
22000 23999
24000 -25999 26000 - 29999
NuMBER OF AXLES COUNTED - •••■
> 30000
. TADEM AXLES LOAD RANCE < 6000
NUMBER OF AXLES COUNIED
6000 - 11999 12000 - 17999 18000 - 23999 24000 - 29999 30000 - 32000 32001 - 32500 32501 - 33999
OMP--
34000 - 35999 36000 - 37999 38000 - 39999 40000 - 41999 42000 - 43999 44000 - 45999 46000 - 49999 50000 > •
ruc-LrfU SHEET 7
HISTORICAL TRAFFIC DATA
-LTPF PROGRAM
TRUU AXLE LOAD MEASUREMENTS •
AXLE LOA D DATA
DATE
*STATE ASSIGNED ID
*STATE CODE
*SHRF SECTION ID
*SRI REGION CODE
N A.M E
UNIQUE AXLE GROUPS PHONE e
STATION IDENTIFICATION NUMBER
COUNT DURATION: FROM (MONTH,DAY,YEAR,TIME) TO. (MONTH,DAY,YEAR,TIME)
COUNT LANE
4. VEHICLE CLASS
5 AXLE LOAD DATA AXLE A LOAD (lb)
AXLE B LOAD (lb)
AXLE C LOAD (lb)
AXLE D LOAD (lb)
AXLE'E LOAD (lb)
é. AXLE SPACING SPACING BETWEEN AXLES A - (feet and tenths)
SPACING ETWEEN AXLES B - C (feet and terthe)
SPACING BETWEEN AXLES C - D (feet and tenths)
SPACING BETWEEN AXLES D - E (feet ard tentbs
VEH I CLE DESCRIPTION - — —
DATE
9. TIME
WEIGH -IN-MOITION EQUIPMENT SUPPL1ERS
The following list was prepared from information collected at a Wei-in-Motion conference in Minnesapolis, Minnesota and from the Heavy Vehicle Electronic License Plate Program. The list is proyided only as general information and is not ail inclusive.
Bridge Weighing Systems. Inc.
Contact: Richard Snyder University Circle Research Center 1 1100 Cedar Cleveland, OH 44106 (216) 229-8400
Type: Portable Bridge WIM systems.
CMIE - Dearborn, Inc.
Contact: Jeff Davies 820 Lafayette Road Building #1, Suite 203 Hampton, NH 03842
Type: Complete weight stations including dynamic mie sensors
Culway
Contact: Snowy Mountains Engineering Coporat ion P.O. Box 356 avoua NSW 2630 AUSTRALIA Telphone: International 61-64-520222 Telex: SMEC AA61153 Fax: International 61-64-520400
Type :
Permanent bridge Wim system
Data Instrument AS
Contact: Dataininstrument AS Nye Sandviksvel 56A P.O. Box 1561 N - 5035 Bergen Norway Telephone: 47 5 31 14 15 Telex: 40941 Fax: 47 5 32 33 96
Type: High-speed, permanent, Piezo electric cablé
CYnec Corporation
Contact: P.O. Box 15123 Austin, TX 78761
Weight-In-Motion Equipment Suppliers Page 2
EMX Corporation
Contact: George Pagonis 1120 Connecticut Avenue, NW Washington, lm. 20036 (202) 452-8811
GK Instrurrents, Ltd.
Contact: Geoff Kent Simpson Road Fenny Stratford Milton Keynes, MEI IIN England 011-44 908 75742
TYPe:
High-speed, permanent, piezo electric WIM system
Golden River Corporation
Contact: Waltr O'Connell 7672 Standish Place Rockville, MD 20855 (301) 340-6800
Type: Portable, high-speed, bending plate
Intercomp
Contact: 14465 23rd Avenue North Minneapolis, Minnesota 55447-3438 Telephone: (612) 476-2531 Toll-free out of State Watts: 1-800-328-3336 Fax: (612) 476-2613
Type: Portable low speed bending plate
International Road Dynamics, Inc.
Contact: Terry Bergan 4A5-116 103rd Street .Saskatoon, Saskatchewan, CANADA S7N 1Y7 Telephone: (306) 955-3626 Fax: (306) 373-5781
TYPe:
High speed, permanent, Piezo electric WIM system Portable bending plate wheel load systems. Portable and permanent bending plate axle load scales. Low speed single axle WIM system
Weight-In-Motion Equipment Suppliers Page 3
PAT Equipment Corporation
Contact: Joe Màdek 1161 Worcester Road, Suite 300 Framingham, MA 01701 (617) 872-8211
TYPe:
Siegfried Gasser 7575 Ettlingen Hertzstrasse 32-34 Karlsruhe West Germany
Low speed, portable, bending plate. Portable static bending plate. Portable stationary traffic measuring WIM system
Streeter - Richardson
Contact: Susan Smith 155 Wicks Street Grayslake, IL 60030 (312) 223-4801
TYPe:
Portable and permanent bending plate WIM system
Toledo Scale
Contact: Systems Division 60 Collegeview Road Westerville, CH 43081 Teléhone: .(614) 898-5110 Toll-free: 1-800-523-5123
Type: Low and Medium speed WIM systems
Trevor Deakin Consultants, LTD
Contact: Ascot Court, White Horse Technology Park Trowbridge, Wilts BA14 OXA Telephone: Trowbridge (0225) 760099 Tele: 449441 Gage G Fax: (0225) 762751 Cables: Technique, Rode, Bath
Type:
Hi gh speed, permanent, Piezo electric system
WeightIn-Motion Equipment Suppliers Page 4
Truvelo
Contact: AVIAR, Inc. P.O. Box 162184 Austin, TX 78716 Telephone: (512) 327-9439 Fax: (512) 327-0822
Variable gpeed, permanent and portable CapacitAnce pad WIN systems. Pieu) axle detactors, axle weight sensors
Weighwrite Ltd.
Contact: Len Gorman 49 West Street Farhham, Surrey England 011-44 252-711011
AUTOMATIC VEHICIE CLASSIFICATION EQUIPMENT SUPPLIERS
The following list was prepared from informatiàn collected at a Weigh-in+Motion conference in Minneapolis, Minnesota and from the Heavy Vehicle Electronic License Plate Program. The list is provided only as general information and is not ail inclusive.
Bridge Weighing Systems, Inc.
Contact: University Circle Research Center #1 11000 Cedar Avenue Cleveland, OH 44106 Telephone: (216) 229-8400 Telex: 985662 (PILE DYN) Fax: (216) 831-0916
CMI - Dearborn, Inc.
Contact: Jeff Davies 820 Lafayette Road Building #1, Suite 203 Hampton, NH 03842 (603) 926-1200
Diamond Counters
Contact Guy Gibson P.O. Box 691 Oakridge, OR 97463 (503) 782-3903
GEC Traffic Automation Ltd.
Contact: J. K. Beadsmcre, Director Elstree Way Borehamwood Hertfordshire, WD6 1RX England 011-44 195 66786 Fax: 011-44 195 35262
GK Instruments, Ltd.
Contact: Geoff Kent Simpson Road Fenny Stratford Milton Keynes, Mn UN England 011-44 908 75742
Autcratic Vehicle Clasification Equipment Suppliers Page 2
Golden River Corporation
Contact: Walter O'Donnell 7672 Standish Place Rockville, MD 20855 (301) 340-6800
International Road pynamics, Inc.
Contact: Terry Bergan #A5-116 103rd Street Saskatoon, Saskatchewan, CANADA S7N 1Y7 Telephone: (306) 955-3626 Fax: (306) 373-5781
Pile Dynamics
Contact: Garland Likins 4535 EMery Industrial Parkway Cleveland, OH 44128 Telephone: (216) 831-6131 Telex: 985662 (PILE DYN) Facsimile: (216) 831-0916
Sarasota Automation
Contact: Mike Weeks 1500 N. Washington Boulevard Sarasota, FL 33577 Telephone: (813) 366-8770 Fax: (813) 365-0837
Streeter - Richardson
Contact:
Timelaose
Susan Smith 155 Wicks Street Grayslake, IL 60030 (312) 223-4801
Contact: Gerald Schiff St. Petersburg , Florida (813) 579-8848
Operational Memorandum No. SHRP-LTPP-OM-003
I . National Research Council
STRATEGIC HIGHWAY RESEARCH PROGRAM
Efill1111 11111111
FRAMEWORK FOR TRAFFIC DATA COLLECTION FOR THE GENERAL
PAVEMENT STUDIES' TEST SECTIONS
1 STRATEGIC HIGHWAY RESEARCH PROGRAM
818 Connecticut Avenue NW Washington, DC 20008
January 1989
STRATEGIC HIGHWAY RESEARCH PROGRAM LONG TERM PAVEMENT PERFORMANCE
Framework for Traffic Data Collection for the General Pavement Studies Test Sections
1.0 INTRODUCTION
The Long Term Pavement Performance (LTPP) study has six specific objectives. These are:
Evaluate existing design methods.
Develop improved design methodologies and strategies for the rehabilitation of existing pavements.
Develop improved design equations for new and reconstructed pavements.
Determine the effects of (1) loading, (2) environment, (3) material properties and variability, (4) construction quality, and (5) maintenance levels on pavement distress and performance.
Determine the effects of specific design features on pavement performance.
Establish a national long-term data base to support SHRP objectives and future needs.
The General Pavement Studies (GPS) experiment, one component of the LTPP study, involves the observation and monitoring of selected in-service pavement test sections over a period of up to 20 years. Each test section is a 500-foot length of one lane. The primary goal of the GPS experiment is to develop a national data base that will provide the data to meet the objectives of the LTPP study. Valid traffic data representing each specific section is vital in accomplishing these objectives. Traffic is one of the most important primary independent variables in a study of pavement performance. The quality of the traffic data has a direct influence on the ultimate results that can be achieved.
Many of the researchers who initially conceived the GPS experiment envisioned site specific traffic data being collected by low cost weigh-in-motion (WIM) equipment located at each GPS section. Unfortunately, low-cost and accurate weigh-in-motion technology has flot yet evolved such that it can be recommended for every GPS site.
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The limits of existing technology and the need to minimize the financial impact of a data collection plan without compromising the need for site specific data posed a significant problem for SHRP. In resolving this problem, SHRP sought assistance from two expert task groups (ETGs), one dealing with weigh-in-motion technology and the other with traffic data collection and analysis. Both of these groups included representatives from state and provincial highway agencies, universities and the Federal Highway Administration. In addition, SHRP contracted with Mark Hallenbeck to provide support to the two expert task groups. Mr. Hallenbeck is a research engineer with a strong background in traffic data collection from the Washington State Transportation Center and a co-author of the FHWA Traffic Monitoring Guide. ,
SHRP presented and solicited feedback on the main elements of the data collection plan at the fall regional meetings. A large number of constructive comments were received.
2.0 USE OF TRAFFIC DATA IN THE LTPP ANALYSIS
A principal objective of the GPS experiment is to evaluate and develop pavement performance models used to predict the future performance of existing pavements and to design new pavements. Ail pavement performance and design bodels require detailed knowledge of traffic both volume and axle load information. In design models, traffic is a primary input that dictates the thickness and strength of the required pavement structure. As predictive equations, these models predict the number of traffic loads that a pavement can carry. Thus, traffic data is an crucial variable in the study of pavement performance.
The traffic information needed to evaluate most existing pavement design models is the total number of 18K equivalent single axle load (ESAL) applications in the study lane. Due to differences in methods for computing equivalent axle load factors, the original axle load information used to compute these factors according to the particular design method is needed. This requires information on applied axle loads. It is desirable to have information on the weight and characteristics of ail vehicle axles that have crossed a study lane from the time it was constructed. Alternatively, information on the number of truck axles grouped in axle load categories similar to those published in the FHWA W-4 tables would also allow equivalent axle load factors to be computed using different methods.
More detailed traffic information is needed for developing improved or new pavement performance models. The type of model that can be built is directly dependent upon the data that is available to the analyst constructing the model. The objective in planning for a study to be used in the future is to provide the greatest flexibility to the analyst by providing as much
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information as reasonably possible. The reasonable consideration applies both to the potential for the data to support an improved understanding of pavement performance and to the cost of acquiring the information.
With the development of mechanistic-empirical types of performance models, information on traffic loadings on a weekly ' or monthly basis allows an analysis and modeling of the effect of interaction between environment and traffic loading on pavement performance. For example, in freeze regions a large proportion of pavement distress occurs during spring thaw periods. Thus it is desireable to group traffic load applications into one-week or one-month intervals to permit development of this type of model.
Research has shown that the rate of traffic loading, such as ESAL/day, is significant in explaining the performance of pavements. The traffic data collection plan for SHRP needs to provide adequate data so that this parameter can be properly quantified.
Although most existing pavement performance models deal with structural considerations and only truck loadings, lighter weight traffic such as cars and light-weight trucks (< 10,000 lb) can influence the development of some forms of pavement distress, such as spalling, scaling, roughness, abrasive wear in the wheel paths, etc. Therefore, in addition to information on heavy vehicles, it is desirable to have data on the total traffic and the distribution of vehicle types traversing a test section.
In addition, pavement performance analysts and researchers could make use of the following vehicle-related information:
Vehicle type Number of axles Axle spacing Axle weight (wheel load) Vehicle speed (loading time) Number of tires Tire type (radial, bias, studded) Tire pressure Date and time of vehicle crossing section Tire contact area Stress distribution across tire contact area Vehicle suspension characteristics (for modeling dynamic response)
Although interesting, it is neither feasible nor reasonable to measure and record all of these data elements for traffic on the SHRP LTPP test sections. SHRP's data collection plan is limited to the collection of the following information specific to each 500-foot-long, one-lane section that we are monitoring:
Vehicle volumes crossing the GPS section, Vehicle classification (the make-up of vehicles in the
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traffic stream), and The weight of the axles for each type of vehicle.
Besides its use in the pavement performance modeling, the traffic data collected on SHRP sections and stored in the national pavement data base will have other uses. Information on truck weight distributions and temporal variations will be useful for planning and as input to present pavement management systems at both the state and national level. Specifically, it could expand the sample used in the Highway Performance Monitoring System.
3.0 SHRP'S DATA COLLECTION PLAN
Long-term pavement performance analysis requires site-specific information on vehicle volumes, vehicle classification and axle weights. The data collected -fôr each GPS site must pertain to that GPS site and cannot be a "system average." Although some traffic trends are probably fairly constant between similar sites, local changes in economic or enforcement activity can cause significant long-and short-term changes at some sites. The actual loadings at each GPS site are expected to vary significantly because of variations in the number of trucks, the types of trucks, and the weight of trucks between sites. Since the LTPP project is concerned with site-specific pavement deterioration, the pavement performance of respective sites must be well matched with the actual loadings impacting that pavement.
The ideal or preferred data for this analysis would consist of continuous weigh-in-motion data from the date of construction to the end of the analysis period for each GPS section. Unfortunately, this type of data base does not exist. In most cases, little traffic volume and classification information and, particularly, weight information has been collected at or near sites chosen as GPS sections. Even in future years, few states will be able to deploy and operate WIM equipment continuously at GPS sites. Thus the ETGs looked at a number of alternatives for sampling traffic volume and weights to minimize the amount of data collection without compromising the experiment. Financial limitations were thé primary consideration in the development of the traffic data collection plan. The proposed data collection plan that follows outlines a preferred, a desirable and a minimum plan. The minimum plan generally provides the least-cost program that the two expert task groups recommended as being necessary to provide the required site-specific data to support the GPS program. In some instances, more data can be provided than requested by the minimum plan, for less or equal amounts of money. Such opportunities will be discussed later.
SHRP's proposed traffic data collection plan addresses two separate time periods or phases referred to as historic data and monitoring data. "Historic" or existing data refers to data that has been collected on or near the test section up to the time
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that enhanced GPS site-specific traffic data collection following the SHRP guidelines begins. "Monitoring" or new data is data collected on the GPS test sections following the data collection plan proposed by SHRP.
Since in-service pavement sections are being used as GPS sections, estimating past traffic is as important as collecting new information. The site-specific traffic information collected during the monitoring period will play an important role in the establishment of historical traffic data.
3.1 Monitoring Data Collection Plan
The monitoring data collection plan can be viewed as a three-level plan a "preferred level," a "desirable level" and a "minimum level." Continuous weigh-in-motion data from each GPS site remains the preferred or ideal level. Where continuous weigh-in-motion is flot realistic, the "desirable level" data collection is suggested. The "minimum level" is an alternative for those extreme cases in which the desirable level is unattainable. Both these levels replace site-specific continuous weigh-in-motion with continuous site-specific automatic vehicle classification counts, short-ter-in axle weight counts and regional weigh-in-motion sites.
Although the ETG's effort was directed at establishing the lowest acceptable level of monitoring period data to be provided for each GPS site, highway agencies are encouraged to provide more than the minimum where possible. Highway agencies may develop a strategy that employs a combination of the three levels on their GPS sections.
The desirable and minimum plans are outlined below:
j. Automatic Vehicle Classification: Automatic Vehicle Classification equipment, operating continuously for 365 days per year, should be installed at each GPS site by June 1992. Early installation and operation of the equipment would be preferred. Once installed, the AVC equipment should be left operating for the duration of the data collection period for the GPS experiment. If funding limitations are severe, a single year of AVC data is acceptable. The AVC equipment should provide data according to the FHWA 13 classification system. The requirements are summarized below:
Minimum Desirable 1 continuous 365-day count Continuous 365 days/year completed by June 1992 operating by June 1991
for the duration of the monitoring period
5
Weigh-In-Motion Axle Weights: Axle weight samples using weigh-in-motion equipment should be provided for each GPS test section for a one-week period during each truck season. A truck season is defined as a period of time during a calendar year when a significant change occurs in expected truck weights or volumes. The number of truck seasons will vary from location to location. For example, in agricultural areas truck weights for specific vehicle types may change several times during the calendar year as different crops are harvested. If information on the characteristics of local truck traffic on a test section is flot known in sufficient detail to define truck seasons, then the short-term truck weight measurements should be performed on an environmental season basis, i.e. winter, spring, summer, fall.
Where the collection of one week of continuous data is flot practical, SHRP will accept, as a minimum, the collection of one 48 hr. continuous count from the Monday to Friday period, and one 48 hr. continuous count from the weekend for each truck season. Collection of axle weights at each GPS site should be completed by June 1992. These requirements are summarized below:
Minimum 1 Monday to Friday and 1 weekend 48 hr. continuous count for each truck season completed by June 1992.
Desirable 7 day continuous counts for each truck season completed by June 1992.
Regional weigh-in-motion sites: The minimum or desirable levels of site-specific data must be supplemented with information from a number of continuously operated regional WIM sites. These sites will provide information on temporal variations in vehicle classifications and weight. The regional WIM sites do not necessarily have to be located at GPS sites. The plan proposes that the regional sites consist of existing or proposed state operated weigh-in-motion sites supplemented with specially constructed new sites. The number of new sites will be determined by financial and technical considerations.
Work is underway on refining specifications for machine-readable submission of the traffic data. As a minimum, submission of this data will be made following the guidelines and formats contained in the FHWA Traffic Monitoring Guide. Descriptions of the vehicle classes used by the WIM equipment, and if necessary, the means by which the states convert those classes into the FHWA 13 reporting classifications will also be required.
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3.2 Historical Traffic Data Collection
The plan for collection of historical traffic data is to acquire available traffic information from the participating highway agency along with a description of how the information was obtained and manipulated to represent different traffic statistics, such as average annual daily traffic and traffic loading. Because of the diversity in traffic counting procedures, equipment and analysis methods used across the United States, it is also desirable to access the raw data on which the reported traffic information is based. This approach will allow researchers to make decisions on the best use of the available data.
The data collection forms for historical information contained in the pre-implementation version of the LTPP data collection guIde„ have been revised. An example of the revised forms are attached. These forms and the -supporting narrative and instructions on how to complete them will become part of the SHRP data collection guide. They will be distributed to the participating highway authorities in the near future and discussed in a series of traffic workshops. Engineers from the SHRP regional coordination offices will work with individual highway authorities to complete these forms.
3.3 Schedule
SHRP's data collection plan will be implemented over a number of years. The implementation window for each of the SHRP data collection elements is provided below:
1-1989-1-1990-1-1991--1--1992--1--1993-- • • Historical inform-
ation to SHRP
AVC installation
> :
>
1 yr truck season short terM WIM • .1 > : counts : : : •
New regional WIM : : installations I > : :•
GPS site WIM : : installation : I > : (if applicable) : : :
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4.0 LOCATION OF THE REGIONAL WEIGH-IN-MOTION SITES
The regional WIM stations are intended to provide long-term information on seasonal and annual variations in truck loading and vehicle classifications that are applicable to groups of GPS sites. A decision on the location of the regional weigh-in-motion sites cannot be made until the majority of the GPS sites are finalized. Once the locations of the GPS sites are known, SHRP will assess the coverage provided by existing or proposed state continuous weigh-in-motion locations and identify those existing or proposed locations suitable for use as regional WIM sites and those supplemental locations necessary to alleviate gaps in coverage.
SHRP will contact highway authorities where existing or proposed sites that are suitable as regional WIM sites are located. If the highway authorities are agreeable, SHRP will designate the site as a regional site and have the data from these sites included in the data base.
Once the network of existing and proposed regional WIM sites is identified, SHRP will recommend new sites that must be constructed to fill gaps in coverage. SHRP will work with participating highway authorities to help coordinate the location of new regional WIM stations to meet the needs of both SHRP and the participating agency.
Recommendations on appropriate general locations of new regional WIM stations will include the following considerations:
Locations and capabilities of existing traffic count and weighing stations, including ports of entry, enforcement stations, etc.
Location of LTPP test sections. The stations should be located so that a maximum number of test sections can be directly covered by one station. Coverage consideration should extend across jurisdictional boundaries.
Locations of major traffic generators, such as ports, manufacturing centers, regional distribution centers.
Needs of local highway authorities, HPMS sections, planning needs, other research sections, etc.
Location of other SHRP field test sections (Special Pavement Studies, bridges, ice & snow).
Once the general location is selected the following considerations will be used in determining the specific location:
- Suitable ancillary facilities such as electricity, telephone, right-of-way and other off-road features.
Road profile characteristics (WIM stations need smooth upstream road profiles).
WIM equipment installation requirements.
5.0 DISCUSSION OF THE RECOMMENDED PLAN
The traffic sampling plan developed for the SHRP LTPP study is a compromise between data acquisition cost and data neede4_to accomplish the objectives of the program. The need to unit the financial impact was an overwhelming consideration in the development of the minimum level of data collection.
5.1 Discussion of the Monitoring Plan
The preferred approach is a continuous permanent weigh-in-motion station located near the test sections. Ideally the station would be located close enough to the test section to measure the saine basic traffic stream that passes the GPS test section lane. Although data is required for only one lane, the test site would be designed to avoid problems of vehicle by-pass caused by equipment placed only in one lane. To assure conditions conducive to accurate weighing, the site would meet the following specific criteria:
it would be on the saine highway as the GPS section, it would be weighing the saine traffic stream, with no major interruptions to the traffic stream between the GPS and WIM site, and it would be installed a sufficient distrance away to avoid causing unusual dynamic forces on the 500' test section
In general ail traffic data collection needs for the test sections can be met with continuous WIM equipment, as most WIM stations count and classify vehicles by number of axles and provide date and turne information.
The desirable and minimum SHRP traffic data collection levels rely upon a combination of site-specific vehicle classification counts and short-ter-in axle weight measurements supplemented with information from the regional weigh-in-motion stations. The regional continuously operated WIM sites will collect data that is representative of regional truck weight patterns. Data collected at these regional sites will be used at several GPS
sites and, in many cases, at GPS sites in more than one state. It is hoped that the use of this combination of information will permit traffic estimates for each GPS site which are equivalent to information that could be obtained from a permanent WIM station at the site.
The concept behind the use of continuously operating WIM sites is to provide as much information as possible on the time variations in vehicle loads (axle loads), vehicle classes and traffic volume. The regional data will be used in conjunction with the site-specific weight and classification data to help estimate the actual annual wheel loadings for each GPS test site. Without a measure of seasonality at each site, short-duration weight information could provide misleading information concerning annual weights. The regional site data will be used to adjust the site-specific weights to represent average annual conditions, much as "master" traffic count locations are used for converting short-duration volume counts into estimates of AADT. For example, if vehicle weights in January are consistently lower than the annual average, then a factor might be developed to adjust short-term measurements performed in January.
The continuous classification counts at each site are designed to give a true measure of the actual annual traffic and provide information on shifts in the vehicle population over time (daily, weekly, monthly, etc.). Use of true annual traffic classification volumes without seasonal factors of any kind will markedly improve the estimate of total traffic volumes on a section. Information on the time variations and total volume of the different truck classes supplied by the automatic vehicle classifier will improve the researcher's ability to extrapolate short-term load measurements. Truck weight information can be extrapolated by truck class rather than across ail truck classes. The vehicle classification information can be used to identify "truck seasons" or seasonal shifts in the heavy vehicle population and hence to assess and direct the short-term weight sampling needs for a section. Thus site-specific AVC information can also be used to establish seasonal factors that can be used to reduce the sampling effort in future years.
The seasonal short-term site-specific load measurements will provide the basic load data used to estimate the truck loadings on a test section. Although these short-term measurements do not provide information on how vehicle loads vary over extended periods of time, a reasonable estimate can be made by combining this information with information from the continuous vehicle classification counts and continuous weight information from the master WIM stations.
The proposed data collection plan is quite flexible for data levels exceeding the minimum. Many innovative opportunities are likely to exist for agencies to both reduce agency cost and
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provide improved information. As an example, piezo weigh-in-motion which has been demonstrated to perform well in concrete pavements, may in some concrete GPS sections provide a lower cost alternative than the AVC and short-terni counts specified by the minimum level.
5.1.1 Limitations of the Monitoring Data
The SHRP data collection plan limitations occur primarily in the area of truck weights. Problems will result from differences between the various truck weighing installations and the use of short-terni axle weight counts. Equipment and site characteristic differences of each GPS weigh station location will affect weighing results. That is, the saine truck weighed at different sites will invariably exhibit different axle and gross vehicle weights. The size of this error will be difficult to define. Calibration information and site profile information will be necessary to address differences between scale sites.
As very few continuous weigh data samples exist, it is difficult to estimate the impact that trade-offs between site-specific, short duration weighing sessions and regional, long-terni counts will have on the accuracy of the weight data collected for SHRP. Therefore, as part of the SHRP effort, the short-terni data collected at individual GPS sites must be compared to the patterns shown in the 365-day counts at regional locations. If the short-terni measurements, combined with the pattern information collected at the regional stations, are insufficient to provide accurate estimates of annual, site-specific weights, then additional weight data-will have to be collected at each GPS site after the expiration of the current 5-year SHRP program.
5.2 Discussion of the Historical Data Collection Plan
Historical or past traffic on a site will be estimated using information collected from highway agencies via the historical data sheets and the site-specific information obtained during the monitoring period. The site-specific information is a cornerstone of this approach as it is used to form a baseline for traffic volumes, vehicle classification counts and axle weights. The limited historical data that is available can then be used to aid in nbackcasting" the current estimate for each year from the baseline back to the year of construction or last overlay. The results obtained in this fashion will be significantly better than those achieved from using only the system-wide information, provided that the baseline data collection effort is sound. This is one reason why carefully taken site-specific measurements are necessary. In the absence of other information, research suggests that it is better to extrapolate from information collected at the site under study than from information collected on other sites.
Another important consideration in computing historic accumulated ESAL applications on a section is the predominant use of truck weight information collected using static scales. Research with weigh-in-motion scales has shown that static weight measurements do flot adequately sample the heavier weight trucks, particularly overloads. This is natural, given the association of static weight operations with enforcement. Site-specific WIM measurements will be considered in factoring or modifying the historical weight information to better represent the number of overweight vehicles in the historic information.
5.2.1 Limitations of the Historical Data
Historical data submitted by the states will have a number of major limitations. The main limitation stems from the fact that little GPS site-specific information exists. This limitation is compounded by differences in data collection practices from state to state. Historical data is often based on short manual classification and weight sample counts taken in summer, with equipment of unknown accuracy, at static scales in an enforcement environment, for vehicles operating under various weight and dimension regulations. The significance of these differences varies considerably from site to site. The only means of estimating these errors will be by examining the site-specific information collected as part of the new data collection effort.
5.3 Coordination With Other Programs To Share Traffic Data
It is important that traffic data collection efforts be coordinated to the extent possible so that existing and new data collection sites are used effectively and efficiently. The traffic data collection for the Highway Performance Monitoring System (HPMS) appears at first glance to be a prime candidate for coordinated activity. Coordination opportunities exist, although the two data collection programs have been constructed to meet different statistical sampling needs. The HPMS data collection program acquires system-wide estimates of highway usage and vehicle characteristics based on a sampling scheme stratified by traffic volume groups and functional classifications. The HPMS system is flexible because of the multitude of uses made of the data. In contrast, the more rigorous SHRP data collection program is structured to provide essential traffic information specific to each 500 foot, one lane GPS section that is being monitored. The GPS sections were selected on an entirely different basis than the HPMS sites.
Although the two programs have no common basis, opportunities do exist to combine the two traffic data collection efforts. SHRP site-specific data could provide useful supplemental or replacement data for the HPMS. The HPMS sample data cannot however, support specific GPS traffic data needs. Each GPS site
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would have to be examined to determine whether it can become an HPMS site.
5.4 Sampling Opportunities and Statistical Confidence Limits
Sampling of traffic characteristics at each site could potentially reduce the amount of traffic data that needs to be collected and processed. A good sampling plan however, requires prior knowledge of the population being sampled in order to adequately establish the sample size. In most cases, the available traffic data at each GPS site is considerably less than would be necessary to develop a valid sample program. Collection of the data necessary to develop a site-specific sampling plan was considered as troublesome as collecting the requested data. Thus, the concept of sampling has only limited application to the LTPP effort.
Although desirable, it was not practical to specify the statistical confidence required from the data to be collected at each GPS site, for reasons similar to those presented above. Instead, the plan calls for a reasonable and consistent amount of information from each site.
6.0 EOUIPMENT
The data collection plan proposed by SHRP requires the use of automatic vehicle classification, portable weigh-in-motion and pereanent weigh-in-motion equipment. Many different systems and suppliers are available for both the AVC and WIM equipment. SHRP does flot have the resources to establish its own performance specifications for the equipment. SHRP will rely on the leadership shown by ASTM and the HELP program and adopt the specifications that they are developing. The HELP program specifications are expected to be released in the spring and the ASTM specifications are expected to be released in the summer.
In a March 2, 1988 memorandum, FHWA Executive Director Dick Morgan advised Regional FHWA Administrators that "the purchase of WIM and AVC equipment, using funds under Part I of the HPR program, will be allowed without match through calendar year 1990." Consequently, many states have expressed a desire te upgrade WIM capabilities more quickly than the SHRP plans anticipated. Some states had already planned a more rapid - expansion of WIM capacity to meet their own need. SHRP also has limited funds to assist with the purchase of equipment. At the direction of the LTPP Advisory Committee, SHRP is developing a plan to use its funds te assist the states with the installation of the regional WIM stations.
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6.1 Automatic Vehicle Classification Systems
The AVC equipment must be capable of measuring the number and location of axles on each vehicle and determining when or where one vehicle ends and another begins. The basic components of a system are as follows:
j. Sensors, which provide data on the presence or passage of the vehicle to be classified;
Detectors, which receive and condition signais from the sensors and pass them on to a processor;
The processor, which performs the basic calculation of vehicle length, number of axles, etc., from which vehicle class is determined; and
The recorder, which stores the data and manipulates it into the presentation format.
Several different AVC systems exist. "Field Evaluation of FHWA Vehicle Classification Categories," January 1985, John Wyman, provides a good review of systems available.
SHRP does flot recommend a specific type or brand of AVC equipment. Uniformity of approach to classification equipment is net essential within SHRP. Where new equipment is required, states are asked to assess the relative mente of the different equipment in regards to their own program in deciding on the system(s) to deploy. SHRP recommends that AVC equipment be able te classify vehicles into either the 13 FHWA vehicle categories (scheme F) or a more detailed classification scheme defined by individual states that is compressible to the 13 FHWA categories.
In general, AVC equipment considerations include cost, ease of installation and the reliability of the sensor, and cost, classification accuracy, counting accuracy, reliability and durability of the electronics.
Equipment and installation costs vary considerably. Two examples are provided below:
Wisconsin California 2-lane Equipment and Installation
$11K $16-20K 4-lane Equipment and Installation
$16K $32-40K
6.2 Weigh-In-Motion Equipment
Weigh-in-motion is an established but evolving technology. The different systems available for performing weigh-in-motion have a wide variety of different characteristics, strengths and weaknesses. These systems employ a variety of technologies including:
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Bending plate systems, Shallow weight scale systems, Deep pit weight scales, Bridge systems, Piezo systems and Capacitance systems.
SHRP does flot recommend a specific type or brand of WIM equipment. Uniformity of approach to WIM equipment is flot essential within SHRP. Where new equipment is required, states are asked to assess the relative merits of the different equipment in regards to their own program in deciding on the system(s) to deploy. Equipment meeting the accuracy specifications of the draft ASTM and/or HELP demonstration • project is adequate for SHRP. It is important to keep in mind that the accuracy of the equipment is not simply a function of the technology of the WIM device and the brand of equipment. Site conditions play an important role in the accuracy of a system. Pavement profile and condition is probably the most important external factor.
A large number of reports and conference proceedings on weigh-in-motion can be found in transportation literature. A number of the commercially available systems have been evaluated by highway agencies, the FHWA and others. WIM systems evaluated in the HELP program include:
System State Bridge Weighing Systems portable Oregon Golden River portable - Idaho International Road Dynamics permanent Oregon PAT permanent Texas Radian Corporation semi-portable Texas Streeter-Richardson portable Texas Streeter-Richardson permanent Illinois
Quite a wide cost range exists for weigh-in-motion equipment. Portable capacitance pad equipment costs in the order of $35,000, Piezo installations in the order of $20,000, Bending plates installations in the order of $40,000, and deep pit equipment in the order of $200,000. Installed costs are highly dependent on local conditions.
6.3 New Equipment
New automatic vehicle classification and weigh-in-motion equipment is under development and testing. Traffic data collection system vendors and public agencies are pursuing new sensors and electronic components. Work on sensors includes:
Permanently installed axle sensors, using piezoelectric
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cable, piezoelectric film, and triboelectric cable; temporarily installed axle sensors, including tapeswitches, piezoelectric film strips, and piezoelectric cable; Temporarily installed vehicle presence sensors, including both portable and disposable inductive loops; Permanent WIM sensors, using both established and new. technologies; and Portable axle sensors using both established capacitance mats technology and new piezoelectric film and fiber-optic technologies.
Advances in electronic components are centered on the rapid evoaution of microprocessor technology. Microprocessor capability has greatly improved; at the saine time, energy consumption requirements have decreased. Sophisticated systems powered by batteries are being developed.
Some of the new equipment may be available during the SHRP program given the long implementation period of the SHRP data collection plan.
7.0 CONCLUDING REMARKS
Traffic data collection to support the GPS experiment is a very complex and difficult issue. In developing the data collection plan, SHRP was very sensitive to the financial implications of traffic data collection for highway agencies. As a result, automatic vehicle classification combined with short-term weighing sessions were substituted for continuous weigh-in-motion data, and the minimum level of data that would flot compromise the experiment was identified.
SHRP will conduct a series of workshops to further discuss traffic data collection requirements and capabilities on or before June, 1989. Where practical the workshops will be held in conjunction with FHWA's "Application of the TMG" course.
January 11, 1989
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