52 REINFORCEMENT
52-1 General
52-1.01 General
52-1.01A Summary
Section 52 -1 includes general specifications for fabricating and placing reinforcement.
52-1.01B Definitions
affected zone: Any weld and the greater of 1 inch or 1 bar diameter adjacent to the weld, or portion of the reinforcing bar where any properties of the bar, including t he physical, metallurgical, or material characteristics, have been changed by either:
1.Fabrication or installation of a splice
2.Manufacturing process for headed bar reinforcement group: Set of 5 or fewer consecutive lots after the 1st lot . lot:
1.150 count, or fraction thereof, of the same type of mechanical splice coupler model for each: 1.1. Bar size 1.2. Bar deformation pattern 1.3. Hoop diameter
2.150 count, or fraction thereof, of CJP butt -welded splices or resistance -butt-welded splices for eac h: 2.1. Bar size 2.2. Hoop diameter
52-1.01C Submittals
52-1.01C(1) General
Reserved
52-1.01C(2) Shop Drawings
If a portion of an assemblage of bar reinforcing steel exceeds 20 feet in height and is not encased in concrete, submit shop drawings and design calculations for a temporary support system. Temporary support system shop drawings and calculations must be sealed and signed by an engineer who is registered as a civil engineer in the State. The temporary support system must be designed to:
1.Resist all expected loads
2.Prevent collapse or overturning of the cage If form installation or other work requires changes to or the temporary release of any part of the temporary support system, the shop drawings must show the support system to be used d uring these changes or the temporary release. The minimum horizontal wind load to be applied to the reinforcing steel assemblage or to a combined assemblage of reinforcing steel and forms must be the sum of the products of the wind impact area and the appl icable wind pressure value for each height zone. The wind impact area is the total projected area of the assemblage normal to the direction of the applied wind. Determine wind pressure values using the following table: SECTION 52 REINFORCEMENT Wind Pressure Height zone, H (feet Wind pressure value above ground) (psf) 0 ≤ 30 20 30 < H ≤ 50 25 50 < H ≤ 100 30 H > 100 35
52-1.01C(3) Certificates
Submit a certificate of compliance for each shipment of reinforcement. Submit the following:
1.Copy of the certified mill test report for each heat and size of reinforcing steel showing: 1.1. Physical and chemical analysis 1.2. Manufacturing location
2.Two copies of a list of all reinforcement before starting reinforcement placement
52-1.01D Quality Assurance
Reserved
52-1.02 Materials
52-1.02A General
Reserved
52-1.02B Bar Reinforcement
Reinforcing bars must be deformed bars complying with ASTM A706/A706M, Grade 60, except you may use:
1.Deformed bars complying with ASTM A615/A615M, Grade 60, in: 1.1. Junction structures 1.2. Sign and signal foundations 1.3. Minor structures 1.4. Mechanically -stabilized -embankment concrete panels
2.Deformed or plain bars complying with ASTM A615/A615M, Grade 40 or 60, in: 2.1. Slope and c hannel paving 2.2. Concrete barrier Type 60
3.Plain bars for spiral or hoop reinforcement in structures and concrete piles You may substitute welded wire reinforcement for reinforcing ba rs in the following:
1.Slope paving and lined ditches
2.Retaining walls
3.Concrete barriers
4.Sidewalks, curbs, and gutters on structures
5.Nonstructural aesthetic additions
6.Culvert headwalls, end walls, and wing walls
7.Shotcrete
8.Deck overlays
9.Shear reinforcement stirrups in PC girders
10.Drainage inlets Substituted welded wire reinforcement must be on an equivalent area basis. The Engineer determines the exact location. If the welded wire reinforcement does not provide the required area of steel, supplement it with reinforcing bars.
52-1.02C Welded Wire Reinforcement
Welded wire reinforcement must comply with ASTM A1064/A1064M. SECTION 52 REINFORCEMENT
52-1.02D Reinforcing Wire
Reinforcing wire must comply with the specifications for plain wire in ASTM A1064/A1064M.
52-1.02E Dowels
52-1.02E(1) General
Reinforcing steel dowels must be deformed bars complying with section 52 -1.02B. Threaded rods used as dowels must comply with sect ion 75 -1.02A.
52-1.02E(2) Dowels for Drill and Bond Dowel —Chemical Adhesive
Dowels for drill and bond dowel chemical -adhesive systems must be one of the following:
1.Threaded rods complying with ASTM F1554 , Grade 36
2.Deformed bar reinforcement complyin g with section 52 -1.02B
3.Stainless steel reinforcement complying with ASTM A955/A955M, Grade 60, UNS Designation S31653, S32304, S32205, or S31803
52-1.03 Construction
52-1.03A General
Reserved
52-1.03B Cleaning
Before concrete is placed, the reinforcement to be embedded must be free of mortar, oil, dirt, excessive mill scale and scabby rust, and other coatings that would destroy or reduce the bond.
52-1.03C Bending
Do not bend or straighten bars in a way that da mages the material. Do not use bars with kinks or improper bends. Hooks and bends must comply with the Building Code Requirements for Structural Concrete published by ACI.
52-1.03D Placing
Firmly and securely hold reinforcement in position by:
1.Wiring at intersections and splices.
2.Using precast mortar blocks or ferrous metal chairs, spacers, metal hangers, supporting wires, or other authorized devices of sufficient strength to resist crushing under applied loads. Do not use aluminum, plastic, or wood supports. Do not place bars on layers of fresh concrete as the work progresses. Metal supports must have a clear cover of at least 1 inch. Do not consider protective coatings on metal supports when determining clear cover. Where the clear cover to reinforcement shown or determined by the Engineer exceeds the minimum specified clear cover, increase the clear cover for metal supports accordingly. The center -to-center spacing of parallel bars must be at least 2.5 times the bar diameter. The clear dist ance between bundles of bars and adjacent bundles or single bars must be at least:
1.1.5 times the maximum size of the coarse aggregate
2.2 times the larger bar diameter for 2 -bar bundles
3.2.5 times the larger bar diameter for 3 -bar bundles Tie bundle bars together at not more than 6 -foot centers. Unless otherwise shown, reinforcement must have a 2 -inch clear cover measured from the surface of the concrete to the outside of the reinforcement. SECTION 52 REINFORCEMENT Adjust or relocate reinforcement in post -tensioned concrete during the installation of prestressing ducts or tendons as required to provide described clearances to the prestressing tendons, anchorages, jacks, and equipment. Obtain authorization for any adjustments or relocations. End each unit of spiral reinforceme nt at both ends by lapping the spiral reinforcement on itself for at least 80 diameters followed by (1) a 135 -degree hook with a 6 -inch tail hooked around an intersecting longitudinal bar or (2) a mechanical lap splice coupler. Discontinuities in spiral re inforcement may be made only where shown or authorized. The spiral on each side of a discontinuity or a lap splice is a separate unit. Where discontinuities in spiral reinforcement are not allowed, splice the spiral reinforcement. Lap splices in spiral rei nforcement must be lapped at least 80 diameters followed by (1) a 135-degree hook with a 6 -inch tail hooked around an intersecting longitudinal bar or (2) a mechanical lap splice coupler. Roll welded wire reinforcement flat before placing concrete. Secure welded wire reinforcement in place with devices that prevent the reinforcement's vertical and transverse movement. Do not tack weld on reinforcing bars unless shown. For column and pile bar reinforcing cages measuring 4 feet in diameter and larger:
1.Tie all reinforcement intersections with double wire ties on at least 4 vertical bars of each cage equally spaced around the circumference.
2.Tie at least 25 percent of remaining reinforcement intersections in each cage with single wire ties. Stagger tied int ersections from adjacent ties.
3.Provide bracing to avoid collapse of the cage during assembly, transportation, and installation.
52-1.04 Payment
The payment quantity of bar reinforcing steel is the calculated weight of the reinforcing bars and wire. The payment quantity of bar reinforcing steel includes the lap of bars for lap splicing, including locations where you use a continuous bar instead of the splice shown. The payment quantities are based on the following: Bar Reinforcing Steel Quantities Deformed bar designation no. Weight (pounds per foot) Nominal diameter (inches) 3 0.376 0.375 4 0.668 0.500 5 1.043 0.625 6 1.502 0.750 7 2.044 0.875 8 2.670 1.000 9 3.400 1.128 10 4.303 1.270 11 5.313 1.410 14 7.650 1.693 18 13.600 2.257 NOTE: Bar numbers approximate the number of eighths of an inch included in the nominal diameter of the bars. The nominal diameter of a deformed bar is equal to the diameter of a plain round bar having the same weight per linear foot as the deformed bar. The cross -sectional area of reinforcing wire, in hundredths of square inches, is equal to its W -size number. The density of reinforcing wire is 0.2833 lb/cu in. The payment quantity of welded wire reinforcement is determined based on the measured area covered by the reinforcement and does not include laps. SECTION 52 REINFORCEMENT The payment quantity for bar reinforcing steel (bridge) includes diaphragm dowels and bolts in PC concrete members. If alternative transverse deck reinforcement placement details are sho wn, the payment quantities are based on the detail that shows truss bars. Bar reinforcing steel involved in bridge work is paid for as bar reinforcing steel (bridge) or bar reinforcing steel (epoxy coated)(bridge) unless it is included in a separate bid it em.
52-2 Epoxy -Coated Reinforcement and Epoxy -Coated Prefabricated
52-2.01 General
52-2.01A General
52-2.01A(1) Summary
Section 52 -2.01 includes general specifications for fabricating and placing epoxy -coated reinforcement and epoxy -coate d prefabricated reinforcement. The substitution of welded wire reinforcement for bar reinforcement specified in 52 -1.02B is not allowed for epoxy -coated bar reinforcement or epoxy -coated prefabricated bar reinfor cement.
52-2.01A(2) Definitions
Reserved
52-2.01A(3) Submittals
52-2.01A(3)(a) General
Reserved
52-2.01A(3)(b) Samples
52-2.01A(3)(b)(i) General
Reserved
52-2.01A(3)(b)(ii) Patching Material Test Samples
Submit a test sample, from each batch of patching material to be used to repair epoxy coating on reinforcement, to METS. Each test sample must be:
1.Weighed to 4 ounces
2.Packaged in an airtight container
3.Identified with the manufacturer's name and batch number
52-2.01A(3)(b)(i ii) Test Sam ples
Submit test samples of epoxy -coated reinforcement and epoxy -coated prefabricated reinforcement to METS.
52-2.01A(4) Quality Assurance
Reserved
52-2.01B Materials
Except for field welding of butt splices, complete welding of the reinforcement before epoxy coating. If a part of a bar or wire is described to be epoxy coated, coat the entire bar unless the bar or wire is spliced outside the limits of epoxy coating, in which case epoxy coating is not required on the part of the bar or wire beyond the spli ce. Do not store reinforcement within 1,000 feet of ocean or tidal water for more than 2 months. Patching material and the patching process must be suitable for field application. Epoxy powder must be on the Authorized Material List for fusion bonded epoxy powders. SECTION 52 REINFORCEMENT Corrosion protection covering for splices must be on the Authorized Material List for corrosion protection coverings.
52-2.01C Construction
Except for lap splices, cover splices of reinforcement with a corrosion protection covering. Install cov ering under the manufacturer 's instructions.
52-2.01D Payment
The weight of epoxy coating is not included in the weight of reinforcement. Bar or wire reinforcement extending beyond the limits for epoxy -coated reinforcement shown is paid for as bar reinforcing steel (bridge).
52-2.02 Epoxy -Coated Reinforcement
52-2.02A General
52-2.02A(1) Summary
Section 52 -2.02 includes specifications for fabricating and placing epoxy -coated reinforcement. In a freeze -thaw area, epoxy coat the following:
1.All longitudinal and transverse reinforcement in a bridge deck 12 inches or less in thickness
2.Longitudinal and transverse reinforcement within 6 inches of the top surface of a bridge deck greater than 12 inches in thickness
3.Reinforcement that extends to within 6 inches of the top surface of the bridge deck
4.Reinforcement within or that extends to within 6 inches of the top surface of abutment backwalls if the top surface of the backwal l is at deck level
5.Reinforcement in concrete barriers
6.Reinforcement at locations shown
52-2.02A(2) Definitions
Reserved
52-2.02A(3) Submittals
52-2.02A(3)(a) General
Reserved
52-2.02A(3)(b) Test Samples
For each shipment of epoxy -coated reinforc ement to the job site or PC plant, submit two 30 -inch-long test samples from each size of reinforcement. Before transporting test samples:
1.Securely bundle and package the 2 test samples in a way that preserves their condition during transportation
2.Identify each test sample by shipment and Contract number using weatherproof markings
3.Attach a completed Sample Identification Card to the test samples
52-2.02A(3)(c) Certificates
Submit a certificate of compliance for each shipment of epoxy -coated reinforcement. Include the following with the submittal:
1.Certification that the coated reinforcement complies with ASTM A775/A775M for bar reinforcement or ASTM A884/A884M, Class A, Type 1, for wire reinforcement
2.All certifications speci fied in ASTM A775/A775M for bar reinforcement or ASTM A884/A884M for wire Submit a certificate of compliance for the patching material and one of the following:
1.Certification that the patching material is compatible with the epoxy powder to be used. SECTION 52 REINFORCEMENT
2.Copy of the patching material container label showing the patching material is compatible with the epoxy powder to be used.
52-2.02A(4) Quality Assurance
52-2.02A(4)(a) General
Perform qualification testing and certifications required by ASTM A775/A775M and ASTM A884/A884M at an authorized laboratory .
52-2.02A(4)(b) Department Acceptance
Test samples must comply with the requirements for coating thickness specified in ASTM A775/A775M for bar reinforcement or ASTM A884/A884M Class A, Type 1 for wire reinforcement, as follows:
1.If both test samples comply with the requirements, the Department accepts all epoxy -coated reinforcement represented by the test.
2.If both test samples do not comply with the requirements, the Department performs 1 additional test on the reinforcement of the same size from the same shipment. This additional test consists of testing 2 test samples, randomly selected by the Engineer, for coating thickness. If both test samples do not comply with the specified require ments, the Department rejects all epoxy -coated reinforcement represented by the test.
52-2.02B Materials
Epoxy -coated reinforcement must comply with:
1.ASTM A775/A775M for bar reinforcement
2.ASTM A884/A884M, Class A, Type 1, for wire reinforcement Fabrication and handling of epoxy -coated bar reinforcement at the job site and PC plant must comply with ASTM D3963/D3963M. Coating must be light green.
52-2.02C Construction
If damage to the coating occurs during field bending, patch the area immediately. Job site and PC plant practices must comply with sections X1.3.1 through X1.3.15 of appendix X1 of ASTM A884/A884M for wire reinforcement, except replace should with must .
52-2.02D Payment
Not Used
52-2.03 Epoxy -Coated Prefabricated Reinforcement
52-2.03A General
52-2.03A(1) Summary
Section 52 -2.03 includes specifications for fabricating and placing epoxy -coated prefabricated reinforcement.
52-2.03A(2) Def initions
Reserved
52-2.03A(3) Submittals
52-2.03A(3)(a) General
Reserved
52-2.03A(3)(b) Test Samples
For each shipment of epoxy -coated prefabricated reinforcement to the job site or PC plant, submit two 30 - inch-long test samples from each size of reinfo rcement. Before transporting test samples: SECTION 52 REINFORCEMENT
1.Securely bundle and package the 2 test samples in a way that preserves their condition during transportation
2.Identify each test sample by shipment and Contract number using weatherproof markings
3.Attach a completed Sample Identification Card to the test samples
52-2.03A(3)(c) Certificates
Submit a certificate of compliance for each shipment of epoxy -coated reinforcement. Include with the submittal:
1.Certification that the coated reinforcement complies w ith ASTM A934/A934M for bar reinforcement or ASTM A884/A884M Class A, Type 2 for wire reinforcement
2.All certifications specified in ASTM A934/A934M for bar reinforcement or ASTM A884/A884M for wire Submit a certificate of compliance for t he patching material including a certification that the patching material is compatible with the epoxy powder to be used. Instead of providing certification for the patching material, you may identify on the container that the patching material is compatib le with the epoxy powder to be used.
52-2.03A(4) Quality Assurance
52-2.03A(4)(a) General
Perform qualification testing and certification required by ASTM A934/A934M and ASTM A884/A884M at an authorized laboratory.
52-2.03A(4)(b) Department Acceptance
Test samples must comply with the requirements for coating thickness specified in ASTM A934/A934M for bar reinforcement or ASTM A884/A884M Class A, Type 2 for wire reinforcement, as follows:
1.If both test samples comply with the requirements, the Department accepts all epoxy -coated reinforcement represented by the test.
2.If both test samples do not comply with the requirements, the Department performs 1 additional test on the reinforcement of the same size from the same shipment. This additio nal test consists of testing 2 test samples, randomly selected by the Engineer, for coating thickness. If both test samples do not comply with the specified requirements, the Department rejects all epoxy -coated reinforcement represented by the test.
52-2.03B Materials
Epoxy -coated prefabricated reinforcement must comply with:
1.ASTM A934/A934M for bar reinforcement
2.ASTM A884/A884M, Class A, Type 2, for wire reinforcement Coating must be purple or gray.
52-2.03C Construction
Do not bend epoxy -coated prefabricated bar or wire reinforcement after coating application. Job site and PC plant practices must comply with sections X2.3.1 through X2.3.15 of appendix X2 of ASTM A934/A934M for bar reinforcement, except replace should with must .
52-2.03D Payment
Not Used
52-3 Galvanized Bar Reinforcement
52-3.01 General
Section 52 -3 includes specifications for fabricating and placing galvanized bar reinforcement.
52-3.02 Materials
Galvanize bar r einforcement under ASTM A767/A767M, Class 1, except chromating is not required. SECTION 52 REINFORCEMENT
52-3.03 Construction
Job site and PC plant practices must comply with sections X1.3.1 through X1.3.12 of appendix X1 of ASTM A767/A767M for bar reinforcement, except replace should with must .
52-3.04 Payment
Not Used
52-4 Reserved
52-5 Headed Bar Reinforcement
52-5.01 Gene Ral
52-5.01A Summary
Section 52 -5 includes specifications for fabricating headed bar reinforcement.
52-5.01B Definitions
lot: 150 count, or fraction thereof, of headed bar reinforcement fo r each:
1.Bar size
2.Head size
3.Head type
4.Method of manufacture
5.Heat number of bar material
6.Heat number of head material A reinforcing bar with a head on each end is counted as 2 headed reinforcing bars for establishing and testing production lots.
52-5.01C Submittals
52-5.01C(1) General
If any part of the head is fabricated in the field, submit a prequalification report as specified under section
52-6 01C(6)(c).
52-5.01C(2) Samples
52-5.01C(2)(a) General
Rese rved
52-5.01C(2)(b) Test Samp les
Submit test samples to METS. Include copies of the certificates of compliance with the test samples.
52-5.01C(3) Test Reports
Submit a QC test report for each lot. Each test report must include:
1.Lot number
2.Bar size
3.Type of headed bar reinforcement
4.Physical condition of each test sample
5.Notable defects on any test sample
6.Affected zone limits of each test sample
7.Location of visible necking area on each test sample
8.Ultimate strength of each test sample
52-5.01C(4) Certifi cates
Submit a certificate of compliance for each shipment of headed bar reinforcement. Include with the submittal copies of:
1.Mill test reports for bar reinforcement and head material SECTION 52 REINFORCEMENT
2.QC test reports
3.Daily production logs
52-5.01D Quality Assura nce
52-5.01D(1) General
Section 11 -2 does not apply to headed bar reinforcement.
52-5.01D(2) Qualifications
If any part of the head is fabricated in the field, the operator and procedure must be prequalified as specified for service and ultimate butt spl ices under section 52 -6.01D(2). Welding, welder qualifications, and inspection of welding must comply with AWS C6.1.
52-5.01D(3) Test Samples
After completing fabrication of a lot of headed bar reinforcement, including preparation for any required epoxy coating, notify the Engineer that the lot is ready for testing. After receiving notification that lots are ready for QC testing, the Engineer randomly selects department acceptance test samples and places tamper -proof markings or seals on the test sa mples. Test samples must be removed from:
1.First QC lot
2.Each subsequent group of QC lots Test samples must be 4 feet long for bar reinforcement sizes no. 9 and below and 6 feet long for bar reinforcement sizes no. 10 and above. Before transporting te st samples to an authorized laboratory and METS:
1.Securely bundle and package the 4 test samples for each test in a way that preserves their condition during transportation
2.Identify each test sample by lot number and Contract number using weatherproof markings
3.Attach a completed Sample Identification Card to each bundle A test sample is rejected if the tamper -proof marking or seal is disturbed before testing.
52-5.01D(4) Quality Control
52-5.01D(4)(a) General
Maintain a daily production log for t he fabrication of headed bar reinforcement for each production lot. The log must include:
1.Production lot numbers
2.Number of bars in each production lot
3.Heats of bar and head material used in each production lot
4.Fabrication records, including tra cking and production parameters for welds or forgings
52-5.01D(4)(b) Quality Control Testing
A QC test must consist of tensile testing 4 headed bar reinforcement test samples selected from each lot of completed headed bar reinforcement before shipping th e lot to the job site or PC plant. Headed bar reinforcement test samples are tested for necking under Necking Option I as specified in CT 670 and tensile tested:
1.At a laborat ory on the Authorized Laboratories List for testing reinforcing steel splices
2.In the condition received
3.Under ASTM A970/A970M Do not perform tests on test samples from bundles containing fewer than 4 test samples. At least 5 business days before performing any testing at the authorized laboratory, notify the Engineer of: SECTION 52 REINFORCEMENT
1.Date of the testing
2.Location of the authorized laboratory where the tests will be conducted
3.Number of lots to be tested At fracture, headed bar reinforcement test samples must comply with the requirements specified in section 52 -5.02 as follows:
1.If only 1 test sample complies with the requirements, the Department rejects all headed bar reinforcement in the lot.
2.If only 2 test samples comply with the requirements, perform 1 additional test on the same lot of headed bar reinforcement. This additi onal test must consist of tensile testing 4 test samples, randomly selected by the Engineer and removed by you from the lot. If any of the 4 test samples from this additional test do not comply with the specified requirements, the Department rejects all he aded bar reinforcement in the lot.
3.If 3 or more test samples comply with the requirements, the Department accepts all headed bar reinforcement in the lot. Tag each headed bar in a production lot to be shipped to the job site or PC plant in a way that a llows accurate identification at the job site or PC plant.
52-5.01D(4)(c) Quality Control Test Report
The quality control test report must be (1) prepared by the laboratory performing the testing and (2) signed by an engineer representing the laboratory. The engineer must be registered as a civil engineer in the State.
52-5.01D(5) Department Acceptance
The Department tests headed bar reinforcement as specified for QC testing in section 52 -5.01D(4)(b). The Department will notify you of the Department accep tance test results for each bundle of 4 test samples of splices within 3 business days after METS receives the bundle unless more than 1 bundle is received on the same day, in which case allow 2 additional business days for each additional bundle received.
52-5.02 Materials
Headed bar reinforcement must comply with ASTM A970/A970M. At fracture, headed bar reinforcement must comply with:
1.Tensile requirements of ASTM A970/A970M, Class A.
2.Necking requirements under CT 670 by showing signs of visible nec king in the reinforcing bar. The visible necking must be located outside the affected zone. Equipment used to perform friction welding must be fitted with an in -process monitoring system to record essential production parameters that describe the process of welding the head onto the reinforcement. Record the following parameters:
1.Friction welding force
2.Forge force
3.Rotational speed
4.Friction upset distance and time
5.Forge upset distance and time Headed bar reinforcement must have full size heads and must be on the Authorized Material List. If headed bar reinforcement is to be epoxy coated:
1.Round edges of heads
2.Remove sharp edges, burrs, and weld flash that would prevent proper coating of the headed bar Do not use threaded heads if hea ded bar reinforcement is to be epoxy coated. SECTION 52 REINFORCEMENT
52-5.03 Construction
Reserved
52-5.04 Payment
The payment quantity for headed bar reinforcement is the quantity of heads. Reinforcing bar used for headed bar reinforcement is paid for as bar reinforcing steel. The length of bar used in calculating the weight of reinforcing bar is the entire length of the completed headed bar including the head thickness.
52-6 Splicing
52-6.01 General
52-6.01A Summary
Reinforcing bar splices consist of lap splices, service splices, or ultimate butt splices.
52-6.01B Definitions
Reserved
52-6.01C Submittals
52-6.01C(1) General
52-6.01C(2) Product Data
52-6.01C(2)(a) General
Rese rved
52-6.01C(2)(b) Radiographic Film Developing Process Records
If requested, submit records of radiographic film developing processes and any chemical changes to the developing processes.
52-6.01C(3) Samples
52-6.01C(3)(a) General
Rese rved
52-6.01C(3)(b) Test Samples
Submit service splice and ultimate butt splice test samples to METS. Include copies of the certificates of compliance with the test samples for mechanical splices and resistance -butt-welded splices.
52-6.01C(4) Test Reports
52-6.01C(4)(a) General
Reserved
52-6.01C(4)(b) Splicing Quality Control Test Report
Submit a QC test report for each lot of service splices and ultimate but t splices. Each QC test report must include:
1.Group number, l ot number , and location
2.Bar size
3.Splice type
4.Mechanical splice length
5.Location of fracture
6.Physical condition of splice test sample
7.Notable defects
8.Total measured slip 4 SECTION 52 REINFORCEMENT
9.Ultimate tensile strength of each splice
10.The following for ultimate butt splices: 10.1. Location of visible necking area 10.2. Strain measured on the side without the fracture Allow 3 business days for the Engineer's review.
52-6.01C(4)(c) Splice Rejection Mitigation Report
For a rejected lot of service splices or ultimate butt splices, submit a splice rejection mitigation report. Allow 3 business days for the Engineer's review.
52-6.01C(5) Certificates
Submit a certificate of compliance for each shipment of service splice or ultimate butt splice material. Include with the submittal:
1.Type or series identification of the splice material, including tracking information for traceability
2.Grade and size number of reinforceme nt to be spliced
3.Statement that the splice material complies with the type of mechanical splice on the Authorized Material List for steel reinforcing couplers
4.For resistance -butt-welded material: 4.1. Heat number 4.2. Lot number 4.3. Mill certificate s
52-6.01C(6) Qualification Statements
52-6.01C(6)(a) General
Reserved
52-6.01C(6)(b) Welder and Welding Procedures Qualifications
Submit welder and welding procedure qualifications as an informational submittal.
52-6.01C(6)(c) Splice Prequalification Report
For each bar size of each coupler model type of service splice or ultimate butt splice to be used in the work, submit a splice prequalification report that includes:
1.Copy of the manufacturer's product literature giving complete data on the splic e material and installation procedures
2.Names of the operators who will be performing the splicing
3.Descriptions of the positions, locations, equipment, and procedures that will be used in the work Certified test results from the authorized laboratory for the prequalification splice test samples
5.Certifications from the fabricator for operator and procedure prequalification
6.Manufacturer's QC Process Manual that details the production process and the frequency of QC measures
52-6.01C(6)( d) Weld Flash Removal Process
If specified, submit a proposed weld flash removal process. The submittal must show that the process produces a smooth profile that can be successfully epoxy coated under section 52 -2.
52-6.01D Quality Assurance
52-6.01D(1) General
Assign a splicing QC manager. Before starting service or ultimate butt splicing activities, select the lots that constitute each group for QA testing. Before testing resistance -butt-welded splice test samples of reinforcement to be epoxy coated, remove the weld flash using the authorized process for flash removal. SECTION 52 REINFORCEMENT Section 11-2 does not apply to resistance -butt-welded splices.
52-6.01D(2) Qualifications
52-6.01D(2)(a) General
Reserved
52-6.01D(2)(b) Operator and Procedure Prequalification
Before performing any service or ultimate butt splicing, obtain certifications from the fabricator for prequalification of the operators and the procedures to be used in the work. Each operator must p repare 4 prequalification splice test samples for each bar size of each splice coupler model type and position to be used. Splice test samples for operator and procedure prequalification must have been prepared and tested no more than 2 years before the su bmittal of the splice prequalification report. Splice test samples and testing must comply with the QC testing requirements specified in section 52 - 6.01D( 4)(b) for the type of splice to be used in the work.
52-6.01D(2)(c) Welder and Welding Procedure Qual ifications
Before performing any CJP butt welds, qualify welders and welding procedures under AWS D1.4. Qualify welders and welding procedures on splice test samples of the type to be used in the work.
52-6.01D(3) Test Samples
52-6.01D(3)(a) General
Prepare splice test samples under California Test 670. For splicing new reinforcement to existing reinforcement, make splice test samples using only reinforcement having the deformation pattern of the new reinforcement. Before transporting splice t est samples to an authorized laboratory and METS:
1.Securely bundle and package the 4 test samples for each test in a way that preserves their condition during transportation
2.Identify each splice test sample by location, lot number, and Contract number using weatherproof markings
3.Attach a completed Sample Identification Card to each bundle When preparing or removing splice test samples for QC testing, concurrently prepare or remove 4 Department acceptance splice test samples from the same lot during :
1.1st QC test
2.1 QC test from each group , randomly selected by the Engineer If splices from a lot will be encased in concrete prior to receiving passing Department acceptance test results, you must prepare additional samples selected by the Engineer from the same lot for additional Department acceptance testing. You may prepare the samples as specified for service splice test samples in section 52 -6.01D(4)(b)(iii). The Department will test service splice test samples as specified for service splices a nd ultimate butt splice test samples as specified for ultimate butt splices.
52-6.01D(3)(b) Ultimate Butt Splice
After completing the ultimate butt splices in a lot, including any required epoxy coating, notify the Engineer that the splices are ready for testing. The Engineer selects splice test samples at the job site or PC plant. For hoops, the Engineer selects splice test samples from the completed lot at the job site, PC plant, or fabrication plant. After being notified, the Engineer randomly selects t he 4 splice test samples to be removed and places tamper -proof markings or seals on the test samples. A test sample is rejected if the tamper -proof marking or seal is disturbed before testing. SECTION 52 REINFORCEMENT
52-6.01D(4) Quality Control
52-6.01D(4)(a) General
Reserved
52-6.01D(4)(b) Quality Control Testing
52-6.01D(4)(b)(i) General
QC testing includes total slip testing, service splice testing, and ultimate butt splice testing. Test QC splice test samples:
1.In the condition received
2.Under California Test 670
3.At a laboratory on the Authorized Laboratories List for testing reinforcing steel splices Before performing service splice or ultimate butt splice testing, perform total slip testing on the service splice or ultimate butt splice test samples as specified in section 52 -6.01D(4)(b)(ii). Do not perform tests on splice test samples from bundles containing fewer than 4 test samples. At least 5 business days before performing any testing at the authorized laboratory, notify the Engineer of:
1.Date of the testin g
2.Location of the authorized laboratory where the tests will be conducted
3.Number of lots to be tested
4.Group number of each lot If a QC test for a lot is rejected, repair or replace reinforcing bars from which test samples were removed before the Engineer selects additional splices from this lot for more testing. If a lot of splices is rejected, do not use the rejected lot or any subsequent lots until:
1.QC manager has performed a complete review of your QC process for these splices
2.You have prepared a splice rejection mitigation report describing: 2.1. Cause of the failure 2.2. Method used to identify the cause of failure 2.3. Identification of affected lots 2.4. Provisions for preventing similar failures in future lots 2.5. Procedur e for repairing or replacing the splices in the rejected lot
3.The Engineer has notified you that the splice rejection mitigation report is authorized
52-6.01D(4)(b)(ii) Total Slip Testing
Except for mechanical lap, welded, or hoop splices, test 1 of th e 4 splice test samples for total slip. If the splice test sample exceeds the total slip value specified in section 52 -6.02B(1), test the 3 remaining test samples for total slip. If any of the 3 remaining test samples exceed the specified total slip value, the Department rejects all splices in the lot.
52-6.01D(4)(b)(iii) Service Splice Testing
A service splice test consists of preparing and testing 4 splice test samples for each lot of completed splices. Prepare the test samples using the same splice mate rial, position, operators, location, equipment, and procedures to be used in the work. Splice test samples must comply with the requirements specified in section 52 -6.02B(2) as follows:
1.If only 1 splice test sample complies with the requirements, the Department rejects all splices in the lot.
2.If only 2 splice test samples comply with the requirements, perform 1 additional test on the same lot of splices. This additional test must consist of tensile testing 4 splice test samples, ra ndomly selected SECTION 52 REINFORCEMENT by the Engineer and removed by you from the lot of completed splices. If any of the 4 splice test samples from this additional test do not attain the specified minimum tensile strength, the Department rejects all splices in the lot.
3.If 3 or more splice test samples comply with the requirements, the Department accepts all splices in the lot.
52-6.01D(4)(b)(iv) Ultimate Butt Splice Testing
An ultimate butt splice test consists of removing and testing 4 splice test samples from each lot of completed splices. At fracture, splice test samples must comply with the requirements specified in section 52 -6.02B(3) as follows:
1.If only 1 splice test sample complies with the requirements, the Department rejects all splices in the lot.
2.If only 2 splice test samples comply with the requirements, perform 1 additional ultimate butt splice test on the same lot of splices. If any of these 4 splice test samples do not comply with the specified requirements, the Department rejects all splices in the lot.
3.If 3 or more splice test samples comply with the requirements, the Department accepts all splices in the lot. The Department does not require ultimate butt splice testing on repaired splices from a lot unless an additional ultimate butt splice test is required on the same lot of splices. If this additional test is required, the Engineer may select any repaired splice for the additional test. For splices made vertically at the job site in or above their final positions for bar reinforcement of columns or CIP concrete piles, you may prepare test samples as specified for service splice test samples in section 52 -6.01D(4)(b)(iii) if authorized. Test the splice test samples as specified for ultimate butt splice test samples. If test samples for CJP butt -welded splices are not removed from a lot of completed splices, perform RT as follows:
1.Perform RT of CJP butt -welded splices under AWS D1.4: 1.1. Before tensile testing the splice test samples 1.2. On 25 percent of CJP butt -welded splices from a production lot
2.Radiographic procedures must comply with AWS D1.1 and D1.4.
3.For field -produced CJP butt welds, do not radiograph more than 1 weld during 1 exposure.
4.Make radiographs by either X -ray or gamma ray. Each radiograph must have a density of from 2.3 to 3.5 in the area of interest. The Department allows a density tolerance of 0.05 for densitometer variations . Gamma rays must be from the iridium 192 isotope, and the emitting specimen must not excee d 0.18 inch in the greatest diagonal dimension.
5.You may add an allowable weld buildup of 0.16 inch to the total material thickness when determining the proper penetrameter selection. The Department does not accept image quality indicator equivalency.
6.Sufficiently shim penetrameters using a radiographical ly identical material. Penetrameter image densities must be from 2.0 to 3.6.
7.Regardless of the reinforcing bar size, radiographic film must be Class 1.
8.Record the results of radiographic interpretations on a signed certification and keep a copy with the film packet. For RT:
1.The Department does not allow sight development of film
2.Technique sheets prepared under ASME Boiler and Pressure Vessel Code, section V, article 2, section T -291, must include the developer temperature, developing time, fixing duration, and all rinse times Notify the Engineer 48 hours before performing any RT. The Engineer selects the splices that compose the production lot and the splices within each lot to receive RT. SECTION 52 REINFORCEMENT If more than 12 percent of the splices radiographic ally tested in a production lot are defective, perform RT on an additional 25 percent of the splices selected by the Engineer from the same production lot. If more than 12 percent of the cumulative total of splices tested from the same production lot are d efective, perform RT on all remaining splices in the lot. The Department does not pay for additional RT performed due to the identification of defective splices. Repair defects under AWS D1.4.
52-6.01D(4)(c) Weld Flash Removal Process
Removal of the weld flash must produce a smooth profile free of any sharp edges that would prevent proper coating of the reinforcement such that:
1.Ultimate tensile strength and elongation properties of the bar are not reduced
2.Outside radius of the flash at any point alon g the circumference of the bar is not: 2.1. Less than the nominal radius of the bar 2.2. Greater than 3/16 inch beyond the nominal radius of the bar
52-6.01D(4)(d) Splicing Quality Control Test Report
The splicing quality control test report must be (1) prepared by the laboratory performing the testing and
2.signed by an engineer representing the laboratory. The Engineer must be registered as a civil engineer in the State.
52-6.01D(5) Department Acceptance
The Department tests and accepts service splic es and ultimate butt splices as specified for QC testing in section 52 -6.01D(4). If a Department acceptance test result does not comply with the material and QA requirements, the Department rejects all splices in the lot and the group. For the other lots i n the rejected group that pass QC testing, you may request the Engineer to perform additional Department acceptance testing for additional splice samples. If a Department acceptance splice test result complies with the material and QA requirements, the Dep artment accepts all splices in that lot. If a lot of splices is rejected, prepare a splice rejection mitigation report for that rejected lot as specified in section 52 -6.01D(4)(b)(i). If the QC and the Department acceptance test results have different comp liance determinations, the Department will sample and test all subsequent lots until QC and the Department acceptance test compliance determinations are consistent for 2 consecutive lots before r esuming sampling and testing of 1 lot from every group. The D epartment will notify you of the Department acceptance test results for each bundle of 4 test samples of splices within 3 business days after METS receives the bundle unless more than 1 bundle is received on the same day, in which case allow 2 additional b usiness days for each additional bundle received.
52-6.02 Materials
52-6.02A General
Reserved
52-6.02B Service Splices and Ultimate Butt Splices
52-6.02B(1) General
Section 52 -1.02B applies if service splices or ultimate butt splices are used in the work. The total slip must not exceed the values shown in the following table when tested under California Test 670: SECTION 52 REINFORCEMENT Total Slip Reinforcing bar no. Total slip (inch) 4 0.020 5 0.020 6 0.020 7 0.028 8 0.028 9 0.028 10 0.036 11 0.036 14 0.048 18 0.060 Mechanical couplers must be on the Authorized Material List for steel reinforcing couplers. Resistance welding fabricators must be on the Authorized Material List for resistance welding fabricators .
52-6.02B(2) Service Splices
Service splices must develop a minimum tensile strength of 80,000 psi.
52-6.02B(3) Ultimate Butt Splices
Ultimate butt splice test samples must demonstrate necking as either of the following:
1.Except f or 30-inch and smaller diameter hoops, for Necking Option I as specified in California Test 670, the test sample must fracture in the reinforcing bar outside of the affected zone and show visible necking. For 30 -inch and smaller diameter hoops, the test sample must show visible necking at fracture at any location.
2.For Necking Option II as specified in California Test 670, the largest measured strain must be at least: 2.1. 6 percent for no. 11 and larger bars 2.2. 9 percent for no. 10 and smaller bars
52-6.03 Construction
52-6.03A General
Butt-welded or mechanical splices not shown as requiring a service splice or an ultimate butt splice must comply with the specifications for service splices. Do not p lace splices at a location shown as a no -splice zone. Reinforcing bars may be continuous where splices are shown. If splice locations are not shown, determine splice locations using commercial lengths where practicable. Unless another option is shown, stag ger splices in adjacent reinforcing steel. The minimum distance between staggered lap splices or staggered mechanical lap splices must be the same as the length specified for a lap splice in the largest bar. The minimum distance between staggered butt spli ces must be 2 feet measured between the splice midpoints along a line centered between the axi s of the adjacent bars. For reinforcing bars where splice test samples were removed, replace either of the following:
1.Removed portion of the bar or hoop using mechanical ultimate butt splices
2.Bar or hoop in kind
52-6.03B Lap Splicing
Splices made by lapping must consist of placing reinforcing bars in contact and wiring them together while maintaining the alignment of the bars and the minimum clearances. Do not splice the following by lapping:
1.No. 14 bars SECTION 52 REINFORCEMENT
2.No. 18 bars
3.Hoops
4.Reinforcing bars where you cannot provide a minimum clear distance of 2 inches between the splice and the nearest adjacent bar For uncoated and galvanized reinforcing bars complying with ASTM A615/A615M, Grade 60, ASTM A706/A706M, ASTM A1035/A1035M, or ASTM A767/A767M, Class 1 , the length of lap splices must be at least:
1.45 diameters of the smaller bar spliced for reinforcing b ars no. 8 or smaller
2.60 diameters of the smaller bar spliced for reinforcing bars nos. 9, 10, and 11 For epoxy -coated reinforcing bars and alternatives to epoxy -coated reinforcing bars complying with ASTM A775/A775M , ASTM A934/A934M , or ASTM A1055/A105 5M, the length of lap splices must be at least:
1.65 diameters of the smaller bar spliced for reinforcing bars no. 8 or smaller
2.85 diameters of the smaller bar spliced for reinforcing bars nos. 9, 10, and 11 For reinforcing bars complying with ASTM A6 15/A615M, Grade 40, the length of lap splices must be at least:
1.30 diameters of the smaller bar spliced for reinforcing bars no. 8 or smaller
2.45 diameters of the smaller bar spliced for reinforcing bars nos. 9, 10, and 11 For splices in bundled bars , the length of the lap splices must be:
1.Equal to the length of a single bar lap splice for bundles of 2 bars
2.1.2 times the length of a single bar lap splice for bundles of 3 bars Lap welded wire reinforcement such that the overlap between the outer most cross wires is at least the larger of the following:
1.6 inches
2.Spacing of the cross wires plus 2 inches
3.Numerical value of the longitudinal wire size (W -size number) times 4.3 divided by the spacing of the longitudinal wires in inches
52-6.03C Service Splices and Ultimate Butt Splices
52-6.03C(1) General
Service splices and ultimate butt splices must be one of the following:
1.Mechanical splices
2.Resistance -butt-welded splices
3.CJP butt -welded splices
52-6.03C(2) Mechanical Splices
Perform service splicing and ultimate butt splicing of mechanical splices:
1.Under the manufacturer's instructions, unless otherwise specified
2.Using the manufacturer's standard equipment, jigs, clamps, and other required accessories Splice dev ices must have a clear cover of at least 1 -3/4 inches measured from the surface of the concrete to the outside of the splice device. To provide the specified clear cover to reinforcement:
1.Adjust or relocate stirrups, ties, and other reinforcement
2.Place additional reinforcement, if needed
52-6.03C(3) Resistance -Butt-Welded Splices
If resistance -butt-welded bar reinforcement is to be epoxy coated, remove the weld flash using the authorized process for flash removal. SECTION 52 REINFORCEMENT
52-6.03C(4) Complete -Joint-Penetration Butt -Welded Splices
CJP butt -welded splices must comply with AWS D1.4. Use only the joint details and dimensions shown in Figure 3.2 of AWS D1.4 except do not use the Single - V-Groove Weld with Split Pipe Backing detail. Make butt welds with multiple w eld passes without an appreciable weaving motion using a stringer bead having a width at most 2.5 times the diameter of the electrode when using shielded metal arc welding. Remove slag between each weld pass. Weld reinforcement must not exceed 0.16 inch in convexity. Electrodes for welding must have a minimum CVN impact value of 20 ft -lb at 0 degrees F. For welding of bars complying with ASTM A 615/A 615M, Grade 40 or 60, the requirements of Table 7.2 of AWS D1.4 are superseded by the following: The minimum preheat and interpass temperatures must be 400 degrees F for Grade 40 bars and 600 degrees F for Grade 60 bars. Immediately after completing the welding, cover at least 6 inches of the bar on each side of the splice with insulated wrapping to control the rate of cooling. The insulated wrapping must remain in place until the bar has cooled below 200 degrees F. If welding different grades of reinforcing bars:
1.Electrode must comply with the specifications for Grade 40 bar
2.Preheat must comply with the sp ecifications for Grade 60 bar If any of the specified preheat, interpass, and post -weld cooling temperatures are not met, remove the weld and heat -affected -zone metal and reweld the splice. Protect welding from air currents, drafts, and precipitation to p revent loss of heat or loss of arc shielding. Do not direct butt splice reinforcing bars by thermite welding.
52-6.04 Payment
Not Used
52-7 Stray Current Protection
52-7.01 General
52-7.01A Summary
Section 52 -7 includes specifications for installing stray current protection. Stray current protection consists of one or a combination of the following:
1.Prestressing tendon connect ions
2.Bar reinforcing steel connections
3.Copper cable to bar reinforcing steel connections
4.Pile and concrete epoxy insulation
5.Concrete insulation course
6.Neoprene sheet insulation
7.Joint sealant insulation
8.Membrane insulation
9.Mortar blo ck insulation
10.Epoxy -coated reinforcing steel insulation
11.Plastic end cover insulators
12.Pipe wrapping tape insulation
13.Epoxy for insulation of embedded metal materials
52-7.01B Definitions
Reserved
52-7.01C Submittals
Reserved SECTION 52 REINFORCEMENT
52-7.01D Qual ity Assurance
52-7.01D(1) General
Reserved
52-7.01D(2) Prestressing Tendon Connection
Welding operators must be prequalified by satisfactorily completing a field qualification test weld. The operator must make qualification test welds in the presence of the Engineer using:
1.Materials similar to those in the work
2.The same position and under the same conditions of welding that will be encountered in the work Visual inspection of completed welds must show no evidence of cracks, lack of fusi on, or undercutting.
52-7.01D(3) 52-7.01D(5) Reserved
52-7.02 Materials
52-7.02A General
Reserved
52-7.02B Prestressing Tendon Connection
For prestressing tendon connections, the no. 6 steel wire must comply with ASTM A1064, A510, or A510M.
52-7.02C B ar Reinforcing Steel Connection
Reserved
52-7.02D Copper Cable to Bar Reinforcing Steel Connection
Materials for exothermic welding the copper cable to bar reinforcing steel connections must comply with the manufacturer's instructions for the following:
1.Mold size and shape
2.Powder charge size and alloy mixture Copper cable must comply with section 86. Tape must be commercially available vinyl electrical tape with a thickness of at least 7 mils. Test box cover and anchorage devices must comply with se ction 75 -3. The gasket must be made of commercially available neoprene.
52-7.02E Pile and Concrete Epoxy Insulation
For pile and concrete epoxy insulation, epoxy must be:
1.Commercial quality
2.Nonconductive
3.Suitable for adherence to concrete and steel surfaces
52-7.02F Concrete Insulation Course
Concrete insulation course must comply with section 51 and contain at least 590 pounds of cementitious material per cubic yard of concrete.
52-7.02G Neoprene Sheet Insulation
Fabricate neoprene sheet in sulation from sheet neoprene complying with the specifications for neoprene in section 51 -2.04. The sheet must be at least 1/8 inch thick.
52-7.02H Joint Sealant Insulation
The joint sealant insulation must be a single -component, non -sag polyurethane seal ant complying with ASTM C 920. SECTION 52 REINFORCEMENT The primer and backing rod must comply with the joint sealant manufacturer's instructions.
52-7.02I Membrane Insulation
Membrane insulation must comply with the specifications for dampproofing or preformed membrane waterproo fing in section 54.
52-7.02J Mortar Block Insulation
Mortar block insulation must contain at least 760 pounds of cementitious material per cubic yard. The blocks must be dense, homogeneous, and watertight.
52-7.02K Epoxy -Coated Reinforcing Steel Insulati on
Epoxy -coated reinforcing steel insulation must comply with section 52 -2. If a coupling nut is used at an attachment between an approach slab and an abutment, the nut must be epoxy coated either before or after fabrication.
52-7.02L Plastic End Cover In sulators
The plastic end cover insulators must be of the type commercially available to protect workers from protruding reinforcing bars. Bond the covers to the reinforcing bars with commercially available epoxy that is compatible with the plastic covers.
52-7.02M Pipe Wrapping Tape Insulation
For pipe wrapping tape insulation, the tape must be pressure -sensitive PVC or polyethylene tape with a nominal thickness of 20 mils. Use a primer as instructed by the manufacturer of the tape.
52-7.02N Epoxy for Ins ulation of Embedded Metal Materials
For insulation of embedded metal materials, epoxy must be:
1.Commercial quality
2.Nonconductive
3.Suitable for adhering to metal surfaces Instead of epoxy coating the hanger rods, you may use commercial quality neopr ene bushings around the pipe at strap supports. Instead of epoxy coating the metal parts of joint seal assemblies in contact with concrete, you may apply a heavy coat of bituminous paint.
52-7.03 Construction
52-7.03A General
Reserved
52-7.03B Prestressing Tendon Connection
Do not perform welding on the prestressing anchorage devices. Do not perform arc welding on the prestressing strand. Connect the collector wire to the prestressing strand by gas welding. Do not gas weld until the tendons are grouted and have cured for at least 24 hours. You may join 2 wire pigtail ends by gas welding at any stage of the work. Oxyacetylene welding must comply with the best standards of the industry. Use gas welding rods complying with Class RG45 (steel rods).
52-7.03C Bar Reinforcing Steel Connection
Weld bars and splices by the manual shielded metal -arc process before installing any prestressing strands. Use low -hydrogen electrodes complying with the specifications for E7016 electrodes in AWS A5.1/A5.1M .
52-7.03D Copper Cable to Bar Reinforcing Steel Connection
Fusion weld the copper cable to the bar reinforcing steel by an exothermic type welding process. SECTION 52 REINFORCEMENT Apply commercially available rubber splicing compound to the welded connection. Apply 2 layers of tape, e ach half lapped.
52-7.03E Pile and Concrete Epoxy Insulation
Abrasive blast clean concrete surfaces on which epoxy insulation is to be applied to the extent that clean aggregate is exposed. Apply the epoxy by brush or other means that will completely and uniformly cover the surfaces. Remove lifting anchors as specified for their removal in a corrosive environment in section 49 -2.04B(2).
52-7.03F Concrete Insulation Course
Excavate and backfill for concrete insulation course under section 19 -3. The joint b etween the concrete insulation course and the footing must comply with the specifications for horizontal construction joints in section 51 -1.03D(4), except abrasive blast cleaning is not required.
52-7.03G Neoprene Sheet Insulation
For neoprene sheet insu lation, lap each successive sheet securely to the preceding sheet by at least 6 inches.
52-7.03H Joint Sealant Insulation
Abrasive blast clean and prime concrete surfaces to receive joint sealant insulation.
52-7.03I Membrane Insulation
The exposed surfa ces of membrane insulation must be of uniform height above ground without unsightly bulges, depressions, or other imperfections. Membrane insulation must comply with the specifications for dampproofing or preformed membrane waterproofing in section 54.
52-7.03J Mortar Block Insulation
Reserved
52-7.03K Epoxy -Coated Reinforcing Steel Insulation
For a coupling nut which is epoxy coated after fabrication, apply the epoxy by brush or other means that will completely and uniformly cover the surfaces in cont act with concrete.
52-7.03L Plastic End Cover Insulators
Use enough epoxy to ensure that no voids exist between the plastic end cover insulators and the reinforcing bars.
52-7.03M Pipe Wrapping Tape Insulation
For pipe wrapping tape insulation, apply 1 l ayer of tape half lapped.
52-7.03N Epoxy for Insulation of Embedded Metal Materials
For embedded metals insulated with epoxy:
1.Prepare galvanized surfaces under section 59 -3.03
2.Apply the epoxy by brush or other means to completely and uniformly cover the surfaces in contact with concrete
52-7.04 Payment
Not Used
Source: California Standard Specifications, 2024 Edition. Pages 817–840 of 1,372.