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h. The most common types of pavement joints, which are defined by their function, are as follows: (1) (2) (3) (4) . . Transverse Contraction Joint - a sawed, formed, or tooled groove in a Concrete slab that creates a weakened vertical plane. It regulates the location of the cracking caused by dimensional changes in the slab, and is by far the most common type of joint in concrete pavements. Longitudinal Joint - a joint between two slabs which allows slab warping without appreciable separation or cracking of the slabs. Construction Joint - a joint between slabs that results when concrete is placed at different times. This type of joint can be further broken down into transverse and longitudinal joints. Expansion Joint - a joint placed at a specific location to allow the pavement to expand without damaging adjacent structures or the pavement itself. 4. W. The primary purpose of transverse Contraction joints is to control the cracking that results from the tensile and bending stresses in concrete slabs caused by the cement hydration process, traffic loadings, and the environment. Because these joints are so numerous, their performance significantly impacts pavement performance. A distressed joint typically exhibits faulting and/or spalling. Poor joint performance frequently leads to further distresses such as corner breaks, blow-ups, and mid-panel cracks. Such cracks may themselves begin to function as joints and develop similar distresses. The performance of transverse contraction joints is related to three major factors: a. Joint S=ciw Joint spacing varies throughout the country becauie of considerations of initial costs, type of slab (reinforced or plain), type of load transfer, and local conditions. Design considerations should include: the effect of longitudinal slab movement on sealant and load transfer performance; the maximum slab length which will not develop transverse cracks in a plain concrete pavement; the amount of. cracking which can be tolerated in a jointed reinforced concrete pavement; and the use of random joint spacings. 3.12
(1) The amount of longitudinal slab movement that a joint experiences is primarily a function of joint spacing and temperature changes. Expansion characteristics of the aggregates used in the concrete and the friction between the - bottom of the slab and the base also have an effect on slab movement. (a) Joint movement can be estimated by the following equation: where: AL - C- L- a- AT - c- AL - CL(~AT+E) the expected change in slab length, in inches. the base/slab frictional restraint factor (0.65 for stabilized bases, 0.8 for granular bases). the slab length, in inches. the PCC coefficient of thermal expansion (see Table 1 for typical values). the maximum temperature range (generally the temperature of the concrete at the time of placement minus the average daily minimum temperature in January, in 'F). the shrinkage coefficient of concrete (see Table 2 for typical values). This factor should be omitted on rehabilitation projects, as shrinkage is no longer a factor. TABLE 1. TYPICAL VALUES FOR PCC COEFFICIENT OF THERHAL EXPAMSIOW (a) El],. . Type of Coarse PCC Coeff. of Thermal Aggregate Expansion (lOb/'F) Quartz W&one Granite Basalt Limestone 3.1.3
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Page 16 and 17: CH!\‘.?l TECZSIC'.AL ADVISORY T 5
Page 18 and 19: TIEBAR PULL-OUT TESTS Proper consol
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Page 24 and 25: critical, as the restraint forces d
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Page 30 and 31: maximum expansion. This will allow
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Page 36 and 37: References 1. l'Design and Control
Page 38 and 39: Based on Kansas Standard Plan 707.2
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Page 43 and 44: Dowel Bar Placement: pechanical Ins
Page 45 and 46: TABLE OF CONTENTS Abstract . . . .
Page 47 and 48: In July of 1988 this need for addit
Page 49 and 50: _i -. Corinu Procedure: A metal det
Page 51 and 52: PLACEMENT TOLERANCE SPECIFICATIONS
Page 53 and 54: placing dowels in a satisfactory cl
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ar inserter. On the first inserter
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extensive searches if a problem is
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SUMMARY AND CONCLUSIONS (continued)
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TABLE 1. DESCRIPIIOR OF PROJECYS IW
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TABLE 3. RANDOM SAMPLING SEQUENCE F
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.FICURE 1. COWEURAT?ON AND NuMBml;
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: __ APPENDIX A. DETAILED DATA FOR
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FHWA TECHNICAL ADVISORY T 5080.14 J
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FHWA TECiNICAL ADVISORY T 5080.14 J
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l.onghJdinal SECTION A-A onalmclion
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1. 2. 3. 4. 5. 6. 7. 8. 9. 10. REFE
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CASE STUDY - CONTINUOUSLY REINFORCE
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serve as a leveling course, to corr
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v. Details of Field Review It was n
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practice, chloride contents above 1
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pavement is constructed, we also re
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Sing1 e Lane Longitudfnal Bat CRCP
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LATERAL LOAD DISTRIBCTION AND THE L
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PURPOSE This paper summarizes data
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.A thxd study was ?e?ormed 5~ :he S
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__. Table 2. Encroachments on outsi
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The results presented by Ezery :\*e
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from the siab edge. The number of t
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-1 5 13 19 25 31 37 43 49 55 51 6i
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.A ::cleoier:Cai ?'.'3iU2::0:: Oi 5
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.M~&$iU~eTle~t!S and eStZbliSkfXl t
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Photos 5 k 6 - Two examples of wide
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0 ,A KC pavement that is widened 18
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13. Gordon K. Ray, ‘Concrete Shou
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I-60 Lmqitudinal CrackFnq - l988 in
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ill operatfms were cm@etM by July 1
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US. Deparmenr ol Transpoftarxx Fede
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FHWA TECHKICAL ADVISORY T 5080.17 J
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L 2 R'RWA TECEXICAL ADVISORY T 5080
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FFIWA TECHNICAL ADVISORY T 5080.17
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FHwA TECHNICAL ADVISORY T 5080.17 J
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7i%iA TZCHKICAL ADVISCRY T 5C80.17
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1. Platerials FHWA TECHNICAL ADVISO
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3. Mixins B. Batchers (1) (2) (3) (
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1. 2. 3. 4. 5. FHWA TECHNICAL ADVIS
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8. TEMPERATURE CONTROL FHWA TECHNIC
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1. SUBBASE TRIYMING FHWA TECHNICAL
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12. 13. 14. TRUCK REGUIREMENTS FHWA
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16. THICKNESS TEST FHWA TECHNICAL A
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25. 26. (cl (d) FHWA TECHNICAL ADVI
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IO IS 20 25 x> Air temp., OC To use
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FHWA TECHNIC= ADVISORY T 5080.17 ju
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FHWA TECHNICti ADVISORY T 5080.17 J
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RSQUIREMENTS 1’. General Retireme
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48Cl Sum&y of State Highway Practic
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Quotatims (con’t~ (30); &lignment
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We recognize that some States have
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