Presentation is loading. Please wait.

Presentation is loading. Please wait.

Jointing Chapter 8 Starts on CCS1-10 page 49.

Similar presentations

Presentation on theme: "Jointing Chapter 8 Starts on CCS1-10 page 49."— Presentation transcript:

1 Jointing Chapter 8 Starts on CCS1-10 page 49

2 Chapter Topics Isolation joints Contraction joints Construction joints
Joint filling

3 Joints Cracking caused by drying shrinkage occurs on every concrete slab project. Joints are made in concrete to limit random cracking by controlling crack locations. Joints allow the concrete to move slightly. Concrete slabs may also move because of: 1) subgrade/subbase settlement; 2) temperature and moisture changes that cause curling; and 3) loads. Types of Joints Isolation joints Contraction joints Construction joints CCS1-10 page 49 LHS

4 CCS1-10 page 49 RHS

5 Isolation Joints Permit horizontal and vertical movement between the slab and any walls, columns, or footings that the slab abuts. Internal concrete slabs shrink away from these fixed objects. If the slab is rigidly joined to a fixed object, the slab is likely to crack because the slab drying shrinkage is restrained and that causes tension in the concrete. Used along the walls and around all of the columns. Used to isolate footing from slab or slab from a machine foundation,. Can be circular or square around columns . Note that the square pattern has been rotated 45 degrees so the corners meet the contraction joints in the slab. If no isolation joint is used around a square column, the slab is likely to crack. If the square pattern of the isolation joint is not rotated, the slab is likely to crack. CCS1-10 page 49 LHS and RHS

6 CCS1-10 page 49 RHS

7 CCS1-10 page 50 RHS

8 Installing Isolation Joint material
Joint material must be compressible and thick enough (about ½ inch) to permit movement. Made of preformed asphalt impregnated fiber sheeting or similar materials. Place joint filler to extend the full depth of the joint and not protrude above it. Insert joint filler material at walls and foundations prior to concrete placement. CCS1-10 page 49 LHS and RHS

9 CCS1-10 page 50 LHS

10 Contraction Joints Used to create straight-line planes of weakness in the slab. As the slab shrinks, the joints open slightly and cracks occur at the predetermined locations instead of randomly over the slab. The planes of weakness may be established by jointing tools, insertion of joint forming strips while the concrete is still plastic, or sawing after the concrete has been finished. CCS1-10 page 50 LHS

11 CCS1-10 page 51 RHS

12 CCS1-10 page 51 RHS

13 CCS1-10 page 52 LHS

14 Where to Put Contraction Joints
Usually determined by the designer and shown on the plans. Placed on column lines, with intermediate joints between column lines to keep the maximum distance between joints at 24 to 36 times the slab thickness. This rule is frequently stated differently: “Joint spacing in feet should be two to three times the slab thickness in inches.” These joint spacings, up to a maximum spacing of 18 ft (5.5 m), have produced acceptable results, but some random (not at joints) cracking will usually occur. Up to 3% of the floor slab panels formed by sawcutting, construction joints, or a combination of both may crack at locations other than the joint. CCS1-10 page 50 LHS

15 Where to Put Contraction Joints
Panels formed by joints should be as nearly square as practical, dividing a large floor area into relatively small panels. Designers should avoid long, narrow panels (long side more than 1-1/2 times as long as the short side) and L-shaped panels. Contraction joints should be continuous, not staggered or offset. Designers may use reinforcing bars or welded wire reinforcement in slabs, but reinforcement will not prevent cracking. If the reinforcement is properly sized and located, cracks that do occur should remain tightly closed. CCS1-10 page 50 LHS

16 CCS1-10 page 50 RHS

17 CCS1-10 page 51 LHS

18 Where to Put Contraction Joints
In driveways and sidewalks, contraction joints should be spaced at intervals about equal to the slab width. Driveways and walks wider than 10 to 12 ft should have a longitudinal joint down the center. In patio slabs, joints should not be more than 10 ft apart in both directions. As with floor slabs, make the panels as nearly square as possible. As a general rule, smaller panels are less likely to crack between joints. Contraction joints should also be located by the designer at reentrant corners; otherwise, cracks are likely to radiate from the corners. When slabs are formed with very sharp corners, designers sometimes locate contraction joints at locations where concrete is most likely to crack. CCS1-10 page 51 LHS

19 CCS1-10 page 53 LHS

20 When to Saw Contraction Joints
As soon as the concrete is hard enough not to be torn or damaged by the blade, but before random cracks can form in the concrete slab. With wet-cut saws, this condition usually occurs from 4 to 12 hours after finishing is complete—4 hours in hot weather to 12 hours in cold weather. Make trial cuts starting a few hours after the concrete hardens. If aggregate particles come loose (raveling), it is too soon to begin sawing. Begin sawing as soon as raveling no longer occurs. CCS1-10 page 51 LHS and RHS

21 Which Contraction Joint to Saw Next
Usually sawed in the same sequence as the slab was cast. When temperatures are high during the day, but low at night, it’s sometimes necessary to saw every third or fourth joint before sawing the intermediate joints. If cracks form in front of the sawed joint before the saw gets to the other edge of the slab, skip ahead one or two joints to begin sawing. This skipping ahead minimizes the number of joints at which cracks may form in front of the sawed joint. Saw the skipped joints later, when the concrete is stronger and may not crack in front of the saw. CCS1-10 page 52 LHS

22 How Deep to Saw Contraction Joints
When conventional wet-cut saws are used, joints should usually be sawed to a depth of about ¼ of the slab thickness or a minimum of 1 in., whichever is greater. This will weaken the slab enough to cause the concrete to crack directly beneath the joint when the concrete shrinks. The roughness of the crack (called aggregate interlock) can often prevent excessive vertical movement, as long as the crack does not become too wide. In slabs reinforced with steel fibers, plans may call for sawed joint depths of 1/3 the slab thickness.

23 Early Sawing of Contraction Joints
Lightweight, dry-cut saw (called an early-entry saw), typically cuts the waiting period for sawing after slab finishing to about 1 hour in hot weather and about 4 hours in cold weather. This saw cut timing allows joints to be in place in the concrete before tensile stresses are too large, thus increasing the chance that cracks will form at the joint when larger tensile stresses develop.

24 CCS1-10 page 52 LHS

25 Dowels at Contraction Joints
At sawcut contraction joints, designers do not rely on aggregate interlock for effective load transfer for wheeled traffic if the expected joint width exceeds about in. Instead, they rely on either round or flat plate dowels. Dowel baskets may be needed. Unless the designer calls for them, deformed reinforcing bars should not be used across contraction joints or construction joints because they restrain joints from opening as the slab shrinks during drying. Continuation of a part of the slab reinforcing through contraction joints can provide some load-transfer capability without using dowels but significantly increases the probability of out-of-joint random cracking. CCS1-10 page 52 RHS

26 Construction Joints Placed in a slab where concrete placement stops for the day. Locations usually shown on the plans. Keyed joints 6 in or thicker Beveled 1 x 2 adequate key for 5 to 8 in thick Act as contraction joints Not recommended for hard-wheeled traffic loads CCS1-10 page 52 RHS and page 53 LHS

27 CCS1-10 page 53

28 Doweled Construction Joints
Used in pavements and industrial floors that carry heavy wheeled traffic. Dowels help hold the two sides at the same elevation when a wheel passes over the joint. Provisions should be made along the bulkhead to ensure proper dowel alignment during construction and finishing operations. Dowel alignment devices allow the dowel to be inserted through the bulkhead while maintaining the proper alignment of the dowel parallel to the surface and each other and perpendicular to the joint face. The dowels should be inserted into the dowel alignment device just prior to concreting operations to minimize disturbance during construction. The construction joint should be centered at about the mid-length of the dowels. CCS1-10 page 53 RHS

29 CCS1-10 page 54 RHS

30 CCS1-10 page 54 LHS

31 CCS1-10 page 54 LHS

32 Joint Filling Sawed joints in floors may be filled to facilitate cleaning and support the joint edges under traffic. Joints in pavements may be sealed to prevent water from entering the joints and either freezing or entering the subgrade. The type of joint filler or sealant depends on the exposure conditions and on the type of traffic. CCS1-10 page 54 LHS and RHS

33 Installing Joint Filler
Wait as long as possible. Thoroughly clean the joint of dirt and debris by blowing with compressed air, wire brushing, or sandblasting. A problem can occur with compressed air if oil is present in the air flow and gets deposited on the sides and bottom of the joint. This can prevent bond of the sealant to the concrete and result in the premature joint sealant failure. When using air to clean out a joint, it is best to have the air compressor fitted with an oil and water separator. Fill with semi-rigid epoxy for hard-wheeled traffic; for others use flexible elastomeric sealants. CCS1-10 page 54 RHS

34 End of Chapter 8

Download ppt "Jointing Chapter 8 Starts on CCS1-10 page 49."

Similar presentations

Ads by Google