California 2025 Standard Specifications — Section 65

65 CONCRETE PIPE

65-1 General

65-1.01 General

Section 65 -1 includes general specifications for constructing concrete pipe. Excavation, backfill, and culvert beddings must comply with section 19 -3.

65-1.02 Materials

Not Used

65-1.03 Construction

Where pipes are connected to inlet and outlet structures, place the ends of the pipes flush or cut them off flush with the structure face. Lay and joint reinforced concrete pipe used for drainage purposes and dry conduits under generally accepted practices suitable for the purpose intended. Connect new reinforced concr ete pipe to new or existing drainage facilities as shown. Furnish the necessary facilities for lowering and properly placing pipe sections in the trench. Clean and then seal each joint with the type of sealing material necessary to make a tight joint to pr event leakage and infiltration. Lay pipes to lines and grades with the sections closely jointed. Lay pipes upgrade. Fill any voids occurring in the outer and inner annular sealing material with the same type of sealing material and finish the inside of the joint smooth. Take every precaution to prevent flooding of the pipe trench before backfilling activities start.

65-1.04 Payment

The payment quantity for concrete pipe is the length measured along the centerline of the pipe and parallel with the slope lin e. The payment quantity includes the length of bends, wyes, tees, and other branches to the point of intersection. If pipes are cut to fit a structure or slope, the payment quantity is the length of pipe necessary to be placed, rounded up to the nearest 2 -foot increment. If you construct CIP connection instead of cutting off the pipe to fit the structure, the payment quantity is the length measured along the centerline of the pipe to the inside face of the structure.

65-2 Reinforced Concrete Pipe

65-2.01 General

65-2.01A Summary

Section 65 -2 includes specifications for constructing reinforced concrete pipe .

65-2.01B Definitions

modified designs: Designs that differ from direct des igns shown with respect to reinforcement only. oval shaped pipe: Pipes having major and minor internal axial dimensions described. The minor axis length must be 60 to 65 percent of the major axis length. The 1st dimension designated represents the rise and the 2nd dimension represents the span. special designs: Designs that differ from direct designs in any respect from those shown.

65-2.01C Submittals

If you choose to use resilient joint materials, submit them for testing and authorization. For circular r einforced concrete pipe, direct design method, submit:

1.Shop drawings. Modified designs and special designs must comply with the Department's bridge design specifications. For modified designs, do not change the clear coverage between the surface of SECTION 65 CONCRETE PIPE the concrete and the outside of the reinforcement or the thickness of the pipe barrel wall shown. Submit 3 sets of shop drawings for initial review by the Office of Design and Technical Services. Submit 6 sets of shop drawings after the initial review for use during construction and by the Office of Design and Technical Services. Shop drawings must include: 1.1. Wall thickness 1.2. Type, size, location, and configuration of the reinforcement 1.3. List of station locations for the pipes, including the size, wall type, and maximum cover height 1.4. Method of excavation, bedding, and backfill for each location

2.Proof of adequacy for modified design and special design proposals. The Engineer will determine the adequacy of modified and special designs based upon co mpliance with crack requirements and structural design parameters. The Department will not be liable to you for failure to accept any modified design or special design you submit.

3.Copy of the concrete mix design before using the concrete or revising the mix proportions .

4.Certificate of compliance for each pipe shipment. The certificate must: 4.1. Be signed by the manufacturer's quality control representative 4.2. State that all materials and workmanship comply with the specifications and authorized sho p drawings For nonreinforced concrete pipe substituted for circular reinforced concrete pipe described or chosen by class, submit proof of adequacy for proposed modifications or special designs. Proof must consist of 3 - edge bearing tests either (1) certif ied by an authorized laboratory or (2) the pipe manufacturer's tests witnessed by the Department. The tests must demonstrate the adequacy of the proposed design. A minimum of 3 proof tests will be required for each size and class you supply.

65-2.01D Qual ity Assurance

65-2.01D(1) General

Before hydrostatic testing, reinforced concrete pipe must be tested under the 3 -edge bearing method to a maximum D -load that is 10 percent greater than the 0.01 -inch cracking D -load under AASHTO M 170 or to the actual D -load required to produce a 0.01 -inch-wide crack, whichever is less.

65-2.01D(2) Field Testing of Siphon and Pressure Pipe

Perform field leakage tests on siphons and low -head conduits with internal hydrostatic heads not exceeding 50 feet. Fill the pipe with water to a hydrostatic head of 10 feet above the highest point in the line after the pipe has been laid and backfill h as been placed and compacted to a minimum of 2 feet above the pipe. Conduct a hydrostatic test for a period of not less than 24 hours. Make accurate measurements of the water required to maintain the test pressure during that period. Any leakage developed by the test must not exceed the allowable leakage as computed by the following formula: E = 0.00002 H1/2LD where: E = allowable leakage in gpm H = difference in elevation in feet between the water surface at 10 feet above the highest point in the line and the invert elevation of the pipe at its lowest point L = length of the culvert or drainage pipe in feet D = internal diameter of the pipe in inches Furnish all water, materials, and labor for the hydrostatic test. Conduct all hydrostatic tests in the presence of the Engineer. The Department does not pay for hydrostatic testing. Stop any leakage in excess of the allowable leakage as authorized. Repeat the hydrostatic test until the total leakage does not exceed the allowable leakage. Stop all obvious le aks whether or not the leakage from the line exceeds the allowable leakage. You may maintain the pipeline full of water for not more than 8 hours before you start hydrostatic testing. SECTION 65 CONCRETE PIPE

65-2.01D(3) Circular Reinforced Concrete Pipe, Described or Chosen by C lass

The basis for acceptance of reinforced concrete pipe over 24 inches in nominal diameter is determined from results of the 3 -edge bearing test for the load to produce a 0.01 -inch-wide crack. Testing to the ultimate load is not required except as necess ary to obtain samples for the absorption test. Pipes 24 inches in nominal diameter and smaller do not need to be tested to the load to produce a 0.01 - inch-wide crack if the pipe is subjected to a load equivalent to the ultimate test load and complies with section 65 -2.02. Instead of broken pipe pieces obtained as specified above, cores weighing at least 2.2 pounds from pipe sections selected by the Engineer may be used for the absorption test. Pipe sections that have been tested to the actual 0.01 -inch-wide crack will not be load -tested further, and those sections that comply with or exceed the required strength and workmanship standards may be used in the work if authorized.

65-2.01D(4) Circular Reinforced Concrete Pipe, Direct Design Method

Sample and tes t the concrete compressive strength under AASHTO M 170 at least once every production shift, but not less than once daily. The 3 -edge bearing test does not apply to direct design method pipes.

65-2.01D(5) Oval Shaped Reinforced Concrete Pipe

The basis for acceptance of oval shaped reinforced concrete pipe larger than an equivalent 24 -inch- nominal -diameter circular pipe must be determined by the results of the 3 -edge bearing test for the load to produce a 0.01 -inch-wide crack. Testing to the ultimate load w ill not be required except as necessary to obtain samples for the absorption test. Oval shaped reinforced concrete pipe 24 inches in nominal diameter and smaller does not need to be tested to the load to produce a 0.01 -inch-wide crack if the pipe is subjec ted to a load equivalent to the ultimate test load and complies with section 65 -2.02. Instead of broken pipe pieces obtained as specified above, cores weighing at least 2.2 pounds from pipe sections selected by the Engineer may be used for the absorption t est. Pipe sections that have been tested to the actual 0.01 -inch-wide crack will not be load-tested further, and those sections that comply with or exceed the required strength and workmanship standards may be used in the work if authorized.

65-2.02 Mater Ials

65-2.02A General

The cementitious material and aggregate for concrete pipe must comply with section 90 -1.02, except (1) gradation requirements do not apply to the aggregate and (2) the use of SCM must comply with AASHTO M 170. The concrete for reinforced concrete pipe must contain at least 470 pounds of cementitious material per cubic yard and have a water to cementitious material ratio that does not exceed 0.40 by weight. You may use SCM. Circumferential reinforcement must have a minimum cover of 1 inch, except pipes with a nominal diameter of 18 inches or less must have a minimum cover of 3/4 inch. Special reinforced concrete pipe having concrete cover over the steel reinforcement greater than the cover under AASHTO M 170 must comply with secti on 65 -2.02, except the crack width produced by the D-load test under AASHTO M 170 must be determined by the following formula: t -3/8d b = x 0.01 inch t -3/8d -C where: b = Width of crack to be produced instead of 0.01 -inch crack under AASHTO M 170 t = Wall thickness of pipe, inches d = Effective depth of section to be tested, feet C = Concrete cover over steel reinforcement in excess of cover under AASHTO M 170 If concrete collars or tee connections are required to connect new concrete pipe to new or existing pipes, the concrete collars or tee connections must be constructed of minor concrete. Reinforcement for the concrete collars or tee connections must comply with section 52. SECTION 65 CONCRETE PIPE

65-2.02B Delivery, Storage and Handling

Rubber ga skets must be stored at 70 degrees F or less. Do not expose rubber gaskets to direct sun rays for more than 72 hours. Sufficiently protect jointing materials from the air and sun to prevent drying or deterioration. Keep liquid types of sealing materials in molds or runners.

65-2.02C Circular Reinforced Concrete Pipe

65-2.02C(1) General

Circular reinforced concrete pipe described by class must comply with section 65 -2.02C(2) for the class of pipe described. If the class of pipe is not described and the nominal diameter is less than 24 inches, choose the class of pipe. The pipe chosen must comply with section 65 -2.02C(2). Pipes must be marked as specified in AASHTO M 170, except circular pipe sections with elliptical reinforcing must have the location of the minor axis of the reinforcing indicated by 3 -inch-wide, waterproof, painted stripes on the inside and outside of eac h pipe at the top and bottom, at least 12 inches long at each pipe section end, or you may provide a lift hole or lift holes at the top of each pipe along the minor axis of the reinforcement. If the class of pipe is not described and the nominal diameter i s 24 inches or greater, choose either:

1.Class of pipe. The pipe chosen must comply with section 65 -2.02C(2).

2.Wall thickness and reinforcement details under section 65 -2.02C(3). If 1 lift hole is provided, the lift hole must be located at the balance point; if 2 lift holes are provided, the lift holes must be spaced equidistant on each side of the balance point. The lift holes must not interfere with the reinforcement. After placing the pipe, fill the open lift holes with cement mortar or concrete plug s before backfilling.

65-2.02C(2) Circular Reinforced Concrete Pipe, Described or Chosen by Class

Circular reinforced concrete pipe described or chosen by class must comply with AASHTO M 170. If the class of circula r reinforced concrete pipe is not described, choose the class of pipe and corresponding method of backfill for the type of installation shown. If the class of circular reinforced concrete pipe is described, choose the method of backfill for the type of installation shown. The D -load to produce a 0.01 -inch-wide crack must be not less than the specified D -load. For pipe classes not specified under AASHTO M 170, but within the minimum and maximum size limits under AASHTO M 170, determine the wall thickness and steel area by interpolation from data given in the tables for pipes of the next smaller size and pipes of the next larger size. For pipe classes, except Class I, that are less than the minimum size for a particular class under AASHTO M 170, the minimum wa ll thickness must be not less than 1 -3/4 inches and the steel area must be not less than 0.06 sq in/lf of pipe barrel. The Department will grant the authorization required under AASHTO M 170 to extrapolate minimum wall thicknesses and steel areas beyond th e limits for wall A or B in table 4 and for wall B in table 5 under AASHTO M 170 if you submit your pipe designs in advance and the pipes comply with all of the specified tests and performance requirements. For reinforced concrete pipe sizes 36 inches in n ominal diameter and smaller, you may substitute nonreinforced concrete pipe if the nonreinforced concrete pipe complies with the following requirements:

1.Minimum 3 -edge bearing strength must be the D -load to produce the ultimate load for the class of equivalent reinforced concrete pipe under AASHTO M 170. SECTION 65 CONCRETE PIPE

2.Pipes must comply with AASHTO M 86M/M 86, Class 1, 2 or 3 as required to comply with the specified D -load requirements. You may request authorization for modified or special designs under AASHTO M 86M /M 86.

3.Cementitious material and aggregate for nonreinforced concrete pipe must comply with specifications for cementitious material and aggregate under section 65 -2.02.

65-2.02C(3) Circular Reinforced Concrete Pipe, Direct Design Method

Circular rein forced concrete pipe, direct design method must comply with AASHTO M 170. The wall thickness and reinforcement you choose must comply with the det ails shown. Use the backfill method shown for the particular pipe design chosen. The wall thickness of Wall X circular reinforced concrete pipe must not vary by more than 1/4 inch from the wall thickness shown. Determine the mix proportions for the concrete to be used in direct design method pipes. Concrete must comply with the specifications for concrete designated by compressive strength. The circumferential reinforcement for circular reinforced concrete pipe must be smooth or deformed with a minim um yield strength of 65,000 psi. Longitudinal reinforcement must be welded to circumferential reinforcement at not more than 8 -inch spacing if the reinforcement is smooth or at not more than 16 -inch spacing if the reinforcement is deformed. Splices of circ umferential reinforcement must develop a strength at least equal to Awr x Fy. where: Awr = required area of reinforcement shown, sq in Fy = specified yield strength of reinforcement, psi Spacers or stirrups may be welded to the longitudinal reinforcement. The welding of spacers or stirrups will be allowed on not more than 10 percent of the circumferential reinforcement at not less than 24 -inch spacing along the pipe length. The strength of the circumferential reinforcement across the completed welds must be at least equal to 1.1 x Awr x Fy where spacers or stirrups are welded to the circumferential reinforcement in excess of the above requirements or where longitudinals are welded to the circumferential reinforcement. If you determine that handling and installation stresses require additional reinforcement, furnish and place additional reinforcement. The Department does not pay for additional reinforcement required for handling and installat ion stresses. Markings for circular reinforced concrete pipe, direct design method must comply with AASHTO M 170, except the pipe class marking is not required. The markings under AASHTO M 170 must be supplemented with the Contract number, maximum cover height, and method of backfill.

65-2.02D Oval Shaped Reinforced Concrete Pipe

Oval shaped reinforced concrete pipe must comply with AASHTO M 207M/M 207. The Department w ill grant the authorization required under AASHTO M 207/M 207 to extrapolate the minimum wall thicknesses and steel areas beyond the limits in table 1 and table 2 under AASHTO M 207M/M 207 if you submit your pipe designs in advance and the pipes comply wit h the specified tests and performance requirements. Special oval shaped reinforced concrete pipe having concrete cover over the steel reinforcement greater than the cover specified under AASHTO M 207M/M 207 must comply with section 65 -2.02C, except the crack width produced by the D -load test under AASHTO M 207M/M 207 must be determined by the following formula: t -3/8d b = x 0.01 inch t -3/8d -C where: b = Width of crack to be produced instead of 0.01-inch crack under AASHTO M 207 SECTION 65 CONCRETE PIPE t = Wall thickness of pipe, inches d = Effective depth of section to be tested, feet C = Concrete cover over steel reinforcement in excess of cover under AASHTO M 207M/M 207

65-2.02E Reserved

65-2.02F Joints

Joints for culvert and drainage pipes must be standard joints unless the classification is described. At your choosing, concrete pipe joints must comply with the details shown or section 61 -2.01D(2)( c). Unless described otherwise, sealing materials must be one or more of the following:

1.Cement mortar composed of 1 part portland cement or portland limestone cement and 2 parts sand by volume and the following: 1.1. Well graded sand passing a no. 8 sieve. 1.2. Mix materials to a consistency suitable for the purpose intended. Use the mortar within 30 minutes after you add the mixing water. 1.3. You may use admixtures of hydrated lime, fire clay, diatomaceous earth, or other authorized inert material in the mortar to facilitate workability. Obt ain authorization for the quantity of admixture.

2.Rubber gasketed joints complying with ASTM C443. Rubber gasketed joints must be: 2.1. Flexible and able to withstand expansion, contraction, and settlement. 2.2. Type of rubber gaskets requiring lubrication. Lubricate the rubb er gaskets with lubricant recommended and supplied by the pipe manufacturer.

3.Resilient joint materials consisting of polyvinyl chlorid e, fiberglass impregnated with epoxy resin, or other suitable resilient materials. You may use other joint sealant materials that prevent leakage and infiltration if authorized. Joints for siphons and pressure pipes and joints for pipes shown as watertigh t must be watertight under pressure and all conditions of expansion, contraction, and settlement, and must comply with section 61 - 2.01D(2)(b) for watertightness.

65-2.03 Construction

65-2.03A General

Reserved

65-2.03B Earthwork

Lay the pipe in a trench excavated to the lines and grades established by the Engineer. Grade and prepare the bottom of the trench to provide a firm and uniform bearing throughout the entire pipe length. You may partially or completely backfill culvert pipe trenches while the join t mortar is still plastic. If the joint mortar sets before you place the backfill, do not backfill the pipe trench within 16 hours after jointing the pipe sections.

65-2.03C Laying Pipe

Reinforced concrete pipe used for siphons and low -head conduits with internal hydrostatic heads not exceeding 50 feet must have watertight joints under pressure and all conditions of expansion, contraction, and settlement. Place circular pipe with elliptical reinforcement with the minor axis of the reinforcement in the vert ical position. Pour or pump liquid materials into the joint space in a continuous operation and agitate until the joint is completely filled. Do not allow free water to come in contact with the pipeline until portland cement or portland limestone cement se aling materials have set at least 24 hours.

65-2.04 Payment

Not Used SECTION 65 CONCRETE PIPE

65-3 Nonreinforced Concrete Pipe

65-3.01 General

Section 65 -3 includes specifications for constructing nonreinforced concrete pipe. Nonreinforced concrete pipe must comply with the requirements in section 65 -2 for substitution of nonreinforced concrete pipe for circular reinforced concrete pipe designated or selected by class.

65-3.02 Materials