Wisconsin WisDOT Standard Specifications (within FDM) — Section 550

Effective with the December 2018 Letting 315 2019 Standard Spec ifications Section 550 Driven Piles

550.1Description

(1)This section describes providi ng steel piles, cast in place co ncrete piles, and preca st concrete piles;

providing test piles; driving piles; and determining required d riving resistance. This section also describes preboring or redriving.

550.2Materials

550.2.1 Steel Piles and Pile Shells

(1)Submit a certified report of tes t or analysis as specified in 506.3.21 at or before pile delivery unless the

engineer directs or allows other wise. Ensure that piles have ma rks tying them to a s pecific test report, or absent marks, certi fy that all material furnished is represented by a submitted test report. Provide marks or certifications for ea ch piece of a pile fabricated fro m multiple pieces.

(2)For HP sections, use ASTM A572 grade 50 steel unless the plans show otherwise. If the enginee r

allows, the contractor may subst itute steel pipe or steel oil field pipe for HP piles. Use pipe with an outside diameter of 7 3/4 inches or greater, a wall thickness o f 3/8 inch or greater, and a cross- sectional area that equals or exceeds 97 per cent of the area of the HP section replaced.

(3)For steel pipe sections and s teel pile shells for cast-in-plac e concrete piles, use ASTM A252 grade 2

steel or an engineer-approved alternate.

(4)For steel oil field pipe sections, use ASTM A252, Grade 3 steel with a maximum tensile strength of

85,000 psi. At or before delivery , certify the pipe’s chemical composition and ensure that its carbon equivalency (CE) does not exceed 0.50 calculated as follows: CE = C+(Mn+Si+Cr+Mo+V)/6+(Ni+Cu)/15

(5)Ensure that each individual oil field pipe delivered to the pr oject conforms to the bill of lading and is

marked to uniquely identify the load with a marking that is durable and legible. Use oil field pipe delivered in a magnetized condition for non-welded applications only. 550.2.2 Cast in Place Concrete Piles

(1)Furnish materials conforming to the following:

Steel pile shells ............................................. ............................................................................................ 550.2.1 Steel shell end plates ............................................................................................................................. 506.2.2.2

(2)The department will accept concrete by certification as specif ied for class III anci llary concrete in 716 .

(3)Ensure that steel pile shells have a minimum nominal wall thic kness of 0.219 inches unless the plans

or special provisions specify otherwise. Use seamless cylindrical tubes or cylindrical tubes with a straight or spiral welded seam. Revise 550.2.2(4) to require waterti ght welds for pile shell end plates.

(4)Ensure that shell end plates are 3/4 or more inches thick, and have an outside diam eter that does not

exceed the pile outside diameter by more than 3/4 inch unless the plans show otherwise. Also ensure that shell end plate welds are watertight . 550.2.3 Precast Concrete Piles

(1)Furnish materials for precast concrete piles as specified for I-type girders in 503.2 modified as follows:

1.Use air-entrained concrete fo r all piles unless the contrac t specifies otherwise.

2.Provide 28-day compressives trength of 6000 psi unless the contract specifies greater strength.

(2)Construct precast concrete piles conforming to 503.3.2 and 503.3.3 to plan dimensions within the

following tolerances: Cross-sectional dimensions .................................... ............................................................... ............. +/- 1/8 inch Chamfers, miters, bevels, and radii ........................... ............................................................... .......... +/- 1/8 inch Pre-stressing st eel location .................................. ............................................................... ................ +/- 1/8 inch Length ............................................................... ....... +/- 1/8 inch per 10 feet o f length, not to exceed +/- 1 /2 inch Variation from true planeal ong the long axis ........... +/- 1 /8 inch per 10 feet of length, not to exceed +/- 1/2 inch

(3)Transport, handle, and store to prevent damage. Do not deliver to the job site until the piles have

developed their full design strength. Support during transport at designated lifting or supporting points or provide additional support as t he fabricator recommends. Lif t at points the plans show using fabric or braided wire rope slings or other device that will not damag e the pile surface or corners. Store on supports positioned, at a minimum, at designated lifting or sup porting points.

Effective with the December 2018 Letting 316 2019 Standard Spec ifications 550.2.4 Pile Points

(1)Furnish commercially manufactu red pile points from the departm ent's APL.

550.3Construction

550.3.1 General

(1)Use only one type of pile throug hout a structure unless the pl ans show or the engineer allows

otherwise.

(2)Coordinate pile driving operations to prevent damage or displa cement of concrete in substructure

units. Do not drive test or production piles until excavation for that unit is complete. Remove material after driving piles as required to reestablish the correct elevation within the substructure footing limits before placing concrete.

(3)Drive piles with a variation o f 1/4 inch or less per foot from the vertical or from the batter the plans

show. Ensure that trestle bent piles, concrete encased pile ben ts, and piles within mechanically stabilized earth walls are withi n 3 inches of the plan position after driving and that pile cap placement does not adversely affect pile res istance. Ensure that other pi les are within 6 inches of the plan position after driving. Do not damage piles attempting to corre ct for misalignment.

(4)Drive piles continuously to the required driving resistance, a nd if the plans show, to or beyond the

required minimum tip elevation . Do not suspend driving operatio ns for more than 3 hours without the engineer's approval.

(5)Drive piles in pile groups st arting at the center of the group and proceeding outward in both directions,

or start at the outside row and pr oceed progressively across th e group. Re-drive piles pushed up 0.25 inch or more using engineer-approved equipment and methods.

(6)Remove and replace or otherwise correct piles the engineer deems unacceptable under 105.3 .

Causes for rejecting a pile include but are not limited to the following: - Piles placed out of position or misaligned vertically by more than the specified tolerance. - Piles with damage such as bends , breaks, kinks, deformation, cracking, or spalling resulting from internal defects, improper handling, or improper driving.

(7)Submit details of planned corrections to the engineer for revi ew and approval before initiating any

corrective action. 550.3.2 Ordering Piles

(1)Pile lengths the plans show are approximate. Furnish piles lon g enough to obtain the required driving

resistance the plans show for each pile. Furnish test piles of the length the plans show. Order production piles based on test pile driving results. 550.3.3 Required Lengths 550.3.3.1 Steel Piles and Pile Shells

(1)Furnish steel HP, steel pipe , and steel oil field pipe sections 20 feet or shorter with no splices. For

piles greater than 20 feet long through 50 feet long, furnish p iles with no more than two shop or field splices. For piles gr eater than 50 feet long, furnish piles wit h no more than four shop or field splices.

(2)Furnish steel pile shells 50 feet or shorter with no more than three shop or field splices. For piles

greater than 50 feet long, furnish piles with no more than four shop or field splices.

(3)The contractor may extend piles with 5-foot or longer field cutoffs to provide the additional length

needed to achieve required driving resistance. 550.3.3.2 Precast Concrete Piles

(1)Furnish precast concrete piles 60 feet or shorter with no spli ces. For piles greater than 60 feet long

through 120 feet long, furnish p iles with no more than one splice. For piles greater than 120 feet long, conform to splicing requirements the plans show or special provisions specify. 550.3.4 Splices 550.3.4.1 Steel Piles and Pile Shells 550.3.4.1.1 General

(1)Conform to splice details the plans show. If substituting pipe or oil field pipe for HP piles, submit

proposed splicing details to the engineer for approval. Ensure that splices transfer t he full pile or pile shell strength in compression, tension, and bending. Ensure tha t pile shell splices are watertight. Except as allowed for oil field pipe, do not use mechanical spl ices.

(2)Weld splices conforming to the AW S D1.1/D1.1M Structural Weldi ng Code-Steel. Use shielded metal

arc welding (SMAW) for welds on portions of piles that will be above grade in service.

Effective with the December 2018 Letting 317 2019 Standard Spec ifications Revise 550.3.4.1.1 to require an inspector from the cont ractor's current field welding plan described in (DT2337).

(3)Visually inspect and certify t he quality of field welds as fol lows:

1 . Designate an inspector listed in the current contractor field w elding plan described in department form DT2337.

2.Have the designated inspector comple te department form DT2320 and submit to the engi neer for inclusion

in the permanent project record. 550.3.4.1.2 Steel Oil Field Pipe Piling

(1)Position backup rings flush wi th the joint and place according to AWS D1.1/D1.1M Structural Welding

Code-Steel. Ensure that the rings allow the joint to contract freely as the weld cools. Make tack welds the smallest size necessary to hold the pipe ends in alignment for welding.

(2)For materials not listed in tabl e 3.1 of the AWS D1.1 code, pr eheat for a distance of 5 inches on both

sides of the weld as follows: - CE less than 0.35: heat to 100 F. - CE greater than or equal to 0. 35 and less than or equal to 0. 45: heat to 175 F. - CE greater than 0.45 and less than or equal to 0.50: heat to 300 F.

(3)Protect the pipe ends from high winds and precipitation during welding.

(4)If the engineer approves, the contractor may use threaded or m echanical splices.

550.3.4.2 Precast Concrete Piling

(1)Conform to splice details the plans show.

550.3.5 Driving Equipment 550.3.5.1 General

(1)Furnish a pile driving system capable of driving piles to the required driving resistance with a minimum

blow count of 30 blows/foot and wi th a minimum rated hammer ene rgy of 12,500 ft-lbs.

(2)The engineer will determine if the contractor's equipment is c apable of driving piles to the required

driving resistance and tip elev ation. Do not drive piles until the engineer approves the driving equipment.

(3)Use an engineer-approved pile driving system. Submit departmen t form DT3550 to the engineer at

least 30 days before driving piles. Resubmit DT3550 if proposing changes to a previously approved pile driving system.

(4)The engineer may order the contractor to remove pile drivings ystem components fr om service it they

cause insufficient energy transfer or damage the pile. Do not r eturn a component to service until the engineer determines that it has been satisfactorily repaired or adjusted. 550.3.5.2 Hammers

(1)Drive piles with diesel, air, steam, gravity, or hydraulic hammers. Do not use vibratory hammers unless

the engineer approves. Re-strike p iles driven with vibratory ha mmers with an impact hammer to determine the required driving resistance.

(2)Ensure that single acting dies el hammers are configured to acc urately determine hammer stroke

visually during driving. Provide a hammer manufacturer's chart equating stroke to equivalent energy.

(3)Ensure that double acting diesel hammers have a bounce chamber pressure gauge easily read from

ground level. Provide a chart, ca librated to actual hammer perf ormance, certifying the bounce chamber pressure that equates to either equivalent energy or st roke. At the beginning of pile driving, provide a hammer calibration ch art that is less than 90 days old and recalibrate and provide a new certified chart at least every 90 calendar days during driving operations.

(4)Ensure that air, steam, or hydraulic hammers and associated eq uipment can maintain the

manufacturer’s specified volume and pressure under working conditions and have easily accessible pressure gauges. Also ensure that the hammer striking parts of air or steam hammers weigh at least 2750 pounds and exceed the weight of the helmet plus pile being driven. 550.3.5.3 Hammer Cushions

(1)For impact driving systems designed to use hammer cushions, provide cushions thick enough to

prevent hammer or pile damage and ensure uniform driving behavi or. Use materials conforming to the hammer manufacturer’s specificati ons except do not use wood, wire rope, or asbestos. Use a manufacturer recommended striker plate to ensure uniform compre ssion within the cushion. Remove the cushion for engineer inspection when project pile driving b egins and after each 100 hours of driving. Replace when the cushio n is less than 75 percent of it s original thickness.

Effective with the December 2018 Letting 318 2019 Standard Spec ifications 550.3.5.4 Helmets

(1)Use lead-guided helmets to distribute hammer blows to the pile head while maintaining axial alignment

between the hammer, helmet, and pile. Do not use free-swinging helmets. 550.3.5.5 Pile Cushions

(1)Use a new plywood, hardwood, or composite plywood/hardwood cushion to protect the head of each

pre-cast concrete pile. Provide 4-inch or thicker cushions shaped to match the top of the pile. Replace when less than 50 percent of its original thickness or if it be gins to burn. Submit requests to use cushions made of materials other than wood to the engineer for review and approval. 550.3.5.6 Leads

(1)Provide either fixed or swinging leads with all pile hammers. Ensure that leads give the hammer

freedom of movement while maintaining a concentric impact under each hammer blow.

(2)Rig swinging leads to maintain axial alignment between the hammer line of travel and pile. Maintain

alignment during driving using braces or other supports and pro vide a pile gate at the bottom of the leads.

(3)Unless driving piles through water, use leads long enough to p reclude the need for followers.

550.3.5.7 Followers

(1)If driving piles through water and if the engineer allows, the contractor may use fo llowers to drive the

pile to the required depth or ele vation. Ensure that using foll owers does not damage the piles. 550.3.5.8 Water Jets

(1)If the contract allows or enginee r approves, the contractor ma y use water jets for end bearing piles.

Use enough jets with enough water volume and nozzle pressure to freely erode material next to the pile without affecting lateral stability of the completed pile. Use equipment capable of operating two 3/4-inch nozzles simultaneously w ith 100 or more psi pressure a t each nozzle. 550.3.6 Driving Resistance

(1)Drive piles to the depths necessary to obtain the required dri ving resistance as determined by the

modified Gates formula as follows: P = (0.875 x E1/2 x log(10/s)) - 50 where: P = Nominal resistance in tons. E = Energy produced by the hammer per blow in foot-pounds. s = Average penetration in inches per blow for the final 10 to 20 blows. For piles driven to a predominantly end bearing condition, comp ute over a maximum distance of 1 inch.

(2)If the plans show a minimum tip elevation, drive to that elevation even if required driving resistance is

achieved sooner. Drive beyond tha t elevation if necessary to al so achieve required driving resistance. 550.3.7 Pile Redriving

(1)Under the Pile Redriving bid it em, drive 15 percent of the piles in each substructure unit to plan length

or to the required driving resistance whichever occurs sooner. If required driving resistance is not obtained in the plan length, allow the pile to set up for 24 ho urs or more, then restrike. Determine the required driving resistance using the first 10 hammer blows during restrike. If required driving resistance is still not obtained , splice on additional length i f needed, and drive the pile an additional 10 feet, or to the depth the enginee r directs, and restrike after allowing the pile to set up for another 24 hours or more. Repeat th is process until the required driving r esistance is obtained. After obtaining the required driving resistance, drive the other piles in the subst ructure to the same tip elevation.

(2)Restrike with the same pile driving system used to drive the p roduction piles. Warm up the hammer by

striking another pile a minimum of 20 blows befor e restriking. 550.3.8 Test Piles

(1)Drive test piles at locations the plans show to both the requi red driving resistance, and if the plans

show, to the required minimum tip elevation. Complete excavation for the associated substructure unit before driving test p iles. Use the same driving system as will be used to drive the production piles. Do not drive any production piles fo r the associated substructure unit until all test piles are driven.

Effective with the December 2018 Letting 319 2019 Standard Spec ifications 550.3.9 Pre-Boring 550.3.9.1 General

(1)Pre-bore holes to the depth the plans or special provisions re quire. Submit written requests for pre-

boring not required under the contract to the engineer for revi ew and approval. Do not impair the capacity of in-place piles or damage adjacent structures by pre -boring operations. 550.3.9.2 Pre-Boring in Unconsolidated Materials

(1)For round piles, pre-bore holes o f approximately the pile diam eter. For other shapes, pre-bore holes of

a diameter approximately equal to the greatest diagonal pilese ction dimension. Increase the diameter as necessary for pile installation if subsurface obstructions a re encountered.

(2)Maintain an open hole for pile installation using temporary ca sing if necessary. D o not remove casing

until the pile is placed in the pre-bore hole. After driving, b ackfill around the pile with sand or other engineer-approved material and dispose of excess material. 550.3.9.3 Pre-Boring in Rock or Consolidated Materials

(1)For round piles, pre-bore holes at least one inch larger than the pile outside diameter. For other

shapes, pre-bore holes at least one inch larger than the greate st diagonal pile section dimension.

(2)Case holes as necessary to prev ent introduction of unconsolida ted material. Seat the casing firmly into

the rock or consolidated material surface. Clear debris from th e pre-bore hole before installing the pile.

(3)Firmly seat piles after preboring and backfill within the rock or consolidated material with a cement

grout. Remove the casing, backfill the piles with sand or other engineer-approved material, and dispose of excess material.

(4)Do not blast without the engineer's approval.

550.3.10 Pile Points

(1)Attach pile points conforming to the manufacturer’s instructio ns unless the plans show otherwise.

550.3.11 Finishing Piles 550.3.11.1 General

(1)Cut off piles to a true plane a t the plan elevation. Cut off p ile shells for cast-in-place concrete piles

before placing concrete. Pile cut-offs become the contractor's property.

(2)For steel oil field pipe piles, remove soil, water, and other materials within the pile to the bottom of the

footing elevation. Fill any voi d below this elevation with engi neer-approved material or install a barrier acceptable to the engineer at or below this elevation. 550.3.11.2 Cast-in-Place Concrete

(1)Remove water or other foreign material from inside shells befo re placing concret e. Do not place

concrete under freezing conditions without the engineer's approval.

(2)Place steel reinforcement as t he plans show ensuring that it i s in the correct location when the level of

concrete placement r eaches the lower limi ts of that reinforceme nt.

(3)After the engineer inspects and approves the pile shells, depo sit the concrete in each shell in a

continuous operation at a rate t hat causes no air pockets or co ld joints. For pile shells with an inside diameter greater than 16 inches, p lace concrete with a tremie o r downspout within the shell. Fill the shell completely with concrete and consolidate to a depth as gr eat as practicable with a mechanical vibrator or by other e ngineer-approved method.

(4)Do not place concrete in shells that are within a 15 feet radi us of other shells not yet driven. If this

requirement cannot be met, suspen d pile driving operations until minimum concrete cures times are met or minimum compressive str engths are achieved. If using hig h early strength concrete, the minimum cure time is 3 days. If using a grade A concrete, the m inimum cure time is 14 days. For A- FA, A-S, A-T, A-IS, A-IP, and A-IT concrete, the minimum cure time is 7 days. If using strength, do not resume driving until achieving a compressive strength of 2500 psi or more, determined as specified in 502.3.4.2 . 550.3.11.3 Painting

(1)Use a paint system from the department's APL . Paint steel piles that are exposed in the completed

work from the top of the pile to 4 feet or more below the strea mbed or ground line. Ensure that painted areas are fully cured before driving.

(2)Prepare the surface and apply paint as specified in 517, except blast clean con forming to SSPC-SP10.

(3)Handle painted piling with padded slings, nonmetallic slings, or softeners to minimize paint damage.

Repair damaged paint exposed above either the water or ground line.

Effective with the December 2018 Letting 320 2019 Standard Spec ifications 550.4 Measurement

(1)The department will measure the Piling bid items by the linear foot acceptably completed, measured

as the length of piling driven and left in place below the cuto ff elevation.

(2)The department will measure Pile Points as each individual poi nt acceptably installed.

(3)The department will measure the Pre-Boring bid items by the linear foot acceptably completed,

measured from the footing base to the depth the plans show or e ngineer directs.

(4)The department will measure PileS plices Precas t Concrete as e ach individual splice acceptably

completed. The department will no t measure splices for producti on or test piles fabricated to plan length or more than 1 splice per 20 linear feet of pile length in excess of the plan length.

(5)The department will measure Pile Redriving as each individual restrike acceptably completed. There

may be multiple res trikes per pile.

550.5Payment

550.5.1 General

(1)The department will pay for measured quantities at the contrac t unit price under the following bid

items: ITEM NUMBER DESCRIPTION UNIT

550.0010 Pre-Boring Unconsolidated Materials LF

20 Pre-Boring Rock or C onsolidated Materials LF

550.0500 Pile Points EACH

550.0600 Pile Redriving EACH

550.1100 - 1500 Piling Steel HP (size) LF

550.2100 - 500 Piling CIP Concrete (size) (shell thickness) LF

550.3100 - 3500 Piling Precast Concrete (size) LF

550.3810 - 3816 Pile Splices Precast Concrete (size) EACH

(2)Payment for the Pre-Boring bid items is full compensation for drilling the pre-boring holes; for

furnishing; installing, and removing casing; for backfilling; a nd for disposing of excess material. The department will not pay for pre-bo ring the contract does not re quire or for repairing damage to adjacent structures caused by the contractor's pre-boring operations.

(3)Payment for Pile Points is full compensation for providing and attaching pile points.

(4)Payment for Pile Redriving is full compensation for restriking as required to measure the driving

resistance including associated delay, movement of equipment, a nd mobilization costs.

(5)Payment for the Pile Splices Precast Concrete is full compensation for providing field splices.

550.5.2 Piling

(1)Payment for the Piling bid items is full compensation for prov iding piles; for driving piles; for cutting off

piles; for re-driving heaved up p iles; for concrete; for painting; and for excavating material within the footing perimeter heaved up by pile driving operations.

(2)Except for precast con crete piles, the department will pay the contract price for 9 feet of HP piling or 6

feet of other piling types for splices under the Pile Splices a dministrative item. The department will not pay for splices made between the pile tip and the plan length. For splices made beyond the plan length, the department will pay for a maximum of one splice for each 30 feet or fraction of 30 feet beyond plan length. The departmen t will only pay for splicing i f piles conform to the following:

1.The required driving resistance cannot be achieved in the length the plans show.

2.Splices conform to the contract.

3.The spliced pile is acceptably driven to the plan required driving resistance.

(3)The department will not entertain a change order request for a differing site condition under 104.2.2.2

or for a quantity change under 104.2.2.4.3 for the Piling bid items. Inst ead the department will adjust pay under the Piling Quantity Vari ation administrative item if the total driven length of each size is less than 85 percent of, or more than 115 percent of the contract quantity as follows: PERCENT OF CONTRACT LENGTH DRIVEN PAY ADJUSTMENT < 85 ( 85% contract length - driven length ) x 20% unit price > 115 ( driven length - 115% contract length ) x 5% unit price

Effective with the December 2018 Letting 321 2019 Standard Spec ifications Part 6 Incidental Construction

Effective with the December 2018 Letting 322 2019 Standard Spec ifications Section 601 Concrete Curb and Gutter

601.1Description

(1)This section describes constructing concrete curb, gutter; or curb & gutter, with, or without

reinforcement.

601.2Materials

(1)Furnish materials conforming to the following:

Joint filler .................................................. ................................................................................................ 415.2.3

(2)Provide grade A, A2, A-FA, A-S , A-S2, A-T, A-IS, A-IP, or A-IT concrete conforming to 501 as modified

in 716. Provide QMP for class II ancillary concrete as specified in 716.

601.3Construction

601.3.1 General

(1)The engineer will inspect concre te built under 601 for transverse cracking as specified in 415.3.17 for

ancillary concrete. Repair cracke d concrete as the engineer dir ects. 601.3.2 Preparing the Foundation

(1)Prepare the foundation by excavating to the lines, grades, and cross-section the plans show and

required for placing concrete. Remove and replace soft or unsui table material with suitable material. Compact thoroughly and finish the foundation or material underlying the proposed curb, gutter, or curb & gutter to a firm, true surface . Thoroughly moisten the foundation immediately before placing the concrete.

(2)If the plans show, place aggregate base unde r curb, gutter, or curb & gutter, at the locations,

thickness, and section the plans show.

(3)Place granular subbase, if the plans show, or the special prov isions specify, under c urb, gutter, or curb

& gutter at the locations, thickn ess, and section called for.

(4)If the plans show, provide drain age for curb, gutter, or curb & gutter, foundation with underdrains,

constructed as specified for underdrains in 612, where the plans show or the engineer directs. 601.3.3 Forms

(1)Use wood or metal forms straight and with sufficient strength to resist springing, tipping, or other

displacement during depositing and consolidating the concrete. Use surfaced planks for wood forms at least 2-inch nominal thickness stock, except for sharply curved sections. Use metal forms of engineer- approved section. Use forms tha t are the full depth of the required curb, gutter, or curb & gutter sections and designed to allow secure fastening. If used, const ruct and shape face boards, so that their lower edge conforms to the lines and radius shown by the cross-section for the pertinent structure the plans show. For curves of 100-foot radius or less, use flexible or curved forms of proper radius. Clean and oil forms before placing concrete against them. 601.3.4 Placing Concrete

(1)The contractor may use a machi ne to place, form, and consolida ting curb, gutter, o r curb & gutter. The

resulting curb, gutter or curb & gutter shall equal or exceed that produced by forming.

(2)Deposit, consolidate, and slip form the concrete to the required section. If not using a slip form

process, deposit the concrete in the forms to the proper depths , spade against the forms, and consolidate thoroughly. Use mechanical vibration for concrete with slump less than 2 inches. After consolidation strike off, and finish to the required section.

(3)Unless constructed integrally w ith concrete pavement, securely anchor concrete curb, gutter, or curb &

gutter, to adjoining concrete pavement by placing specified tie bars if and as the plans show.

(4)Tie new work to existing conc rete pavement using tie bars driv en or epoxied into the existing concrete.

Use only cast-in-place tie bars in construction joints between pavement and curb, gutter, or curb & gutter placed under the contract.

(5)Form contraction joints by sawing or forming an induced plane of weakness at least 2 inches deep in

the curb, gutter, or curb & gu tter directly opposite constructi on or contraction joints in adjoining concrete pavement and at the requi red spacing in curb, gutter, or curb & gutter adjoining asphaltic pavement. Space joints between 6 feet and approximately 20 feet apart, as the engineer directs.

(6)Obtain the engineer's approval for the cut depth and the sawin g equipment. Saw as soon as possible

after the concrete sets suffici ently to prevent raveling during sawing, and before shrinkage cracking takes place. If this method resu lts in random c racking, then form an induced plane of weakness.

Source: Wisconsin Standard Specifications for Highway and Structure Construction, 2019 Edition. Pages 324–330 of 601.

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