SEPTEMBER 2022
CITY OF PORTLAND l BUREAU OF ENVIRONMENTAL SERVICES
Manufacturing Standards
for Precast Concrete Products
Table of Contents
1. Introduction 3
1.1. Precedence 3
1.2. Submittals 3
1.3. Standards, Specifications and Reference Documents 4
2. Quality Assurance and Quality Control 8
3. Curing, Handling, Storage and Delivery 10
3.1. Curing 10
3.2. Handling 11
3.3. Storage 11
3.4. Delivery 11
4. Materials 12
4.1. General 12
4.2. Concrete 12
4.3. Reinforcement 12
4.4. Embedded Items 13
4.5. Repairs 13
5. Execution 14
5.1. Reinforcement 14
5.2. Concrete 14
5.3. Embedded Items 15
5.4. Repairs 15
6. Requirements for Precast Concrete Maintenance Holes 17
6.1. Standard Precast Maintenance Hole Sections 17
6.2. Maintenance Hole Steps 17
6.3. Precast Sumps 18
6.4. Sedimentation Maintenance Holes 18
6.5. Maintenance Hole Frames and Covers 18
6.6. Testing 18
7. Requirements for Precast Concrete Pipe and Joints 19
7.1. Design 19
7.2. Production 20
7.3. Quality Control 20
APPENDIX A. Standard Drawings, Top Slab Plan, Section, Size & Reinforcement Schedules
APPENDIX B. Forms
APPENDIX C. New Concrete Product Repair Standards
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Manufacturing Standards for Precast Concrete Products, September 2022
1. Introduction
Content – This specification covers the requirements for the manufacture of precast
concrete pipe, maintenance holes and inlets for use on City of Portland projects.
Reference Standards – Unless noted otherwise, the current version of the
references and standards listed in Section 1.3 Standards, Specifications, and
Reference Documents will apply. In the event of conflict between the listed
standards and these specifications, see Section 1.1 Precedence. Subordinate
references within the listed standards will also be used where judged applicable.
1.1. Precedence
1. In the event of conflicts, generally but not exclusively, the order of precedence
will be as follows:
a. Permits
b. Change Orders
c. Addenda
d. Project Special Provisions
e. Project Plans
f. Standard Details & Drawings
g. City of Portland Standard Construction Specifications
h. All other contract documents not listed above
2. Manufacturer shall bring any real or perceived discrepancy concerning
dimensions, quantities or location between the drawings, details or
specifications to the attention of the Owner’s Representative for resolution
before beginning that portion of the work. Materials produced without this
clarification shall be at the sole risk of the manufacturer.
1.2. Submittals
Submittals are intended to provide detailed fabrication information to show
compliance to specification and design. It is the contractor’s responsibility to
highlight any proposed variances from specification on submittals. Nothing in the
submittal process should be interpreted as changing or overruling the contract
documents.
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Manufacturing Standards for Precast Concrete Products, September 2022
1. Product Data – Submittals shall provide complete product data showing
conformance to the project drawings and requirements including, but not
limited to, materials used and conformance to the appropriate standards and
specifications.
2. Shop Drawings – Submittals shall include detailed shop drawings showing design
information for each unit including type and design of concrete (including
concrete mix design or record of prior approval of mix design), size, class, and
placement of reinforcing steel as well as supporting design calculations, if
appropriate. Shop drawings shall be rendered to scale. A general schedule for
production of the units shall be included for the purposes of inspection
scheduling.
3. Repairs – Submit on the repair material and include, at a minimum, the materials
used, preparation method, application method, and curing method
4. Performance – Upon receipt of submittals marked “NO EXCEPTIONS TAKEN” or
“MAKE CORRECTIONS NOTED,” the precast manufacturer will produce the units
in accordance with the submittal. It shall be the responsibility of the
manufacturer to include the Owner’s submittal response cover sheet with the
fabrication drawings for review during inspection. No Owner inspection will be
made without this documentation on-site. Any units produced before receiving
such submittal responses will be subject to rejection. Unless otherwise
approved, all units must conform to the submittal and applicable specifications.
1.3. Standards, Specifications and Reference Documents
Standard Details and Standard Drawings – Drawings or details of structures,
devices, or instructions adopted by the Owner in the specifications and in force at
the time of the bid as a standard and referred to in the contract documents.
1. American Association of State Highway and Transportation Officials (AASHTO)
2. American Concrete Institute (ACI)
ACI 211.1 – Standard Practice for Selecting Proportions for Normal, Heavyweight,
and Mass Concrete.
ACI 224.1R – Causes, Evaluation and Repair of Cracks in Concrete Structures
ACI 301 – Structural Concrete Specifications
ACI 304 – Guide for Measuring, Mixing, Transporting and Placing Concrete
ACI 305 – Hot Weather Concreting
ACI 306 – Cold Weather Concreting ACI 309R – Consolidating of Concrete
ACI 318 – Building Code Requirements
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ACI 350 – Code Requirement for Environmental Engineering Concrete Structures
ACI 503 – Standard Specification for Repairing Concrete with Epoxy Mortars.
ACI 517 – Accelerated Curing at Atmospheric Pressure ACI SP-2 – Manual of
Concrete Inspection
3. American Society for Testing and Materials (ASTM)
ASTM A 82 – Standard Specification for Steel Wire, Plain, for Concrete
Reinforcement.
ASTM A 185 – Standard Specification for Steel Welded Wire Fabric, Plain, for
Concrete Reinforcement.
ASTM A 496 – Standard Specification for Steel Wire, Deformed, for Concrete
Reinforcement.
ASTM A 497 – Standard Specification for Steel Welded Wire Fabric, Deformed,
for Concrete Reinforcement.
ASTM A 615 – Standard Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement
ASTM A 706 – Standard Specification for Low-Alloy Steel Deformed Bars for
Concrete Reinforcement.
ASTM A 775 – Standard Specification for Epoxy-Coated Reinforcing Steel Bars.
ASTM C 14 – Standard Specification for Concrete Sewer, Storm Drain and Culvert
Pipe
ASTM C 31 – Standard Practice for Making and Curing Concrete Test Specimens
in the Field
ASTM C 33 – Standard Specification for Concrete Aggregates
ASTM C 39 – Standard Test Method for Compressive Strength of Cylindrical
Concrete Specimens
ASTM C 42 – Standard Test Method for Obtaining and Testing Drilled Cores and
Sawed Beams of Concrete.
ASTM C 76 – Standard Specifications for Reinforced Concrete Culvert, Storm
Drain, and Sewer Pipe.
ASTM C 94 – Standard Specifications for Ready-Mixed Concrete
ASTM C 143 – Standard Test Method for Slump of Hydraulic Cement Concrete
ASTM C 150 – Standard Specification for Portland Cement
ASTM C 172 – Standard Practice for Sampling Ready-Mixed Concrete.
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ASTM C 231 - Standard Test Method for Air Content of Freshly Mixed Concrete
by the Pressure Method.
ASTM C 260 – Standard Specification for Air-Entraining Admixtures for Concrete.
ASTM C 293 – Test Method for Flexural Strength of Concrete (Using Simple Beam
with Center-Point Loading)
ASTM C 361 – Standard Test Method for Reinforced Concrete Low-Head Pressure
Pipe
ASTM C 403 – Standard Test Method for Time of Setting of Concrete Mixtures by
Penetration Resistance
ASTM C 443 – Standard Specifications for Joints for Circular Concrete Sewer and
Culvert Pipe, using Rubber Gaskets
ASTM C 478 – Standard Specifications for Precast Reinforced Concrete Manhole
(Maintenance Hole) Sections
ASTM C 494 – Standard Specifications for Chemical Admixtures for Concrete.
ASTM C 497 – Standard Test Methods for Concrete Pipe, Manhole (Maintenance
Hole) Sections and Tile.
ASTM C 595 – Standard Specifications for Blended Hydraulic Cements.
ASTM C 618 – Coal Fly Ash or Calcined Natural Pozzolan for Use as a Mineral
Admixture in Portland Cement Concrete.
ASTM C 655 – Standard Specifications for Reinforced Concrete D-Load Culvert,
Storm Drain and Sewer Pipe.
ASTM C 685 – Standard Specification for Concrete Made by Volumetric Batching
and Continuous Mixing.
ASTM C 822 – Standard Terminology Relating to Concrete Pipe and Related
Products.
ASTM C 985 – Standard Specification for Nonreinforced Concrete Specified
Strength Culvert, Storm Drain, and Sewer Pipe.
ASTM C 989 – Standard Specification for Ground Granulated Blast Furnace Slag
for Use in Concrete and Mortars.
ASTM C 1017 – Chemical Admixtures for Use in Producing Flowing Concrete.
ASTM C 1064 – Standard Test Method for Temperature of Freshly Mixed
Portland Cement Concrete.
ASTM C 1077 – Laboratories Testing Concrete and Concrete Aggregates for Use
in Construction and Criteria for Laboratory Evaluation.
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ASTM C 1240 – Standard Specification for Silica Fume for Use in Hydraulic-
Cement Concrete and Mortar.
ASTM C 1433 – Standard Specification for Precast Reinforced Concrete Box
Sections for Culverts, Storm Drains and Sewers.
ASTM C 1602 – Specification for Mixing Water Used in the Production of
Hydraulic Cement Concrete.
ASTM C 1603 – Test Method for Measurement of Solids in Water
ASTM D 1248 – Standard Specification for Polyethylene Plastics Extrusion
Materials for Wire and Cable
ASTM D 2240 – Standard Test Method for Rubber Property – Durometer
Hardness
ASTM E 329 – Standard Practice for Use in Evaluation of Testing and Inspection
Agencies as Used in Construction.
4. American Welding Society (AWS)
AWS D1.1 – Structural Welding Code – Structural Steel AWS D1.4 – Structural
Welding Code – Reinforcing Steel
5. Concrete Reinforcing Steel Institute (CRSI) CRSI – Manual of Standard Practice
CRSI – Placing Reinforcing Bars
CRSI – Reinforcement Anchorages and Splices
6. International Code Council (ICC) International Building Code
ICC – Concrete Manual
7. City of Portland Standard Construction Specifications
8. Oregon Standard Specifications for Construction – Oregon State Department of
Transportation/APWA Oregon Chapter
9. United States Department of the Interior, Bureau of Reclamation – Standard
Specifications for Reinforced Concrete Pressure Pipe – (M-1) (1991)
Additional References – In addition to the above standards and specifications, the
following resources may be referenced as well.
1. American Concrete Pipe Association – ACPA Product Guidelines for Concrete
Pipe
2. National Precast Concrete Association – NPCA Guide Specifications for Precast
Concrete Products
3. Portland Cement Association – Design and Control of Concrete Mixtures
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2. Quality Assurance and Quality Control
All precast concrete product manufacturers shall have a Quality Assurance and
Quality Control (QA/QC) program. Manufacturers have an option to develop their
program with the following information as a minimum or subscribe to an approved
accredited certification program. Every approved precast concrete product supplier
shall provide two copies of their QA/QC program for Owner records.
If changes are made to the documented QA/QC plan, the manufacturer shall provide
updated documentation that reflects these changes within 30 days of conclusion of
NCPA Audit. Such documentation shall include at a minimum the following
information.
1. A detailed plan for record keeping including:
a. Documentation of incoming materials including, but not limited to:
reinforcing steel; cement; aggregates; chemical admixtures; coatings and
supplemental materials such as steps, gaskets, cast iron frames and covers;
and all other material used in the manufacture or production of precast
concrete products.
b. Records of in-process inspections including pre-pour and post-pour
operations, curing times and temperatures, and equipment checks.
c. Production records.
d. Sampling and testing plan and results.
e. In-house testing of products with associated documentation and test
records.
2. Designation of individual(s) designated to the Quality Control function for the
manufacturer including qualifications and experience.
3. Individuals performing material sampling and testing shall be certified to take
samples and perform tests. Minimum certification requirements are as follows:
a. Concrete sampling and testing including slump, air-content, temperature and
compressive strength cylinders in accordance with ACI – Concrete Field
Testing Technician Grade 1, or ASTM C1077 equivalent.
b. Curing and breaking of compressive strength cylinder in accordance with ACI
– Concrete Strength Testing Technician, or ASTM C1077 equivalent.
c. When a certified weld is required, the manufacturing process welders will be
certified in accordance with the requirements as outlined by the American
Welding Society (AWS).
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4. The Owner’s Representative will be allowed access to all production areas of
plant operation where and when materials are being manufactured. A minimum
24-hour notice shall be given to the Owner’s Representative before the
production of any materials for the owner, and every attempt will be made by
both parties to facilitate the Owner’s Quality Assurance inspections of the
materials. The Owner’s Representative will comply with all plant operational and
safety requirements including personal protective equipment. The Owner
reserves the right to inspect any and all materials produced for its use. The
Owner will reject all material/products manufactured without this inspection or
specific waiver of inspection.
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3. Curing, Handling, Storage and Delivery
3.1. Curing
All precast concrete products shall be cured in a manner to assure highest quality.
1. If steam curing is utilized, the manufacturer shall provide adequate steam plant,
enclosure, piping and other facilities for curing the concrete materials. The
enclosure shall be such that the humidity shall be maintained so as to keep the
materials moist at all times. The temperature shall be controlled per ACI 517 and
records of curing temperatures shall be maintained as part of the daily
inspection process. These records shall show initial temperature, rate of increase
of temperature, maximum temperature attained, and rate of cooling. Maximum
temperature of the product shall never exceed 150° F as measured in the
concrete mass being cured. Materials that exceed this curing temperature or for
which no temperature records are provided will be rejected and replaced. Steam
curing shall begin not sooner than one hour nor more than 10 hours after
completion of product. Steam curing shall be guided by determining the time of
initial set, per ASTM C 403. Results of initial set tests shall be provided upon
request.
New tests will be run in the event of change of cement supplier, mix design, or as
otherwise necessary to maintain a quality product.
2. Forms on wet-cast concrete shall not be removed until the concrete attains
compressive strength equal to 2,500 pounds-per-square-inch (psi) based upon
field-cured cylinders, which are cured under conditions which equal the most
severe conditions to which the product is exposed.
3. A minimum of three 28-day test cylinders shall be cast for every 100 cubic yards
or once every week of production, whichever is greater. Additionally, a minimum
of three cylinders shall be tested by the Owner’s Representative for the
determination of “shipping strength,” which shall be cured with similar methods
as the product that they represent. If the compressive strength of a single test
cylinder varies by more than 10% from the average of the other two cylinders,
that compressive strength value will be discarded. The average compressive
strength test of the two remaining cylinders will be used. In lieu of actual curing
with the product, cylinders may be cured in curing chambers correlated in
temperature and humidity with the product conditions.
4. In such a case, the correlation shall be verified by use of recording thermometers
in the curing chambers and comparison with the temperature records of the
product curing.
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5. Any precast concrete product which freezes before attaining 500 psi
compressive strength will be rejected.
3.2. Handling
It shall be the responsibility of the precast manufacturer to handle all materials in
such a manner as to avoid all damage to product before and during delivery. This
damage as defined in Appendix C includes, but is not limited to, structural or
spiderweb cracking, chips, spalls, pop-outs, or other damage. Minor damage may be
repairable, with written approval. Products with any structural damage will be
rejected and replaced.
3.3. Storage
All precast concrete products shall be stored in a manner that will maintain product
quality as well as provide damage protection from yard traffic. All concrete pipe
greater than 60-inches in diameter shall be “stulled” each with a minimum of two 4-
inch x 4-inch wood posts providing vertical support during storage. This requirement
shall apply both at the manufacturer’s storage yard and on the jobsite.
3.4. Delivery
No precast concrete product shall be delivered to a jobsite or transported from the
facility of origin until adequate quality and maturity has been attained, as described
in these specifications.
• All concrete products shall attain at least the specified strength.
• No product shall be delivered without certification. Any product delivered
without acceptable certification will be subject to rejection.
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4. Materials
4.1. General
All materials used will be subject to both appropriate Quality Control inspection by
the manufacturer and Quality Assurance inspection by the Owner or designated
representative. Any materials that do not meet Owner standards will be rejected.
4.2. Concrete
Concrete shall be of uniform quality and conform to the City Standard Construction
Specifications and the mix designs as submitted for review and approval.
1. Concrete shall conform to ASTM C 94 or ASTM C 685.
2. Cement shall be ASTM C 150, Type I/II, Type-II, or Type-V.
3. Blended Hydraulic Cement shall be ASTM C 595, Type-IL or Type-IS.
4. Fly Ash shall be Class-F in accordance with ASTM C 618, Tables 1 and 2.
5. Use of other mineral admixtures will be considered with adequate submission of
performance history for mix design evaluation.
6. Water shall be clean and potable, containing less than 500 parts-per-million
(ppm) chlorides and shall conform to ASTM C 1602.
7. Aggregates shall be per ASTM C 33 including gradation requirements.
8. Admixtures shall be supplied by a single manufacturer and shall be compatible
with each other. The listed classes of admixtures shall be the only acceptable
materials used.
a. Air-entraining admixture: ASTM C 260.
b. Water-reducing admixture: ASTM C 494, Type A or D
c. High range water-reducing admixture: ASTM C 494, Type F or G, and shall
hold minimum slump of 5 inches for the duration of the concrete placement.
4.3. Reinforcement
Reinforcement conforming to the following standards shall be steel bars or welded
wire fabric, or a combination of both, unless otherwise noted.
1. Reinforcement shall conform to the minimum requirements of the referenced
ASTM standards, specifications, and approved submittals.
2. All positioning chairs shall be made of non-corrosive materials.
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4.4. Embedded Items
Do not use any embedded items without submittal of appropriate product data
sheets for review and approval of the Owner.
4.5. Repairs
All materials used for making repairs to products must be submitted and approved
prior to execution of any repair.
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5. Execution
5.1. Reinforcement
Reinforcement shall be fabricated from approved materials as noted and approved
by the Owner’s Representative prior to placement of concrete.
1. Reinforcement shall be held firmly in place during concrete placement.
2. Reinforcement cages shall be fabricated either by tying the bars, wires, or
welded wire fabric into rigid assemblies or by welding where permissible in
accordance with AWS standard.
3. Secure cages in place using non-corroding “chairs” or spacers.
4. Reinforcement shall have a minimum cover of 1-inch, or greater if shown
otherwise in either Appendix A of this document or on approved plans.
5. Tolerance on placement shall be 1/2-inch or as described in the specification,
whichever is less. Tolerances are secondary to minimum cover requirements.
5.2. Concrete
After review of reinforcement and formwork by the Owner’s Representative, place
concrete with the following general considerations.
1. All concrete placed within a form shall be homogeneous in nature. Prevent
segregation or separation of concrete.
2. Place all dry cast (zero slump) concrete within 45 minutes of the addition of
mixing water to the cement. Place all wet cast concrete within 90 minutes of the
addition of mixing water to the cement. Placement of dry cast concrete shall be
continuous. Any interruption in placement of dry cast material longer than 15
minutes will result in the rejection of the product.
3. Consolidate concrete in such a manner that segregation and separation do not
occur. External “Stinger” type vibrators shall be operated in an appropriate
manner, as described in the ICC Concrete Manual. Failure to follow these
procedures will result in the rejection of the product.
4. Forms that use form vibrators shall have seams sufficiently tight and close to
prevent grout bleeds and leaks. Use a sufficient number of vibrators to ensure
uniform consolidation throughout the concrete. The vibrators shall have
frequencies and amplitudes sufficient to produce well-consolidated concrete.
5. In cases of extreme temperature conditions, the following shall apply.
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a. Hot-weather concreting:
• During hot weather (ambient at or above 90°F) proper attention shall be
given to ingredients, production methods, handling, placing, protection,
and curing to prevent excessive concrete temperatures or water
evaporation. Follow the recommendations given in ACI 305.
• The temperature of the concrete shall not exceed 90°F at the starting
time of placement.
b. Cold-weather concreting:
• During cold weather (ambient below 40°F), proper attention shall be
given to ingredients, production methods, handling, placing, protection,
and curing to prevent freezing or other damage to fresh concrete. Follow
the recommendations given in ACI 306.
• Provide adequate equipment to heat concrete and protect the uncured
concrete during freezing and near freezing temperatures. All concrete
materials, forms, fillers, and the surrounding ground shall be free of frost.
• Do not use frozen materials or any materials containing ice.
• The temperature of the concrete shall not be below 55°F at the time of
placement.
• Any precast concrete product which freezes before attaining 500 psi
compressive strength will be rejected.
5.3. Embedded Items
Place all embedded items at the locations specified in the design documents and
submittal shop drawings. Embedded items shall be held securely in place.
5.4. Repairs
Products with damage or deficiency will be rejected and replaced. Damage is
defined in Appendix C and includes, but is not limited to, structural or spiderweb
cracking, chips, spalls, pop-outs, or other damage. Minor damage may be repairable,
with written approval from the Owner’s Representative. Products with any
structural damage will be rejected and replaced.
It is the responsibility of the manufacturer to develop repair methods and materials
for submittal and review prior to use. Manufacturers can propose such submittals on
a case-by-case basis or as general repair in accordance with Section 1.2 Submittals
section on repairs.
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1. Notify the Owner’s Representative of the proposed repair and obtain
authorization to proceed.
2. Provide a minimum 24-hour notice to allow for inspection of the repair process.
3. Allow for inspection of the repair after completion and before product delivery.
Any repairs performed without following this process are subject to rejection.
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6. Requirements for Precast Concrete Maintenance Holes
6.1. Standard Precast Maintenance Hole Sections
1. All maintenance hole components (e.g. sections, bases, cones, reducing slabs
and flat top slabs) shall conform to ASTM C 478 and the City of Portland
Standard Details.
2. New maintenance hole joint designs must be submitted to the Owner’s
Representative for approval.
3. Top and bottom of all sections shall be parallel and perpendicular to the sides.
4. Maintenance hole sections shall require reinforcing steel in the bell, in other
than keylock joints.
5. Use only preformed rubber gaskets or mastic sealer for jointing materials unless
otherwise approved.
6.2. Maintenance Hole Steps
1. Steel reinforced polypropylene plastic shall conform to ASTM C 478 and C 497.
The steel shall be grade 60 1/2-inch deformed reinforcing bar conforming to
ASTM A 615. The polypropylene shall conform to ASTM D 4101. The
polypropylene plastic material surrounding the reinforcing steel bar shall be
monolithic encasement, and have a minimum thickness over the steel of
1/16-inch.
2. Unless noted otherwise, the manufacturer shall install steel reinforced
polypropylene steps in concrete maintenance hole cones and sections prior to
delivery to the jobsite.
3. Installation of steps shall be in accordance with the manufacturer’s
recommendations and applicable safety standards.
4. All steps within a maintenance hole shall be of the same manufacture and
design, type, and size. Mixing of unmatched steps within the same maintenance
hole is not acceptable. Align steps vertically. Unless specifically allowed in writing
by the Owner’s Representative, field repair or replacement of steps will not be
allowed.
5. Furnish products that are on the Environmental Services Construction Product
List (CPL) or approved equal.
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6.3. Precast Sumps
Conform to requirements shown on the Standard Details and the applicable
requirements in the Standard Specifications for precast units. Each unit shall meet
the following requirements:
1. Encase each precast perforated sump section with Type III or IV polyethylene
netting in accordance with ASTM D 1248, with a minimum 1-foot circumferential
overlap. All netting shall meet the following engineering design specifications:
• 1.5% Carbon Black
• Tensile strength of 300 lbs/ft³ per ASTM D 5034
• 0.25-inch opening
2. Band the netting in three locations per section with 3/4-inch wide steel bands.
Locate the first band above the weep holes, the second at mid-section and the
third below the weep holes.
3. It shall be the responsibility of the Quality Control staff to maintain on file
statements of conformance to these specifications for the netting material used.
These files shall be available for inspection upon request.
6.4. Sedimentation Maintenance Holes
Conform to requirements shown on the Standard Details and the applicable
requirements in the Standard Construction Specifications for precast units.
6.5. Maintenance Hole Frames and Covers
Conform to the requirements of the City of Portland Standard Construction
Specifications.
6.6. Testing
At the request of the Owner’s Representative, it shall be the responsibility of the
Quality Control staff to perform testing in accordance with ASTM C497. The Owner’s
Representative shall select the test materials randomly from the manufacturer’s
finished product inventory and witness all testing.
It shall be the responsibility of the Quality Control staff to maintain records of daily
inspections of materials and tests on file for a minimum of 3 years. These files shall
be available for inspection upon request.
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7. Requirements for Precast Concrete Pipe and Joints
7.1. Design
1. All pipe and joint systems for used on projects must have a current Letter of
Approval from the Owner.
2. Concrete pipe shall be reinforced and conform to ASTM C 76, ASTM C 361, or
ASTM C 655.
3. Concrete pipe joints shall conform to ASTM C 1628.
4. Rubber gaskets for concrete pipe shall conform to ASTM C443, C361, C1619,
and/or C1628.
5. No elliptical or other “orientational” cages shall be permitted. All pipe shall be
manufactured with one or two circular cages.
6. Calculation of area of reinforcement shall be based upon nominal wire size.
Deformed wire shall be measured by weight; smooth wire may be measured by
diameter.
7. Minimum length of pipe shall be 7 feet and the maximum length of pipe shall be
12 feet, unless otherwise approved.
8. Tolerances for dimensions of pipe shall conform to the requirements of ASTM C
76.
9. All pipes greater than 24 inches in diameter shall have both longitudinal and
circumferential reinforcement in both the bell and the spigot.
a. Reinforcement of the bell shall be equal to or greater than the reinforcement
in the outer cage. If a separate bell wire is used, it shall be a minimum of 2
times the joint depth, except where limited by minimum cover requirements.
End cover over the last circumferential wrap shall be 1-inch, plus or minus
1/2-inch.
b. Reinforcement in the spigot shall be equal to or greater than the
reinforcement required for the inner cage. If a separate spigot wire is used, it
shall extend at least 8-inches past the shoulder of the spigot. End cover over
the last circumferential wrap shall be 1-inch, plus or minus 1/2-inch.
c. Any exposed circumferential reinforcement shall be cause for rejection of the
pipe. No repair on such pipe will be acceptable.
10. Unless otherwise noted, the inside surface of the bell adjacent to the bell face
shall be flared to facilitate joining the pipe sections without damaging or
displacing the gasket.
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7.2. Production
1. For purposes of testing, a “batch” will consist of a maximum of 100 consecutively
produced pieces, or any portion thereof, covering not more than one continuous
work week (Sunday through Saturday). For pipe 60 inches in diameter or greater,
the “work week” requirement is waived. Continuous production will be defined
as:
a. Pipe of the same size, design, and configuration
b. Pipe made without changes in production setup.
2. The Owner’s Representative shall randomly select the test materials from the
manufacturer’s finished product inventory and witness all testing.
7.3. Quality Control
1. It will be the responsibility of the precast concrete manufacturer to submit for
review and approval a Quality Control Manual, detailing processes and
procedures to be used by the manufacturer to meet the minimum requirements
as spelled out in this specification and the related standards.
2. It shall be the responsibility of the manufacturer’s Quality Control department to
perform the requisite concrete pipe inspections and tests as outlined in ASTM C
76, C 361, and/or C 655, as appropriate, with the following modification:
a. Perform 3-edge bearing testing on a “per batch” basis as previously defined,
except that:
• Load shall be applied to the pipe at a rate no greater than that described
in ASTM C 497 up to the load defined for the 0.01-inch crack. The
Owner’s Representative shall reserve the right to pause the test for
inspection of the sample at any point during the test.
• Any pipe exhibiting a crack of 0.01-inch or greater over a 1-foot length
will be considered to have failed the test.
• Additional load shall be applied to the pipe at a rate no greater than
allowed in ASTM C 497, until the load required for the minimum
“ultimate” strength is obtained. This load shall be held for a minimum of
one minute.
• Any pipe not able to maintain the defined minimum ultimate load for the
requisite one-minute minimum will be considered to have failed the test.
• Periodically, the pipe will be required to be tested to whatever load
necessary to determine the actual 0.01-inch capability of the pipe (if
greater than the minimum test load), and the actual ultimate load for the
City of Portland Bureau of Environmental Services 21
Manufacturing Standards for Precast Concrete Products, September 2022
pipe being tested. Option of testing may be exercised up to 3 times
annually per size and class of pipe.
• The reinforcement in the pipe may be required to be exposed for
examination, upon request.
• In the event the sample fails to meet specifications, the number of
specimens required for retest shall be per ASTM C 76, unless otherwise
noted.
b. Perform testing for conformance to absorption requirements as defined in
Section 6.0 of this document.
c. Perform hydrostatic testing on reinforced concrete pipe as defined in ASTM C
361, with a pressure of 13 psi. Determine acceptance per ASTM C 361. Time
of test shall be minimum 20 minutes.
d. Perform joint shear testing, per ASTM C 497. These tests shall be performed
at the request of the Owner’s Representative at intervals not to exceed every
two years for all pipe sizes. Pipe pieces tested for joint shear loading will be
unacceptable.
e. Perform gasket tests for durometer hardness, length, height, volume, and
splice integrity on incoming batches of gaskets. Test frequency shall be as
defined in ACPA Product Guidelines for Concrete Pipe. Use Gasket Quality
Report Form in Appendix B.
f. Perform measurements of physical dimensions of pipe for conformation to
tolerances.
g. Perform measurements of production tooling annually.
h. Maintain records of all tests and inspections for review.
3. It shall be the responsibility of the manufacturer’s Quality Control department to
perform the requisite concrete pipe joint proof-of-design tests as outlined in
C443, C497, C361, and/or C1628, with the following modification:
a. Pipe in straight alignment – Assemble a total of two test joints according to
the manufacturer’s recommendation from stock selected by the Owner’s
Representative. Support the pipe at both ends, and plug bulkhead to prevent
movement, with the joint fully “homed.” The pipe shall then be filled with
water and allowed to stand for 24 hours. The pipe will then be inspected for
evidence of tension cracking at the bell. Such cracks, if found, shall be
considered failure of the test. If none are found, then the system shall be
pressurized to 13 psi and held for 20 minutes. Leakage (from the joint or pipe
wall) that collects and drips will be considered failure of the test.
The pipe will then be allowed to stand an additional 24 hours filled with
City of Portland Bureau of Environmental Services 22
Manufacturing Standards for Precast Concrete Products, September 2022
water and again inspected for tension cracks in the bell. Such cracks, if found,
shall be considered failure of the test.
b. Pipe in maximum deflected position – A total of two test joints shall be
assembled from stock selected by the Owner’s Representative with each
joint deflected a minimum of 1/2-inch. The pipe shall be supported at both
ends and shall be bulkheaded to prevent movement. The pipe shall then be
filled with water and pressurized to 10 psi and held for 20 minutes. Leakage
from the joint or pipe wall which collects and runs or drips will be considered
failure of the test.
c. Joints under differential load – A total of two test joints shall be assembled
from stock selected by the Owner’s Representative. These test pipes shall be
assembled so that one pipe is suspended freely, bearing only on the joints,
with the test joint deflected 1/2-inch. Bulkhead the pipe against movement
and fill with water. Provide a shear load equal to an additional 150 pounds
per inch diameter immediately adjacent to the deflected joint. Pressurize to
10 psi and hold for 20 minutes. Leakage from the joint or pipe wall that
collects and drips shall be considered failure of the test. Following the test,
examine the bell for signs of tension cracking. Presence of such cracks will be
considered failure of the test.
d. Perform Joint Proof Testing as defined in these standards at 5-year intervals
on all pipe sizes manufactured. Pipe tested for shear load will be
unacceptable for delivery to any jobsite.
4. The manufacturer’s Quality Control Representative will be present during
production operations.
City of Portland Bureau of Environmental Services Appendix A
Manufacturing Standards for Precast Concrete Products, September 2022
APPENDIX A
Standard Drawings, Top Slab Plan, Section, Size &
Reinforcement Schedules
The following are Standard Details that cover precast concrete products:
Top Slab Plan, Section and Reinforcement Drawings:
No. P-140 Top Slab "A" for Precast Maintenance Hole
No. P-141 Top Slab “B” for Precast Maintenance Hole
No. P-142 Top Slab “C” for Precast Maintenance Hole
No. P-143 Top Slab “D” for Precast Maintenance Hole
No. P-144 Top Slab "E" (Reducing Slab) for Precast Maintenance Hole (60" Dia.)
No. P-145 Top Slab "E" (Reducing Slab) for Precast Maintenance Hole
(72"-144" Dia.)
Size and Reinforcement Schedules:
No. P-146 Large Precast Conc. Maintenance Hole - Longitudinal Section
Reinforcement (60" - 96")
No. P-147 Large Precast Conc. Maintenance Hole - Longitudinal Section
Reinforcement (108" - 144")
No. P-148 Precast Concrete Maintenance Hole - Top Slabs "A" through "D"
No. P-149 Precast Concrete Maintenance Hole - Top Slab "E" and Base Slabs
Standard Drawing / Detail Number and Title:
No. P-150 Precast Concrete Maintenance Hole
No. P-151 Maintenance Hole Cast-in-Place Base & Precast Base Slab
No. P-152 Top Slabs for Precast Concrete Maintenance Holes
No. P-160 Precast Sump
No. P-161 Sedimentation Maintenance Hole and Sed. Maintenance Hole in
Location of Existing Sump
City of Portland Bureau of Environmental Services Appendix A
Manufacturing Standards for Precast Concrete Products, September 2022
No. P-162 Sedimentation Maintenance Hole with Baffle
No. P-163 Sedimentation Maintenance Hole with Elbow
No. P-164 Sampling Maintenance Hole
No. P-168 Step for Precast Maintenance Hole
The Standard Drawings and Details are available on the Internet at the following link:
portland.gov/transportation/engineering/standard-drawings
City of Portland Bureau of Environmental Services
Manufacturing Standards for Precast Concrete Products – 2022, Appendix B
APPENDIX B
Forms
City of Portland Bureau of Environmental Services
Manufacturing Standards for Precast Concrete Products – 2022, Appendix B
Gasketed Pipe and Manhole Joint Data Form
City of Portland Bureau of Environmental Services
Manufacturing Standards for Precast Concrete Products – 2022, Appendix B
Gasket Quality Report
Instructions
Test one gasket of each 100 for sizes through 36" and one for each 300 for sizes over 36".
Gaskets should be picked at random and not all from the same box.
Plant: ___________________________________________ Date Received: ________________
Vendor Name: ___________________________________ Date Tested: __________________
Vendor Order No.: ________________________________ P.O. No.: _____________________
Quantity Received: ________________________________ Date Received: ________________
Test Data
Gasket
Number
Gasket
Size
Height or
Diameter
(Inches)
Cut Length
(Inches)
Weight
in Air
(Grams)
Weight in
Water
(Grams)
Volume
(c.c.)
Duro.
Splice
Pieces
1
2
3
4
5
6
7
8
9
10
Printing on gasket: ______________________________________________________________
Do all gaskets meet specifications? □Yes □No
Note: Circle All Gasket Measurements Out of Specification
Comments: ____________________________________________________________________
______________________________________________________________________________
Signed: __________________________________________Date: _________________________
City of Portland Bureau of Environmental Services Appendix C
Manufacturing Standards for Precast Concrete Products, September 2022
APPENDIX C
New Concrete Product Repair Standards
Class of Damage/Defect
Description
Location
Extent of Damage/Defect
Repair procedure
Class A1, non-structural
Bug holes and air voids
All locations except gasket
seating areas
greatest cross- sectional
dimension
>1/2-inch or depth
>1/4-inch
submit repair
Class A2, non-structural
Bug holes and air voids
gasket seating areas
greatest cross- sectional
dimension
>1/8-inch or depth
>1/8-inch
submit repair
Class B, non-structural
Bug holes and air voids
gasket seating areas
greatest cross- sectional
dimension
>1/2-inch or depth
>1/4-inch
reject product
Class C, non-structural
Chipping and spalling
Gasket groove edges
greatest cross- sectional
dimension
>1/2-inch or depth
>1/4-inch
submit repair
Class D, non-structural
Chipping and spalling
All locations except as
noted for Class C
greatest cross- sectional
dimension
>1-1/2-inch or depth
>1/2-inch
submit repair
Class E1, surface
irregularities
Local protrusions
joint faces, gasket seating
areas
> 1/40-inch
submit repair
City of Portland Bureau of Environmental Services Appendix C
Manufacturing Standards for Precast Concrete Products, September 2022
Class of Damage/Defect
Description
Location
Extent of Damage/Defect
Repair procedure
Class E2, surface
irregularities
Local protrusions
All interior surfaces except
as noted for Class E1
> 1/4-inch
submit repair
Class F1, surface cracking
and crazing
minor non-structural local
defects
joint faces, gasket seating
areas
> 1/100-inch, any
submit repair
Class F2, surface cracking
and crazing
minor non-structural local
defects
All other areas, except as
noted for Class F1
> 1/100-inch,
individually assess extent
submit repair
Class G1, structural cracks
Through concrete wall
All locations
any
reject product
Class G2, structural cracks
Into concrete wall
All locations
> 12-inch and
> 1/100-inch
reject product
Class H, structural damage
Damage exposing
reinforcing
All locations
any
submit repair
Class I1 honeycombing
Exposed aggregate, poor
consolidation, grout leaks,
etc
gasket seating areas
any
submit repair
Class I2, honeycombing
Exposed aggregate, poor
consolidation, grout leaks,
etc
All areas except as noted
for Class I1
< 1/4-inch deep or
< 1-ft square cumulative area
submit repair
The City of Portland Bureau of Environmental Services is committed to providing meaningful
access. To request translation, interpretation, modications, accommodations, or other
auxiliary aids or services, please call 503-823-7740, or use City TTY 503-823-6868, or Oregon
Relay Service: 711.
Printed on recycled paper. ES2103 SEP2022
