Vallejo City Council
February 24, 2026

Stabilization Fabric
02621-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02621 (BidSet) SECTION 02621

STABILIZATION FABRIC
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Woven stabilization fabric used for subgrade enhancement.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D4355 - Standard Test Method for Deterioration of Geotextiles by Exposure to Light, Moisture and Heat in a Xenon Arc Type Apparatus.

2. D4491 - Standard Test Methods for Water Permeability of Geotextiles by Permittivity.

3. D4533 - Standard Test Method for Trapezoid Tearing Strength of Geotextiles.

4. D4632 - Standard Test Method for Grab Breaking Load and Elongation of Geotextiles.

5. D4751 - Standard Test Method for Determining Apparent Opening Size of a Geotextile.

6. D6241 - Standard Test Method for the Static Puncture Strength of Geotextiles and Geotextile-Related Products Using a 50-mm Probe.

1.03 DEFINITIONS
A. Stabilization Fabric: Woven geotextile fabric manufactured from polypropylene yarns.

1.04 SUBMITTALS
A. Product data.

B. Samples.

C. Quality control submittals:

1. Certificates of Compliance.

2. Manufacturer's Installation Instructions.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Storage and protection:

1. Furnish stabilization fabric in protective covers capable of protecting the fabric from ultraviolet rays, abrasion, and water.

Stabilization Fabric
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1.06 PROJECT CONDITIONS
A. Field measurements:

1. Take field measurements to determine the exact lengths and dimensions of the surfaces to receive the fabric.

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. One of the following or equal:

1. Propex, Geotex 315ST.

2. Ten Cate Geosynthetics, Mirafi 600X.

2.02 MATERIAL REQUIREMENTS
A. Physical properties: Meet the following minimum requirements:

Property(1) Test Method Unit Requirements(1)
Grab Tensile Strength ASTM D4632 lbs 315
Grab Elongation ASTM D4632 % 15
Trapezoid Tear Strength ASTM D4533 lbs 120
CBR Puncture Resistance ASTM D6241 lbs 900
UV Resistance (strength retained at 500 hrs) ASTM D4355 % 70 Apparent Opening Size (AOS) ASTM D4751 US sieve 40
Permittivity ASTM D4491 sec-1 0.05
Flow Rate ASTM D4491 gpm/ft2 4
(1) Minimum average roll values.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions: Verify that conditions are satisfactory for the installation of stabilization fabric.

3.02 PREPARATION
A. Surface preparation: During grading operations, take care not to disturb the subgrade. This may require use of lightweight dozers for low strength soils such as saturated, cohesionless, or low cohesion soils.

B. Prior to placement of fabric: Prepare surface to smooth condition free of debris, depressions, or obstructions that may damage the fabric.

Stabilization Fabric
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02621 (BidSet)

3.03 INSTALLATION
A. Follow manufacturer's installation instructions and as complimented in this Section.

B. Place the stabilization fabric smoothly without folds or wrinkles.

C. Use special care when placing the stabilization fabric in contact with the soil so that no void spaces occur between the stabilization fabric and the prepared surface.

D. Overlap the parallel rolls and ends of rolls a minimum of 24 inches and not less than recommended by manufacturer.

E. Do not drag stabilization fabric across subgrade.

F. Make overlaps at ends of rolls in the direction of the aggregate placement with the previous roll on top.

G. Use lightweight dozers, if necessary. Do not allow equipment directly on stabilization fabric.

3.04 FIELD QUALITY CONTROL
A. Inspection: Before covering, the condition of the fabric will be observed by the Engineer to determine that no holes or rips exist in the fabric. Repair all holes or rips by placing a new layer of fabric extending beyond the defect in all directions, a distance equal to the minimum overlap required for adjacent rolls.

END OF SECTION

High Density Polyethylene Geomembrane Liners
02666-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02666 (BidSet2) SECTION 02666

HIGH DENSITY POLYETHYLENE GEOMEMBRANE LINERS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: High Density Polyethylene geomembrane waterproofing liner.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D746 - Standard Test Method for Brittleness Temperature of Plastics and Elastomers by Impact.

2. D792 - Standard Test Methods for Density and Specific Gravity (Relative Density) of Plastics by Displacement.

3. D1004 - Standard Test Method for Tear Resistance (Graves Tear) of Plastics Film and Sheeting.

4. D1238 - Standard Test Method for Flow Rates of Thermoplastics by Extrusion Plastometer.

5. D1505 - Standard Test Method for Density of Plastics by the Density-Gradient Technique.

6. D1603 - Standard Test Method for Carbon Black in Olefin Plastics.

7. D3895 - Standard Test Method for Oxidative Induction Time of Polyolefins by Differential Scanning Calorimetry.

8. D4218 - Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds by the Muffle Furnace Technique.

9. D4437 - Standard Practice for Non Destructive Testing (NDT) for Determining the Integrity of Seams Used in Joining Flexible Polymeric Sheet Geomembranes.

10. D4833 - Standard Test Method for Index Puncture Resistance of Geomembranes and Related Products.

11. D5199 - Standard Test Method for Measuring the Nominal Thickness of Geosynthetics.

12. D5397 - Standard Test Method for Evaluation of Stress Crack Resistance of Polyolefin Geomembranes Using Notched Constant Tensile Load Test.

13. D5596 - Standard Test Method for Microscopic Evaluation of the Dispersion of Carbon Black in Polyolefin Geosynthetics.

14. D5721 - Standard Practice for Air Oven Aging of Polyolefin Geomembranes.

15. D5885 - Standard Test method for Oxidative Induction Time of Polyolefin Geosynthetics by High Pressure Differential Scanning Calorimetry.

16. D6693 - Standard Test Method for Determining Tensile Properties of Nonreinforced Polyethylene and Nonreinforced Flexible Polypropylene Geomembranes.

High Density Polyethylene Geomembrane Liners
02666-2 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02666 (BidSet2)

1.03 DEFINITIONS
A. Batch: Quantity of resin, usually 1 railcar, used in fabrication of high density polyethylene geomembrane rolls with number corresponding to resin batch.

B. Bridging: Condition existing when geomembrane is not in contact with underlying material.

C. Extrudate: High-density polyethylene material produced in form of rods used to extrusion weld panels of geomembrane together.

D. Geomembrane: Very-low permeability synthetic flexible membrane liner barrier used to minimize fluid migration.

E. Geomembrane Contractor: Entity responsible of manufacturing, shipping, field handling, transporting, storing, deploying, seaming, temporarily restraining against wind, and installing geomembrane.

F. Geomembrane Subsurface: Material surface upon which geomembrane is placed.

G. Quality Assurance Consultant or Testing Laboratory: Entity, independent from the Contractor, responsible for conducting laboratory tests on samples of geomembrane obtained at the site.

H. Panel: Unit of geomembrane area, roll, or portion of roll that will be seamed on the site.

I. Panel Layout Drawings: Drawings indicating panel numbers, field seams, and details.

J. Subgrade: In situ material.

1.04 SUBMITTALS
A. Product data: Include manufacturer's specifications, description of seaming by extrusion welding and hot wedge welding, descriptive drawings, product identification, supplier of polymer resin, and recommended method of material handling and storage prior to installation.

B. Quality assurance program: Include polymer resin supplier, product identification, acceptance testing, production testing, installation testing, and documentation of changes, alterations, repairs, retests, and acceptance.

C. Statement of resin and geomembrane production dates.

D. Factory test results and material certification: Demonstrate conformance with Contract requirements and certify that material delivered is similar and of same formulation as that for which test results are submitted.

E. Shop drawings: Include installation drawings, procedures, and schedule, geomembrane sheet layout with proposed sizes, number, position, and sequence of

High Density Polyethylene Geomembrane Liners
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02666 (BidSet2) sheet placement, and location of field seams and intermediate and final anchor trenches.

F. Factory visit information: Contact names, telephone numbers, addresses, and production schedule for possible visit by Engineer to manufacturing plant during manufacturer of sheets for the Project.

G. Subsurface certification: Certify acceptance of subsurface.

H. Welder certification: Certify availability of each welder's performance record including linear feet of welds completed, number of samples tested and weld test failure rate, and qualifications.

I. Record drawings: Include identity and location of each repair, cap strip, penetration, boot, and sample taken from installed geomembrane for testing.

J. Quality control record: Identify each test by date and sample, date of test, sample location, name of individual who performed test, and standard test method used.

K. Weld test summary report: Show normal distribution of test results, and individual test results identifying high, low, and average of 5 coupon samples for each test.

1.05 QUALITY ASSURANCE
A. Geomembrane contractor qualifications: Manufacturer and installer of geomembranes for minimum 20 projects similar in complexity and size as the Project, and minimum 20 million square feet of geomembrane; employer of the following personnel for the Project:

1. Superintendent or foreman with minimum experience on 5 projects similar in complexity and size as the Project.

2. Master welders with minimum of 10,000,000 square feet of geomembrane seaming experience with maximum 2 percent weld failure rate.

3. Welders with minimum of 1,000,000 square feet of geomembrane seaming experience with maximum 2 percent weld failure rate.

B. Engage and pay for services of Construction Quality Assurance Consultant or Testing Laboratory as specified in Section 01450 - Quality Control.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver, unload, and store geomembrane with minimum handling.

B. Protect materials from mud, soil, dirt, and debris.

C. Store geomembrane directly on prepared level surface, maximum 3 rolls high.

High Density Polyethylene Geomembrane Liners
02666-4 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02666 (BidSet2) PART 2 PRODUCTS

2.01 GEOMEMBRANE
A. Manufacturers: One of the following or equal:

1. Agru America.

2. GSE Environmental.

B. Type: First quality unmodified high density polyethylene, designed and manufactured specifically for reservoir and pond lining containing the following:

1. No plasticizers, fillers, chemical additives, reclaimed polymers, or extenders.

2. Approximately 2 percent carbon black.

3. Maximum 1.5 percent anti-oxidants and heat stabilizers.

C. Thickness: 30 mils.

D. Width: Minimum 22.5 feet with no factory seams.

E. Roll identification: Unique number printed on label affixed to inside and outside of roll, and continuous name of manufacturer, thickness, material type, and date of manufacturer printed on membrane.

F. Surface texture: Smooth or textured as indicated on the Drawings.

G. Resin properties:

1. Specific gravity of resin: Minimum 0.935 grams per cubic centimeter when tested in accordance with ASTM D1505: Method A or ASTM D792: Method B.

2. Melt index of resin: Maximum 1.0 grams per 10 minutes when tested in accordance with ASTM D1238: Procedure B.

H. Membrane properties: As specified in Attachment A - High Density Polyethylene Geomembrane Liner Properties.

2.02 RELATED MATERIALS
A. Extrudate: Made from same resin as geomembrane, free of contamination by moisture or foreign matter, additives thoroughly dispersed.

B. Cleaning solvents and adhesives: As recommended by geomembrane manufacturer.

2.03 EQUIPMENT
A. Welding equipment: Equipped with gauges showing temperature at nozzle for extrusion welder, or at wedge for wedge welder.

B. Field tensiometer: Build to ASTM specifications; accompanied by evidence of recent calibration; motor driven with jaws capable of traveling at 2 inches per minute; equipped with gauge that measures force in unit pounds exerted between jaws with digital readout.

C. Punch press: Capable of cutting specimens in accordance with ASTM D4437.

High Density Polyethylene Geomembrane Liners
02666-5 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02666 (BidSet2) D. Vacuum box: With transparent viewing window on top and soft, closed-cell neoprene gasket attached to bottom; rigid housing equipped with bleed valve and vacuum gauge; separate vacuum source connected to vacuum box; capable of inducing and holding 5-pound per square inch vacuum.

PART 3 EXECUTION

3.01 EXAMINATION
A. Examine areas and conditions. Correct conditions detrimental to timely and proper installation of geomembrane.

3.02 PREPARATION
A. Repair damage to geomembrane subsurface during geomembrane deployment or other activities prior to installation.

B. Verify smooth subsurface without protrusions, sharp objects and deleterious materials. Round excavation and grade change edges to minimum 6-inch radius.

C. Place geomembrane when air temperature is greater than 25 degrees Fahrenheit and increasing, and less than 100 degrees Fahrenheit, unless otherwise accepted by the Engineer.

3.03 DEPLOYMENT
A. Assign each deployed panel with simple and logical identifying code consistent with panel layout drawing.

1. Deploy no more panels than can be welded during same day.

2. Do not leave temporary tack welded seams overnight.

3. Shingle panels on slopes with upper panels overlapping lower panels.

B. Orient panels perpendicular to line of slope crest, or down and not across slope.

Locate seams parallel to crest or toe of slope for slopes greater than 10 horizontal to 1 vertical at least 6 feet away from crest or toe.

C. Unroll geomembrane panels using methods that will not damage, stretch, or crimp geomembrane.

1. Protect underlying subsurface from damage.

2. Use ballast that will not damage geomembrane to prevent wind uplift.

3. Minimize wrinkles.

4. Remove folds.

D. Do not engage in activities that may damage geomembrane.

1. Wear shoes that will not damage geomembrane.

2. Prohibit smoking while working on geomembrane.

E. Prohibit vehicular traffic directly on geomembrane. Prevent equipment from damaging geomembrane by handling, trafficking, leakage of hydrocarbons, or other means. Do not use geomembrane surface as work area, for preparing patches,

High Density Polyethylene Geomembrane Liners
02666-6 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02666 (BidSet2) storing tools and supplies, or other uses. Spread out protective cover as work area when needed.

F. Provide sufficient material to allow for geomembrane shrinkage and contraction to avoid bridging. Obtain Engineer's acceptance of methods used to determine amount of additional material.

3.04 SEAMING
A. Use seam coding system that is compatible with panel coding system.

1. Require master welders to supervise other welders during welding operations.

B. Clean geomembrane surface of grease, moisture, dust, dirt, debris, or other foreign material with solvents or adhesives. Overlap panels by minimum 4 inches at welds.

Weld seams to outside edge of panels placed under anchor berms or in anchor trenches.

C. Cut fishmouths or wrinkles at seam overlaps to achieve flat overlap. Extrusion weld or patch cut fishmouths or wrinkles where overlap is more than 3 inches. With less than 3-inch overlaps, use oval or round patch that extends at least 6 inches beyond cut in every direction.

D. Weld seams only when ambient temperature is between 35 and 110 degrees Fahrenheit as measured 6 inches above geomembrane surface unless otherwise accepted by the Engineer.

E. Extrusion welding:

1. Tack bond adjacent panels together using procedures that do not damage geomembrane, allow required tests to be performed, and are not detrimental to final seaming.

2. Free welding apparatus of heat-degraded extrudate before welding.

3. Abrade geomembrane surface no more than 1/4 inch beyond weld bead area with disc grinder, or equivalent, not more than 1/2 hour before extruding seam.

4. Bevel top edges of 60-mil thick geomembrane or thicker at 45 degrees using hand held grinders.

5. Grind ends of seams more than 5 minutes old when restarting weld.

6. Do not grind more than 10 percent of liner thickness.

F. Hot-wedge seaming:

1. Use automated, vehicular-mounted welding apparatus, equipped with devices giving applicable temperatures and pressures.

2. Grind edges of cross seams to smooth incline, top and bottom, prior to welding.

G. Trial welds:

1. Perform on geomembrane to verify welding equipment operations and performance of seaming methods and conditions.

2. Make minimum 2 trial welds per day or shift per welding apparatus.

3. Make minimum trial welds prior to start of work and at mid shift.

4. Make welds under same surface and environmental conditions as production welds.

High Density Polyethylene Geomembrane Liners
02666-7 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02666 (BidSet2) H. Trial weld testing:

1. Cut 4-foot long by 2-foot wide sample with seam centered lengthwise.

2. Cut three 1-inch wide test strips from trial weld.

3. Test each specimen in field for peel and shear.

4. Retain remaining sample for future testing.

5. For double-wedge welding, test both welds individually.

3.05 FIELD QUALITY CONTROL
A. Conformance testing by testing laboratory:

1. Obtain one sample, 3-foot long by entire width of roll, excluding first 3 feet, per 100,000 square feet.

2. Perform test to determine geomembrane density, thickness, tensile strength, carbon black content, and carbon black dispersion.

B. Other testing by Contractor:

1. Non-destructively test field seams over full length using vacuum test unit, air pressure for double fusion seams only, or other methods acceptable to Engineer.

2. Perform vacuum, air-pressure, spark testing as seaming progresses.

C. Vacuum testing:

1. Use equipment consisting of 2 vacuum box assemblies with rigid housing, transparent viewing window, soft neoprene gasket attached to bottom, port hole or valve assembly, vacuum gauge, vacuum pump assembly with pressure control, rubber pressure and vacuum hose with fittings and connections, soapy solution and applicator.

2. Brush soapy solution on geomembrane.

3. Place vacuum box over wetted seam area.

4. Ensure leak-tight seal.

5. Apply vacuum of approximately 5 pounds per square inch.

6. Examine geomembrane through viewing window for presence of soap bubbles for minimum 15 seconds.

7. Mark areas where soap bubbles appear.

8. Repair defective areas.

D. Air pressure testing for double seams with enclosed space:

1. Use equipment consisting of manual or motor driven air pump with pressure gauge capable of generating and sustaining pressure over 25 pounds per square inch and mounted on cushion to protect geomembrane, rubber hose with fittings and connections, sharp hollow needle, or other Engineer-accepted pressure feed device, and pressure gauge with accuracy of 1 pound per square inch.

2. Seal both ends of seams to be tested.

3. Insert needle or other pressure-feed device acceptable to Engineer into channels created by double-wedge welds.

4. Energize air pump to minimum pressure of 25 pounds per square inch, close valve, and sustain pressure for minimum 5 minutes.

5. When pressure loss exceeds 2 pounds per square inch or does not stabilize, locate and repair defective area.

6. Puncture opposite end of seams to release air.

High Density Polyethylene Geomembrane Liners
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7. When blockage is present, locate and test seam on both sides of blockage.

8. Remove needle or other pressure-feed device acceptable to Engineer and seal penetration holes by extrusion welding.

E. Spark testing:

1. Test extrusion welded seams that cannot be tested by vacuum box.

2. Place 24-gauge copper wire 1/8 inch under top sheet overlap.

3. Test with Holiday detector operating at 20,000 volts.

F. Destructive test sampling:

1. Collect one 18- by 36-inch sample with seam centered lengthwise, per 500 feet of seam length where directed by testing laboratory.

2. Testing laboratory will number each sample, mark sample number and location on panel layout drawing, and cut sample into 3 equal parts: 1 for Owner, 1 for Contractor, and 1 for testing laboratory testing.

3. Immediately repair holes in geomembrane resulting from sampling.

4. Vacuum test repaired area for continuity.

G. Laboratory testing: Testing laboratory will:

1. Test seam welds from samples for peel adhesion and shear strength in accordance with ASTM D4437.

2. Test minimum 5 coupons from each sample for each test method.

3. Test adjacent coupons by different testing methods.

4. Test both welds of double-wedge seam samples.

5. Declare failure when welds exhibit film tearing bond type of separation before geomembrane or when shear strength and peel adhesion fails to withstand the following minimum stresses:

Test
Minimum Acceptable Stress
(lbs/inch width)
30 - 40 mil 60 mil 80 mil 100 mil
Shear Strength 86 126 171 216
Peel Adhesion

1. Wedge Weld 57 84 114 144

2. Extrusion Weld 48 70 95 120

6. Notify parties of Contract of testing results verbally within 24 hours and in writing within 7 days of receipt of samples.

H. Repair defective seams uncovered by testing by one of the following methods:

1. Reconstruct seams between 2 passed test locations.

2. Trace welds to intermediate locations at least 10 feet or to where seams end, in both directions from failed test locations.
a. Check adjacent seams welded using same welding device when required to obtain additional samples.
b. Take bounding samples for testing.
c. When bounding samples pass, reconstruct seams between passed test locations.
d. When bounding samples fail, repeat process until additional bounding samples pass.

High Density Polyethylene Geomembrane Liners
02666-9 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02666 (BidSet2) I. Reconstruct seams by extrusion welding of previously wedge welded seams, cap stripping of seams, or replacing seams with new 1 foot wide panels and welding in place, or other Engineer-accepted method.

3.06 REPAIR OF DEFECTS
A. Examine geomembrane for defects, holes, blisters, undispersed raw materials, and signs of contamination by foreign matter.

1. Clean geomembrane surfaces during examination.

2. Repair and non-destructively test suspect locations.

3. Do not cover geomembrane at locations that have been repaired until accepted by the Engineer.

B. Remove and replace geomembrane that cannot be satisfactorily repaired with new.

C. Repair portions of geomembrane exhibiting flaws, or failing testing by one of the following methods or Engineer-accepted method:

1. Patching: For holes larger than 3/8-inch diameter, tears over 2 inches long, undispersed raw materials, and contamination by foreign matter.

2. Abrading and re-welding: For small seam section less than 12 inches long.

3. Spot welding: For small tears less than 2 inches long, pinholes, or other minor, localized flaws.

4. Capping: For large lengths of failed seams.

5. Replacement with new: For unsatisfactory materials.

D. For extrusion welds only, repair geomembrane surfaces to be repaired within 1/2 hour of being abraded.

1. Extend patches or caps at least 6 inches beyond edges of defects.

2. Round corners of materials to be patched and patches to minimum 3-inch radius.

3. Cut geomembrane below large caps to avoid water or gas collection between 2 sheets.

E. Verify repairs by testing as determined by testing laboratory.

END OF SECTION

High Density Polyethylene Geomembrane Liners
02666-Attachment A 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02666 (BidSet2)

ATTACHMENT A - HIGH DENSITY POLYETHYLENE GEOMEMBRANE LINER

PROPERTIES

High Density Polyethylene Geomembrane Liners
02666-Attachment A-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02666 (BidSet2)

HIGH DENSITY POLYETHYLENE GEOMEMBRANE LINER PROPERTIES
Properties
Test Value Testing
Frequency
(minimum)
Test
Method 30 mils 40 mils 50 mils 60 mils 80 mils 100 mils 120
mils
Thickness (min. ave.) ASTM
D5199 Nom. Nom. Nom. Nom. Nom. Nom. Nom. 10 times per roll - lowest individual of 10 values -10% -10% -10% -10% -10% -10% -10% Density mg/l (min.)
ASTM
D1505
ASTM
D792

0.935
g/cc

0.935
g/cc

0.935
g/cc

0.935
g/cc

0.935
g/cc

0.935
g/cc

0.935
g/cc 200,000 lb
Melt Flow Index (g/10min)
maximum value
ASTM
D1238 1.0 1.0 1.0 1.0 1.0 1.0 1.0 per each formulation
Low Temperature Brittleness
(°F)(9)
ASTM
D746 -112 -112 -112 -112 -112 -112 -112 N/A
Tensile Properties(1) (min. ave.)
 yield strength
 break strength
 yield elongation
 break elongation
ASTM
D6693
Type IV
63 lb/in.
114 lb/in.
12%
700%
84 lb/in.
152 lb/in.
12%
700%
105 lb/in
190 lb/in.
12%
700%
126 lb/in.
228 lb/in.
12%
700%
168 lb/in.
304 lb/in.
12%
700%
210
lb/in.
380
lb/in.
12%
700%
252
lb/in.
456
lb/in.
12%
700%
20,000 lb
Tear Resistance (min. ave.) ASTM
D1004 21 lb 28 lb 35 lb 42 lb 56 lb 70 lb 84 lb 45,000 lb Puncture Resistance (min. ave.) ASTM
D4833 54 lb 72 lb 90 lb 108 lb 144 lb 180 lb 216 lb 45,000 lb Stress Crack Resistance(2)
ASTM
D5397
(App.)
300 hr. 300 hr. 300 hr. 300 hr. 300 hr. 300 hr. 300 hr. per GRIGM10 Carbon Black Content (range) ASTM
D4218(3) 2.0-3.0% 2.0-3.0% 2.0-3.0% 2.0-3.0% 2.0-3.0% 2.0-

3.0%

2.0-

3.0% 20,000 lb

High Density Polyethylene Geomembrane Liners
02666-Attachment A-2 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02666 (BidSet2) Properties
Test Value Testing
Frequency
(minimum)
Test
Method 30 mils 40 mils 50 mils 60 mils 80 mils 100 mils 120
mils
Carbon Black Dispersion ASTM
D5596 note (4) note (4) note (4) note (4) note (4) note (4) note (4) 45,000 lb Oxidative Induction Time (OIT)
(min. ave.)(5)
Standard OIT
— or —
High Pressure OIT
ASTM
D3895
ASTM
D5885
100 min.
400 min.
100 min.
400 min.
100 min.
400 min.
100 min.
400 min.
100 min.
400 min.
100 min.
400 min.
100
min.
400
min.
200,000 lb
Oven Aging at 85°C(5)(6)
Standard OIT (min. ave.) -
% retained after 90 days
— or —
High Pressure OIT (min.
ave.) -% retained after
90 days
ASTM
D5721
ASTM
D3895
ASTM
D5885
55%
80%
55%
80%
55%
80%
55%
80%
55%
80%
55%
80%
55%
80%
per each
formulation
UV Resistance(7)
High Pressure OIT (min. ave.) -
% retained after 1600 hrs(8)
ASTM
D5885 50% 50% 50% 50% 50% 50% 50% per each formulation
Notes:
(1) Machine direction (MD) and cross machine direction (XMD) average values should be on the basis of 5 test specimens each direction.

Yield elongation is calculated using a gage length of 1.3 inches Break elongation is calculated using a gage length of 2.0 in. (2) The yield stress used to calculate the applied load for the SP-NCTL test should be the manufacturer’s mean value via MQC testing. (3) Other methods such as ASTM D1603 (tube furnace) or D 6370 (TGA) are acceptable if an appropriate correlation to D 4218 (muffle furnace) can be established.
(4) Carbon black dispersion (only near spherical agglomerates) for 10 different views: 9 in Categories 1 or 2 and 1 in Category 3. (5) The manufacturer has the option to select either one of the OIT methods listed to evaluate the antioxidant content in the geomembrane. (6) It is also recommended to evaluate samples at 30 and 60 days to compare with the 90-day response. (7) The condition of the test should be 20 hr. UV cycle at 75 degrees Celisus followed by 4 hr. condensation at 60 degrees Celsius. (8) UV resistance is based on percent retained value regardless of the original HP-OIT value. (9) Certification only required.

Ductile Iron Pipe: AWWA C151
02693-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02693 (BidSet) SECTION 02693
DUCTILE IRON PIPE: AWWA C151
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Ductile iron pipe, joints, connections, fittings, and pipe linings and coatings.

B. As specified in Section 02001 - Common Work Results for General Piping.

1.02 REFERENCES
A. American Society of Mechanical Engineers (ASME):

1. B16.1 - Gray Iron Pipe Flanges and Flanged Fittings: Classes 25, 125, and 250.

B. American Water Works Association (AWWA):

1. C104 - Standard for Cement-Mortar Lining for Ductile-Iron Pipe and Fittings.

2. C105 - Polyethylene Encasement for Ductile-Iron Pipe Systems.

3. C110 - Standard for Ductile-Iron and Gray-Iron Fittings.

4. C111 - Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.

5. C150 - Standard for Thickness Design of Ductile-Iron Pipe.

6. C151 - Standard for Ductile-Iron Pipe, Centrifugally Cast.

7. C153 - Standard for Ductile-Iron Compact Fittings for Water Service.

8. C210 - Liquid-Epoxy Coatings and Linings for Steel Water Pipe and Fittings.

9. C222 - Polyurethane Coatings and Linings for Steel Water Pipe and Fittings.

10. C600 - Installation of Ductile Iron Water Mains and Their Appurtenances.

11. C606 - Standard for Grooved and Shouldered Joints.

C. American Welding Society (AWS):

1. D11.2 - Guide for Welding Iron Castings.

D. ASTM International (ASTM):

1. A536 - Standard Specifications for Ductile Iron Castings.

2. B1000 - Standard Practices for Casting Preparation and Test Procedure of Porcelain Enamel-Lined Pipe, Fittings, and Valves for Use in the Municipal Wastewater, Sewage, and Water Treatment Industry.

3. C33 - Standard Specification for Concrete Aggregates.

4. C150 - Standard Specification for Portland Cement.

5. C283 - Standard Test Methods for Resistance of Porcelain Enameled Utensils to Boiling Acid.

6. D792 - Standard Test Methods for Density and Specific Gravity (Relative Density) of Plastics by Displacement.

7. D4541 - Standard Test Method for Pull-Off Strength of Coatings Using Portable Adhesion Testers.

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1. Thrust Restraint Design Manual.

F. International Organization for Standardization (ISO):

1. 8179 - Ductile iron pipe, fittings, accessories and their joints - External zinc-based coating - Part 1: Metallic zinc with finishing layer.

G. National Association of Pipe Fabricators, Inc. (NAPF):

1. 500-03 - Surface Preparation Standard for Ductile Iron Pipe and Fittings in Exposed Locations Receiving Special External Coatings and/or Special Internal Linings.

H. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

I. Society for Protective Coatings (SSPC):

1. SP 5 - White Metal Blast Cleaning.

2. SP 10 - Near White Wet Blast.

3. SP 11 - Bare Metal Power Tool Cleaning.

4. PA-2 - Measurement of Dry Coating Thickness With Magnetic Gages.

1.03 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.

B. Product data.

C. Manufacturer's qualifications:

1. Manufacturer qualifications and list of projects using the specified material:
5 years minimum.

D. Manufacturer's Quality Assurance Manual:

1. Submit manufacturer's coating and lining application quality assurance manual to Engineer prior to beginning coating application:
a. Strict conformance to the requirements of the manual will be required. b. Deviation from the requirements of the manual will be grounds for the Engineer to reject the applied coating.

E. Shop drawings:

1. Detailed layout drawings showing alignment of pipes, location of valves, fittings, and appurtenances, types of joints, and connections to pipelines or structures.

2. Thrust restraint systems.

3. Photographs, drawings, and descriptions of fittings, gaskets, couplings, grooving of pipe and fittings.

F. Calculations:

1. Calculations for thrust restraint system design.

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1. Certify successful performance of holiday detection tests on 100 percent of lining in accordance with ASTM B1000.

2. Identify each test piece by mark designation and show the actual test results during the final inspection by manufacturer prior to shipment.

3. Zinc coating: Regular measurements in accordance with ISO 8179 Part 4.4.

4. Include Coating Manufacturer’s Technical Representative’s reports.

1.04 QUALITY ASSURANCE
A. Ductile iron pipe shall be supplied by a single manufacturer.

B. Hydrostatically test each joint of ductile iron pipe in accordance with AWWA C151.

C. Pre-installation meeting:

1. Arrange for Coating Manufacturer’s Technical Representative to attend preconstruction conferences, and to make periodic visits to factory or shop to inspect surface preparation of pipe, fittings, and accessories; and to inspect application of linings to interior and coatings to exterior of pipe, fittings, and accessories.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Block piping and associated fittings for shipment to prevent damage to coatings and linings.

B. Carefully handle piping and associated fittings during loading, unloading, and installation:

1. Do not drop piping material from cars or trucks.

2. Lower piping by mechanical means.

3. Do not drop or pound pipe to fit grade.

C. Handle pipe from the outside if lined with ceramic epoxy, glass or plural component polyurethane:

1. No forks, chains, straps, hooks, or other lifting device shall be placed inside the pipe or fittings for lifting, positioning, or laying.

D. Protect gaskets and polyethylene encasement from long-term exposure to sunlight.

E. Store piping, fittings, and other accessories such that they do not accumulate and hold rainwater, dirt, and debris.

PART 2 PRODUCTS

2.01 MANUFACTURED UNITS
A. Ductile iron piping:

1. Manufacturers: One of the following or equal:
a. American Cast Iron Pipe Co.

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c. U.S. Pipe.

2.02 THRUST RESTRAINT SYSTEM DESIGN
A. The length of pipe that must be restrained on each side of the focus of a thrust load as indicated on the Drawings.

B. Design pressure: Test pressure.

C. Laying condition: Type 5 in accordance with AWWA C150.

D. Soil type: Silt 1.

E. Unit friction resistance for polyethylene encasement of pipe: DIPRA factor multiplied by a safety factor of 1.5.

2.03 CONCRETE THRUST BLOCK RESTRAINT
A. Joint thrust restraint system designed by Contractor:

1. Concrete thrust blocks are not be permitted for DIP restraint.

2.04 DUCTILE IRON JOINTS AND CONNECTIONS
A. General:

1. Pressure class or special thickness class as indicated in the Piping Schedule provided in Section 02001 - Common Work Results for General Piping.

2. In accordance with AWWA C150 and AWWA C151.

3. Joints:
a. Flanged.
b. Integrally Restrained Mechanical.
c. Integrally Restrained Push-On.

4. Fittings.

B. Joints:

1. Flanged joints:
a. Screw-on flanges:
1) Comply with the diameter, thickness, drilling, and other characteristics in accordance with ASME B16.1.
2) Ductile iron.
3) Long hub, threaded, and specially designed for ductile iron pipe. 4) After attaching to pipe, machine flange face to make pipe end and flange even and perpendicular to the axis of the pipe.
b. Bolt holes on flanges: 2-holed and aligned at both ends of pipe. c. Cap screw or stud bolt holes: Tapped.
d. Bolts and nuts:
1) As specified in Section 02001 - Common Work Results for General Piping.

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1) Standard styrene butadiene copolymer (SBR) unless specified otherwise in Section 02001 - Common Work Results for General Piping.

2. Integrally restrained mechanical joints:
a. Manufacturers: Where restrained mechanical joints are required, use one of the following or equal:
1) American Cast Iron Pipe Co., MJ Coupled Joint.
2) U.S. Pipe, Bolt-Lok.
3) U.S. Pipe, Mech-Lok.
b. Application:
1) Where integrally restrained mechanical joint is specified in the Piping Schedule provided in Section 02001 - Common Work Results for General Piping or as indicated on the Drawings, supply a restrained mechanical joint piping system, which includes restrained mechanical joints where necessary based upon thrust calculations.
2) Standard mechanical joints as specified above can be used where thrust calculations demonstrate restraint is not required. c. Design:
1) Integral retainer weldment type or lugged type joint with Type 304 stainless steel rods and nuts.
2) Restrained mechanical joints of the configuration which utilizes a gripping or friction force for restraint will not be acceptable. d. Gaskets:
1) As specified in Section 02001 - Common Work Results for General Piping.
e. Bolts and nuts, including T-bolts:
1) As specified in Section 02001 - Common Work Results for General Piping.

3. Integrally restrained push-on joints:
a. Application:
1) Where restrained push-on is specified in the Piping Schedule provided in Section 02001 - Common Work Results for General Piping or as indicated on the Drawings, supply a restrained push-on joint piping system, which includes restrained push-on joints where necessary based upon thrust calculations.
2) Standard push-on rubber gasket joints as specified above can be used where thrust calculations demonstrate restraint is not required. b. Design:
1) Restrained push-on joints of the configuration which utilizes a gripping or friction force for restraint will not be acceptable. 2) Suitable for the following working pressures:
a) For 4- through 24-inch pipe: 350 pounds per square inch gauge. b) For 30- through 54-inch pipe: 250 pounds per square inch gauge.
c. Gaskets:
1) As specified in Section 02001 - Common Work Results for General Piping.
d. Manufacturers: One of the following or equal:
1) U.S. Pipe, TR Flex.
2) McWane Ductile, TR Flex.

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e. Limit buried joints to half the manufacturer’s published allowable angular joint deflection for purposes of pipeline alignment and elimination of fittings.

C. Fittings:

1. Ductile iron in accordance with AWWA C110 or AWWA C153.

2. Joint type:
a. Same as that of the associated piping as specified in Section 02001 - Common Work Results for General Piping.

3. Plain end-to-flanged joint connectors using setscrews are not acceptable.

2.05 POLYETHYLENE ENCASEMENT
A. General:

1. Polyethylene encasement shall be supplied by the pipe manufacturer.

B. Materials: Supply one of the following polyethylene encasements:

1. 2 layers of linear low-density polyethylene (LLDPE) film, minimum thickness of 8 mils in accordance with AWWA C105; or,

2. Single layer of V-Bio® enhanced polyethylene encasement (3 layers of coextruded LLDPE film with anti-microbial additive and volatile corrosion inhibitor infused on the inside surface), meeting all requirements of AWWA C105.

2.06 CORROSION MONITORING AND PROTECTION
A. Provide joint bonding as indicated on the Drawings.

B. Refer to Section 13100 - Cathodic Protection for additional requirements.

PART 3 EXECUTION

3.01 INSTALLATION
A. General:

1. Install ductile iron piping in accordance with AWWA C600, or as modified in Section 02001 - Common Work Results for General Piping.

2. For underground piping, the trenching, backfill, and compaction:
a. Inspect coating prior to backfill.
b. As specified in Section 02318 - Trenching.

B. Joints:

1. Install types of joints as specified in the piping schedule provided in Section 02001 - Common Work Results for General Piping.

2. Mechanical joints are not acceptable in above ground applications.

3. Field closure for restrained push-on pipe:
a. Locate field closures in areas where thrust calculations demonstrate restraint is not required.

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4. Grooved joints:
a. Install piping with grooved joints where specified in the piping schedule as specified in Section 02001 - Common Work Results for General Piping. b. Assemble grooved joints in accordance with manufacturer's published instructions.
c. Support grooved-end pipe in accordance with manufacturer's published instructions:
1) Install at least 1 support between consecutive couplings.

3.02 DEFECTS IN COATINGS EXCEPT TAPE WRAP AND CEMENT MORTAR COATING A. Engineer will identify defective coating to be field repaired in accordance with the applicable AWWA standard:

1. Pipe joints exceeding the following defect maximum will be rejected:
a. Minor defects:
1) No more than 1.5 per 100 square feet of surface area. 2) 2 or more minor repairs within an 8-inches diameter circle will be considered a single repair.
3) Repairs for adhesion testing will not be included in the total number of repairs.
4) Repair in accordance with manufacturer's requirements. b. Major defects:
1) No more than 3 major repairs on each pipe joint.
2) No more than 30 percent repairs on the pipe surface area with defects.

2. Minor repairs:
a. Repairs less than 8-inches in the greatest dimension. b. Repair in accordance with manufacturer's requirements.

3. Major repairs:
a. Repairs that exceed 8-inches in the greatest dimension. b. Repair in accordance with manufacturer's requirements.

3.03 POLYETHYLENE ENCASEMENT
A. Wrap buried ductile iron pipe and fittings in 2 layers of loose low-density polyethylene wrap or a single layer of high-density polyethylene wrap or a single layer of V-Bio polyethylene wrap in accordance with AWWA C105 and as specified in this Section.

B. Wrap polyethylene encasement to be continuous and terminated neatly at connections to below grade equipment or structures.

C. At wall penetrations, extend encasement to the wall and neatly terminate.

D. At slab penetrations, extend encasement to 2 inches below the top of slab and neatly terminate.

E. When rising vertically in unimproved areas, extend encasement on pipe 6 inches above existing grade and neatly terminate.

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G. Work shall be inspected prior to backfilling of pipe and associated items.

3.04 CORROSION MONITORING FACILITIES
A. Bond pipe joints and associated fittings to provide electrical continuity.

B. Install dielectric insulating fittings and corrosion monitoring facilities as indicated on the Drawings and specified in Section 13100 - Cathodic Protection.

3.05 FIELD QUALITY CONTROL
A. Testing ductile iron piping:

1. Test as specified in Section 02001 - Common Work Results for General Piping and Section 02009 - Piping Systems Testing.

B. Repair damaged cement mortar lining to match quality, thickness, and bonding of original lining in accordance with AWWA C104:

1. When lining cannot be repaired or repairs are defective, replace defective piping with undamaged piping.

C. Verify that interior surfaces of ceramic epoxy and glass lined pipe and fittings have continuous coverage:

1. Test random samples, as directed by Engineer, in accordance with ASTM B1000.

2. Discard lined piping and fittings found to have pinholes, crazing, or fish scales, which expose the metal substrate.

END OF SECTION

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STEEL PIPE: BURIED

TABLE OF CONTENTS
PART 1 GENERAL.................................................................................................................2

1.01 SUMMARY ...................................................................................................................2

1.02 REFERENCES.............................................................................................................2

1.03 SUBMITTALS...............................................................................................................4

1.04 QUALITY ASSURANCE...............................................................................................5

1.05 DELIVERY, STORAGE, AND HANDLING...................................................................7 PART 2 PRODUCTS ..............................................................................................................8

2.01 DESIGN AND PERFORMANCE CRITERIA ................................................................8

2.02 MATERIALS ...............................................................................................................11

2.03 FABRICATION ...........................................................................................................11

2.04 COATING AND LINING - GENERAL .........................................................................12

2.05 CEMENT MORTAR....................................................................................................12

2.06 STEEL PIPE JOINTS AND CONNECTIONS.............................................................14 PART 3 EXECUTION ...........................................................................................................16

3.01 INSTALLATION..........................................................................................................16

3.02 FIELD QUALITY CONTROL ......................................................................................20

3.03 CERTIFIED WELD INSPECTOR AND NON-DESTRUCTIVE EXAMINATION OF WELDS ...................................................................................................................................20

3.04 DEFECTS IN COATINGS EXCEPT CEMENT MORTAR AND TAPE WRAP ...........21

3.05 CEMENT MORTAR....................................................................................................21

3.06 HEAT SHRINK SLEEVES..........................................................................................22

3.07 PLURAL COMPONENT EPOXY................................................................................22

3.08 PLURAL COMPONENT POLYURETHANE...............................................................23

3.09 TAPE WRAP ..............................................................................................................23

3.10 WAX TAPE COATING................................................................................................24

3.11 FIELD QUALITY CONTROL ......................................................................................24

3.12 CLEANING .................................................................................................................25

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1.01 SUMMARY
A. Section includes: Steel transmission piping greater than 22 inches in nominal diameter and internal pressures up to 250 pounds per square inch, including joints and fittings.

1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO):

1. Standard Specifications for Highway Bridges.

B. American Society of Mechanical Engineers (ASME):

1. B16.5 - Pipe Flanges and Flanged Fittings: NPS 1/2 through NPS 24 Inch Standard.

2. B31.3 - Process Piping Materials, Fabrication, Examination and Testing.

3. Boiler and Pressure Vessel Code:
a. BPVC–VIII - Boiler and Pressure Vessel Code Section VIII-Rules for Construction of Pressure Vessels Division 1.
b. BPVC–IX - Boiler and Pressure Vessel Code Section IX-Welding and Brazing Qualifications.

C. American Water Works Association (AWWA):

1. C200 - Steel Water Pipe 6 Inches and Larger.

2. C203 – Coal-Tar Protective Coatings and Linings for Steel Water.

1. C205 - Cement-Mortar Protective Lining and Coating for Steel Water Pipe:
4 inches and Larger-Shop Applied.

2. C206 - Field Welding of Steel Water Pipe.

3. C207 - Steel Pipe Flanges for Waterworks Service, Sizes 4 inches Through 144 inches.

4. C208 - Dimensions for Fabricated Steel Water Pipe Fittings.

1. C210 - Liquid-Epoxy Coatings and Linings for Steel Water Pipe and Fittings.

2. C214 – Tape Coatings for Steel Water Pipe.

3. C216 – Heat-Shrinkable Cross-Linked Polyolefin Coatings for Steel Water Pipe and Fittings.

4. C217 – Microcrystalline Wax and Petrolatum Tape Coatings Systems for Steel Water Pipe and Fittings.

5. C222 - Polyurethane Coatings and Linings for Steel Water Pipe and Fittings.

6. C225 – Fused Polyolefin Coatings for Steel Water Pipe.

7. Manual M11 - Steel Pipe: A Guide for Design and Installation.

D. ASTM International (ASTM):

1. A36 - Standard Specification for Carbon Structural Steel.

2. A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless.

3. A105 - Standard Specification for Carbon Steel Forgings for Piping Applications.

4. A106 - Standard Specification for Seamless Carbon Steel Pipe for High Temperature Service.

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5. A139 - Standard Specification for Electro-Fusion (Arc) Welded Steel Pipe (NPS 4 and Over).

6. A181 - Standard Specification for Carbon Steel Forgings, for General-Purpose Piping.

7. A182 - Standard Specification for Forged or Rolled Alloy and Stainless Steel Pipe Flanges, Forged Fittings, and Valves and Parts for High-Temperature Service.

8. A283 - Standard Specification for Low and Intermediate Tensile Strength Carbon Steel Plates.

9. A370 - Standard Test Methods and Definitions for Mechanical Testing of Steel Products.

10. A516 – Standard Specification for Pressure Vessel Plates, Carbon Steel, for Moderate- and Lower-Temperature Service.

11. A572 - Standard Specification for High Strength Low-Alloy Columbian-Vanadium Steels of Structural Quality.

12. A1011 - Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability.

13. A1018 - Standard Specification for Steel, Sheet and Strip, Heavy-Thickness Coils, Hot-Rolled, Carbon, Commercial, Drawing, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength.

14. C33 - Standard Specification for Concrete Aggregates.

15. C150 - Standard Specification for Portland Cement.

16. D297 - Standard Test Methods for Rubber Products – Chemical Analysis.

17. D412 - Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers—Tension.

18. D4541 - Standard Test Method for Pull-Off Strength of Coatings Using Portable Adhesion Testers.

19. E94 - Standard Guide for Radiographic Examination Using Industrial Radiographic Film.

20. E165 - Standard Practice for Liquid Penetrant Examination for General Industry.

21. E1032 - Standard Test Method for Radiographic Examination of Weldments.

E. American Welding Society (AWS):

1. D1.1 - Structural Welding Code - Steel.

F. International Organization for Standardization (ISO).

G. NSF International:

1. 61 - Drinking Water System Components - Health Effects.

H. Society for Protective Coatings (SSPC):

1. SP 1 - Solvent Cleaning.

2. SP 3 - Power Tool Cleaning.

3. SP 5 - White Metal Blast Cleaning.

4. SP 6 - Commercial Blast Cleaning.

5. SP 10 - Near White Wet Blast.

6. SP 11 - Bare Metal Power Tool Cleaning.

7. QP 1 - Industrial Contractor Qualification.

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1.03 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.

B. Product data: As specified in Section 02001 - Common Work Results for General Piping.

C. Wall thickness design calculations sealed by a Professional Engineer licensed in the state the project is located, including:

1. Internal pressure:
a. Maximum design pressure.
b. Surge pressure.

2. External pressure:
a. Deflection.
b. Buckling.
c. Extreme loading conditions.

3. Special physical loading such as supports or joint design.

4. Thermal expansion and/or contraction.

D. Thrust restraint calculations for fittings and valves including the restraint length, single, and double weld lengths sealed by a Professional Engineer licensed in the state where the project is located.

E. Fabrication and Lay drawings showing a schematic location with profile and tabulated layout schedule that is sealed by a Professional Engineer licensed in the state where the project is located, including:

1. Pipe class.

2. Joint types.

3. Fittings.

4. Outlets.

5. Thrust Restraint.

6. Stationing (in accordance with the Plans).

7. Transitions.

8. Joint deflection.

9. Interior lining.

10. Exterior coating.

11. Outlet locations for welding, ventilation, and access.

12. Welding requirements and provisions for thermal stress control.

F. Certificate of Source Testing as specified in Section 01601 - Product Requirements.

G. Certified test reports:

1. Factory hydrostatic tests and test of fittings.

2. Mill certificates, including chemical and physical test results for each heat of steel, Charpy V-notch tests, and elongation tests.

3. Certified test reports for factory welds of fittings from a third party independent Certified Welding Inspector paid for by the Pipe Manufacturer.

4. Gasket certification in accordance to AWWA C200, as specified for bell and spigot gasket joint pipe.

5. Copies of Manufacturers' factory quality control tests.

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6. Pipe welding, welding procedures and qualification records in accordance with ASME BPVC Section IX, and include the following:
a. Welder Qualifications Records (WQR) in accordance with AWWA C206 and AWS D1.1 for both factory and field welders.
b. Welding Procedure Specifications (WPS) for each proposed field and shop welding procedure or process, including those procedures or processes used for shop and field welding of piping and supports. c. Procedure Qualification Record (PQR) for each WPS submitted. d. Welders' and welding operators' certification records for each proposed WPS and each welder assigned to the work in the shop and field:
1) Welders and welding operators must be qualified for making welds in position 6G for each welding process to be used.
e. Preheat and post-weld heat treatment processes and equipment. f. Post-weld cleaning and de-scaling procedures.
g. Certified non-destructive (NDE) testing results and weld inspection reports, performed by the manufacturer in accordance with the applicable codes, submitted prior to the shipping of the piping.

H. Manufacturer's qualifications:

1. Manufacturer qualifications and list of projects using the specified material:
5 years minimum.

I. Manufacturer's Quality Assurance Manual:

1. Submit manufacturer's coating and lining application quality assurance manual to Engineer prior to beginning coating application:
a. Strict conformance to the requirements of the manual will be required. b. Deviation from the requirements of the manual will be grounds for the Engineer to reject the applied coating.

1.04 QUALITY ASSURANCE
A. Manufacturers:

1. Certified under S.P.F.A. or ISO quality certification program for steel pipe and accessory manufacturing.

2. Pipe manufacturing operations (pipe, lining, and coatings) performed under the control of the manufacturer.

3. Qualifications requirements: Not less than 5 years successful experience manufacturing pipe of the particular type and size indicated, or which has demonstrated an experience record that is satisfactory to Engineer and City:
a. The acceptability of this experience record will be thoroughly investigated by the Engineer, and will be sole discretion of the Engineer and City.

4. Pipe manufacturing operations (pipe, fittings, lining, and coating) performed at 1 location unless otherwise approved by Engineer.

5. Manufacture pipe in accordance with the latest revisions of AWWA C200, AWWA C205, and AWWA C222.

B. Hydrostatic pressure testing:

1. Hydrostatic mill pressure testing results meet or exceed the requirements of AWWA C200.

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2. Hydrostatically test each joint of the pipe prior to application of lining or coating:
a. Internal test pressure: That which results in a fiber stress equal to 75 percent of the minimum yield strength of the steel used. b. Test each joint of pipe completely watertight under maximum test pressure.
c. Hold test pressure for sufficient time to observe the weld seams. d. Maintain a recording pressure gauge, reference number of pipe testing, etc.:
1) Number the pipe in order that this information can be recorded.

3. Fabricate fittings from hydrostatically tested pipe:
a. Test fittings by one of the following methods:
1) Hydrostatic test.
2) Magnetic particle tests.
3) Ultrasonic.
4) Radiography.

4. Charpy V-Notch Test:
a. Test each heat of steel for plates or coil used 0.25 inches and thicker to verify minimum impact values of 25 feet per pound at 30 degrees Fahrenheit in accordance with ASTM A370.
b. Minimum Charpy values for sub-size samples in accordance with ASTM A370.

5. Elongation:
a. Tensile test specified in ASTM A370:
1) Elongation minimum:
a) Test specimens, 2-inch: Not less than 22 percent for each heat of steel.
b) Test specimens, 8-inch: Not less than 18 percent for each heat of steel.

6. Mill certification:
a. Maximum carbon content of steel used in the fabrication of pipe, fittings, and related appurtenances: 0.25 percent.
b. Furnish mill test certificates on reinforcing steel or wire, steel plate, steel coil.
c. Perform the tests described in AWWA C200, for pipe, fittings, and specials.

C. Warranty:

1. Provide warranty as specified in Section 01783 - Warranties and Bonds.

2. Special warranty:
a. Pipe will be free from defects in materials and workmanship for a period of 5 years from the date of Completion of this Contract.
b. Repair or replace with parts manufactured by the manufacturer of the original component.
c. Repair or replace, at the sole option of, and at no cost to City, Work found to be defective.
d. Such repair or replacement shall include removal and reinstallation, inspection, and acceptance testing.

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1.05 DELIVERY, STORAGE, AND HANDLING
A. General: Deliver, store, and handle pipe in accordance with AWWA C200, Manual M-11 and as specified.

B. Preparations for shipping:

1. Make minor repairs to cement mortar lining or coating as specified in this Section.

C. Stulling:

1. 30 inch and smaller diameter pipe:
a. Install 2 inch by 4 inch (nominal) stulls both ways 2 feet from the end of each pipe.

2. 30 inch to 48 inch diameter pipe:
a. Install nominal 3 inch by 3 inch, 4-point wooden stulls or equivalent with nailed wooden wedges at the quarter points, following the cure of the lining.
b. Install a similar single strut 2 feet from each end of the pipe.

3. Greater than 48 inch and larger pipe:
a. Install nominal 4 inch by 4 inch, 6 point wooden stulls or equivalent with nailed wooden wedges, at the quarter points, following the cure of the lining.

4. Keep the stulls in place during:
a. Subsequent manufacturing process and curing.
b. Transport to the job site.
c. Placement in the trench for pipe 30 inch and larger:
1) Horizontal stulls must be removed prior to backfilling. 2) Vertical stulls should remain in place until after the trench is backfilled.

5. Remove stulls prior to testing.

6. Temporary removal of stulls will be allowed for repairs to the lining or welding of joints, if required.

D. Plastic covers:

1. Attach to the ends of the pipe and fittings during curing of lining storage and shipment, and on the installation site:
a. They may be removed just prior to installation.

2. Banding: Use one of the following methods:
a. Steel bands.
b. Reinforced plastic straps.

3. Temporary holes may be cut into the plastic covers during curing of mortar or to add water to facilitate repairs:
a. Promptly tape the holes closed after completing the curing or repair.

E. Loading, transporting, unloading and handling pipe and fittings:

1. Handle pipe in a manner and by methods that prevent damage to pipe, lining, and coatings.

2. Use padded slings and supports during handling as necessary to prevent damage.

3. Take necessary precautions to maintain the integrity of the coating.

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4. Handle pipe with proper equipment and do not be push or drag along the ground.

5. Do not stack or otherwise externally load pipe such that the dimensional integrity of the joint configuration and/or roundness of the pipe may not be compromised.

F. Storage:

1. Store pipe and fittings on skids, sand or dirt berms, sand bags, old tires, or other suitable means to prevent damage to pipe and fittings.

2. Store and protect pipe from damage from equipment, traffic, and vandalism.

G. Inspection:

1. Inspect pipe lining and coating immediately before installation for damage.

2. Repair any damage as specified in this Section.

H. Remove rejected pipe from the project site.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Pipe design:

1. Designed, manufactured, and tested in accordance with AWWA C200, AWWA Manual M-11, and these specifications.

2. Design fittings, specials, and connections for the same pressures as the adjacent pipe.

3. Base pipe design on trench conditions and the design pressure in accordance with AWWA Manual M-11; using the following parameters:
a. Steel minimum yield strength: 36- kips per square inch 42-kips per square inch.
b. Steel modulus of elasticity (E): 30x106-pounds per square inch. c. Cement mortar modulus of elasticity: 4x106-pounds per square inch. d. Unit weight of fill (W): 140 pounds per cubic feet.
e. Live load:
1) At locations except at railroads: AASHTO HS-20.
2) At railroads: Cooper E80.
f. Trench depth: As indicated on the Drawings:
1) Verify depths after existing utilities are located.
2) Make appropriate change in pipe trench depth when vertical alignment changes are required because of existing utility or other conflicts.
3) Do not install pipe deeper than its design allows.
g. Deflection lag factor, (Dl): 1.5.
h. Coefficient K: 0.10.
i. Maximum allowable calculated deflection:
1) 2 percent for cement mortar lined and coated.
2) 3 percent for cement mortar lined and flexible coated. 3) 5 percent for flexible lined and coated.
j. Design Temperature: 32 to 110 degrees Fahrenheit.
k. Soil reaction modulus (E'): 700 pounds per square inch.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02696 (BidSet) l. Working pressure: 110 pounds per square inch.
m. Design Pressure: 200 pounds per square inch.
n. Test Pressure: See Pipe Schedule.

4. Fittings and specials:
a. Design in accordance with AWWA C208 and AWWA Manual M-11.

5. Furnish alternate methods for pipe embedment where the pipe requires additional external support to achieve the specified maximum deflection:
a. No additional compensation will be made to the Contractor by City where this method is required.

6. Field fabrication or cutting is not allowed unless otherwise approved by City and Engineer.

B. Provisions for thrust:

1. Use design pressure for the purposes of thrust restraint.

2. Restrained joints use welded joints.

3. Resist bends, tees, or other fittings with restrained joints:
a. Restrain thrust at bends adjacent to casing by welding joints through the casing and a sufficient distance each side of the casing. b. Pipe in casing does not contribute to thrust restraint unless the annular space in the casing is filed with grout.

4. Restrain joints a sufficient distance from each side of the bend, tee, plug, or other fitting to resist thrust which develops at the design pressure of the pipe:
a. Treat inline valves as a dead-end in both directions with respect to thrust restraint calculations.

5. Pipe manufacturer is responsible for thrust restraint.

6. Validate the length of pipe with restrained joints to resist thrust forces in accordance with AWWA Manual M-11 and the following:
a. Calculate the weight of earth as the weight of the projected soil prism above the pipe.
b. Unit weight of fill: as indicated above.
c. Coefficient of friction:
1) Unsaturated soil conditions: 0.20 (maximum value to be used for steel pipe with tight bonded coating).
2) In locations where ground water in encountered:
a) Reduce the soil density to its buoyant weight for backfill below the water table.
b) Reduce the coefficient of friction to 0.15 for steel pipe with tight bonded coating.
d. Calculate the length of pipe to be restrained:
1) Length of restraint must extend up to the full length required by the Calculation.
2) Joints that are determined to be partially restrained must always be rounded up to the nearest full length.
3) Use the following parameter to calculate the restrained length in accordance with AWWA M11:

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02696 (BidSet) 4) For Horizontal Restrained Lengths:

Bends less than 90 degrees.
( )
( ) e H WWWf wp
PA L
++
∆− = 1 cos
Tee branches, dead-end conditions, 90-degree bends and
Reducers.
( ) e H WWWf wp
PA L
++ =
5) For Vertical Restrained Lengths:

Bends less than or equal to 90 degrees.
( )
( ) eV WWWf wp
PA L
++
∆− = 1 cos
L = Length of pipe to be restrained
P = 1.5 times working pressure
A = Cross sectional area of pipe settle cylinder I.D.

Δ = Deflection angel
WeH = 2 times the weight of the soil over the pipe
WeV = Weight of the soil over the pipe
Wp = Weight of pipe
Ww = Weight of water
f = Coefficient of friction
C. Minimum insider diameter, including the cement-mortar lining: Nominal diameter of the pipe specified, unless otherwise indicated on the Drawing.

D. Wall thickness:

1. Minimum pipe wall steel thickness: As designed, but not less than values shown in the Pipe Schedule.

2. Fiber stress shall not exceed:
a. 50 percent of the minimum yield strength of the steel for working pressure. b. 75 percent of the minimum yield strength of the steel at the maximum pressure (including transient pressure), nor the following, at the specified working pressure.

3. Pipe, fittings, and specials shall be designed such that the maximum stresses the pipe due to thrust loading will not exceed 50 percent of the steel yield strength at the thrust design pressure (1.5 times the working pressure).

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2.02 MATERIALS
A. Steel pipe, fittings, and specials:

1. General:
a. Steel pipe in accordance with AWWA C200, and as specified:
1) ASTM A106, Grade C seamless high-temperature carbon steel stock pipe.
2) ASTM A53, Type S, Grade A (S-A) seamless carbon steel stock pipe.
3) ASTM A53, Type E, Grade A (E-A) ERW carbon steel stock pipe. 4) ASTM A139, Grade C welded steel stock pipe.
5) Spiral or straight-seam-welded ASTM A36 steel sheet or plate stock. 6) Spiral or straight-seam-welded ASTM A283, Grade D sheet or plate stock.
7) Spiral or straight-seam-welded ASTM A1011, Grade 50 HSLA-F sheet or coil stock.
8) Spiral or straight-seam-welded ASTM A1018, Grade 50 HSLA-F sheet or coil stock.
9) Straight-seam-welded ASTM A572, Grade 50 plate stock. 10) Straight-seam-welded ASTM A572, Grade 42 plate stock. b. Fittings and specials dimensions in accordance with AWWA C208. c. Provide identification marks in accordance with AWWA C200. d. Diameter designation: The pipe diameter specified or indicated on the Drawings is the clear inside diameter after application of the lining with a tolerance of minus 0 inch and plus 3/16.

B. Manufacturers: The following or equal:

1. Northwest Pipe.

2. American Cast Iron Pipe Co.

3. Thompson Pipe Group.

2.03 FABRICATION
A. Shop fabricate steel piping fittings and specials in units as long as practicable for safe hauling and installation:

1. Minimize number of field welds.

2. Do not exceed 50 feet for pipe lengths.

B. Fabricate fittings and specials to uniform lengths with proper end clearance for the specified types of joint or attachment.

C. Flanges:

1. Do not weld flanges to nozzles until the nozzles and reinforcements are completely welded to the header.

2. Accurately space and align flanges so that when connections have been made there will be no stress on the header, piping, or equipment.

D. Identification marks: Stenciled or otherwise shown at the top of the piping items exterior, and include the following information:

1. As specified in Section 01601 - Product Requirements.

2. Date of manufacture of the item.

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3. Name or trademark of the manufacturer.

4. Internal diameter in inches.

5. Number of the item, sequential from initial to end station.

6. NSF approval, if applicable for potable water service.

2.04 COATING AND LINING - GENERAL
A. Coating and lining shall be as indicated on the Drawings or as specified in Section 02001 - Common Work Results for General Piping.

B. Extend pipe coatings for underground piping 6-inches above finished grade or 3 inches above finished floor, and neatly terminate.

C. As specified in Section 01601 - Product Requirements - Infrastructure.

D. Prepare, install, and repair in accordance with manufacturer's requirements.

E. Contractor is responsible for:

1. Material selection suitable for the application conditions anticipated, such as temperature, humidity, etc.

2. Managing the project schedule to allow adequate cure time before backfill or immersion based on surface temperatures at the time of application.

2.05 CEMENT MORTAR
A. Line pipe with cement mortar in accordance with AWWA C205 and as specified in this Section):

1. Cement:
a. Cement: In accordance with ASTM C150, Type II/V.

2. Water:
a. In accordance with AWWA C205 and as specified in this Section.

3. Sand and aggregate:
a. In accordance with AWWA C205.
b. Provide silica sand or other aggregate that is not subject to leaching in accordance with ASTM C33.

B. Coating:

1. In accordance with AWWA C205 and as specified in this Section.

2. As indicated on the Drawings.

3. Shop apply in uniform thickness over the full length of the pipe:
a. Thickness minimum: 1 inch.

4. Finish to a smooth dense surface.

5. Dielectrically coated steel pipe:
a. Holdback requirements as indicated on the Drawings:
1) AWWA C225 "Pritec" coating system requirement: Increase holdback by 1 inch each side of joint due to increased shrinkage. b. Apply cement mortar overcoat to dielectrically coated steel pipe in accordance with AWWA C205 as indicated on the Drawings:
1) Coating defects:
a) Cement mortar overcoat cracking less than 1/8-inch in width will be acceptable.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02696 (BidSet) b) Disbondment of the cement mortar overcoating over a dielectric coating system should be anticipated and will not be grounds for repair or rejection of the pipe.
c) Repair cement mortar overcoating loss due to impact, movement, or shipping damage in accordance with
AWWA C205.
2) Joint coating:
a) Joints do not require field application of cement mortar overcoat when properly coated with heat shrink sleeve joint coating system.
c. Electrically isolate steel wire reinforcement in the mortar coating from the pipe:
1) Manufacturer test electrical isolation using high voltage spark test prior to shipment to the project site.

6. Reinforcement:
a. Steel plate specials:
1) Reinforced with 2-inch by 4-inch, No. 13 gage welded wire mesh in lieu of steel wire reinforcing wire.
2) 1 layer of mesh positioned approximately in center of mortar coating. 3) Lap ends of reinforcement strips 4 inches and tie or loop free ends to assure continuity of reinforcement.
b. Pipe and specials smaller than 48 inches in diameter:
1) Reinforce coating with spirally-wound steel wire positioned approximately in center of mortar coating:
a) No. 12 gage spaced at maximum 1 inch centers.
b) No. 14 gage steel wire at maximum 1/2 inch centers.
c. Pipe and specials 48 inches in diameter and larger:
1) Reinforce coating with spirally-wound steel wire positioned approximately in center of mortar coating:
a) No. 12 gage spaced at maximum 1 inch centers.
b) No. 14 gage steel wire at maximum 1/2 inch centers.

C. Lining:

1. Line special pieces or fittings by mechanical, pneumatic, or hand placement:
a. Extend to faces of flanges and ends of spigots.
b. Less than 12 inches in width: Coat with epoxy bonding agent prior to applying cement mortar.
c. Larger than 12 inches in width: Reinforced with 2-inch by 4-inch No. 13 gauge welded steel wire mesh prior to applying cement mortar.

2. Provide plastic end caps of sufficient thickness and strength to resist shipping, handling, and storage stresses.

3. Repair damage to the cement mortar lining, including disbondment, or cracking caused by improper curing, shipping, handling, or installation in accordance with AWWA C205 and approved by the Engineer:
a. Reinforce coating with 2 layers spirally-wound steel wire positioned approximately in center of mortar coating positioned approximately at the third points of mortar coating:
1) No. 12 gage spaced at maximum 1-inch centers.
2) No. 14 gage steel wire at maximum 1/2-inch centers.

D. Overcoat: Cement mortar.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02696 (BidSet) E. Adhesion testing:

1. Apply continuous pulling tension without stopping.
a. Monitor throughout at least 12-inches length of the pull.

2. Sample preparation:
a. Conduct on pipe in either of the following conditions:
1) Prior to application of the cement mortar overcoat, where applicable. 2) Pipe that has been mortar coated prior to adhesion testing:
a) Contractor remove mortar coating of sufficient dimensional area to permit the adhesion test to be conducted as directed by the Engineer.

3. Adhesion pull evaluation:
a. Adhesive failure, defined as separation of the adhesive from the metal substrate, will be rejected.
b. Failure: Cohesive failure of the adhesive only.
c. Delamination failure, defined as separation of the adhesive from the backing material, requires the following additional testing:
1) Pipe that fails the test by delamination will be retested on 2 other pipes within the same lot of coated pipe.
2) Failure of any 2 pipes within the tape lot will result in rejection of each pipe coated with the rejected tape lot.

2.06 STEEL PIPE JOINTS AND CONNECTIONS
A. General:

1. Joints:
a. Provide lap welded or bell and spigot type joints with rubber gaskets for pipelines 54 inches and smaller, except as otherwise specified or indicated on the Drawings.
b. Use single and/ or double lap welded joints for restraint as indicated on the Drawings.
c. Welded Carnegie joints can be used if working pressure is less than 75 pounds per square inch.
d. Use butt-strap joints only where required for closures or where indicated on the Drawings.
e. Provide deep bells where required for shrinkage expansion control joints. f. Provide joints with the same or higher pressure rating as the abutting pipe.

2. Connections:
a. As specified in Section 13100 - Cathodic Protection.

B. Bell and spigot joint rings:

1. United States Steel, Rolled Carnegie shape M 3818 with rubber gaskets.

2. Rubber gasket requirements:
a. Minimum tensile strength, tested in accordance with ASTM D412, between 2,000 and 2,700 pounds per square inch.
b. Minimum elongation at rupture, tested in accordance with ASTM D412, between 350 and 400 percent.
c. Specific gravity, tested in accordance with ASTM D297, between 0.90 and 1.50.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02696 (BidSet) C. Bell and rolled spigot joints:

1. Bell and rolled spigot joints with rubber gaskets.

2. Manufactured joints with the clearance between the bells and spigots such that when combined with the gasket groove configuration and the gasket itself, will provide watertight joints under all operating conditions when installed.

3. Submit details complete with dimensions and tolerances.

4. Form bell ends by an expanding press or by being moved axially over a die in such a manner as to stretch the steel plate beyond its elastic limit to form a truly round bell of suitable diameter and shape. No process will be permitted in which the bell is formed by rolling.

5. Yield strength of the steel used in the spigot rolling operation: limited to 52,000 pounds per square inch.

6. Rubber gaskets requirements:
a. Minimum tensile strength, tested in accordance with ASTM D412, between 2,000 and 2,700 pounds per square inch.
b. Minimum elongation, tested in accordance with ASTM D412, between 350 and 400 percent.
c. Specific gravity, tested in accordance with ASTM D297, between

0.90 and 1.50.

D. Flange requirements:

1. Steel ring flanges:
a. Steel ring flanges shall meet the requirements of AWWA C207 and shall have a pressure rating equal to or greater than that of connecting pipe. b. Steel ring flanges shall be manufactured from one of the following materials:
1) ASTM A105 forged steel.
2) ASTM A36 steel plate.
3) ASTM A516, Grade 65 or 70 steel plate.

2. Forged steel flanges:
a. Forged steel flanges shall meet the requirements of ASME B16.5 and shall have a pressure rating equal to or greater than that of connecting pipe.
b. Steel ring flanges shall be manufactured from one of the following materials:
1) ASTM A105 forged steel.
2) ASTM A181 steel.
3) ASTM A182 steel.

3. Raised face flanges shall not be used when connecting steel flanges to cast iron flanges.

4. Blind flanges in accordance with AWWA C207, Table 7.

5. Match pipe flanges to the valve flanges.

E. Flange bolts: As specified in Section 02001 - Common Work Results for General Piping.

F. Gaskets: As specified in Section 02001 - Common Work Results for General Piping.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02696 (BidSet) G. Welded joints:

1. Lap welded joints:
a. Lap joints prepared for electric field welding in accordance with AWWA C206.
b. Joint forming:
1) Joint geometry and joint field weld will be such that no part of any field weld will be closer than 1 inch to the nearest point of tangency to the bell radius.
2) Form bell ends by and expanding press or by being moved axially over a die in such a manner as to stretch the steel plate beyond its elastic limit to form a truly round bell of suitable diameter and shape. c. Provide surfaces of the bell and spigot that are essentially parallel, but in no case shall the bell slope vary more than 2 degrees from the longitudinal axis of the pipe.

PART 3 EXECUTION

3.01 INSTALLATION
A. General:

1. Cleaning: Thoroughly clean pipe and fittings before placement.

2. Install steel pipe, fittings, specials, and appurtenances as specified and required for the proper functioning of the complete pipeline.

3. Install pipe, fittings, and specials in accordance with the Manufacturer's recommendations and AWWA Manual M11:
a. The requirements of the plans and specifications govern for the excavation and backfilling of trenches for laying steel pipe, fittings, and specials.

4. Pipe shall be laid to the lines and grade indicated.

5. Inspect and test each joint prior to pipe being lowered into the trench as specified in this Section:
a. Repair damaged areas and holidays before the pipe is lowered into the trench.

6. Place and consolidate embedment and backfill prior to removing pipe stulls.

7. Maximum allowable pipe deflection is limited to the following as measured by a mandrel:
a. 2 percent for cement mortar lined and coated.
b. 3 percent for cement mortar lined and flexible coated. c. 5 percent for flexible lined and coated.

8. Keep the pipe clean during the laying operation and free of sticks, dirt, animals, and trash.

9. At the close of each operating day, effectively seal the open end of the pipe against the entrance of water using a gasketed night cap.

10. Do not lay pipe in water.

11. Install bonds at pipe joints, other than welded joints or insulated joints as specified.

B. Pipe handling:

1. Handle pipe with a minimum of 2 wide non-abrasive slings, belts or other equipment designed to prevent damage to the coating or lining.

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2. The equipment shall be kept in such repair that its continued use is not injurious to the coating.

3. The spacing of pipe supports required to handle the pipe shall be adequate to prevent cracking or damage to the lining or coating.

C. Line up at bends:

1. Line up pipe for joining so as to prevent damage thereto:
a. Thoroughly clean the bell and spigot ends of each joint of pipe of foreign matter, rust and scale before placing spigot into bell.

2. Where abrupt changes in grade and direction occur, employ special shop fabricated fittings for the purpose:
a. Field cutting the ends of the steel pipe to accomplish angular changes in grade or direction of the line shall not be permitted.

D. Pipe laying:

1. Lay pipe to the lines and grades indicated on the Drawings unless they are amended or supplemented by the manufacturer's tabulated lay schedule and accepted by Engineer.

2. Lower pipe into the trench slowly and gently with slings or properly padded calipers.

3. Make the bell end of the pipe face the direction of laying wherever practicable.

4. Keep the pipe trench free from water which might impair the bedding or joining and welding operations.

E. Joints:

1. Gasket joints:
a. Lubricate the spigot groove, and the first 2 inches of the bell, with an approved soft vegetable soap compound.
b. Position the gasket in the spigot groove such that the rubber is distributed uniformly around the circumference.
c. Lay the pipes in such manner that the blockouts on the interior linings are at the spring line of the pipe to facilitate electrical connection of adjacent pipes.
d. The width of the space provided at the joint may be varied to compensate for the permissible manufacturing tolerance in pipe lengths plus or minus 1/4 inch to maintain the laying length indicated on the Drawings and lay schedule.
e. Place metal or wooden spacers against the inside shoulder of the bells. f. Joints may be pulled on one side and most joint designs can be closed on the opposite side of pipe for long radius curves and slight changes or correction of alignment and grade:
1) Do not exceed the pipe manufacturer recommendation on the amount of joint deflection for the type and size of the joint being used.
g. Insert a thin metal feeler gauge between the bell and spigot after the joint is assembled in order to check the position of the gasket around the complete circumference of the pipe.
h. If the gasket is not in its proper position, disassemble the joint and inspect the gasket for cuts or damage:
1) If gasket is damaged relay the pipe with a new gasket. 2) If the gasket is not damaged, relay the pipe.

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2. Flange joints:
a. Flanges:
1) Apply lining and coating to the steel pipe section as specified in this Section.
b. Flange bolts: As specified in Section 02001 - Common Work Results for General Piping.

3. Welded joints:
a. Weld joints in accordance with the AWWA C206 for Field Welding of Steel Water Pipe and AWS D1.1 Structural Welding Code. Contractor shall provide adequate ventilation for welders and for City and Construction Manager to observe welds:
1) Unless otherwise specified, welds shall be full circle fillet welds. 2) Exterior joint welding shall be completed before application of field applied joint coating for pipe 42 inches and smaller.
3) It will be acceptable to weld the joint from the inside after the exterior joint coating and backfilling has been done for pipe 48 inches and larger, if it can be demonstrated that this procedure will not damage the exterior joint coating.
b. A Welding Procedure Qualification (WPQ) and Procedure Qualification Record (PQR) shall be approved by Engineer before welding of joints begins. The procedure shall be in accordance with AWWA C206 and AWS D1.1.
c. Adequate provisions for reducing temperature stresses shall be the responsibility of Contractor.
d. If the Contractor chooses to use Weld after Backfill (WAB), special techniques shall be used to limit damage to the exterior coating system:
1) Hand (stick) welding shall be used.
2) The maximum heat input shall not exceed 23,000 joules. 3) One test joint shall be provided for each welder.
4) After welding, the test joint shall be excavated to verify no unacceptable damage to the exterior coating system.
5) Should the inspection of the exterior coating reveal damage in the opinion of the Engineer, the test will be considered a failure and the coating will be removed and replaced at no additional cost to City. 6) The test for the failed welder may be repeated on another joint at Contractor's option with the approval of Engineer.
7) After the pipe has been joined and properly aligned and prior to the start of the welding procedure, the spigot and bell shall be made essentially concentric by tacking to obtain a 1/8 inch maximum clearance tolerance around the periphery of the joint.
8) In no case shall the clearance tolerance be permitted to accumulate. 9) Before welding, thoroughly clean pipe ends to bare metal. 10) All welding shall be hand welding to avoid damage to the coating system.
11) Cover the lining and/or coating as necessary to protect from welding splatter.
e. Furnish labor, equipment, tools and supplies to construct the work as required in the Contract Documents.
1) Protect welding rod from deterioration.
2) If any portion of a box or carton is damaged, reject the entire box or carton.

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4. Restrained joints:
a. Double fillet-welded lap joints are required for areas of restrained length determined in accordance with AWWA Manual M-11 and as required for pipeline bending:
1) The length of restraint must extend up to the full length required by the Calculation in accordance with AWWA Manual M-11.
2) Joints that are determined to be partially restrained must always be rounded up to the nearest full length.
b. Restrain with single fillet welds on lap joints as required by AWWA Manual M-11:
1) The length of restraint must extend up to the full length required by the Calculation in accordance with AWWA Manual M-11.
2) Joints that are determined to be partially restrained must always be rounded up to the nearest full length.

5. Shrinkage/expansion control joints:
a. Provide a deeper bell to accommodate thermal movement for which the minimum lap shall be 4 inches.
b. Location:
1) At intervals not exceeding 1,000 feet along welded reaches of the pipeline.
2) The first regular lap-welded field joints outside of each concrete encasement or structure.
3) Where the shrinkage/expansion control joints occur in a traveled roadway or other inconvenient location, the location of the joint may be adjusted to a convenient location.
c. Installation:
1) Lay the pipe with an initial lap of not less than 1 inch greater than the typical lap.
2) Install welded shrinkage control joint when:
a) The temperature is approximately the lowest during the workday.
b) At least 500 feet of pipe have been laid and the joints have been welded ahead of and in back of the shrinkage control joint. c) After backfill has been completed to at least 1 foot above the top of the pipe ahead and in back of the joint.

6. Butt-strap joints:
a. Dimensions shall be as indicated on the Drawings.
b. Joint stress analysis will be required for restrained joint areas on pipelines 36 inches and larger.

F. Protection of buried metal:

1. Coat buried ferrous metal that does not receive another coating such as bolts and flanges with heat shrink sleeves as specified in this Section.

2. Coat buried ferrous metal that does not receive another coating such as bolts and flanges which cannot be protected with heat shrink sleeves, with 2 wraps of wax tape and encase in controlled low strength material as specified in Section 02312 - Controlled Low Strength Material (CLSM).

G. Joint lining and coating repair:

1. As specified in this Section.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02696 (BidSet) H. Joint bonding:

1. As specified in Section 13100 - Cathodic Protection and as indicated on the Drawings.

3.02 FIELD QUALITY CONTROL
A. Perform field-testing as specified in Section 02001 - Common Work Results for General Piping.

B. The pipe manufacturer shall have a minimum of 5 years of experience in the fabrication and testing of outlets of similar size and configuration similar to those used on the Project.

3.03 CERTIFIED WELD INSPECTOR AND NON-DESTRUCTIVE EXAMINATION OF WELDS
A. City will retain the services of a certified weld inspector and non-destructive examination technician for the review of welding procedure specification, qualification, and individual welder's certifications.

B. Inspect full-penetration butt welds as follows:

1. Visual (VT) examine 100 percent of root passes of each full-penetration butt-welds:
a. Ground root pass prior to VT examination.

2. Visual (VT) and radiography (RT) examine 100 percent of final cover passes of each full-penetration butt-welds.

3. Acceptance criteria in accordance with ASME B31.3, Table 341.3.2 for the scheduled fluid service.

C. Inspect fillet welds as follows:

1. Visual (VT) examine 100 percent of fillet welds, including root and cover passes.

2. Magnetic particle (MP) examine 40 percent of fillet welds, including root and cover passes.

3. Acceptance criteria in accordance with ASME B31.3, Table 341.3.2 for the scheduled fluid service.

D. Non-destructive radiographic examination:

1. Qualified technician hired by City or Engineer to develop and interpret radiographic inspection procedure and radiographs.

2. Make radiographs of welds in accordance with ASTM E94 and ASTM E1032:
a. Approve in accordance with ASME BPVC Section V.
b. Use at least 1 penetrometer with each radiographic negative. c. Take 1 set duplicate films and submit to Engineer.

3. Develop radiographic film at the location where the radiography is performed:
a. Contractor and Engineer view the radiographs and have them interpreted independently by a qualified NDE technician.

4. Remove sharp protrusions made by film clips.
a. Select penetrometers and place in accordance with ASTM E94.

Steel Pipe: Buried
02696-21 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02696 (BidSet) b. If the penetrometer cannot be placed on the source side, make a technique shot in accordance with the procedures included in ASTM E94, to demonstrate the ability to produce an acceptable technique. c. Submit the technique shot radiograph for approval.

E. Test double-welded buttstrap joints using the compressed air and soap method.

1. Plug weld seal the threaded test fitting following successful completion of the test.

F. If the Contractor disagrees with the Engineer's interpretation of welding tests, additional test sections may be cut from the joint for physical testing:

1. Contractor is responsible for the expense of repairing the joint, regardless of the results of physical testing.

2. Engineer approval of joint repair procedure required before proceeding.

3.04 DEFECTS IN COATINGS EXCEPT CEMENT MORTAR AND TAPE WRAP A. Engineer will identify defective coating to be field repaired in accordance with the applicable AWWA standard:

1. Pipe joints exceeding the following defect maximum will be rejected:
a. Minor defects:
1) No more than 1.5 per 100 square feet of surface area. 2) 2 or more minor repairs within an 8-inches diameter circle will be considered a single repair.
3) Repairs for adhesion testing will not be included in the total number of repairs.
4) Repair in accordance with manufacturer's requirements. b. Major defects:
1) No more than 3 major repairs on each pipe joint.
2) No more than 30 percent repairs on the pipe surface area with defects.

2. Minor repairs:
a. Repairs less than 8-inches in the greatest dimension. b. Repair in accordance with manufacturer's requirements.

3. Major repairs:
a. Repairs that exceed 8-inches in the greatest dimension. b. Repair in accordance with manufacturer's requirements.

3.05 CEMENT MORTAR
A. Coating:

1. Engineer will identify defective cement mortar coating to be field repaired in accordance with AWWA C205:
a. Reject pipe with mortar coating defects on greater than 25 percent of the pipe surface.

B. Lining:

1. Field applied interior joint lining:
a. Field applied lining shall be of the same density, smoothness, and thickness as shop applied lining.

Steel Pipe: Buried
02696-22 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02696 (BidSet) b. After the backfill has been completed to final grade, fill interior joint recess with tightly packed cement mortar:
1) Trowel flush with the interior surface with no indentation or projection of the mortar exceeding 1/16-inch.
2) Remove excess cement mortar.

3.06 HEAT SHRINK SLEEVES
A. Apply heat shrink sleeve joint coating system as indicated on the Drawings:

1. No cement mortar coating is required.

2. Do not use heat shrink sleeves on complex shapes like couplings, valves, flanges, and other similar shapes.

3. Field prepare pipe joints in accordance with SSPC-SP 1 and SSPC-SP 3 to remove dirt, mud, oil, and grease prior to application of heat shrink sleeve.

4. Temperature requirements:
a. Preheat pipe uniformly in accordance with sleeve manufacturer’s requirements:
1) Monitor pipe temperature using a surface temperature gauge, infrared thermometer, or color changing crayons.
2) Protect preheated pipe from rain, snow, frost, or moisture with tenting or shields and do not permit the joint to cool.

5. Fill cracks, crevices, gaps, and step-downs greater than 1/8 inch with filler mastic:
a. Apply filler material in accordance with the manufacturer's requirements.

6. Overlap on a 1-inch wide step from outer wrap to middle wrap to inner wrap.

7. Completed joint sleeve fully adhered to the pipe and existing coating surface without voids:
a. Provide visible mastic beading along the full circumference of the sleeve. b. Wrinkling or excessive burns on the sleeves are not acceptable. c. Reject sleeves that do not meet requirements.
d. Make minor repairs using heat applied patch material specified for minor coating repairs.

8. Allow the sleeve to cool before backfilling:
a. In hot climates, provide shading from direct sunlight. b. Use water quenching only when permitted by the sleeve manufacturer.

9. Bury heat shrink sleeves as soon as practical after installation. Limit exposure to direct sunlight in accordance with manufacturer’s requirements.

10. Reject heat shrink joint coatings which have become wrinkled or disbonded because of prolonged exposure to UV light or thermal cycling.

11. Double coating of defective heat shrink coatings will be permitted if the second sleeve is wider to adhere directly to the pipe.

3.07 PLURAL COMPONENT EPOXY
A. Joints:

1. Field applied coating or lining shall be of the same density, smoothness, and thickness as shop applied coating or lining.

2. Comply with same application requirements as shop applied coating or lining:
a. Provide heating and/or dehumidification equipment as required to meet the environmental conditions necessary for proper coating application.

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3.08 PLURAL COMPONENT POLYURETHANE
A. Joints:

1. Field applied coating or lining shall be of the same density, smoothness, and thickness as shop applied coating or lining.

2. Comply with same application requirements as shop applied coating or lining:
a. Provide heating and/or dehumidification equipment as required to meet the environmental conditions necessary for proper coating application.

3.09 TAPE WRAP
A. Field applied coating shall be of the same density, smoothness, and thickness as shop applied coating.

B. Engineer will identify defective tape wrap coating to be field repaired in accordance with AWWA C214:

1. Pipe joints exceeding the defect maximum will be rejected. a. No more than 5 repairs.
b. No more than 2 areas of coating damage greater than 5 square feet.

C. Minor repairs:

1. Repairs less than 8 inches in the greatest dimension.

2. Complete minor repairs using a heat applied coating patch material.

3. Limit material removal to only damaged layers:
a. Carefully remove damaged layers by cutting the coating with a sharp knife without cutting undamaged layers.
b. Cut in a stepped fashion to expose 1-inch or more of the underlying tape layer for the circumference of the repair.

4. Cut patch material to overlap onto the undamaged coating a minimum of 2 inches on each side with 1-inch radius on each corner of the patch.

5. Apply patch material in accordance with manufacturer's requirements.

D. Major repairs:

1. Repairs that exceed 8-inches in the greatest dimension.

2. Complete major repairs:
a. With heat shrink sleeves as specified for joints.

3. Limit material removal to only damaged layers.
a. Carefully remove damaged layers by cutting the coating with a sharp knife without cutting undamaged layers.
b. Cut in a stepped fashion to expose 1-inch or more of the underlying tape layer for the circumference of the repair.
c. If corrosion layer is exposed:
1) Holiday test:
a) If a holiday is detected:
(1) Cut outer layers back to fully expose the holiday(s). (2) Retest for holidays.

4. Apply repair material in accordance with manufacturer's requirements or as specified in this Section.
a. Clean surfaces by solvent wiping and applying primer over the inner tape layer for a minimum of 6 inches onto the outer wrap in all directions.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02696 (BidSet) b. Cigarette wrap coating:
1) Apply first layer of repair coating, over lapping 1-inch or more onto undamaged coating in all directions:
a) On larger areas, lap the repair tape within a minimum of 1-inch overlap, offsetting the overlap from the previous layer overlap, until the area is properly covered.
b) If corrosion layer is repaired:
(1) Holiday test:
(a) If a holiday is detected.
(b) Cut outer layers back to fully expose the holiday(s). (c) Retest for holidays.
2) Repeat for each tape layer damaged with each succeeding layer applied at 90 degrees to the preceding layers and overlapping onto the undamaged coating a minimum of 2-inches.
3) Apply the last tape layer, use the cigarette wrap method for the full pipeline circumference covering any previous repair layers and overlapping a minimum of 2-inches onto undamaged coating:
a) Point ends of the cigarette wrap downward.
c. Heat shrink sleeves:
1) Width of sleeve: Equal to width of the damaged area plus 4-inch overlap.
2) Multiple sleeves may be used for larger repairs, but must be overlapped a minimum of 2 inches.

3.10 WAX TAPE COATING
A. Apply wax tap coating system in accordance with AWWA C217 and manufacturer's requirements.

B. Filler mastic:

1. Irregular shapes: Apply filler mastic between primer and wax tape.

2. Apply filler mastic by hand, working material on to metal to displace moisture to maximize adhesion.

3. Build up an even surface.

3.11 FIELD QUALITY CONTROL
A. Field test fabricated steel manifolds with the pipe to which they connect.

B. Weld testing:

1. Liquid penetrant testing:
a. As soon as possible after welding of pipeline joints, test fillet welds by the liquid penetrant inspection procedure in accordance with ASTM E165 under Method “B” and “Leak Testing”.
b. Chip out defects, rebell, and retest:
1) Upon retest, the repaired area shall show no leaks or other defects.

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3.12 CLEANING
A. Disinfection: Perform as specified in Section 01757 - Disinfection.

END OF SECTION

Polyvinyl Chloride (PVC) Pipe: Gravity
02705-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02705 (BidSet) SECTION 02705
POLYVINYL CHLORIDE (PVC) PIPE: GRAVITY
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Gravity sewer pipe and fittings in accordance with ASTM D3034 and ASTM F679 standards.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C923 - Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes, and Laterals.

2. D1784 - Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds.

3. D2321 - Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications.

4. D3034 - Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings.

5. D3212 - Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals.

6. F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe.

7. F679 - Standard Specification for Poly(Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings.

1.03 ABBREVIATIONS
A. PVC: Polyvinyl chloride.

B. SDR: Standard dimension ratio; the outside diameter divided by the pipe wall thickness.

1.04 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.

B. Product data: As specified in Section 02001 - Common Work Results for General Piping.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Protect from sunlight, scoring, and distortion.

B. Do not allow surface temperatures to exceed 120 degrees Fahrenheit.

C. Store and handle as recommended by manufacturer in published instructions.

Polyvinyl Chloride (PVC) Pipe: Gravity
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2.01 PIPE
A. Extruding and molding material: Virgin material containing no scrap, regrind, or rework material except where permitted in the referenced standards.

B. PVC compound: Cell classification 12454-C in accordance with ASTM D1784.

C. Stabilizers, antioxidants, lubricants, colorants, and other additives and fillers not to exceed 10 parts by weight per 100 of PVC resin in the compound.

D. Pipe less than or equal to 15-inch diameter:

1. In accordance with ASTM D3034.

2. Wall thickness SDR 26 or as specified in the Piping Schedule in Section 02001 - Common Work Results for General Piping.

3. Joints: Push-on in accordance with ASTM D3212.
a. Integral bell.
b. Factory installed gaskets meeting the requirements in accordance with ASTM F477.

E. Pipe greater than or equal to 18-inch diameter:

1. In accordance with ASTM F679.

2. Minimum pipe stiffness: PS115 in accordance with Table 1 in ASTM F679.

3. Joints: Push-on in accordance with ASTM D3212.
a. Integral bell.
b. Factory installed gaskets meeting the requirements in accordance with ASTM F477.

4. Bell:
a. Fabricated from pipe sections.
b. Bell wall thickness equivalent to pipe wall thickness.

5. Gasket ring: Locked into the bell.

6. Spigot end of the pipe: Marked by the manufacturer to identify the final in place position of the spigot in the bell.

2.02 FITTINGS
A. Same material as the pipe.

B. Minimum wall thickness: Same as the minimum wall thickness of the equivalent size pipe as specified in Table 1 of ASTM F679.

C. Supplied by the pipe manufacturer.

D. Factory molded with joints and gaskets equal to those of the pipe.

E. Gasket:

1. In accordance with ASTM F477.

2. Manhole adapter gasket: Stainless steel clamp with gasket or similar device to seal the penetration.

Polyvinyl Chloride (PVC) Pipe: Gravity
02705-3 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02705 (BidSet) F. Flexible gaskets for precast bases with a flexible pipe connection: In accordance with ASTM C923:

1. Manufacturer: One of the following or approved equal:
a. Press-Seal Gasket Corp.: PSX.
b. A-Lok Premium.

G. Waterstop grouting rings:

1. Manufacturer: One of the following or approved equal:
a. NPC.
b. Press-Seal Gasket Corp.

2.03 SOURCE QUALITY CONTROL
A. Mark pipe and fittings in accordance with ASTM D3034 and ASTM F679 as appropriate.

B. Mark the production control code on pipe and fittings.

PART 3 EXECUTION

3.01 INSTALLATION
A. General:

1. Install piping in accordance with ASTM D2321 and manufacturer's published installation instructions.

2. Provide plugs or caps for stubs and branch pipes left unconnected to laterals.

3. Lubricate and assemble joints in accordance with the pipe manufacturer's published instructions.

4. Trenching and backfill as specified in Section 02318 - Trenching.

5. For open cut installations, install underground warning tape as specified in Section 02003 - Pipe Identification.

6. Install pipe with tracer wire as specified in Section 02003 - Pipe Identification.

B. Connections to manholes:

1. Make connections to manholes with a manhole gasket that prevents infiltration and exfiltration through the penetrations using 1 of the following methods:
a. Precast bases with a flexible pipe connection:
1) Pipe connectors shall be cast into the base.
a) Pipe openings shall contain flexible gaskets.
2) Follow manufacturer's recommendation for lubrication to prevent damage to the gasket during pipe insertion.
3) When PSX gaskets are used, the take-up screws for the gasket clamps shall be positioned a minimum of 90 degrees apart. 4) Install and grout in place per manufacturer's instructions. b. Cast in place or precast bases using grouting rings:
1) Provide opening for connection large enough to allow subsequent grouting around the grouting ring.
2) Grout around the pipe penetration manhole gasket and seal the opening.

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3.02 FIELD QUALITY CONTROL
A. Test pipe as specified in Section 02009 - Piping Systems Testing.

B. Mandrel tests:

1. Perform initial mandrel test:
a. After cleaning and completion of other tests.
b. After placement and compaction of backfill.
c. Before construction of pavement or surfacing.
d. Not sooner than 30 days after pipe installation.
e. Not later than 60 days after installation.

2. Utilize a 9 rod mandrel with minimum length equal to NPS and diameter as follows:

Nominal Pipe Size (NPS) Mandrel Dia (in)
(SDR 35/PS46)
Mandrel Dia (in)
(SDR 26/PS 115)
6 5.45 5.33
8 7.28 7.11
10 9.08 8.87
12 10.79 10.55
15 13.20 12.90
18 16.13 15.76
21 19.00 18.57
24 21.36 20.87
27 24.06 23.51
30 27.68 27.04

3. Test procedure: Pull the mandrel through the line under test by 1 person, by hand, with reasonable effort, without the aid of mechanical equipment.

4. Failing test: Where the mandrel test is not successful, remove and replace the section of piping with the obstruction; test the piping again, including visible leaks test, pressure test with maximum leakage allowance, mandrel tests, and other specified tests:
a. Correction of excessive deflection or obstructions by methods other than removal of the affected piping and replacement of the removed piping with new piping will not be accepted.

END OF SECTION

High Density Polyethylene (HDPE) Pipe: AWWA C906
02707-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02707 (BidSet) SECTION 02707
HIGH DENSITY POLYETHYLENE (HDPE) PIPE: AWWA C906
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: High Density Polyethylene Pipe (HDPE), and fittings, 4-inch through 63-inch size.

1.02 REFERENCES
A. American Water Works Association (AWWA):

1. C906 – Standard for Polyethylene (PE) Pressure Pipe and Fittings, 4 inches Through 63 inches, for Water Distribution.

B. ASTM International (ASTM):

1. D1238 - Standard Test Method for Melt Flow Rates of Thermoplastics by Extrusion Plastometer.

2. D1505 - Standard Test Method for Density of Plastics by the Density-Gradient Technique.

3. D1599 - Standard Test Method for Resistance to Short-Time Hydraulic Pressure of Plastic Pipe, Tubing, and Fittings.

4. D1603 - Standard Test Method for Carbon Black Content in Olefin Plastics.

5. D2122 - Standard Test Method for Determining Dimensions of Thermoplastic Pipe and Fittings.

6. D2290 - Standard Test Method for Apparent Hoop Tensile Strength of Plastic or Reinforced Plastic Pipe by Split Disk Method.

7. D3261 - Standard Specification for Butt Heat Fusion Polyethylene (PE) Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing.

8. D3350 - Standard Specification for Polyethylene Plastic Pipe and Fittings Material.

9. F645 - Standard Guide for Selection, Design, and Installation of Thermoplastic Water-Pressure Piping Systems.

10. F714 - Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter.

C. International Organization of Standardization (ISO):

1. 10863 - Non-destructive testing of welds - Ultrasonic testing - Use of time-of-flight diffraction technique (TOFD).

D. Plastic Pipe Institute (PPI):

1. PE 4710.

1.03 ABBREVIATIONS
A. HDPE: High-density polyethylene.

High Density Polyethylene (HDPE) Pipe: AWWA C906
02707-2 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02707 (BidSet) B. ID: Inside diameter of piping or tubing.

C. OD: Outside diameter.

D. SDR: Standard dimension ratio.

1.04 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.

B. Shop drawings:

1. Detailed layout drawings showing alignment of pipes, location of valves, fittings, and appurtenances, types of joints, and connections to pipelines or structures.

C. Product data: As specified in Section 02001 - Common Work Results for General Piping:

1. Describe materials and installation equipment including fusion machine. a. Include optimum range of fusion conditions such as fusion temperature, interface pressure, and cooling time.

2. Pipe loads and structural calculations.

3. Installation instructions.

D. Qualifications of installation crew for high-density polyethylene pipe including qualifications of the fusion machine technician. Furnish proof of training in the use of fusion equipment.

1.05 QUALITY ASSURANCE
A. Markings on the pipe shall be in accordance with AWWA C906.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Protect piping materials from sunlight, scoring, and distortion.

B. Do not allow surface temperatures on pipe and fittings to exceed 120 degrees Fahrenheit.

C. Store and handle HDPE pipe and fittings as recommended by manufacturer in published instructions.

PART 2 PRODUCTS

2.01 GENERAL
A. In accordance with AWWA C906.

2.02 MATERIALS
A. Fittings: Same material as the pipe and of equal or greater pressure rating.

High Density Polyethylene (HDPE) Pipe: AWWA C906
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2.03 HDPE PIPING
A. General:

1. Pipe and fittings: High-density polyethylene.

2. Dimensions of pipe and fittings: Based on controlled outside diameter in accordance with ASTM F714:
a. SDR: As given in Piping Schedule, in Section 02001 - Common Work Results for General Piping; or, if not given, minimum thickness shall be SDR 9.
b. Pipe Diameter: IPS dimensions as specified in Section 02001 - Common Work Results for General Piping Pipe Schedule.

3. Pipe, fittings, and adapters: Furnished by the same manufacturer, or compatible with components in the same system and with components of other systems to which connected.

B. Materials:

1. Manufacturers: One of the following or equal:
a. Advanced Drainage Systems N-12 Dual Wall.
b. Approved equal.

2. Polyethylene: As listed by the PPI under the designation PE 4710; and have a minimum cell classification, in accordance with ASTM D3350, of 445574C:
a. Pipe and fittings: Manufactured from material with the same cell classification.
b. Manufacturer shall certify that pipe and fittings meet the above classifications.

3. Polyethylene fittings and custom fabrications:
a. Molded or fabricated.
b. Butt fusion outlets shall be made to the same outside diameter, wall thickness, and tolerances as the mating pipe.
c. All fittings and custom fabrications shall be fully rated for the same internal pressure as the mating pipe.
d. Pressure de-rated fabricated fittings are prohibited.

4. Molded fittings:
a. Manufactured in accordance with ASTM D3261, Butt Heat Fusion Polyethylene (PE) Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing, and shall be so marked.
b. Each production lot of molded fittings shall be subjected to the tests required under ASTM D3261.

5. X-ray inspection: The Manufacturer shall submit samples from each molded fittings production lot to x-ray inspection for voids, and shall certify that voids were not found.

6. Fabricated fittings:
a. Made by heat fusion joining specially machined shapes cut from pipe, polyethylene sheet stock, or molded fittings.
b. Rated for internal pressure service at least equal to the full service pressure rating of the mating pipe.

High Density Polyethylene (HDPE) Pipe: AWWA C906
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2.04 SOURCE QUALITY CONTROL
A. HDPE piping:

1. Manufacturer's quality control: The pipe and fitting manufacturer shall have an established quality control program responsible for inspecting incoming and outgoing materials.

2. Incoming polyethylene materials:
a. Inspected for density, melt flow rate, and contamination. b. The cell classification properties of the material shall be certified by the supplier and verified by manufacturer's quality control. c. Approved by quality control before processing into finished goods.

3. Outgoing materials shall be checked for:
a. Outside diameter, wall thickness, and eccentricity in accordance with ASTM D2122 at a frequency of at least once per hour.
b. Out of roundness at a frequency of at least once per hour. c. Straightness, inside and outside surface finish, markings and end cuts shall be visually inspected in accordance with ASTM F714 on every length of pipe:
1) Quality control shall verify production checks and test for:
a) Density in accordance with ASTM D1505 at a frequency of at least once per extrusion lot.
b) Melt Index in accordance with ASTM D1238 at a frequency of at least once per extrusion lot.
c) Carbon content in accordance with ASTM D1603 at a frequency of at least once per day in accordance with extrusion line. d) Quick burst pressure in accordance with ASTM D1599 at a frequency of at least once per day per line.
e) Ring Tensile Strength in accordance with ASTM D2290 at a frequency of at least once per day per line.
d. X-ray inspection shall be used to inspect molded fittings for voids, and knit line strength shall be tested. All fabricated fittings shall be inspected for joint quality and alignment.

4. Permanent records: The manufacturer shall maintain permanent QC and QA records.

5. Compliance tests:
a. Manufacturer's inspection and testing of the materials. 1) In case of conflict with manufacturer's certifications, the Contractor, Engineer, or City may request retesting by the manufacturer or have retests performed by an outside testing service.
2) All retesting shall be at the requestor's expense and shall be performed in accordance with this Section.

High Density Polyethylene (HDPE) Pipe: AWWA C906
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02707 (BidSet) PART 3 EXECUTION

3.01 INSTALLATION
A. General:

1. Where not otherwise specified, install piping in accordance with ASTM F645, or manufacturer's published instructions for installation of piping, as applicable to the particular type of piping.

2. Provide molded transition fittings for transitions from HDPE to metal or IPS pipe. Do not thread or solvent weld HDPE pipe.

B. Installation of HDPE piping:

1. Joining:
a. Heat fusion joining:
1) Joints between plain end pipes and fittings shall be made by butt fusion, and joints between the main and saddle branch fittings shall be made utilizing saddle fusion employing only procedures that are recommended by the pipe and fitting manufacturer.
2) The Contractor shall certify, in writing, that persons making heat fusion joints have received training in the manufacturer's recommended procedure and have had at least 3 years current experience in the heat fusion butt welding process.
3) The Contractor shall maintain records of trained personnel and shall certify that training was received not more than 12 months before commencing construction.
4) External and internal beads shall not be removed.
b. Heat fusion training services: The manufacturer shall provide training in the manufacturer's recommended butt fusion and saddle fusion procedures to the Contractor's installation personnel, and to the inspector(s) representing the City, prior to the start of construction. c. Mechanical joining:
1) Unless otherwise indicated on the Piping Schedule, HDPE pipe and fittings may be joined together or to other materials by means of flanged connections (flange adapters and back-up rings) or, where specifically indicated on the Drawings, flexible couplings designed for joining polyethylene pipe or for joining polyethylene pipe to another material.
2) Flexible couplings shall be fully pressure rated and fully thrust restrained such that when installed in accordance with
manufacturer's recommendations, a longitudinal load applied to the mechanical coupling will cause the pipe to yield before the mechanical coupling disjoins.

2. Installation:
a. General:
1) The Manufacturer shall package products for shipment in a manner suitable for safe transport by commercial carrier.
2) When delivered, a receiving inspection shall be performed, and any shipping damage shall be reported to the Manufacturer within 7 days. 3) Damaged pipe shall be promptly removed from the job site. 4) Installation shall be in accordance with Manufacturer's recommendations, and this specification.

High Density Polyethylene (HDPE) Pipe: AWWA C906
02707-6 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02707 (BidSet) 5) Prior to making a terminal connection of each individual run of HDPE pipe, the temperature of the pipe should be allowed to approach the service temperature at which the pipe is intended to operate. 6) All necessary precautions shall be taken to ensure a safe working environment in accordance with applicable codes and standards. b. Large diameter fabricated fittings: Fabricated fittings shall be butt fused to the end of a pipe.
c. Mechanical joint and flange installation:
1) Mechanical joints and flange connections shall be installed in accordance with the manufacturer's recommended procedure. 2) Flange faces shall be centered and aligned to each other before assembling and tightening bolts.
3) Every effort shall be made to ensure that the opposing faces of the flange assemblies mate up securely at a temperature approximately the same as the service temperature.
4) In no case shall the flange bolts be used to draw the flanges into alignment.
5) Bolt threads shall be lubricated, and flat washers shall be fitted under the flange nuts.
6) Bolts shall be evenly tightened according to the tightening pattern and torque step recommendations of the manufacturer.
7) At least 1 hour after initial assembly, flange connections shall be re-tightened following the tightening pattern and torque step recommendations of the manufacturer.
8) The final tightening torque shall be 100 feet-pounds or less as recommended by the manufacturer.
d. Pipe handling:
1) Lift, move, or lower pipe and fittings only with wide fabric choker slings.
2) Wire rope or chain shall not be used.
3) Slings shall be of sufficient capacity for the load, and shall be inspected before use.
4) Worn or defective equipment shall not be used.
e. Excavation, backfill material and backfilling and compacting.

3.02 FIELD QUALITY CONTROL
A. Butt fusion testing on pipe size 14 inches and larger:

1. The first fusion of each day shall be a trial fusion. a. The trial fusion shall be allowed to cool completely. b. Fusion test straps shall be cut out.
1) The test strap shall be 12 inches (minimum) or 30 times the wall thickness in length with the fusion in the center, and 1 inch (minimum) or 1.5 times the wall thickness in width.
c. Bend the test strap until the ends of the strap touch.

2. If the fusion fails at the joint, a new trial fusion shall be made, cooled completely and tested.

3. Butt fusion of pipe to be installed shall not commence until a trial fusion has passed the bent strap test.

High Density Polyethylene (HDPE) Pipe: AWWA C906
02707-7 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02707 (BidSet) B. Data logging and test data:

1. A data logger shall be installed on the fusion heated joining machine. Data on each joint shall be recorded by the data logger. Data to be recorded shall be minimum temperature of joint fusion and interface pressure of the fused joint.

2. Recorded data from the fusion data logger and the TOFD shall be transmitted to the City daily.

C. Pressure testing:

1. Conduct in accordance with Section 02009 - Piping Systems Testing.

2. Test pressures as specified in the Piping Schedule in Section 02001 - Common Work Results for General Piping.

3. Temperature of test water shall be no more than 73 degrees Fahrenheit.

END OF SECTION

Asphaltic Concrete Paving
02742A-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02742A (BidSet) SECTION 02742A

ASPHALTIC CONCRETE PAVING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Asphalt pavement on prepared subgrade or aggregate base course to lines, grades, and compacted thickness as indicated on the Drawings.

1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO):

1. T 209 - Standard Method of Test for Theoretical Maximum Specific Gravity and Density of Asphalt Mixtures.

B. ASTM International (ASTM):

1. D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft. lbf/f4^3)(2,700 kN-m/m3).

2. D1561 - Standard Practice for Preparation of Bituminous Mixture Test Specimens by Means of California Kneading Compactor.

C. Caltrans Standard Test Methods:

1. California Test 304 - Preparation of Bituminous Mixtures for Testing.

2. California Test 362 - Determining Asphalt Content in Bituminous Mixtures by Vacuum Extraction.

3. California Test 375 - Determining the In-Place Density and Relative Compaction of AC Pavement.

4. California Test 382 - Determining Asphalt Content in Bituminous Mixtures (Ignition Oven Method).

D. State of California Department of Transportation Standard Specifications, latest edition (Caltrans Standard Specifications):

1. Section 37 - Bituminous Seals.

2. Section 39 - Asphalt Concrete.

3. Section 92 - Asphalt Binders.

4. Section 94 - Asphaltic Emulsions.

5. Section 96 – Geosynthetics.

1.03 SUBMITTALS
A. Mix design.

B. Shop drawings.

C. Product data:

1. Asphalt.

2. Asphalt aggregate.

Asphaltic Concrete Paving
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3. Pavement reinforcing fabric.

4. Tack Coat application rate calculations.

D. Quality control submittals:

1. Test results.

2. Certificate of Compliance.

3. Certificate of Competence.

E. Equipment list.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Asphalt pavement delivery:

1. Transport the mixture from the mixing plant to the point of use in vehicles having tight bodies previously cleaned of foreign materials.

2. Treat bodies as necessary to prevent material from sticking to the bodies.

3. Cover each load with canvas or other suitable material of sufficient size and thickness to protect the asphalt mixture from the weather.

1.05 PROJECT CONDITIONS
A. Environmental requirements:

1. Asphalt concrete:
a. Place asphalt concrete only when surface is dry, and when atmospheric temperature in the shade is 40 degrees Fahrenheit and rising, or above 50 degrees Fahrenheit if falling.
b. Do not place asphalt concrete when weather is foggy or rainy, when base on which material is to be placed is in wet or frozen conditions, or when, in the opinion of the Engineer, weather conditions will prevent proper handling, finishing, or compaction of the mixtures.

2. Prime coat:
a. Do not apply prime coat when atmospheric temperature is below 60 degrees Fahrenheit.
b. Apply prime coat only when base course is dry or contains moisture not in excess of that which will permit uniform distribution and desired penetration.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. This Work shall consist of furnishing and mixing aggregate and asphalt binder at a central mixing plant, spreading and compaction of the mixture as specified and as indicated on the Drawings.

B. In general, asphalt concrete and asphalt concrete base shall conform to Section 39 “Asphalt Concrete,” and applicable referenced sections of the Caltrans Standard Specifications:

1. Where conflicts exist, this specification shall govern.

Asphaltic Concrete Paving
02742A-3 201631 September 2025
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2.02 ASPHALT PAVEMENT MATERIALS
A. Asphalts:

1. Asphalt binder: Steam-refined paving asphalt, PG 64-10, conforming to Section 92-1.02B “Performance Grades Asphalt Binders” of the Caltrans Standard Specifications.

2. Tack coat: Asphaltic emulsion, Grade SSA1, conforming to Section 94 of the Caltrans Standard Specifications.

B. Asphalt aggregate:

1. Aggregate shall conform to Section 39-2.02B(4)(b) of the Caltrans Standard Specifications for Type A HMA grading:
a. For pavement placed in multiple lifts:
1) Aggregate for the final lift (surface layer) shall be 1/2-inch maximum, medium.
2) Aggregate for all other lifts/layers shall be 3/4-inch maximum, medium.
b. For pavements placed in a single lift:

2. Aggregate shall be 1/2-inch maximum, medium.

3. The use of reclaimed asphalt pavement (RAP) in asphalt concrete and asphalt concrete base is prohibited.

C. Asphalt pavement shall be produced in a batch mixing plant, a continuous pugmill mixing plant, or dryer-drum mixing plant:

1. Proportioning shall conform to Section 39-2.01B(8)(a) of the Caltrans Standard Specifications.

2. Mixing shall conform to Section 39-2.01B(8)(a) of the Caltrans Standard Specifications.

2.03 AGGREGATE BASE COURSE
A. Aggregate base course: As specified in Section 02050 - Soils and Aggregates for Earthwork.

B. Aggregate base course shall be placed at the following locations:

1. At locations indicated on the Drawings.

2. Asphalt pavement.

C. Compacted thickness of aggregate base course shall be as indicated on the Drawings.

2.04 EQUIPMENT
A. Spreading and compacting equipment:

1. Spreading equipment shall conform to Section 39-2.01C(2) and applicable referenced sections of the Caltrans Standard Specifications:
a. Only in areas inaccessible to the machine, by approval of the Engineer, will hand spreading be permitted.

2. Compaction equipment shall conform to Section 39-2.01C(2) and applicable referenced sections of the Caltrans Standard Specifications.

Asphaltic Concrete Paving
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2.05 SOURCE QUALITY CONTROL
A. The Engineer will perform sampling and tests of materials in accordance with California Test Method Number 304 and California Test Method Number 362 or 382, as applicable. Samples will be taken from materials as delivered to the site.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions: Verify surfaces and site conditions are ready to receive work. If unsatisfactory conditions exist, do not commence installation until such conditions have been corrected. Beginning application means acceptance of existing conditions.

3.02 PREPARATION
A. Protection:

1. Protect concrete pavements and walks, curbs and bases, and other improvements adjacent to the operations with suitable materials.

2. Building and other surfaces shall be covered with paper or other protection, when required.

3. Contractor shall be responsible for any damage caused by Contractor’s employees. Damage caused by the Contractor’s operations shall be repaired to the satisfaction of the Engineer at no additional cost to City.

B. Subgrade preparation:

1. Immediately prior to applying prime coat or tack coat, or immediately prior to placing the asphalt pavement when prime coat or tack coat is not required, the subgrade to receive asphalt pavement shall conform to the compaction requirement and elevation tolerances specified for the material involved and shall be cleaned to remove any loose or extraneous material.

2. If the asphalt pavement is to be placed on an existing base or pavement that was not constructed as part of the contract, the Contractor shall clean the surface by sweeping, flushing, or other means to remove loose particles of paving, dirt, and other extraneous material immediately before applying the prime coat or tack coat.

3.03 TACK COAT
A. Tack coat:

1. A tack coat of asphaltic emulsion shall be applied to vertical surfaces of existing pavement, curbs, gutters, and construction joints in the surfacing against which additional material is to be placed, or as otherwise specified in this Section.

2. Tack coat shall be applied in one application at a rate according to Section 39-2.01A(3)(j) and residual rate requirements according to the mix design and application.

Asphaltic Concrete Paving
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3.04 ASPHALT PAVEMENT
A. Placing materials in a windrow, then picking it up and placing it in the asphalt paver with loading equipment, will be permitted provided that:

1. The asphalt paver is of such design that the material will fall into a hopper that has a movable bottom conveyor to feed and screed.

2. The loader is constructed and operated so that substantially of the material deposited into windrows is picked up and deposited into the paving machine.

3. The windrow is deposited only so far in advance of the paver to provide for continuous operation of the paver and not so far as to allow the temperature of the asphalt pavement in the windrow to fall below 260 degrees Fahrenheit.

B. Unless lower temperatures are directed by the Engineer, asphalt concrete shall be spread, and the first coverage of initial or breakdown compaction shall be complete before the surface temperature of the mixture drops below 250 degrees Fahrenheit.

1. Breakdown and intermediate compaction shall be completed before the surface temperature drops below 190 degrees Fahrenheit.

2. Compaction shall be completed before the surface temperature drops below 150 degrees Fahrenheit.

C. Asphalt pavement shall be spread and compacted in the number of layers and of the thicknesses indicated in the following table:

1. A thickness tolerance of within 0.1 inches is allowed for asphalt concrete.

2. A total thickness tolerance of within 0.2 inches is allowed for asphalt concrete base.

Total Thickness
Indicated on
Drawings(1)
Number
of Lifts
Top Layer
Thickness
(inches)
Next Lower
Layer
Thickness
(inches)
All Other Lower
Layer
Thicknesses
(inches)
Min. Max. Min. Max. Min. Max.
<2-3/4 inches 1 ----- ----- ----- ----- ----- -----
3 inches(2) 2 1-1/4 1-1/2 1-1/4 1-1/2 ----- -----
3-1/4 - 4-3/4 inches 2 1-3/4 2-1/4 1-3/4 3 ----- -----
>5 inches (3) 1-3/4 2-1/4 1-3/4 3 1-3/4 4-3/4
Notes:
(1) When pavement-reinforcing fabric is shown to be placed between layers of asphalt pavement, the thickness of asphalt pavement above the pavement-reinforcing fabric shall be considered to be the “Total Thickness Indicated on the Drawings” for the purpose of spreading and compacting the asphalt pavement above the pavement-reinforcing fabric.
(2) If approved by the Engineer, one lift of 3 inches may be placed. (3) At least 2 layers shall be placed if the total thickness is less than 5 inches. At least 3 layers shall be placed if the total thickness is more than 5 inches, and less than 10-1/2 inches. At least 4 layers shall be placed if the total thickness is greater than 10-1/2 inches.

Asphaltic Concrete Paving
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02742A (BidSet) D. A layer shall not be placed over another layer which exceeds 3 inches in compacted thickness until the temperature of the layer which exceeds 3 inches in compacted thickness is less than 160 degrees Fahrenheit at mid depth.

E. If the temperature of any layer drops below 140 degrees Fahrenheit, or if directed by the Engineer, apply tack coat before placing next layer.

F. Unless otherwise indicated on the Drawings, asphalt mixtures shall not be handled, spread, or windrowed in a manner that will stain the finished surface of any pavement or other improvements.

G. The completed mixture shall be deposited on the prepared subgrade at a uniform quantity per linear foot, as necessary to provide the required compacted thickness without resorting to spotting, picking up, or otherwise shifting the mixture.

H. Spreading:

1. All layers of asphalt pavement shall be spread with an asphalt paver and shall conform to Section 39-2.01C and applicable referenced sections of the Caltrans Standard Specifications.

2. At locations where the asphalt pavement is to be placed over areas inaccessible to spreading and rolling equipment, layers of asphalt pavement shall be distributed directly out of the back of the dump truck and spread by hand:
a. Asphalt pavement spread by hand shall be compacted thoroughly to the required lines, grades, and cross-sections by means of pneumatic tampers, or by other methods that will produce the same degree of compaction as pneumatic tampers.

I. Compaction:

1. Compaction of asphalt pavement shall conform to Sections 39-2.01C, and applicable referenced sections of the Caltrans Standard Specifications.

2. Percent of maximum theoretical density for each layer of asphalt pavement shall be 91 to 97 percent. Theoretical maximum density to be determined using AASHTO T 209 and Caltrans Standard Specifications Section 39.

J. Segregation shall be avoided, and the surfacing shall be free of pockets of coarse or fine material. Asphalt pavement containing hardened lumps shall not be used:

1. In areas inaccessible to paving and compacting equipment where spreading is done by hand, minimize the amount of segregation.

K. Location of longitudinal joints in the top layer will be determined by the Engineer and shall not adversely affect the quality of the finished product.

L. At locations, or as directed by the Engineer, the asphalt concrete shall be square and at least 1-inch thick when conforming to existing surfacing. Tapering or feathering is not allowed.

Asphaltic Concrete Paving
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3.05 FIELD QUALITY CONTROL
A. Contractor shall control the quality of Work and shall provide adequate testing to ensure compliance with these Specifications:

1. The type and size of the samples shall be suitable to determine conformance with stability, density, thickness, and other specified requirements. Use an approved power saw or core drill for cutting samples. Furnish tools, labor, and materials for cutting samples, testing, and replacing the pavement where samples were removed. Take a minimum of 1 sample for every 4,000 square feet of asphalt pavement placed.

2. Where open graded friction course is to be placed, core samples shall be taken prior to friction course placement.

B. All asphalt pavement shall match the grades indicated on the Drawings and shall be completely free from unintended hollows and high spots:

1. After completion of paving work, paving shall be flooded with water. Any ponding that results in standing water greater than 3/4 inch in depth shall be ringed with chalk. Such hollows shall be corrected by removing and replacing the asphalt concrete. The asphalt concrete patch shall be square and at least 1-inch thick when conforming to existing surfacing. Tapering or feathering is not allowed.

C. Contractor shall perform in-place density and compaction tests of the completed pavement in accordance with California Test Method Number 375, to determine compliance with the specified requirements. Submit test results to Engineer for approval.

D. Cracks, settling of surface, improper drainage, improper compaction, and sloppy connection to previously laid surfaces will be construed as improper workmanship and will not be accepted.

3.06 MAINTENANCE OF PAVEMENT
A. Upon completion of final rolling, traffic shall not be permitted on the finished pavement for at least 6 hours, or until the asphalt pavement has cooled sufficiently to withstand traffic without being deformed.

3.07 WORKMANSHIP AND WARRANTY
A. Contractor shall provide written warranty against defects in materials or workmanship for a period of not less than 1 year upon completion of Work.

END OF SECTION

Concrete Curbs, Gutters, and Sidewalks
02772-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02772 (BidSet) SECTION 02772

CONCRETE CURBS, GUTTERS, AND SIDEWALKS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Concrete curbs, gutters, sidewalks, driveways, access ramps, and alley intersections.

1.02 SUBMITTALS
A. Product data: Submit data completely describing products.

B. Samples: Submit samples when requested.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements: Construct various types of concrete curb, gutter, sidewalk, driveways and alley intersections to dimensions and details indicated on the Drawings.

2.02 MATERIALS
A. Concrete: Class A, as specified in Section 03300 - Cast-In-Place Concrete.

B. Curb finishing mortar: 1 part portland cement to 2 parts sand.

C. Form release material: Light oil or other releasing agent of type which does not discolor concrete or interfere with the application of finishing mortar to curb tops and faces.

D. Joint materials:

1. Expansion: As specified in Section 03150 - Concrete Accessories.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of Conditions:

1. Verify field conditions, including subgrade condition and interferences, before beginning construction.

Concrete Curbs, Gutters, and Sidewalks
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3.02 PREPARATION
A. Surface preparation:

1. Subgrade:
a. Construct and compact true to grades and lines indicated on the Drawings and requirements as specified Section 02050 - Soils and Aggregates for Earthwork.
b. Remove soft or unsuitable material to depth of not less than 6 inches below subgrade elevation and replace with satisfactory material.

2. Forms and subgrade: Water immediately in advance of placing concrete.

3.03 INSTALLATION
A. Special techniques:

1. Contractor's option:
a. Construct concrete curbs and gutters by conventional use of forms, or by means of curb and gutter machine when acceptable to the Engineer. b. When use of machines designed specifically for work of this Section are accepted by the Engineer, results must be equal to or better than those produced by use of forms.
c. Applicable requirements of construction that apply to use of forms also apply to use of machines.
d. Discontinue use of machines when results are not satisfactory to the Engineer.

B. Forms:

1. Carefully set to line and grade and securely stake in position forms conforming to dimensions of items to be constructed.

2. Thoroughly clean prior to each use and coat with form releasing material.

C. Expansion and weakened-plane joints:

1. Expansion joints:
a. Construct vertically, and at right angles to centerline of street and match joints in adjacent pavement or sidewalks.
b. Constructed at radius points, driveways, alley entrances, and at adjoining structures.
c. Fill joints with expansion joint filler material.

2. Weakened-plane joints:
a. Construct as indicated on the Drawings.
b. .Match joint locations and details in adjacent curbs, gutters, and sidewalks.

D. Concrete:

1. Placing:
a. Thoroughly spade concrete away from forms so that no rock pockets exist next to forms and so that no coarse aggregate will show when forms are removed.

2. Compacting:
a. Compact by mechanical vibrators accepted by the Engineer. b. Continue tamping or vibrating until mortar flushes to surface and coarse aggregate is below concrete surface.

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3. Form removal:
a. Front form faces: Do not remove before concrete has taken initial set and has sufficient strength to carry its own weight.
b. Gutter and rear forms: Do not remove until concrete has hardened sufficiently to prevent damage to edges. Take special care to prevent damage.

4. Finishing and curing: Comply with requirements as specified in Section 03366 - Tooled Concrete Finishing except as modified here:
a. As soon as curb face forms are stripped, apply finishing mortar to the top and face of curb and trowel to a smooth, even finish. Finish with fine haired broom in direction of work.
b. Where curb is installed without integral gutter, extend finish 2 inches below grade.
c. Edge concrete at expansion joints to 1/4 inch radius. d. Flow lines of gutters shall be troweled smooth 4 inches out from curb face for integral curb and gutter and 4 inches on both sides of flowline for gutters without curbs.

E. Backfilling:

1. Unless otherwise specified, backfill behind curbs, gutters, or sidewalks with soil native to area and to lines and grades indicated on the Drawings.

3.04 FIELD QUALITY CONTROL
A. Tests:

1. Curbs and gutters:
a. Test face, top, back, and flow line with 10 foot straightedge or curve template longitudinally along surface.
b. Correct deviations in excess of 1/4 inch.

2. Gutters:
a. Frequency of testing: When required by the Engineer, where gutters have slope of 0.8 foot per 100 feet or less, or where unusual or special conditions cast doubt on capability of gutters to drain. b. Test method: Establish flow in length of gutter to be tested by supplying water from hydrant, tank truck, or other source.
c. Required results:
1) 1 hour after supply of water is shut off, inspect gutter for evidence of ponding or improper shape.
2) In event water is found ponded in gutter to depth greater than 1/2 inch, or on adjacent asphalt pavement, correct defect or defects in manner acceptable to the Engineer without additional cost to the Contract.

Concrete Curbs, Gutters, and Sidewalks
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3.05 ADJUSTING
A. Repair portions of concrete damaged while stripping forms or, when damage is severe, replace such work at no additional cost to the Contract. Evidence of repairs shall not be noticeable in the finished product.

B. Remove and replace sections of work deficient in depth or not conforming to requirements indicated on the Drawings and specified in the Specifications at no additional cost to the Contract. Removal and replacement shall be the complete section between 2 joints.

END OF SECTION

Fences and Gates
02820-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02820 (BidSet) SECTION 02820

FENCES AND GATES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Fence, framework, fabric, and accessories.

2. Excavation for post bases and concrete foundation for posts.

3. Manual gates and related hardware.

4. Gate operators.

1.02 REFERENCES
A. ASTM International (ASTM):

1. A121 - Standard Specification for Metallic-Coated Carbon Steel Barbed Wire.

2. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

3. A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

4. A385 - Standard Practice for Providing High-Quality Zinc Coatings (Hot-Dip).

5. A392 - Standard Specification for Zinc-Coated Steel Chain-Link Fence Fabric.

6. A702 - Standard Specification for Steel Fence Posts and Assemblies, Hot-Wrought.

7. F626 - Standard Specification for Fence Fittings.

8. F668 - Standard Specification for Polyvinyl Chloride (PVC) and Other Organic Polymer-Coated Steel Chain-Link Fence Fabric.

9. F1043 - Standard Specification for Strength and Protective Coatings on Steel Industrial Chain Link Fence Framework.

10. F1184 - Standard Specification for Industrial and Commercial Horizontal Slide Gates.

11. F2200 - Standard Specification for Automated Vehicular Gate Construction.

B. State of California Department of Transportation (Caltrans).

C. Underwriters Laboratories, Inc. (UL):

1. 325 - Standard for Door, Drapery, Gate, Louver, and Window Operators and Systems.

1.03 SUBMITTALS
A. Product data: Submit data completely describing products.

B. Shop drawings:

1. Remote and automatic gates: Submit drawings showing connection details indicating methods and means of mounting, attaching, and installing operators and locks to gates, including wiring diagrams.

Fences and Gates
02820-2 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02820 (BidSet) C. Samples: Provide for polyvinyl chloride coated fabric and accessories.

D. Quality control submittals:

1. Certificates of compliance: Provide certification that materials conform to referenced specifications.

2. Qualifications: Provide installer's references and list of local references.

3. Manufacturer's instructions: Provide for gate operator equipment.

E. Contract closeout submittals:

1. Operation and maintenance manuals: Provide for electrical and mechanical equipment.

1.04 QUALITY ASSURANCE
A. Pre-installation conference: Participate in conference, if required.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Storage and handling: Unload, store, and protect materials such that they are not damaged.

1.06 PROJECT CONDITIONS
A. Field measurements:

1. Verify actual field distances so that post spacing can be made uniform.

2. Verify and coordinate gate opening and column distances for driveway.

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. Chain link fence and gates: One of the following or equal:

1. Allied Tube and Conduit.

2. Master-Halco.

2.02 DESIGN AND PERFORMANCE CRITERIA
A. Design requirements:

1. Nominal fence and gate height: 8 feet.

2. Accessories:
a. “V” shaped 45-degree, double angle extension arms designed to carry total 6-strands of barbed wire, 3-strands on each arm for the full site perimeter.

B. Performance requirements:

1. Gate operator controls:
a. In addition to standard controls furnished with gate operators, make provisions for and provide terminal connection points for controls indicated

Fences and Gates
02820-3 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02820 (BidSet) on the Drawings and clearly indicated such connection points on operator control terminal board.
b. Operational sequence: Provide sequence as specified in Section 17100 - Control Strategies.

2.03 MATERIALS
A. Chain link fence:

1. Fabric:
a. Height:
1) Security fence: 8 feet 0 inch.
b. Anti-climb mesh: 1/4 inch.
c. Size wire: 9 gauge:
1) Coating: Zinc coating, ASTM A392, Class 1.
2) Tensile strength: 80,000 pounds per square inch minimum.

2. Framework: In accordance with ASTM F1043 Group 1A or 1C. Pipe shall be straight and conform to the following weights:

Pipe Size
Outside Diameter
(Inches)
Group IA
Weight
(Lbs/ft)
Group IC
Weight
(Lbs/ft)
1-5/8 2.27 1.84
1-7/8 2.72 2.28
2-3/8 3.65 3.12
2-7/8 5.79 4.64
3-1/2 7.58 5.71
4 9.11 6.56
6-5/8 18.97 -
8-5/8 24.70 -
a. Top tension wire:
1) Size: 7-gauge galvanized coil spring wire.
b. Bottom rail:
1) Size: 1 5/8 inches outside diameter.
c. Line posts:
1) Size: 2-5/8-inch outside diameter.
d. Terminal, corner, and pull posts:
1) Size: 2-7/8-inch outside diameter.
e. Coatings:
1) Group IA: External coatings in accordance with ASTM F1043 Type A; internal coatings in accordance with ASTM F1043 Type A. 2) Group IC: External coatings in accordance with ASTM F1043 Type B; internal coatings in accordance with ASTM F1043 Type D.

Fences and Gates
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3. Accessories:
a. Fence fittings: In accordance with ASTM F626:
1) Post top fittings:
a) Provide post caps that fit snugly over posts to exclude moisture.

Provide dome style caps for terminal posts and loop style caps for line posts.
b) Extension arms, "V" shaped 45-degree, double angle arms designed to carry total of 6 strands of barbed wire, 3 strands on each arm.
2) Rail and brace ends: Provide pressed steel or malleable castings that are cup shaped to receive rail and brace ends.
b. Fabric accessories:
1) Wire clips: Minimum 6 gauge hot-dip galvanized.
2) Tension bars: 1/4 inch by 3/4 inch, galvanized.
3) Steel bands: 11 gauge, 1 inch wide, hot-dip galvanized. 4) Bolts and nuts: 3/8-inch diameter.
5) Hog rings: 11 gauge.

B. Chain link and barbed wire gates:

1. Gate posts and concrete foundations for gate posts: Except where differently indicated on the Drawings, determine gate posts and concrete foundations for gate posts in accordance with following schedule:

Gate Leaf
Widths (Feet)
Gate Posts Foundations
Post O.D.

ASTM F1043 Group IA or IC
(Inches)
Diameter
(Inches)
Depth
(Feet)
Over 6 to 13 4 18 4

2. Chain link gates:
a. Frames and center supports: 1-7/8-inch outside diameter galvanized steel pipe that in accordance with ASTM F1043 Group IA or IC. b. Gate accessories:
1) Post top fittings:
a) Provide post caps that fit snugly over posts to exclude moisture. b) Provide dome style caps for terminal posts and loop style caps for line posts.
c) Post top fittings: Extension arms, "V" shaped 45 degree, double angle arms designed to carry total of 6 strands of barbed wire, 3 strands on each arm.
2) Corner fittings: Heavy pressed steel or malleable castings. 3) Gate tensioning:
a) Cross tensioning rods: 3/8 inch, galvanized.
b) Turnbuckles: Heavy duty.
4) Tension rods for 4-foot gates: 3/8 inch, easily adjustable, galvanized. 5) Gate frame corner fittings: Fitting designed for purpose, Manufacturer's standard.
6) Horizontal gate stiffeners: 1-5/8-inch outside diameter galvanized steel pipe that in accordance with ASTM F1043 Group IA or IC.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02820 (BidSet) 7) Gate hardware:
a) Catch and locking attachment: Combination steel or malleable iron catch and locking attachment of acceptable design. b) Stops:
(1) Type 1: Capable of holding gates open.
(2) Type 2: Center rest with catch.
c) Color: Match color of fabric.

2.04 EQUIPMENT
A. Double-leaf entrance gate:

1. Gate operator equipment:
a. Manufacturers: One of the following or equal:
1) LiftMaster, HDSW24UL.
b. Each gate leaf shall be operated by a separate motorized operator. c. Both gate leafs shall open and close at the same time. d. Switch:
1) Provide 1 key-operated switch station.
2) Located as indicated on the Drawings.
3) Shall allow for override of gate actuator and manual operation in the event of a power failure.
e. Furnish and install magnetic locking mechanisms from the same manufacturer as the gate operators to secure gate when closed. 1) LiftMaster MG13000 MagLock, or approved equal.
f. Provide gooseneck-mounting stands for switch station and key such stations alike.
g. Provide each electric operator unit built into compact enclosure mounted on heavy steel base.
1) Provide weatherproof and pad lockable enclosure.
2) Provide unit that is prewired and ready to be connected to power and control sources.
3) Provide operators capable of operating on nominal power supply as indicated on the Drawings.
4) Size motor to be capable of moving the weight of the gate. h. Automatic limit switch:
1) Provide automatic limit switch designed to stop gates in fully open or closed positions that is precision built gear type driven by chain drive from jackshaft of operator.
2) Provide limit switch drive so located that any safety friction disc clutch slippage or manual operation of gate shall not cause mistiming of operator mechanism.

B. Remotely operated gates: Provide each gate or leaf operator having following features:

1. Totally enclosed high starting torque motor separate from reduction system for ease of maintenance.

2. Starters:
a. Size and type: Provide size "O" contactor type, magnetic, reversing with electrical and mechanical interlocks.
b. Wiring: Provide completely prewired to terminal block ready for field installation.

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d. Control circuit: 24 VDC or 24 VAC.

3. Gear reducers:
a. Gear reducers: Heavy-duty worm gear type running in oil. b. Additional gears, sprockets, pulleys, and chain: Heavy-duty. c. Bearings: Permanently lubricated type.

4. Safety: Provide safety friction adjustable clutch capable of slipping if gate meets obstruction.

5. Limit switches: Accurate and easily adjustable capable of controlling travel in full open and closed positions.

6. Travel:
a. Provide maximum travel by heavy crank arm with modified harmonic action.
b. Provide gate travel that starts with smooth acceleration, keeps gradual speed, and then decelerate slowly into stop position.

7. Housing: Provide housing that completely protects operating mechanism against weather conditions.

8. Motors: 24VDC Brushless Continuous-Duty Moto.

2.05 FABRICATION
A. Shop finishing:

1. Galvanizing: For items not fabricated of galvanized materials hot-dip galvanize products after fabrication in accordance with following as applicable:
a. ASTM A123.
b. ASTM A153.
c. ASTM A385.

2. Mark galvanized products with name of galvanize, applicable ASTM designation, and weight of zinc coating.

3. Galvanize fabricated items complete, or in largest practicable sections.

4. Provide galvanizing at rate of 2.0 ounces per square foot, minimum.

5. Hardware:
a. Padlocks: Cadmium plated.
b. Chain: Galvanized.

B. Finish schedule:

1. Ferrous metal:
a. Typical: Clean, then hot-dip galvanize in accordance with galvanizing standards.

C. Field finish touch-up painting:

1. Galvanized repair paint: Apply paint having minimum dry film thickness of 2.0 to 3.5 mils.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions: Verify field conditions prior to construction.

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3.02 PREPARATION
A. Surface preparation:

1. Before locating fence posts grade ground to permit grade of fence to remain constant over any local elevations or depressions in ground line.

3.03 INSTALLATION
A. Chain link fences and gates:

1. General:
a. Install chain link fence and gates as indicated on the Drawings and specified in this Section.
b. Provide fence systems that are plumb, taut, true to line and grade, and complete in details.
c. Install fencing to generally follow finish grade of ground and provide pull posts at points where required to conform to change in grade. d. Install fencing such that space between bottom of fence and finish ground line does not exceed 3 inches.

2. Concrete foundation for fence posts:
a. Set fence posts in concrete foundations, that extend at least 3 feet into ground, and space posts not over 10 feet apart.
b. Provide concrete foundations having minimum of 10 inches in diameter for line posts and 12 inches in diameter for corners and gates. c. Provide foundations that extend minimum of 1 inch above finish grade and have tops that are shaped to slope to drain away from posts. d. Trowel finish tops of footings, and slope or dome to direct water away from posts.
e. Set keepers, stops, sleeves, tracks, eye bolts, and other accessories into concrete as required.
f. Wheel rolling area for sliding gates shall be steel-trowel smooth finish concrete.

3. Post bracing:
a. End corner, pull, and gate posts: Brace with same material as top rail and trussed to line posts with 3/8-inch rods and tighteners. b. Bracing end, corner, slope, and gate posts:
1) Brace to midpoint of nearest line post or posts with horizontal braces used as compression members.
2) Then from such line posts truss from brace back to bottom of end, corner, slope, or gate post with 3/8-inch steel truss rods with turnbuckles or other suitable tightening devices used as tension members.

4. Top tension wire:
a. Unless otherwise specified or indicated on the Drawings, install fencing with top tension wire and bottom rail.

5. Fabric:
a. Place fabric on outward facing side of the posts and install so that top edge projects over top rail of fence.
b. Stretch fabric taut and securely fasten to posts, top rail, and bottom tension wire.
c. Install tension wire parallel to line of fabric.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02820 (BidSet) d. Fabric: Connect fabric to:
1) Line posts with wire clips minimum every 14 inches.
2) Terminal, corner, and gate posts with tension bars tied to posts minimum 14 inches on center and with steel bands and bolts and nuts.
3) Tension wires with hog rings minimum 24 inches on center.

6. Post top fittings: Provide post tops with extension arms.

7. Swing gates:
a. Provide chain link fencing with swing gates, unless otherwise indicated on the Drawings or specified in this Section.
b. Provide swing chain link gates where indicated on the Drawings.

B. Barbed wire fence and gates:

1. Typical barbed wire fencing:
a. Construct 6-strand barbed wire fence with gates where indicated on the Drawings:
1) Posts:
a) Corner and gate posts and their braces: Set in concrete. b) Line posts: Firmly drive into ground with flat faces away from the property.
c) Corner posts: Install at changes in direction over 5 degrees. d) Pull posts: Provide at not more than 500 feet on centers.

3.04 FIELD QUALITY CONTROL
A. Manufacturer's field service:

1. Manufacturer shall check and test powered gates and accessories before acceptance.

2. Test gate operator through 10 full cycles and adjust operation without binding, scraping, or uneven motion.

3. Test limit switches for proper “at rest” gate position.

3.05 ADJUSTING
A. Adjust gate travel, stops, and operator position to meet field conditions.

3.06 CLEANING
A. Clean up surplus dirt, concrete, and other waste material and dress grade up upon completion of the work.

3.07 PROTECTION
A. Protect installed fences and gates against damage and, if damaged, repair prior to final acceptance.

END OF SECTION

Pavement Restoration and Rehabilitation
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02952 (BidSet) SECTION 02952

PAVEMENT RESTORATION AND REHABILITATION
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Resurfacing roads and paved surfaces in which surface is removed or damaged by installation of new work.

1.02 SUBMITTALS
A. Mix designs:

1. Prior to placement of asphalt concrete, submit full details, including design and calculations for the asphalt concrete mix proposed.

2. Submit gradation of aggregate base.

3. Submit proposed mix design of portland cement concrete.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:

1. Limiting dimensions:
a. Determine the exact lengths and dimensions of such roads, pavements, parking areas, and walks that will require removal and replacement for new work.
b. Join existing surfaces to terminals of new surfacing in smooth juncture.

2.02 MATERIALS
A. Aggregate base course: As specified in Section 02050 - Soil and for Earthwork.

B. Asphalt pavement: As specified in Section 02742A - Asphaltic Concrete Paving.

C. Portland cement concrete replacement material: Class A concrete as specified in Section 03300 - Cast-in-Place Concrete.

2.03 EQUIPMENT
A. Roads, pavements, parking areas, and walks:

1. Equipment requirements: Good condition, capable of performing work intended in satisfactory manner.

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2.04 ACCESSORIES
A. Material for painting asphalt concrete pavement: Tack coat as specified in Section 02742A - Asphaltic Concrete Paving.

PART 3 EXECUTION

3.01 INSTALLATION
A. Aggregate surface removal replacement:

1. When trench cut is in aggregate surfaced areas, replace aggregate base course material with material matching existing material compacted to 95 percent of its maximum density.

B. Pavement removal and temporary asphalt replacement:

1. Install temporary asphalt pavement or first course of permanent pavement replacement immediately following backfilling and compaction of trenches that have been cut through existing pavement.

2. Except as otherwise provided, maintain this temporary pavement in safe and reasonably smooth condition until required permanent pavement is installed.

3. Remove and dispose of temporary paving from project site.

4. Where longitudinal trench is partly in pavement, replace pavement to original pavement edge, on a straight line, parallel to centerline of roadway.

5. Where no part of longitudinal trench is in pavement, surfacing replacement shall only be required where existing surfacing materials have been removed.

C. Asphalt pavement replacement:

1. Replace asphalt pavement to same thickness as adjacent pavement and match as nearly as possible adjacent pavement in texture, unless otherwise indicated on the Drawings.

2. Cut existing asphalt pavements to be removed for trenches or other underground construction by wheel cutter, clay spade, or other device capable of making neat, reasonably straight and smooth cut without damaging adjacent pavement. Cutting device operation shall be subject to acceptance of Engineer.

3. Cut and trim existing pavement after placement of required aggregate base course and just prior to placement of asphalt concrete for pavement replacement, and paint trimmed edges with material for painting asphalt concrete pavement immediately prior to constructing new abutting asphalt pavements. No extra payment will be made for these items, and costs incurred in performing this work shall be incidental to pipe laying or pavement replacement.

4. Conform replacement of asphalt pavement to contour of original pavement.

D. Portland cement concrete pavement replacement:

1. Where trenches lie within portland cement concrete section of streets, alleys, sidewalks, and similar concrete construction, saw cut such concrete (to a depth of not less than 1-1/2 inches) to neat, vertical, true lines in such manner adjoining surfaces are not damaged.

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2. Place portland cement concrete replacement material to dimension as indicated on the Drawings.

3. Provide expansion joints that match existing.

4. Before placing replacement concrete, thoroughly clean edges of existing pavement and wash with neat cement and water.

5. Surface finish: Wood float finish.

E. Curb, gutter, and sidewalk replacement:

1. Where any concrete curb, gutter, or sidewalk has been removed or displaced, replace to nearest construction joints with new Class A curb, gutter, or sidewalk to same dimensions and finish as original construction that was removed:
a. Provide expansion joints of same spacing and thickness as original construction.

3.02 FIELD QUALITY CONTROL
A. Tests:

1. Asphalt concrete as specified in Section 02742A - Asphaltic Concrete Paving.

2. Concrete as specified in Section 03300 - Cast-in-Place Concrete.

B. Inspection:

1. Asphalt concrete:
a. Lay 10-foot straightedge parallel to centerline of trench when the trenches run parallel to street, and across pavement replacement when trench crosses street at angle.
b. Remove and correct any deviation in cut pavement replacement greater than 1/4 inch in 10 feet.

2. Portland cement concrete replacement pavement:
a. Lay 10-foot straightedge either across pavement replacement or longitudinal with centerline of gutter or ditch.
b. Remove and correct any deviation in cut pavement replacement greater than 1/4 inch in 10 feet.

END OF SECTION

Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete 03055-1 201631 September 2025
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ADHESIVE-BONDED REINFORCING BARS AND ALL THREAD RODS IN CONCRETE PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Bonding reinforcing bars and all thread rods in concrete using adhesives.

1.02 REFERENCES
A. American Concrete Institute (ACI).

1. 355.4 - Qualification of Post-Installed Adhesive Anchors in Concrete and Commentary.

B. American National Standards Institute (ANSI):

1. Standard B212.15 - Carbide Tipped Masonry Drills and Blanks for Carbide Tipped Masonry Drills.

C. ASTM international (ASTM):

1. C881 - Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete.

D. Concrete Reinforcing Steel Institute (CRSI).

E. ICC Evaluation Service, Inc. (ICC-ES):

1. AC308 - Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements.

F. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

G. Society for Protective Coatings (SSPC):

1. SP-1 - Solvent Cleaning.

1.03 DEFINITIONS
A. Evaluation Service Report (ESR): Report prepared by ICC-ES, or other testing agency acceptable to Engineer and to the Building Official, that documents testing and review of a product to confirm that it complies with the requirements of designated ICC-ES Acceptance Criteria, and to document its acceptance for use under the Building Code specified in Section 01410 - Regulatory Requirements.

1.04 SUBMITTALS
A. Product data: Technical data for adhesives, including:

1. Manufacturer's printed installation instructions (MPII).

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2. Independent laboratory test results indicating allowable loads in tension and shear for concrete of the types included in this Work, with load modification factors for temperature, spacing, edge distance, and other installation variables.

3. Handling and storage instructions.

4. Evidence of current listing under NSF-61 for use in contact with potable water.

B. Quality control submittals:

1. Special inspection: Detailed step-by-step instructions for the special inspection procedures required by the building code specified in Section 01410 - Regulatory Requirements.

2. For each adhesive to be used, Evaluation Report confirming that the product complies with the requirements of AC308 for both un-cracked and cracked concrete and for use in Seismic Design Categories A through F.

3. Installer qualifications:
a. Submit evidence of successful completion of adhesive manufacturer's installation training program.
b. Submit evidence of current certification for installation of inclined and overhead anchors under sustained tension loading.

C. Inspection and testing reports:

1. Inspections: Field quality control: Reports of inspections and tests. a. Inspections: Field quality assurance: Reports of special inspections and tests.

1.05 QUALITY ASSURANCE
A. Qualifications:

1. Installation requirements:
a. Have available at the site, and install anchors in accordance with, the adhesive manufacturer's printed installation instructions.

2. Installer qualifications:
a. Demonstrating successful completion of adhesive manufacturer's on-site training program for installation of adhesive-bonded anchors. b. Holding current certification for installation of adhesive-bonded anchors by a qualified organization acceptable to the Engineer and to the Building Official.
1) Organizations/certification programs deemed to be qualified are:
a) ACI-CRSI Adhesive Anchor Installer Certification Program. b) Adhesive anchor manufacturer's certification program, subject to acceptance by the Engineer and the Building Official.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Store and protect products as follows, unless more restrictive requirements are recommended by the manufacturer:

1. Store adhesives and adhesive components on pallets or shelving in a covered-storage area protected from weather.

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2. Control temperature to maintain storage within manufacturer's recommended temperature range.
a. If products have been stored at temperatures outside manufacturer's recommended range, test by methods acceptable to the Engineer to confirm acceptability before installing in the Work.

3. Dispose of products that have passed their expiration date.

1.07 PROJECT CONDITIONS
A. As specified in Section 01850 - Design Criteria.

B. Seismic Design Category (SDC) for structures: As specified in Section 01850 - Design Criteria.

PART 2 PRODUCTS

2.01 GENERAL
A. Like items of materials: Use end products of one manufacturer in order to achieve structural compatibility and singular responsibility.

B. Adhesives shall have a current Evaluation Report documenting testing and compliance with the requirements or ACI 355.4 and of ICC-ES AC308 for use with un-cracked concrete and with cracked concrete in the Seismic Design Category specified.

C. Bond reinforcing bars and all thread rods in concrete using epoxy adhesive unless other adhesives specified are specifically indicated on the Drawings or approved in writing by the Engineer.

D. For locations where adhesive will be in direct contact with potable water in the finished work, provide documentation of testing and listing under NSF-61. Testing shall be by a nationally recognized agency acceptable to the Engineer.

2.02 EPOXY ADHESIVE
A. Materials:

1. Meeting the physical requirements of ASTM C881, Type IV, Grade 3, Class B or C depending on site conditions.

2. 2-component, 100 percent solids, insensitive to moisture.

3. Cure temperature, pot life, and workability: Compatible with intended use and environmental conditions.

B. Packaging:

1. Disposable, self-contained cartridge system furnished in side-by-side cartridges designed to fit into a manually or pneumatically operated caulking

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a. Nozzle designed to dispense components in the proper ratio and to thoroughly blend the components for injection from the nozzle directly into prepared hole.
b. Provide nozzle extensions as required to allow full-depth insertion and filing from the bottom of the hole.

2. Container markings: Include manufacturer's name, product name, batch number, mix ratio by volume, product expiration date, ANSI hazard classification, and appropriate ANSI handling precautions.

C. Manufacturers: One of the following or equal:

1. Hilti, Inc., HIT-RE 500-V3.

2. Simpson Strong-Tie Co., Inc., SET-XP.

2.03 ALL THREAD RODS
A. Materials: As specified in Section 05120 - Structural Steel Framing for rods, nuts, and washers.

2.04 REINFORCING BARS
A. As specified in Section 03200 - Concrete Reinforcing.

PART 3 EXECUTION

3.01 GENERAL
A. Execution of this work is restricted to installers who have personally completed the adhesive manufacturer's on-site training for the products to be installed, and who are personally certified through a qualified certification program described under Quality Assurance and accepted by the Engineer and the Building Official.

1. Do not install holes or adhesive until training is complete.

B. Perform work in strict compliance with the accepted MPII and the following instructions. Where the accepted MPII and the instructions conflict, the MPII shall prevail.

C. Install reinforcing bars and all thread rods to embedment depth, and at spacing and locations indicated on the Drawings.

1. If embedment depth is not indicated, contact Engineer for requirements.

2. Do not install adhesive-bonded all thread rods or reinforcing bars in upwardly inclined or overhead applications unless accepted in advance by Engineer.

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3.02 PREPARATION
A. Do not begin installation of adhesive bonded anchors until:

1. Concrete has achieved an age of at least 21 days after placement.

2. On-site training in installation of adhesive bonded anchors by manufacturer's technical representative is complete. Do not drill holes in concrete or install adhesive and embeds in holes.

B. Review manufacturer's printed installation instructions (MPII) and "conditions of use" stipulated in the Evaluation Report before beginning work.

1. Bring to the attention of the adhesive manufacturer's technical representative any discrepancies between these documents and resolve before proceeding with installation.

C. Install adhesive bonded anchors in full compliance with manufacturer's printed installation instructions using personnel who have successfully completed manufacturer's on-site training for products to be used and who hold certifications specified in this Section.

D. Confirm that adhesive and substrate receiving adhesive are within manufacturer's recommended range for temperature and moisture conditions, and will remain so during the curing time for the product.

3.03 HOLE SIZING AND INSTALLATION
A. Drilling holes:

1. Determine location of reinforcing bars or other obstructions with a nondestructive indicator device, and mark locations with construction crayon on the surface of the concrete.

2. Do not damage or cut existing reinforcing bars, electrical conduits, or other items embedded in the existing concrete without prior acceptance by Engineer.

B. Hole drilling equipment:

1. Electric or pneumatic rotary impact type with medium or light impact. a. Installation of anchors in cored holes is not permitted. b. Set drill to "rotation only" mode, or to "rotation plus hammer" mode in accordance with the manufacturer's installation instructions and the requirements of the Evaluation Report.
c. Where edge distances are less than 2 inches and "rotation plus hammer" mode is permitted, use lighter impact equipment to prevent micro-cracking and concrete spalling during the drilling process.

2. Drill bits: Carbide-tipped in accordance with ANSI B212-15 unless otherwise recommended by the manufacturer or required as a "condition of use" in the Evaluation Report.
a. Hollow drill bits with flushing air systems are preferred. Air supplied to hollow drill bits shall be free of oil, water, or other contaminants that will reduce bond.

C. Hole diameter: As recommended in the manufacturer's installation instructions and the Evaluation Report.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03055 (BidSet) D. Hole depth: As recommended in the manufacturer's installation instructions to provide minimum effective embedment indicated on the Drawings.

E. Obstructions in drill path:

1. If an existing reinforcing bar or other obstruction is hit while drilling a hole, unless otherwise accepted by Engineer, stop drilling. Prepare and fill the hole with dry-pack mortar. Relocate the hole to miss the obstruction and drill another hole to the required depth.
a. Obtain Engineer's acceptance of distance between abandoned and relocated holes before proceeding with the relocation.
b. Allow dry-pack mortar to cure to a strength equal to that of the surrounding concrete before resuming drilling in the area. c. Epoxy grout may be substituted for dry-pack mortar when accepted by Engineer.

2. Avoid drilling an excessive number of holes in an area of a structural member, which would excessively weaken the member and endanger the stability of the structure.

3. When existing reinforcing steel is encountered during drilling and when specifically accepted by Engineer, enlarge the hole by 1/8 inch, core through the existing reinforcing steel at the larger diameter, and resume drilling at original hole diameter using pneumatic rotary impact drill.

4. Bent bar reinforcing bars: Where edge distances are critical, and interference with existing reinforcing steel is likely, if acceptable to Engineer, drill hole at 10 degree (or less) angle from axis of reinforcing bar or all thread rod being installed.

F. Cleaning holes:

1. Insert air nozzle to bottom of hole and blow out loose dust. a. Use compressed air that is free of oil, water, or other contaminants that will reduce bond.
b. Provide minimum air pressure of 90 pounds per square inch for not less than 4 seconds.

2. Using a stiff bristle brush with diameter that provides contact around the full perimeter of the hole, vigorously brush hole to dislodge compacted drilling dust.
a. Insert brush to the bottom of the hole and withdraw using a simultaneous twisting motion.
b. Repeat at least 4 times.

3. Repeat the preceding steps as required to remove drilling dust or other material that will reduce bond, and in the number of cycles required by the MPII and the Evaluation Report.

4. Leave prepared holes clean and dry.

5. Protect prepared and cleaned holes from contamination and moisture until adhesive is installed.

6. Re-clean and dry previously prepared holes if, in the opinion of the Engineer, the hole has become contaminated after initial cleaning.

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3.04 INSTALLATION OF ADHESIVE AND INSERTS
A. Clean and prepare inserts reinforcing bars and all thread rods:

1. Prepare embedded length of reinforcing bars and all thread rods by cleaning to bare metal. Inserts shall be free of oil, grease, paint, dirt, mill scale, rust, or other coatings that will reduce bond.

2. Solvent clean prepared reinforcing bars and all thread rods over the embedment length in accordance with SSPC SP-1. Provide an oil and grease free surface for bonding of adhesive to steel.

B. Fill holes with adhesive:

1. Starting at the bottom of the hole, fill hole with adhesive inserting the reinforcing bar or all thread rod.

2. Fill hole as nozzle is withdrawn without creating air voids.

3. Unless otherwise indicated on the Drawings, fill hole with sufficient adhesive so that excess adhesive is extruded out of the hole when the reinforcing bar or all thread rod is inserted.

4. Where necessary, seal hole at surface of concrete to prevent loss of adhesive during curing.

C. Installing reinforcing bars and all thread rods.

1. Unless otherwise indicated on the Drawings, install bars and rods perpendicular to the concrete surface.

2. Insert reinforcing bars and all thread rods into adhesive in accordance with manufacturer's recommended procedures.

3. Confirm that insert has reached the designated embedment in the concrete, and that adhesive completely surrounds the embedded portion.

4. Securely brace bars and all thread rods in place to prevent displacement while the adhesive cures. Bars and rods displaced during curing will be considered damaged and replacement will be required.

5. Clean excess adhesive from the mouth of the hole.

D. Curing and loading.

1. Provide and maintain curing conditions recommended by the adhesive manufacturer for the period required to fully cure the adhesive at the temperature of the concrete.

2. Do not disturb or load bonded embeds until manufacturer's recommended cure time, based on temperature of the concrete, has elapsed.

3.05 POST-INSTALLATION ACTIVITIES
A. Do not bend bars or all-thread rods after bonding to the concrete, unless accepted in advance by the Engineer.

B. Attachments to all thread rods:

1. After assemblies to be connected are placed, install nuts and washers for threaded rods as indicated on the Drawings.

2. Draw nuts down tight, using practices specified for "snug tight" installation of bolts in steel to steel connections.

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3.06 FIELD QUALITY CONTROL
A. Provide field quality control over the Work of this Section as specified in Section 01450 - Quality Control.

B. Do not allow work described in this Section to be performed by individuals who do not hold the specified certifications and who have not completed the specified job site training.

C. Manufacturer's services:

1. Before beginning installation, furnish adhesive manufacturer's technical representative to conduct on-site training in proper storage and handling of adhesive, drilling and cleaning of holes, and preparation and installation of reinforcing bars and all thread rods.
a. Provide notice of scheduled training to Engineer and to Special Inspector(s) not less than 10 working days before training occurs.

Engineer and Special Inspector may attend training sessions.

2. Submit record, signed by the manufacturer's technical representative, listing Contractor's personnel who completed the training. Only qualified personnel who have completed manufacturer's on-site training shall perform installations.

D. Field inspections and testing:

1. Hole drilling and preparation.

2. Results: Submit records of inspections and testing to Engineer by electronic copies within 24 hours after completion.

3.07 FIELD QUALITY ASSURANCE
A. Provide field quality assurance over the Work of this Section as specified in Section 01450 - Quality Control.

B. Special inspections, special tests, and structural observation:

1. Provide as specified in Section 01455 - Regulatory Quality Assurance.

2. Frequency of inspections:
a. Unless otherwise indicated on the Drawings or in this Section, provide periodic special inspection as required by the Evaluation Report for the product installed.
b. Provide continuous inspection for the initial installation of each type and size of adhesive bonded reinforcing bar and all thread rod. Subsequent installations of the same anchor may be installed with periodic inspection as defined in subsequent paragraphs.

3. Preparation:
a. Review Drawings and Specifications for the Work to be observed. b. Review adhesive manufacturer's MPII and recommended installation procedures.
c. Review Evaluation Report "Conditions of Use" and "Special Inspection" requirements.

4. Inspection: Periodic:
a. Initial inspection. Provide an initial inspection for each combination of concrete and reinforcing bar strength or concrete strength and all thread

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03055 (BidSet) rod material being installed. During initial inspection, observe the following for compliance with the installation requirements.
1) Concrete: Class (minimum specified compressive strength) and thickness.
2) Environment: Temperature conditions at work area, and moisture conditions of concrete and drilled hole.
3) Holes: Locations, spacing, and edge distances; verification of drill bit compliance with requirements; cleaning equipment and procedures; cleanliness of hole. Before adhesive is placed, confirm that depth and preparation of holes conforms to the requirements of the Contract Documents, the MPII, and the "conditions of use" listed in the Evaluation Report.
4) Adhesive: Product manufacturer and name; lot number and expiration date; temperature of product at installation; installation procedure. Note initial set times observed during installation. 5) Reinforcing bars and all thread rods: Material diameter and length; steel grade and/or strength; cleaning and preparation; cleanliness at insertion; minimum effective embedment provided.
b. Subsequent inspections: Subsequent installations of the same reinforcing bars or all thread rods may be performed without the presence of the special inspector, provided that:
1) There is no change in personnel performing the installation, the general strength and characteristics of the concrete receiving the inserts, or the reinforcing bars and all thread rods being used. 2) For ongoing installations, the special inspector visits the site at least once per day during each day of installation to observe the work for compliance with material requirements and installation procedures.

5. Inspection: Continuous.
a. Make observations as described under "Inspection - Periodic, Initial Inspection" during all drilling, cleaning, and bonding activities for all bars and rods installed.

6. Records of inspections:
a. Provide a written record of each inspection using forms acceptable to the Engineer and to the Building Official.
b. Submit electronic copies of inspection reports to Engineer within 24 hours after completion of inspection.

END OF SECTION

Epoxies
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EPOXIES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Epoxy.

2. Epoxy gel.

3. Epoxy bonding agent.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C881 - Standard Specification for Epoxy-Resin-Base Systems for Concrete.

2. C882 - Standard Test Method for Bond Strength of Epoxy-Resin Systems Used with Concrete by Slant Shear.

3. D638 - Standard Test Method for Tensile Properties of Plastics.

4. D695 - Standard Test Method for Compressive Properties of Rigid Plastics.

B. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

1.03 SUBMITTALS
A. General: Submit as specified in Section 01330 - Submittal Procedures.

B. Product Data: Submit manufacturer's data completely describing epoxy materials:

1. Submit evidence of conformance to ASTM C881. Include manufacturer’s designations of Type Grade, Class, and Color.

2. Submit documentation that materials meet or exceed the specified strength and performance characteristics. Indicate test methods and test results.

3. Submit documentation confirming listing under NSF-61.

C. Quality control submittals:

1. Manufacturer's installation instructions.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:

1. Provide epoxy materials that are new.

2. Store and use products within limitations set forth by manufacturer.

3. Perform and conduct work of this Section in neat orderly manner.

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2.02 MATERIALS
A. General:

1. Moisture tolerant, water-insensitive, two-component epoxy resin adhesive material containing 100 percent solids, and meeting or exceeding the performance properties specified when tested in accordance with the standards specified.

2. Listed under NSF-61 for use in direct contact with potable water.

B. Epoxy: Low viscosity product in accordance with ASTM C881; Types I, II and IV; Grade 1; Class C , except as modified in this Section.

1. Manufacturers: One of the following or equal:
a. Dayton Superior, Unitex Pro-Poxy 100.
b. Sika Corporation, Sikadur 35 Hi-Mod LV.

2. Required properties:

Table 1 - Material Properties - Epoxy
Property Test Method Required Results (“neat”)
Tensile Strength
(7-day)
ASTM D638 7,000 pounds per square inch, minimum.

Compressive Yield Strength
(7-day)
ASTM D695 10,000 pounds per square inch, minimum.

Bond Strength (harded
concrete to harded concrete
after 2-day cure)
ASTM C882 1,000 pounds per square inch, minimum.

Concrete failure before failure of epoxy.

Viscosity (mixed) 250-550 centipoise.

Notes: Testing results are for materials installed and cured at a temperature between 72 and 78 degrees Fahrenheit for
7 days, unless otherwise noted.

C. Epoxy gel: Non-sagging product in accordance with ASTM C881, Types I and IV, Grade 3, Class C.

1. Manufacturers: One of the following or equal:
a. Sika Corp., Sikadur 31, Hi-Mod Gel.

2. Required properties:

Table 2 - Material Properties - Epoxy Gel
Property Test Method Required Results (“neat”)
Tensile Strength
(7-day)
ASTM D638 2,000 pounds per square inch, minimum.

Compressive Yield
Strength
(7-day)
ASTM D695 8,000 pounds per square inch, minimum.

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Property Test Method Required Results (“neat”)
Bond Strength
(14-day)
ASTM C882 1,500 pounds per square inch, minimum.

Notes: Testing results are for materials installed and cured at a temperature between 72 and 78 degrees Fahrenheit for 7 days, unless otherwise noted.

D. Epoxy bonding agent: Non-sagging product in accordance with ASTM C881, Type II, Grade 3, Class C.

1. Manufacturers: One of the following or equal:
a. Sikadur 31 Hi-Mod Gel.

2. Required properties.

Table 3 - Material Properties - Epoxy Bonding Agent
Property Test Method Required Results
Tensile Strength
(7-day)
ASTM D638 3,300 pounds per square inch, minimum.

Compressive Yield
Strength
(7-day)
ASTM D695 8,300 pounds per square inch, minimum.

Bond Strength
(14-days)
ASTM C882 1,800 pounds per square inch, minimum.

Concrete failure before failure of epoxy bonding
agent.

Pot Life - Minimum 60 minutes at 73 degrees Fahrenheit.

Notes: Testing results are for materials installed and cured at a temperature between 72 and 78 degrees Fahrenheit for 7 days, unless otherwise noted.

PART 3 EXECUTION

3.01 INSTALLATION
A. Install and cure epoxy materials in accordance with manufacturer's installation instructions.

B. Epoxy:

1. Apply in accordance with manufacturer's installation instructions.

C. Epoxy gel:

1. Apply in accordance with manufacturer's installation instructions.

2. Use for vertical or overhead work, or where high viscosity epoxy is required.

3. Epoxy gel used for vertical or overhead work may be used for horizontal work.

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1. Apply in accordance with manufacturer's installation instructions.

2. Bonding agent will not be required for filling form tie holes or for normal finishing and patching of similar sized small defects.

END OF SECTION

Concrete Formwork
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CONCRETE FORMWORK
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Concrete formwork.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 117 - Specifications for Tolerances for Concrete Construction and Materials and Commentary.

B. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

C. Underwriters Laboratories (UL).

1.03 TERMINOLOGY
A. The words and terms listed below are not defined terms that require initial capital letters, but, when used in this Section, have the indicated meaning.

1. Green Concrete: Concrete with less than 100 percent of the minimum specified compressive strength (f’c).

1.04 SUBMITTALS
A. Information on proposed forming system:

1. Submit in such detail as the Engineer may require to assure themselves that intent of the Specifications can be complied with by use of proposed system.

2. Alternate combinations of plywood thickness and stud spacing may be submitted.

B. Form release agent. NSF 61 certification prepared by NSF, Underwriters Laboratories (UL) or other, similar, nationally recognized testing laboratory acceptable to the Engineer.

1.05 QUALITY ASSURANCE
A. Qualifications of formwork manufacturers: Use only forming systems by manufacturers having a minimum of 5 years of experience, except as otherwise specified, or accepted in writing by the Engineer.

B. Regulatory requirements: Install work of this Section in accordance with local, state, and federal regulations.

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2.01 DESIGN AND PERFORMANCE CRITERIA
A. Design requirements:

1. Design of concrete forms, falsework, and shoring in accordance with local, state, and federal regulations.

2. Design forms and ties to withstand concrete pressures without bulging, spreading, or lifting of forms.

B. Performance requirements:

1. Construct forms so that finished concrete conforms to shapes, lines, grades, and dimensions indicated on the Drawings.

2. It is intended that surface of concrete after stripping presents smooth, hard, and dense finish that requires minimum amount of finishing.

3. Provide sufficient number of forms so that the work may be performed rapidly and present uniform appearance in form patterns and finish.

4. Use forms that are clean and free from dirt, concrete, and other debris. a. Coat with form release agent if required, prior to use or reuse.

2.02 MANUFACTURED UNITS
A. Forms: Built-up plywood:

1. Built-up plywood forms may be substituted for prefabricated forming system subject to following minimum requirements:
a. Size and material:
1) Use full size 4-foot by 8-foot plywood sheets, except where smaller pieces are able to cover entire area.
2) Sheet construction: 5-ply plywood sheets, 3/4-inch nominal, made with 100 percent waterproof adhesive, and having finish surface that is coated or overlaid with surface which is impervious to water and alkaline calcium and sodium hydroxide of cement.
b. Wales: Minimum 2-inch by 4-inch lumber.
c. Studding and wales: Contain no loose knots and be free of warps, cups, and bows.

B. Forms: Steel or steel framed:

1. Steel forms:
a. Rigidly constructed and capable of being braced for minimum deflection of finish surface.
b. Capable of providing finish surfaces that are flat without bows, cups, or dents.

2. Steel framed plywood forms:
a. Provide forms that are rigidly constructed and capable of being braced. b. Plywood paneling: 5-ply, 5/8-inch nominal or 3/4-inch nominal, made with 100 percent waterproof adhesive, and having finish surface that is coated or overlaid with surface which is impervious to water and alkaline calcium and sodium hydroxide of cement.

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1. Effective, non-staining, bond-breaking coating compatible with form surfaces and concrete mixes used.

2. Certified for conformance to NSF 61 and leaving no taste or odor on the concrete surface.

D. Form ties:

1. General:
a. Provide form ties for forming system selected that are manufactured by recognized manufacturer of concrete forming equipment.
b. Do not use wire ties or wood spreaders of any form.
c. Provide ties of type that accurately tie, lock, and spread forms. d. Provide form ties of such design that when forms are removed, they locate no metal or other material within 1-1/2 inches of the surface of the concrete.
e. Do not allow holes in forms for ties to allow leakage during placement of concrete.

2. Cone-snap ties:
a. Cone-snap ties shall form a cone shaped depression in the concrete with minimum diameter of 1 inch at the surface of the concrete and minimum depth of 1-1/2 inches.
b. Provide neoprene waterseal washer that is located near the center of the concrete.

3. Taper ties:
a. Neoprene plugs for taper tie holes: Size so that after they are driven, plugs are located in center third of wall thickness.

E. Incidentals:

1. External angles:
a. Where not otherwise indicated on the Drawings, provide with 3/4-inch bevel, formed by utilizing true dimensioned wood or solid plastic chamfer strip on walkways, slabs, walls, beams, columns, and openings. b. Provide 1/4-inch bevel formed by utilizing true dimensioned wood or solid plastic chamfer strip on walkways, walls, and slabs at expansion, and construction joints.

2. Keyways: Steel, plastic, or lumber treated with form release agent.

PART 3 EXECUTION

3.01 EXAMINATION
A. Site verification of conditions:

1. Do not place concrete until forms have been checked for alignment, level, and strength, and mechanical and electrical inserts or other embedded items for correct location.

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3.02 INSTALLATION
A. Forms: Built-up plywood:

1. Studding:
a. Spaced at 16 inches or 24 inches on center.
b. Closer spacing may be required depending upon strength requirements of the forms, in order to prevent any bulging surfaces on faces of finished concrete work.
c. Install studs perpendicular to grain of exterior plys of plywood sheets.

2. Wales: Form wales of double lumber material with minimum size as specified in this Section.

3. Number of form reuses: Depends upon durability of surface coating or overlay used, and ability to maintain forms in condition such that they are capable of producing flat, smooth, hard, dense finish on concrete when stripped.

B. Forms: Steel or steel framed:

1. Steel forms:
a. Adequately brace forms for minimum deflection of finish surface.

2. Steel framed plywood forms:
a. Rigidly construct and brace with joints fitting closely and smoothly. b. Number of form reuses: Depends upon durability of surface coating or overlay used.

3. Built-up plywood forms: As specified in this Section may be used in conjunction with steel forms or steel framed plywood forms for special forming conditions such as corbels and forming around items which will project through forms.

C. Form bracing and alignment:

1. Line and grade: Limit deviations to tolerances which will permit proper installation of structural embedded items or mechanical and electrical equipment and piping.

2. Formwork:
a. Securely brace, support, tie down, or otherwise hold in place to prevent movement.
b. Make adequate provisions for uplift pressure, lateral pressure on forms, and deflection of forms.

3. When second lift is placed on hardened concrete: Take special precautions in form work at top of old lift and bottom of new lift to prevent:
a. Spreading and vertical or horizontal displacement of forms. b. Grout "bleeding" on finish concrete surfaces.

4. Pipe stubs, anchor bolts, and other embedded items: Set in forms where required.

5. Cracks, openings, or offsets at joints in formwork: Close those that are 1/16-inch or larger by tightening forms or by filling with acceptable crack filler.

D. Forms: Incidentals:

1. Keyways: Construct as indicated on the Drawings.

2. Reentrant angles: May be left square.

3. Level strips: Install at top of wall concrete placements to maintain true line at horizontal construction joints.

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4. Inserts:
a. Encase pipes, anchor bolts, steps, reglets, castings, and other inserts, as indicated on the Drawings or as required, in concrete.

5. Pipe and conduit penetrations:
a. Install pipe and conduit in structures as indicated on the Drawings, and seal with materials as specified in Section 07900 - Joint Sealants.

E. Form release agent:

1. Apply in accordance with manufacturer’s instructions.

F. Form ties:

1. Cone-snap ties: Tie forms together at not more than 2-foot centers vertically and horizontally.

3.03 FORM REMOVAL
A. General:

1. Keep forms in place, as specified in the following paragraphs, to provide curing and to protect concrete surfaces and edges from damage.

1. Immediately after forms are removed, carefully examine concrete surfaces, and repair any irregularities in surfaces and finishes as specified.

B. Form removal:

1. Do not remove forms from concrete which has been placed when outside ambient air temperature is below 50 degrees Fahrenheit until the following conditions are satisfied:
a. Concrete has sufficient strength to allow form removal without damage to surfaces.
a. At least 48 hours have elapsed since the end of concrete placement. b. Provisions are in place to maintain moisture for curing concrete, and temperature at or above the required minimum curing temperature specified.

2. Vertical forms:
a. Retain in place for a minimum of 24 hours after concrete is placed. b. If concrete has sufficient strength and hardness to resist surface or other damage after 24 hours, forms may be removed.

3. Other forms supporting concrete, and shoring: Retain in place as follows:
a. Formed sides of footings: 24 hours minimum.
b. Formed vertical sides of beams, girders, and similar members: 48 hours minimum.
c. Forms below slabs, beams, and girders: Until concrete strength reaches specified strength f’c or until shoring is installed.
1) Shoring for slabs, beams, and girders: Shore until concrete strength reaches minimum specified 28-day compressive strength.

3.04 SURFACE REPAIRS AND FINISHING
A. Immediately after forms are removed, carefully examine concrete surfaces, and repair any irregularities in surfaces and finishes as specified in Section 03300 - Cast-in-Place Concrete.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03102 (BidSet) B. Form ties: Remove form ties from surfaces. Fill tie holes as follows:

1. Remove form ties from surfaces.

2. Roughen cone shaped tie holes by heavy sandblasting before repair.

3. Dry pack cone shaped tie holes with dry-pack mortar as specified in Section 03600 - Grouting.

4. Taper ties:
a. After forms and taper ties are removed from wall, plug tie holes with neoprene plug as follows:
1) Heavy sandblast and then clean tie holes.
2) After cleaning, drive neoprene plug into each of taper tie holes with steel rod. Final location of neoprene plug shall be in center third of wall thickness. Bond neoprene plug to concrete with epoxy. 3) Locate steel rod in cylindrical recess and against middle of plug during driving.
a) At no time are plugs to be driven on flat area outside cylindrical recess.
b. Dry-pack of taper tie holes:
1) After installing plugs in tie holes, coat tie hole surface with epoxy bonding agent and fill with dry-pack mortar as specified in Section 03600 - Grouting.
a) Place dry-pack mortar in holes in layers with thickness not exceeding tie hole diameter and heavily compact each layer. b) Dry-pack the outside of the hole no sooner than 7 days after the inside of the hole has been dry packed.
c) Wall surfaces in area of dry-packed tie holes: On the water side of water containing structures and the outside of below grade walls:
(1) Cover with minimum of 10 mils of epoxy gel.
(2) Provide epoxy gel coating on wall surfaces that extend minimum of 2 inches past dry-pack mortar filled tie holes. (3) Provide finish surfaces that are free from sand streaks or other voids.

3.05 TOLERANCES:

A. Finished concrete shall conform to shapes, lines, grades, and dimensions indicated on the Drawings.

B. Construct work within the tolerances in accordance with ACI 117, except as modified in the following paragraphs or as indicated on the Drawings.

1. General:
a. At certain locations in the Work, tolerances required for equipment placement and operation may be more restrictive than the general tolerance requirements of this Section.
b. Confirm equipment manufacturers’ required tolerances for location and operation of equipment that will be installed, and construct concrete to satisfy those requirements.

2. Slabs:
a. Slope: Uniformly sloped to drain when slope is indicated on the Drawings. b. Slabs indicated to be level: Have maximum vertical deviation of 1/8-inch in 10-foot horizontal length without any apparent changes in grade.

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3. Circular tank walls:
a. The Contractor may deviate from finish line indicated on the Drawings by use of forms with chord lengths not to exceed 2 feet.

4. Inserts and embedments:
a. Set inserts and embedments to tolerances required for proper installation and operation of equipment or systems to which insert pertains. b. Maximum tolerances: As follows:

Item Tolerance
Sleeves and inserts Plus 1/8 Minus 1/8 inches.

Anchor bolts:

Projected ends Plus 1/4 Minus 0.0 inches.

Axial alignment Not more than 2 degrees off the
axis indicated on the Drawings.

Setting location Plus 1/16 Minus 1/16 inches.

All embedments Minimum 1 inch clearance from
reinforcing steel.
c. Securing embedded items in formwork by wiring or welding to reinforcement is not permitted.

C. Remove and replace work that does not conform to required tolerances. Procedures and products employed in and resulting from such re-work shall be acceptable to the Engineer.

END OF SECTION

Concrete Accessories
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CONCRETE ACCESSORIES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Waterstops.

2. Joint fillers.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D570 - Standard Test Method for Water Absorption of Plastics.

2. D624 - Standard Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers.

3. D638 - Standard Test Method for Tensile Properties of Plastics.

4. D746 - Standard Test Method for Brittleness Temperature of Plastics and Elastomers by Impact.

5. D747 - Standard Test Method for Apparent Bending Modulus of Plastics by Means of a Cantilever Beam.

6. D792 - Standard Test Methods for Density and Specific Gravity (Relative Density) of Plastics by Displacement.

7. D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

8. D1752 - Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction.

9. D2240 - Standard Test Method for Rubber Property - Durometer Hardness.

B. American National Standards Institute (ANSI):

1. A135.4 - Basic Hardboard.

C. U. S. Army Corps of Engineers (USACE):

1. CRD-C-572, Specification for Polyvinyl Chloride Waterstop.

1.03 SUBMITTALS
A. Product data:

1. Polyvinyl chloride waterstops: Complete physical characteristics.

2. Preformed expansion joint material: Sufficient information on each type of material for review to determine conformance of material to requirements specified.

B. Samples:

1. Polyvinyl chloride waterstop.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03150 (BidSet) C. Laboratory test reports: Indicating that average properties of polyvinyl chloride waterstops material and finish conform to requirements specified in this Section.

D. Quality control submittals:

1. Certificates of Compliance:
a. Written certificates that polyvinyl chloride waterstops supplied on this Project meet or exceed physical property in accordance with USACE CRD-C-572 and the requirements of this Section.

2. Manufacturer's instructions: For materials specified in this Section that are specified to be installed with such instructions.

1.04 QUALITY ASSURANCE
A. Mock-ups:

1. Welding demonstration:
a. Demonstrate ability to weld acceptable joints in polyvinyl chloride waterstops before installing waterstop in forms.

B. Field joints:

1. Polyvinyl chloride waterstops field joints: Free of misalignment, bubbles, inadequate bond, porosity, cracks, offsets, and other defects which would reduce the potential resistance of material to water pressure at any point.

Replace defective joints. Remove faulty material from site and disposed of by Contractor at its own expense.

C. Inspections:

1. Quality of welded joints will be subject to acceptance of Engineer.

2. Polyvinyl chloride waterstop: Following defects represent partial list that will be grounds for rejection:
a. Offsets at joints greater than 1/16 inch or 15 percent of the material thickness, at any point, whichever is less.
b. Exterior crack at joint due to incomplete bond, which is deeper than 1/16 inch or 15 percent of material thickness, at any point, whichever is less.
c. Any combination of offset or crack that will result in net reduction in cross section of waterstop in excess of 1/16 inch or 15 percent of material thickness, at any point, whichever is less.
d. Misalignment of joint that will result in misalignment of waterstop in excess of 1/2 inch in 10 feet.
e. Porosity in welded joint as evidenced by visual inspection. f. Bubbles or inadequate bonding.

PART 2 PRODUCTS

2.01 JOINT FILLERS
A. General:

1. Use specific type in applications as indicated on the Drawings.

2. Do not use scrap or recycled materials to manufacture joint fillers.

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1. Bituminous fiber expansion joint material:
a. Properties:
1) Thickness: To match joint width indicated on the Drawings. 2) Asphalt-impregnated fiber in accordance with ASTM D1751. b. Manufacturers: One of the following or equal:
1) Durajoint.
2) W.R. Meadows, SealTight Fibre Expansion Joint.

2. Synthetic sponge rubber expansion joint material:
a. Properties:
1) Thickness: As recommended for width indicated on the Drawings. 2) Material in accordance with ASTM D1752, Type I.
b. Manufacturers: One of the following or equal:
1) Williams Products Inc., Everlastic 1300.
2) W.R. Meadows, SealTight Sponge Rubber.

2.02 WATERSTOPS
A. Waterstops - polyvinyl chloride (PVC):

1. Manufactured from prime virgin polyvinyl chloride plastic compound containing the plasticizers, resins, stabilizers, and other materials necessary to meet the requirements as specified in this Section.

2. Manufacturers: One of the following or equal:
a. Vinylex Corp.
b. Sika Corp., Greenstreak PVC Waterstop.

3. Type: Ribbed waterstop:
a. Construction joints: 6-inch wide ribbed type.
b. Expansion joint for wall penetrations for concrete encased electrical duct banks: 6-inch ribbed type with hollow center bulb.
c. Expansion joints: 9-inch wide ribbed type with hollow center bulb. d. Dumbbell-type waterstop will not be allowed unless otherwise specified or indicated on the Drawings.
e. No scrap or reclaimed material shall be used.

4. Properties as indicated in the following table:

Physical Characteristics Test Method Required Results
Specific Gravity ASTM D792 Not less than 1.3.

Hardness ASTM D2240 70 to 90 Type A15 Shore durometer.

Tensile Strength ASTM D638 Not less than 2,000 pounds per square inch.

Ultimate Elongation ASTM D638 Not less than 300 percent.

Alkali Extraction CRD-C-572 Change in weight after 7 days: Between minus 0.1 percent and plus

0.25 percent.

Change in hardness after 7 days: Not
more than plus 5 points.

Low Temperature Brittle Point ASTM D746 No sign of cracking or chipping at -35 degrees Fahrenheit.

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Water Absorption ASTM D570 Not more than 0.15 percent after 24 hours.

Accelerated Extraction Test CRD-C-572 Tensile strength: Not less than 1,600 pounds per square inch.

Elongation: Not less than 280 percent.

Stiffness in Flexure ASTM D747 Not less than 600 pounds per square inch.

Tear Resistance ASTM D624 Not less than 225 pounds per inch.

Thickness - 3/8 inch.

Center Bulb
6-inch Waterstops - 7/8 inch or 1-inch nominal outside
diameter.
9-inch Waterstops - For expansion joints 1 inch and
narrower: 1-inch nominal outside
diameter.

For expansion joints wider than 1 inch:
2-inch nominal outside diameter.

Allowable Tolerances
Width - Plus or minus 3/16 inch.

Thickness - Plus or minus 1/32 inch.

B. Waterstops - hydrophilic rubber:

1. As specified in Section 03154 - Hydrophilic Rubber Waterstop.

PART 3 EXECUTION

3.01 INSTALLATION
A. Waterstops:

1. General:
a. Store waterstops so as to permit free circulation of air around waterstop material and prevent direct exposure to sunlight.
b. Install waterstops in concrete joints where indicated on the Drawings. c. Carry waterstops in walls into lower slabs and join to waterstops in slabs with appropriate types of fittings.
d. In waterbearing structures: Provide all joints with waterstops, whether indicated on the Drawings or not.
e. Provide waterstops that are continuous.
f. Set waterstops accurately to position and line as indicated on the Drawings.
g. Hold and securely fix edges in position at intervals of not more than 24 inches so that they do not move during placing of concrete.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03150 (BidSet) h. Position the waterstop so that symmetrical halves of waterstop are equally divided between concrete pours. Center axis of waterstop shall be coincident with centerline of the joint.
i. Do not drive nails, screws, or other fasteners through waterstops in vicinity of construction joints.
j. Use wires at not more than 24 inches on centers near outer edge of waterstop to tie waterstops into position.
k. Special clips may be used in lieu of wires, at Contractor's option. l. Terminate waterstops 3 inches from top of finish surfaces of walls and slabs unless otherwise specified or indicated on the Drawings. m. When any waterstop is installed in concrete on one side of joint, while the other half or portion of the waterstop remains exposed to the atmosphere for more than 2 days, take suitable precautions to shade and protect exposed waterstop from direct rays of sunlight during entire exposure and until exposed portion is embedded in concrete.
n. When placing concrete at waterstops in slabs, lift edge of waterstop while placing concrete below the waterstop. Manually force waterstop against and into concrete, and then cover waterstop with fresh concrete.

2. Polyvinyl chloride waterstop:
a. Install waterstops so that joints are watertight.
b. Weld joints such as unions, crosses, ells, and tees, with thermostatically controlled equipment recommended by waterstop manufacturer:
1) Do not damage material by heat sealing.
2) Make joints by overlapping, then simultaneously cut ends of sections to be spliced so they will form smooth even joint. Heat cut ends with splicing tool until the plastic melts. Press 2 ends together until plastic cools.
3) Maintain continuity of waterstop ribs and tubular center axis. 4) The splices shall have tensile strength of not less than 60 percent of unspliced materials tensile strength.
c. Butt joints of ends of 2 identical waterstop sections may be made while material is in forms.
d. Manufacturer shall factory prefabricate joints for crosses and tees. e. Split-type waterstops will not be permitted except where specifically indicated on the Drawings.

B. Joints:

1. Construct construction and expansion joints as indicated on the Drawings.

2. Preformed expansion joint material: Fasten expansion joint strips to concrete, masonry, or forms with adhesive. No nailing will be permitted, nor shall expansion joint strips be placed without fastening.

END OF SECTION

Hydrophilic Rubber Waterstop
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03154 (BidSet) SECTION 03154

HYDROPHILIC RUBBER WATERSTOP
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Hydrophilic rubber waterstop.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D412 - Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers-Tension.

2. D570 - Standard Test Method for Water Absorption of Plastics.

3. D792 - Standard Test Methods for Density and Specific Gravity (Relative Density) of Plastics by Displacement.

4. D2240 - Standard Test Method for Rubber Property-Durometer Hardness.

B. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

1.03 SUBMITTALS
A. General:

1. Submit the following items for each type, style and size of hydrophilic waterstop to be installed.

2. Product data:
a. Manufacturer’s product data sheets.
1) Include complete physical dimensions, expansion characteristics, and laboratory test reports indicating that average material properties conform to the requirements specified.
2) Provide data sheets for all materials to be included in the waterstop system.

3. Samples:
a. Minimum 6-inch long samples of each type of waterstop to be used if requested by the Engineer.

4. Manufacturer's installation instructions:
a. Installation instructions and recommended installation details for the complete waterstop system, and for each component used in that system.

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2.01 HYDROPHILIC RUBBER WATERSTOP
A. General:

1. System composed of flexible hydrophilic urethane polymer with preformed strips, adhesives, paste, fasteners, and other accessories required for a complete and watertight installation.
a. To ensure compatibility of materials, a single manufacturer shall provide all products and accessories for the hydrophilic waterstop system. b. Products incorporating bentonite are not acceptable under this Section. c. Provide waterstop and accessories resistant to degradation under cyclic wetting and drying and to chemicals typically found in water treatment structures.

B. Hydrophilic strip waterstop:

1. Pre-formed strips of flexible hydrophilic rubber designed to undergo controlled expansion when exposed to moisture.

2. Strip waterstops reinforced with embedded stainless steel wire mesh designed to direct expansion in the thickness direction of the strip, and to limit expansion in the longitudinal and width directions.

3. Provide normal or low-expansion pressure as scheduled and as indicated on the Drawings.

4. Listed under NSF 61 for use in contact with potable water.

5. In accordance with the following performance requirements:

Property Test Method Required Result
Hardness Hs ASTM D2240 Not less than 30 + 6 Shore A
Durometer Type A.*
Tensile Strength ASTM D412 Not less than 142 pounds per square inch*
Elongation ASTM D412 Not less than 500 percent*
Specific Gravity ASTM D792 1.18 + 0.15
Expansion Coefficient by
Volume
(manufacturer) Not less than 1.9
Water Absorption ASTM D570 Not more than 0.15 percent after 24 hours
* Based on pressed sheet of compound.

6. Manufacturers: One of the following or equal:
a. Hydrophilic strip: Adeka Ultra Seal USA: MC-2010MN.
b. Low expansion hydrophilic strip: Adeka Ultra Seal USA: KBA-1510FP.

C. Hydrophilic paste waterstop.

1. Single-component gun grade paste of hydrophilic rubber designed to undergo controlled expansion when exposed to moisture after initial curing.

2. Manufacturers: One of the following or equal:
a. Adeka Ultra Seal USA: P-201.

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3.01 INSTALLATION
A. Install products in accordance with manufacturer's instructions and recommended details.

B. Prepare concrete joint surfaces:

1. Use wire brushing or scraping to expose an uncontaminated, solid surface.

2. Clean prepared surface with high-pressure air or water to remove residue and debris.

3. Confirm that prepared surfaces conform to manufacturer’s recommendations for surface profile and moisture conditions before installing materials.

C. Provide manufacturer’s recommended lap, splice, and corner details for hydrophilic waterstops.

1. Use hydrophilic paste at all corner joints and overlap splices of hydrophilic strips.

D. Hydrophilic strip waterstop:

1. Install primers and adhesives when recommended by the manufacturer before setting hydrophilic strips.

2. Keep hydrophilic strip taut during the fastening process.

3. Secure hydrophilic strip in place with concrete nails, screws, or adhesive.

4. Provide installation with no gap between the hydrophilic strip and the concrete to which it is attached. At rough or irregular surfaces, set hydrophilic strip waterstop strip in a bead of hydrophilic paste.
a. Fill all voids and rough areas under the hydrophilic strip with hydrophilic paste.
b. Allow hydrophilic paste to cure in accordance with manufacturer’s recommendations before encapsulating paste in fresh concrete.

3.02 SCHEDULE
A. At the following joint locations/conditions, use the hydrophilic strip waterstop configuration noted unless otherwise indicated on the Drawings.

B. Concrete construction joints:

1. Under all of the following conditions, use hydrophilic strip waterstop set in a bed of hydrophilic paste waterstop, and screw strip waterstop to concrete surface:
a. Slab or wall thickness is greater than 10 inches.
b. Waterstop is placed between 2 rows of steel reinforcement. c. Concrete cover from waterstop to nearest concrete face is at least 4 inches.

2. Under any one of the following conditions, use low-expansion hydrophilic strip waterstop set in bed of hydrophilic paste waterstop and screw strip to concrete surface:
a. Waterstop is placed on 1 side of a single row of steel reinforcement. b. Concrete cover from waterstop to nearest concrete face is less than 4 inches.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03154 (BidSet) C. Pipe penetrations through concrete:

1. Pipe diameter less than 4 inches: Not allowed.

2. Pipe diameter of 4 to 24 inches: Continuous bead of hydrophilic paste waterstop, minimum 1/4-inch high by 1/2-inch wide, encircling pipe.

3. Pipe diameter greater than 24 inches: Continuous hydrophilic strip waterstop around perimeter of pipe, with hydrophilic paste seal at lapped ends of strip.

END OF SECTION

Concrete Reinforcing
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03200 (BidSet) SECTION 03200

CONCRETE REINFORCING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Reinforcing bars.
a. Carbon steel.

2. Bar supports.

3. Tie wires.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 318 - Building Code Requirements for Structural Concrete and Commentary.

2. SP-66 - ACI Detailing Manual.

B. American Iron and Steel Institute (AISI).

C. American Welding Society (AWS):

1. D1.4 - Structural Welding Code - Reinforcing Steel.

D. ASTM International (ASTM):

1. A493 - Standard Specification for Stainless Steel Wire and Wire Rods for Cold Heading and Cold Forging.

2. A615 - Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement.

3. A706 - Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement.

E. Concrete Reinforcing Steel Institute (CRSI):

1. Manual of Standard Practice.

1.03 DEFINITIONS
A. Architectural Concrete: Concrete surfaces that will be exposed to view in the finished work.

1. Additionally, for purposes of this Section, includes:
a. Concrete surfaces that are designated to receive paints or coatings. b. Exposed concrete in open basins, channels, and similar liquid containing structures: Surfaces shall be considered exposed to view if located above a line 2 feet below the normal operating water surface elevation in that structure.

B. Bars: Reinforcement or reinforcing bars as specified in this Section.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03200 (BidSet) C. Evaluation Report: Report prepared by ICC-ES , or by other testing agency acceptable to the Engineer and to the Building Official, that documents testing and review of a product to confirm that it complies with the requirements of designated ICC-ES Acceptance Criteria, and its acceptance for use under the Building Code specified in Section 01410 - Regulatory Requirements.

D. Give Away Bars: Reinforcing bars that are not required by the Contract Documents, but are installed by the Contractor to provide support for the required reinforcing bars.

E. Wire Supports: Metal reinforcing supports constructed of steel wire as specified.

Includes individual high chairs, continuous high chairs, bolsters and other similar configurations and shapes.

1.04 SUBMITTALS
A. General:

1. Submit in accordance with Section 01330 - Submittal Procedures.

2. Changes to reinforcement in Contract Documents:
a. Indicate in a separate letter submitted with shop drawings any changes to reinforcement indicated on the Drawings or specified.
b. Such changes will not be acceptable unless Engineer has accepted them in writing.

B. Product data:

1. Bar supports:
a. Wire bar supports:
1) Schedule of support materials to be provided and locations of use. b. Precast concrete bar supports ("dobies"):
1) Manufacturer's data indicating compression strength of concrete and confirming dimensions and thickness(es).height(s) to be provided for each location where used.

C. Shop drawings:

1. Reinforcement shop drawings:
a. Submit drawings showing bending and placement of reinforcement required by the Contract Documents.
b. Clearly indicate structures or portions of structures covered by each submittal.
c. Shop drawings shall conform to the recommendations of the CRSI Manual of Standard Practice and ACI SP-66.
d. Use the same bar identification marks on bending detail drawings, placement drawings, and shipping tags.
e. Submittals consisting solely of reinforcing bar schedules, without accompanying placement drawings, will not be accepted unless accepted under prior written agreement with Engineer.

2. Reinforcement placement drawings:
a. Clearly show placement of each bar listed in the bill of materials, including additional reinforcement at corners and openings, and other reinforcement required by details in the Contract Documents.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03200 (BidSet) b. Clearly identify locations of reinforcement with coatings (e.g., galvanized or epoxy) and with yield strength other than ASTM A615, Grade 60. c. Show anchor bolt locations based on anchor bolt templates for approved equipment.
d. Show splice locations.

3. Reinforcement fabrication drawings:
a. If bend types or nomenclature differs from that recommended in the CRSI Manual of Standard Practice, provide details showing bend types and dimensional designations.

Clearly identify reinforcement with coatings and with yield strength other than ASTM A615, Grade 60.

D. Samples (when requested by Engineer):

1. Bar supports/wire reinforcement supports: Samples of each type of chair and bolster proposed for use. Submit with letter stating where each type will be used.

2. Precast concrete bar supports: Samples of each type of precast support proposed for use. Submit with letter stating where each will be used.

E. Test reports:

1. Certified copy of mill test for each steel used. Show physical properties and chemical analysis.
a. Mill test reports may be submitted as record documents at the time the reinforcement from that heat of steel is shipped to the site. b. In such cases, submit certificates under the shop drawing submittal number with the letter "R" (for record date) appended to the end (e.g., of the reinforcement was submitted as 03200-002-1, deliver the associated mill certificate as submittal 03200-002-1R).

F. Special procedures:

1. Welding procedures conforming to AWS D1.4 for reinforcement to be field welded.
a. Procedures qualification record.

G. Qualifications statements:

1. Welder qualifications.

H. Closeout documents:

1. Field quality control and inspection reports.

2. Field quality assurance special inspection and testing reports.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping:

1. Deliver bars bundled and tagged with identifying tags.

B. Acceptance at site:

1. Reinforcing bars: Deliver reinforcing bars lacking grade identification marks with letter containing manufacturer's guarantee of grade.

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1.06 SEQUENCING AND SCHEDULING
A. Bar supports:

1. Do not place concrete until samples and product data for bar supports have been accepted by Engineer.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. The drawings contain notes describing the size and spacing of reinforcement and its placement, details of reinforcement at wall corners and intersections, and details of extra reinforcement around openings in concrete, and other related information.

2.02 MATERIALS
A. Reinforcing bars:

1. Provide reinforcement of the grades and quality specified, fabricated from new stock, free from excessive rust or scale, and free from unintended bends or other defects affecting its usefulness.

2. Reinforcing bars:
a. ASTM A615 Grade 60 deformed bars, including the following requirements:
1) Actual yield strength based on mil tests of reinforcement provided shall not exceed the minimum yield strength specified in this Section by more than 18,000 pounds per square inch.
2) Ratio of actual ultimate tensile strength to actual tensile yield strength shall not be less than 1.25.

3. Reinforcing bars designated or required to be welded:
a. Low-alloy, ASTM A706 Grade 60, deformed bars.

B. Bar supports:

1. Wire supports:
a. All stainless steel bar supports:
1) Conforming to CRSI Manual of Standard Practice recommendations for types and details, but custom fabricated entirely from stainless steel wire conforming to ASTM A493, AISI Type 316.
b. Stainless steel protected bar supports:
1) Conforming to CRSI Manual of Standard Practice Class 2, Type B, and consisting of bright basic wire support fabricated from cold-drawn carbon steel wire with stainless steel ends attached at the bottom of each leg.
2) Stainless steel wire ends shall conform to ASTM A493, AISI Type 316 and shall extend at least 3/4 inch inward from the formed surface of the concrete.
c. Bright basic wire bar supports.
1) Conforming to CRSI Manual if Standard Practice, Class 3.

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2. Deformed steel reinforcing bar supports:
a. Fabricated of materials and to CRSI details recommended for typical reinforcement embedded in concrete and bent to dimensions required to provide specified clearances and concrete cover.

3. Precast concrete bar supports ("dobies"):
a. Pre-manufactured, precast concrete blocks with cast-in annealed steel wires, 16-gauge or heavier.
b. Compression strength of concrete: Equal to or exceeding the compression strength of the surrounding concrete.
c. Block dimensions:
1) Height to provide specified concrete cover.
2) Footprint not less than 3 inches by 3 inches, and adequate to support the weight of the reinforcement and maintain specified concrete cover without settling into the underlying surface.

4. Stainless steel wire supports on stainless steel plates:
a. Type 304 stainless steel wire bar support chairs or bolsters supported on Type 304 stainless steel plates resting on the ground surface. 1) Weld plates to at least 2 legs of wire support chairs.

C. Tie wires:

1. General use: Black annealed steel wire, 16-gauge or heavier.

D. Welded wire fabric reinforcement:

1. Material:
a. Carbon steel conforming to ASTM A1064.

2. Provide welded wire reinforcement in flat sheet form. Rolled wire fabric is not permitted.

3. Fabric may be used in place of reinforcing bars if accepted by Engineer:
a. Provide welded wire fabric having cross-sectional area per linear foot not less than the cross-sectional area per linear foot of reinforcing bars indicated on the Drawings.

2.03 FABRICATION
A. Shop fabrication and assembly:

1. Cut and bend bars in accordance with provisions of ACI 318 and the CRSI Manual of Standard Practice.

2. Bend bars cold. Use bending collars to develop the recommended bend radius.

3. Provide bars free from defects and kinks and from bends not indicated on the Drawings.

4. Circumferential and radiused reinforcement: Roll to the radius required for its location in the structure before installation.

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3.01 EXAMINATION
A. Verification of conditions:

1. Reinforcing bars and welded wire reinforcement:
a. Verify that reinforcement is new stock, free from rust scale, loose mill scale, excessive rust, dirt, oil, and other coatings that will adversely affect bonding capacity when placed in the Work.

2. Welded wire fabric:
a. Verify that sheets are not curled or kinked before or after installation.

3.02 PREPARATION
A. Surface preparation:

1. Reinforcing bars - uncoated:
a. Clean reinforcement of concrete, dirt, oil and other coatings that will adversely affect bond before embedding bars in subsequent concrete placements.
b. Thin coating of red rust resulting from short exposure will not be considered objectionable. Thoroughly clean bars having rust scale, loose mill scale, or thick rust coat.
c. Partially embedded reinforcement: Remove concrete or other deleterious coatings from dowels and other projecting bars by wire brushing or sandblasting before bars are embedded in subsequent concrete placements.

3.03 INSTALLATION
A. Reinforcing bars: General:

1. Field-cutting of reinforcing bars is not permitted.

2. Field-bending of reinforcing bars, including straightening and rebending, is not permitted.

B. Placing reinforcing bars:

1. Accurately place bars to meet position and cover requirements indicated on the Drawings and specified. Secure bars in position.

2. Tolerances for placement and minimum concrete cover: As listed in Table 1.

Table 1 - Reinforcement Placing Tolerances
Member
Tolerance on
Reinforcement
Location(1)
Tolerance on
Minimum Concrete
Cover(1,2)
Slabs, beams, walls and columns except
as noted below:
10 inches thick and less + 3/8 inch - 3/8 inch
More than 10 inches thick + 1/2 inch - 1/2 inch
Formed soffits: As noted above - 1/4 inch

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Member
Tolerance on
Reinforcement
Location(1)
Tolerance on
Minimum Concrete
Cover(1,2)
Longitudinal location of bends and ends
of reinforcement:

Conditions not listed below: + 2 inches - 1/2 inch
At discontinuous ends of
brackets and corbels + 1/2 inch - 1/4 inch
At discontinuous ends of
other members: + 1 inch - 1/2 inch
Notes:
(1) + indicates "plus or minus;" - indicates "minus;" + indicates "plus." (2) Tolerance on cover is limited as noted, but decrease in cover shall not exceed one third of the minimum cover indicated on the Drawings.

3. Spacing between bars:
a. Minimum clear spacing between bars in a layer:
1) As indicated on the Drawings, but not less than the larger of

1.5 times the bar diameter or 1-1/2 inches.
b. Minimum clear spacing between bars in 2 or more parallel layers:
1) Place bars in upper layers directly above bars in lower layers. 2) Minimum spacing between layers: As indicated on the Drawings, but not less than the larger of 1.5 times the bar diameter or 1-1/2 inches. c. Limits on minimum clear spacing between bars also applies to the clear spacing between a lap splice and the adjacent bars and/or lap splices.

4. Lap splices for bars:
a. Lap splice locations and lap splice lengths: as indicated on the Drawings.

Where lap lengths are not indicated, provide in accordance with ACI 318. b. Unless otherwise specifically indicated on the Drawings (and noted as "non-contact lap splice"), install bars at lap splices in contact with each other and fasten together with tie wire.
c. Where bars are to be lap spliced at concrete joints, ensure that bars project from the first concrete placement a length equal to or greater than minimum lap splice length indicated on the Drawings.
d. Stagger lap splices where indicated on the Drawings. e. Where lap splice lengths are not indicated on the Drawings, provide lap splice lengths in accordance with ACI 318.

C. Reinforcing supports:

1. Provide supports of sufficient numbers, sizes, and locations to maintain concrete cover, to prevent sagging and shifting, and to support loads during construction without displacement and without gouging or indentation into forming surfaces.
a. Quantities and locations of supports shall not be less than those indicated in ACI SP-66 and the CRSI Manual of Standard Practice.

2. Do not use brick, concrete masonry units, concrete spalls, rocks, wood, or similar materials for supporting reinforcement.

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3. Do not use "give away bars" that have less cover than that required by the Contract Documents. Do not adjust the location of reinforcement required by the Contract Documents to provide cover for give away bars.

4. Provide bar supports of height required to maintain the clear concrete cover indicated on the Drawings.

5. Provide bar supports at formed vertical faces to maintain the clear concrete cover indicated on the Drawings.

6. Schedule of reinforcement support materials: Provide bar supports as indicated in Table 2.

Table 2 - Reinforcement Support Materials
Case Location Material
a. Concrete placed over earth and concrete
seal slabs ("mud mats"):

Precast concrete bar supports.
b. Concrete placed against forms and
exposed to water or wastewater process
liquids (whether or not such concrete
received additional linings or coatings):

All stainless steel bar supports.
c. Concrete placed against forms and
exposed to earth, weather, frequent
washdown, or groundwater in the
finished work
All stainless steel bar supports.
d. Concrete placed against forms and
exposed to interior equipment/piping
areas in the finished work
All stainless steel bar supports.
e. Between mats of reinforcement, and fully
embedded within a concrete member
Bright basic wire bars supports, or
deformed steel reinforcing bars.

D. Tying of reinforcing:

1. Fasten reinforcement securely in place with wire ties.

2. Tie reinforcement at spacings sufficient to prevent shifting. a. Provide at least 3 ties in each bar length. (Does not apply to dowel lap splices or to bars shorter than 4 feet, unless necessary for rigidity).

3. Tie slab bars at every intersection around perimeter of slab.

4. Tie wall bars and slab bar intersections other than around perimeter at not less than every fourth intersection, but at not more than the spacing indicated in Table 3:

Table 3 - Maximum Spacing of Tie Wires for Reinforcement Bar Size
Slab Bar Spacing
(inches)
Wall Bar Spacing
(inches)
Bars Number 5 and Smaller 60 48
Bars Number 6 through Number 9 96 60
Bars Number 10 and Number 11 120 96

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5. After tying:
a. Bend ends of wires inward towards the center of the concrete section.

Minimum concrete cover for tie wires shall be the same as cover requirements for reinforcement.
b. Remove tie wire clippings from inside forms before placing concrete.

E. Welded wire fabric reinforcement:

1. Install only where indicated on the Drawings or accepted in advance by Engineer.

2. Install necessary tie wires, spacing chairs, and supports to keep welded wire fabric at its designated position in the concrete section while concrete is being placed.

3. Straighten welded wire fabric to make sheets flat in the Work.

4. Do not allow wire fabric to drape between supports unless such a configuration is specifically indicated on the Drawings.
a. If fabric is displaced during placement of concrete, make provisions to restore it to the designated location using methods acceptable to Engineer.

5. Bend welded wire fabric as indicated on the Drawings or required to fit Work.

6. Lap splice welded wire fabric as indicated on the Drawings. a. If lap splice length is not indicated, splice in accordance with ACI 318, but not less than 1 1/2 courses of fabric or 8 inches minimum. Tie laps at ends and at not more than 12 inches on center.

F. Welding reinforcing bars:

1. Weld reinforcing bars only where indicated on the Drawings or where acceptance is received from Engineer prior to welding.

2. Perform welding in accordance with AWS D1.4 and welding procedures accepted by Engineer.
a. Conform to requirements for minimum preheat and interpass temperatures.

3. Submit:
a. Welding procedures specification.
b. Procedures qualification record.
c. Welder qualification test record.

4. Do not tack weld reinforcing bars except where specifically indicated on the Drawings.

3.04 FIELD QUALITY CONTROL
A. Provide quality control for the Work of this Section as specified in Section 01450 - Quality Control.

B. Field inspections and testing:

1. Submit records of inspections and testing to Engineer in electronic format within 24 hours after completion.

3.05 FIELD QUALITY ASSURANCE
A. Provide quality assurance as specified in Section 01450 - Quality Control.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03200 (BidSet) B. Special inspections and tests:

1. Provide as specified in Section 01455 - Regulatory Quality Assurance.

2. Frequency of inspections:
a. Unless otherwise indicated on the Drawings or in this Section, provide periodic special inspection as required by the Building Code specified in Section 01410 - Regulatory Requirements.

3. Preparation:
a. Review Drawings and Specification for the Work to be observed. b. Review approved submittal sand shop drawings.

4. Inspections: Special inspection shall include, but is not limited to, the following items.
a. Reinforcement: General:
1) Type (material) and location of reinforcement supports. 2) Bar material/steel grade and bar size.
3) Location, placement, and spacing of bars.
4) Clear concrete cover over reinforcement.
5) Lap splice: Location and lap length. Bars within tolerances for contact (unless non-contact splice is indicated on the Drawings.) 6) Bar hooks and development lengths embedded within concrete sections as indicated on the Drawings.
7) Reinforcement tired in position and tie wire legs turned inward toward the center of the concrete section.
b. Reinforcement: Welding:
1) Inspector qualification and inspections shall be in accordance with the requirements of AWS D1.4.
2) Provide periodic inspection for:
a) Weldability of reinforcement other than ASTM A706.
b) Single pass fillet welds with thickness less than or equal to 5/16 inch.
3) Provide continuous inspection for:
a) Other welds.
b) Welds at mechanical reinforcing bar couplers and end anchors. 4) In addition to visual inspection, Construction Manager may inspect reinforcing bar welds by other methods, including radiographic inspection.

5. Records of inspections:
a. Provide a written record of each inspection using forms acceptable to the Engineer and to the Building Official.
b. Submit electronic copies of inspection reports to Engineer within 24 hours after completion of inspections.

3.06 NON-CONFORMING WORK
A. Before placing concrete, adjust or remove and re-install reinforcement to conform to the requirements of the Contract Documents.

END OF SECTION

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CAST-IN-PLACE CONCRETE

TABLE OF CONTENTS
PART 1 GENERAL.................................................................................................................2

1.01 SUMMARY ...................................................................................................................2

1.02 REFERENCES.............................................................................................................2

1.03 TERMINOLOGY...........................................................................................................4

1.04 DELEGATED DESIGN.................................................................................................5

1.05 SUBMITTALS...............................................................................................................5

1.06 QUALITY ASSURANCE...............................................................................................9

1.07 DELIVERY, STORAGE, AND HANDLING.................................................................10

1.08 PROJECT CONDITIONS ...........................................................................................10

1.09 SEQUENCING AND SCHEDULING ..........................................................................11 PART 2 PRODUCTS ............................................................................................................11

2.01 DESIGN AND PERFORMANCE CRITERIA ..............................................................11

2.02 MATERIALS - GENERAL...........................................................................................12

2.03 MATERIALS - CONCRETE MIX CONSTITUENTS ...................................................12

2.04 MATERIALS FOR PLACING, CURING AND FINISHING..........................................16

2.05 EQUIPMENT ..............................................................................................................17

2.06 CONCRETE MIXES ...................................................................................................19

2.07 SOURCE QUALITY CONTROL .................................................................................28 PART 3 EXECUTION ...........................................................................................................28

3.01 PREPARATION..........................................................................................................28

3.02 CONCRETE JOINTS..................................................................................................29

3.03 MEASURING AND BATCHING MATERIALS ............................................................30

3.04 MIXING AND TRANSPORTING.................................................................................31

3.05 PLACING AND CONSOLIDATING ............................................................................33

3.06 FINISHING CONCRETE ............................................................................................35

3.07 CURING .....................................................................................................................35

3.08 PROTECTION............................................................................................................38

3.09 COLD WEATHER CONCRETING .............................................................................38

3.10 HOT WEATHER CONCRETING................................................................................40

3.11 FIELD QUALITY CONTROL BY CONTRACTOR ......................................................42

3.12 FIELD QUALITY CONTROL BY CITY .......................................................................43

3.13 NON-CONFORMING WORK .....................................................................................44

ATTACHMENT A - MENZEL FORMULA AND NOMOGRAPH

ATTACHMENT B - COARSENESS FACTOR CHART

ATTACHMENT C - COMBINED AGGREGATE GRADATION CHART

ATTACHMENT D - CONCRETE PLACEMENT CHECKLIST

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1.01 SUMMARY
A. Section includes:

1. Cast-in-place concrete.

B. The requirements of this Section will require advance planning for preparation and testing of trial batches. Review the mix design and testing requirements carefully, and schedule preparations and testing with sufficient time to complete tests, to obtain Engineer's review of mixes and testing results, and to complete revisions and re-testing if required.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. CODE-318 - Building Code Requirements for Structural Concrete and Commentary.

2. CODE-350 - Code Requirements for Environmental Engineering Concrete Structures and Commentary.

3. PRC-212.3 - Report on Chemical Admixtures for Concrete.

4. PRC-302.1 - Guide to Concrete Floor and Slab Construction.

5. PRC-305 - Guide to Hot Weather Concreting.

6. PRC-306 - Guide to Cold Weather Concreting.

B. ASTM International (ASTM):

1. C29 - Standard Test Method for Bulk Density (“Unit Weight”) and Voids in Aggregate.

2. C31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field.

3. C33 - Standard Specification for Concrete Aggregates.

4. C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

5. C40 - Standard Test Method for Organic Impurities in Fine Aggregates for Concrete.

6. C42 - Standard Test Method of Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.

7. C88 - Standard Test Method of Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.

8. C94 - Standard Specification for Ready-Mixed Concrete.

9. C114 - Standard Test Methods for Chemical Analysis of Hydraulic Cement.

10. C117 - Standard Test Method for Materials Finer that 75-m (No. 200) Sieve in Mineral Aggregates by Washing.

11. C123 - Standard Test Method for Lightweight Particles in Aggregate.

12. C131 - Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.

13. C136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

14. C138 - Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete.

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15. C142 - Standard Test Method for Clay Lumps and Friable Particles in Aggregate.

16. C143 - Standard Test Method for Slump of Hydraulic-Cement Concrete.

17. C150 - Standard Specification for Portland Cement.

18. C156 - Standard Test Method for Water Loss from a Mortar Specimen Through Liquid Membrane-Forming Curing Compounds for Concrete.

19. C157 - Standard Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete.

20. C171 - Standard Specifications for Sheet Materials for Curing Concrete.

21. C172 - Standard Practice for Sampling Freshly Mixed Concrete.

22. C173 - Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method.

23. C260 - Standard Specification for Air-Entraining Admixtures for Concrete.

24. C293 - Standard Test Method for Flexural Strength of Concrete (Using Simple Beam With Center-Point Loading).

25. C295 - Standard Guide to Petrographic Examination of Aggregates for Concrete.

26. C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete.

27. C311 - Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete.

28. C494 - Standard Specification for Chemical Admixtures for Concrete.

29. C595 - Standard Specification for Blended Hydraulic Cements.

30. C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.

31. C702 - Standard Practice for Reducing Samples of Aggregate to Testing Size.

32. C856 - Standard Practice for Petrographic Examination of Hardened Concrete.

33. C989 - Standard Specification for Slag Cement for Use in Concrete and Mortars.

34. C1064 - Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete.

35. C1218 - Standard Test Method for Water-Soluble Chloride in Mortar and Concrete.

36. C1240 - Standard Specification for Silica Fume Used in Cementitious Mixtures.

37. C1260 - Standard Test Method of Potential Alkali Reactivity of Aggregates (Mortar Bar Method).

38. C1293 - Standard Test Method for Determination of Length Change of Concrete due to Alkali-Silica Reaction.

39. C1567 - Standard Test Method for Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method).

40. C1602 - Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete.

41. C1778 - Standard Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete.

42. D29 - Standard Practice for Determining Volatile and Nonvolatile Content of Cellulosics, Emulsions, Resin Solutions, Shellac, and Varnishes.

43. D75 - Standard Practice for Sampling Aggregates.

44. D2103 - Standard Specification for Polyethylene Film and Sheeting.

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45. D3665 - Standard Practice for Random Sampling of Construction Materials.

46. D4791 - Standard Test Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate.

C. National Ready-Mixed Concrete Association (NRMCA).

D. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

1.03 TERMINOLOGY
A. The words and terms listed below are not defined terms that require initial capital letters, but, when used in this Section, have the indicated meaning.

1. Alkali: The sum of sodium oxide and potassium oxide calculated as sodium oxide.

2. Alkali Load: Amount of alkalies contributed by the Portland cement in a concrete mixture, expressed in pounds per cubic yard (lb/yd3) and calculated by multiplying the Portland cement content of the concrete in lb/yd3 by the alkali content of the Portland cement, divided by 100.

3. Architectural Concrete: Concrete surfaces that will be exposed to view in the finished work.
a. For purposes of this Section, includes only those surfaces that receive paint or coatings.
b. Exposed concrete surfaces in open basins, channels, and similar liquid containing structures: Surfaces will be considered exposed to view if located above the water line as defined in Section 03366 - Tool Concrete Finishing.
c. Exterior concrete surfaces with portions above and below grade: Surface will be considered exposed to view of located above the grade line as defined in Section 03366 - Tool Concrete Finishing.

4. Average Daily Temperature: Calculated by summing hourly measurements of air temperature in the shade at the face of the concrete and dividing that sum by 24. In calculating the sum of the temperatures recorded, any measurement less than 50 degrees Fahrenheit shall be recorded as 0 degrees Fahrenheit and included in the sum.

5. Cementitious Materials: Portland cement and supplementary cementitious materials.

6. Class of Concrete: Refers to a mix with characteristics, proportions, and constituents (including a specific combination of admixtures) as specified in this Section.
a. Any change in the source or characteristics of constituent materials, in the proportions of materials, or in the admixtures included in a mix shall be considered as creating a new and separate class of concrete. b. Any mix to be placed by pumping shall be considered as creating a new and separate class of concrete.

7. Cold Weather: Includes one or more of the following conditions:
a. Current air temperature is 45 degrees Fahrenheit and falling. b. Air temperature during the first 24 hours after placement is expected to fall into the range of 45 degrees Fahrenheit to 40 degrees Fahrenheit.

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1) The average daily air temperature drops below 40 degrees Fahrenheit.
2) The air temperature is not greater than 50 degrees Fahrenheit for more than one-half of any consecutive 24-hour period.

8. Cold Weather Concreting: Operations for placing, finishing, curing, and protecting concrete during cold weather.

9. Green Concrete: Concrete that has not yet achieved 100 percent of the minimum specified compressive strength, f'c, for that mix.

10. Hairline Crack: Crack with a crack width of less than 4 thousandths of an inch (0.004 inches).

11. Hot Weather: Any combination of ambient temperature, concrete temperature, relative humidity, wind speed, and solar radiation intensity that creates conditions that will evaporate water from a free concrete surface at a rate equal to or greater than 0.2 pounds per square foot per hour as determined by the Menzel Formula and nomograph published in ACI PRC-305 and in this Section, Attachment A - Menzel Formula and Nomograph.

12. Hot Weather Concreting: Operations for placing, finishing, curing, and protecting concrete during hot weather.

13. Paste Content: The total concrete volume minus the volume of aggregate, expressed as a percentage of total volume. Paste volume includes volume of cementitious materials, water, air, admixtures materials, and any fibers.

14. Supplemental Cementitious Material: Inorganic material such as fly ash, natural pozzolans, silica fume, or slag cement that reacts pozzolanically or hydraulically.

1.04 DELEGATED DESIGN
A. Provide Delegated Design for the following Work, based on the requirements of this Section.

1. Concrete mix designs.

1.05 SUBMITTALS
A. General:

1. Data for concrete mixes and mix constituents supplied to the Work shall be coordinated through a single supplier.

2. A maximum of 2 mix designs will be reviewed by the Engineer for each class of concrete required.
a. Review of additional mix designs shall be at the expense of the Contractor.

B. Product data:

1. Submit data completely describing products and demonstrating compliance with the requirements of this Section.

2. Data for all products in the mix for each class of concrete shall be submitted concurrently with that mix design.

3. Where products conforming to NSF-61 are required, submit evidence of testing and listing under NSF-61 for use in direct contact with potable water.

Testing and listing shall be by a nationally recognized agency acceptable to the Engineer.

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4. Admixtures:
a. For each admixture included in concrete mixes, submit manufacturer's product data demonstrating compliance with standards specified. b. If air entraining admixture requires test method other than ASTM C173 to accurately determine air content, make special note of requirements in Submittal.

5. Curing compound: Submit complete data on proposed compound.

C. Design data:

1. Concrete mix designs:
a. Submit full details, including mix design calculations and plots, for concrete mixes proposed for use for each class of concrete. b. Include mix design calculations of proportions by both weight and volume. c. Determine and include the alkali load of the proposed mix. d. Include information on correction of batching for varying moisture contents of fine aggregate.
e. Submit source quality test records with mix design Submittal. f. Provide calculations demonstrating that the mixes proposed provide the required average compression strength of concrete (f'cr) based on source quality test records.
g. For each Class A mix design submitted, plot the mix design Attachment B - Coarseness Factor Chart and submit.
h. For each Class A mix design submitted, plot the combined aggregate gradation on the chart Attachment C - Combined Aggregate Gradation Chart and submit.

D. Concrete mixes - Trial batches:

1. Drying shrinkage test results.
a. Submit results of testing.
b. Submit test specimens from drying shrinkage tests for trial batches. 1) Submit specimens from each mix accepted by Engineer. 2) Using indelible marker, clearly label each specimen with concrete class, trial batch mix designator, and specimen number.

2. Compression strength test results.
a. Submit results of testing. Provide data for each cylinder tested. b. Submit data indicating trial batch mix designator, slump, and specimen number for each test cylinder.
c. Submit test specimens from compression strength tests for trial batches. 1) Using indelible marker, clearly label each cylinder with concrete class, trail batch number, and specimen number.

3. If there is any change in suppliers or in quality of concrete mix constituents, submit new test data.

E. Test reports:

1. Dated not more than 24 months prior to the date of Submittal.

2. Aggregate:
a. Submit certified copies of commercial laboratory tests proposed for use in concrete.
b. Sieve analyses:
1) During construction, submit sieve analyses of coarse, fine, and combined aggregates used any time there is a change in supplier, or

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c. Aggregates - coarse:
1) Physical properties:
a) Sieve analysis.
b) Percentage of particles having flat and/or elongated characteristics.
c) Abrasion loss.
d) Soundness.
2) Deleterious substances:
a) Clay lumps and friable particles content.
b) Materials finer than 200 sieve (percentage).
c) Shale and chert content.
d) Coal and lignite content.
3) Alkali reactivity.
4) Deleterious substances:
a) Clay lumps and friable particles content.
b) Chert and shale content.
c) Coal and lignite content.
d) Materials finer than No. 200 sieve.
5) Alkali reactivity.
d. Aggregates - Fine:
1) Physical properties:
a) Sieve analysis and fineness modulus.
b) Soundness.
2) Deleterious substances:
a) Clay lumps and friable particles (percentage).
b) Materials finer than No. 200 sieve (percentage).
c) Coal and lignite (percentage).
d) Shale and chert.
e) Organic impurities (“Color” as determined by ASTM C40). 3) Alkali reactivity.
e. Aggregates - Combined:
1) Test combined gradation for the following sieve sizes: 1.5 inches, 1 inch, 3/4 inch, 1/2 inch, 3/8 inch, Number 4, Number 8, Number 16, Number 30, Number 100, Number 200.
2) Bulk density in accordance with ASTM C29.
3) Void content in accordance with ASTM C29.
4) Submit at:
a) Initial mixture design Submittal.
b) Intervals of not more than 4 weeks.
c) Any time there is a change in character or grading of constituent materials.
d) When requested by the Engineer.

3. Cement:
a. Mill tests, including alkali content measured as equivalent alkalies, for each shipment of cement included in the Work.
1) During construction, submit mill certificates for cement being used at intervals of not more than 90 days, any time there is a change in supplier or a significant change in the character of the materials, and when requested by the Engineer.

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4. Supplemental cementitious material:
a. Fly ash: Identify source and provide testing results to demonstrate compliance with requirements of ASTM C618 and this Section. 1) Include supplier's report certifying the total alkali content of the material, expressed as equivalent percentage of sodium oxide (Na2Oe).
b. Slag cement: Identify source and provide testing results to demonstrate compliance with requirements of ASTM C989 and this Section. c. Silica fume: Identify source and provide testing results to demonstrate compliance with requirements of ASTM C1240 and this Section.

F. Certificates:

1. Current NRMCA certification for all plants and trucks that will be used to supply concrete.

G. Source quality control Submittals:

1. Truck batch tickets for each load of concrete delivered to the site, whether accepted or rejected.

2. Concrete supplier's quality control plan. Include the following elements, at a minimum:
a. Names and qualifications of key quality control personnel:
1) Quality control manager.
2) Testing and inspection personnel.
b. Names and qualifications of testing laboratories:
1) Each laboratory shall hold current accreditation from the AASHTO Accreditation Program, or other accreditation program acceptable to the Engineer, for each test performed.
c. Example forms for: Inspection reports, certificates of compliance, and test results.
d. Quality control procedures: Method and frequency of performing each procedure, including inspections and materials testing. At a minimum, the plan shall include:
1) Daily testing of aggregate gradation.
2) Monthly testing of cement quality.
3) Monthly testing of fly ash quality.
e. Procedures to control quality characteristics, including standard procedures to address properties outside the specified operating limits, and example reports to document non-conformances and corrective actions taken. Include procedure for notifying Contractor and Engineer of non-conformances.
f. Procedures for verifying that:
1) Materials are properly stored during concrete batching operations. 2) Batch plants have the ability to maintain concrete consistency during periods of extreme heat and of low temperatures.
3) Admixtures are dispensed in the correct dosages within the accuracy requirements specified.
4) Delivery trucks have a valid NRMCA certification card. g. Procedures for verifying that weighmaster certificate for each load of concrete shows:
1) Cement and supplementary materials are from sources designated in the approved Submittals.

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3) Corrections for aggregate moisture are being correctly applied. 4) Any mix water withheld from the batch.
h. Procedures for visually inspecting concrete during discharge.

H. Field quality control Submittals:

1. Contractor's notifications of readiness for concrete placement.

2. Contractor's reports of field quality control testing. a. Include with each report the concrete batch ticket number and identification numbers for associated cylinders used for compressive strength testing.
b. Testing results for slump, temperature, unit weight, and air entrainment. c. Testing results for compressive strength at 7 and 28 days, and for any compressive strength tests after 28 days.
d. Note on batch ticket the amount of water that was withheld and the maximum amount that can be added on site as “Max add water.” Record on the batch ticket the volume of water actually added at site. e. Note on the batch ticket the concrete mix classification as defined in Table 3 of this Section.

I. Special procedure Submittals:

1. Sequence of concrete placing:
a. Submit proposed sequence of placing concrete showing proposed beginning and ending of individual placements. Submittal shall include plans sections and details to address all pours.

2. Cold weather concreting plan.

3. Hot weather concreting plan.

4. Repair of defective concrete: Submit mix design for repair materials to be used.

1.06 QUALITY ASSURANCE
A. Pre-installation meetings:

1. Schedule and conduct pre-installation meeting at least 10 days prior to batching and placing of concrete.
a. Provide additional meetings if necessary, to discuss specific concrete Submittals, mixes, or placing and curing conditions.
b. Notify Engineer of location and time of each conference.

2. Required attendees:
a. Contractor including Contractor's superintendent and key personnel. b. Concrete supplier.
c. Technical representative(s) of supplier(s) of concrete admixtures. d. Subcontractor(s) providing pumping, placing, finishing, and curing. e. Subcontractor(s) providing embedded items (structural embedded plates, electrical conduit).
f. Sampling and testing personnel.
g. Engineer.
h. On-site inspectors representing Engineer.
i. Other persons deemed by the Engineer and the Contractor to be critical to the quality and efficiency of the Work.

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3. Agenda:
a. Review of requirements of Drawings and Specifications. b. Project and product safety requirements.
c. Discussion of points of interface and coordination between various trades or products to be used in the Work.
d. Contractor's schedule for cast-in-place concrete work. e. Mix designs, mix tests, and Submittals.
f. Admixture types, dosing, performance, requirements for monitoring, and limits on dosing or re-dosing at the site.
g. Placement and consolidation methods, techniques, and equipment and the effects of those methods on form pressures.
h. Slump and limits on placing time or conditions to maintain placeability. 1) Field adjustment of slump and air content.
i. Procedures for finishing, curing, and retention of moisture during these operations.
j. Procedures and protection for hot and cold weather conditions. k. Requirements and coordination for inspections.
1) Responsibility for test specimen curing and storage. 2) Distribution of test reports.
l. Other Specification requirements requiring coordination between parties to the work.

4. Prepare and submit minutes of the pre-installation meeting as specified in Section 01312 - Project Meetings.

1.07 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping:

1. Deliver, store, and handle concrete materials in manner that prevents damage and inclusion of foreign substances.

2. Deliver and store packaged materials in original containers until ready for use.

3. Deliver aggregate to mixing site and handle in such manner that variations in moisture content will not interfere with steady production of concrete of specified degree of uniformity and slump.

B. Acceptance at site:

1. Reject material containers or materials showing evidence of water or other damage.

2. Concrete mixes: Do not accept or incorporate into the Work concrete mixes that do not comply with the specified requirements for water content, slump, temperature, and air content.

1.08 PROJECT CONDITIONS
A. Cold weather concreting: During periods of cold weather as defined in this Section, implement cold weather concreting procedures in this Section.

B. Hot weather concreting: During periods of hot weather as defined in this Section, implement hot weather concreting procedures in this Section.