Ukiah City Council
November 19, 2025

Ductile Iron Pipe: AWWA C151
02693-6 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (CONFORMED) 2) Wedges and wedge actuating components:
a) Ductile iron in accordance with ASTM A536.
b) Wedges shall be heat treated to a minimum of 370 BHN. 3) Actuating bolts and nuts:
a) Ductile iron in accordance with ASTM A536.
b) Provide torque-limiting twist off components to ensure proper installation.
4) Gaskets:
a) As specified in Section 02001 - Common Work Results for General Piping.
c. Coatings:
1) Provide manufacturer applied coating system.
2) Manufacturers: One of the following or equal:
a) EBAA Iron Inc., Mega-Bond.
b) Star Pipe Products, Star-Bond.
c) Sigma Corp., CorrsafeTM Electro-deposition coating.
d. Working pressure:
1) Shall include a minimum safety factor of 2:1.
2) For sizes 3- through 16-inch: 350 pounds per square inch. 3) For sizes 18- through 48-inch: 250 pounds per square inch. e. Restraint shall consist of multiple gripping wedges incorporated into a follower gland meeting the requirements of AWWA C111.
f. Restraint shall allow post assembly angular deflection that is a minimum of 50 percent of the angular deflection allowed by the mechanical joint. g. Restraint must be in accordance with applicable requirements of AWWA C110 and AWWA C111 for mechanical joints.

6. Push-on joint restraint harnesses:
a. Manufacturers: One of the following or equal:
1) EBAA Iron, Inc., Megalug® Series 1700.
2) Star Pipe Products, Split Stargrip Series 3100S.
3) Sigma Corp., One-Lok Model SLDEH.
b. Materials:
1) Restraint and backup ring: Ductile iron in accordance with ASTM A536.
2) Wedges and wedge actuating components: Ductile iron in accordance with ASTM A536.
a) Wedges shall be heat treated to a minimum of 370 BHN. 3) Actuating bolts and nuts:
a) Ductile iron in accordance with ASTM A536.
b) Provide torque-limiting twist off components to ensure proper installation.
4) Tie rods:
a) Low alloy steel in accordance with AWWA C111.
5) Bolts and nuts, including T-bolts:
a) As specified in Section 02001 - Common Work Results for General Piping.
c. Coatings:
1) Provide manufacturer applied coating system.
2) Manufacturers: One of the following or equal:
a) EBAA Iron Inc., Mega-Bond.

Ductile Iron Pipe: AWWA C151
02693-7 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (CONFORMED) b) Star Pipe Products, Star-Bond.
c) Sigma Corp., CorrsafeTM Electro-deposition coating.
d. Working pressure:
1) Shall include a minimum safety factor of 2:1.
2) For sizes 3- through 16-inch: 350 pounds per square inch. 3) For sizes 18- through 48-inch: 250 pounds per square inch. e. Restraint shall consist of a backup ring behind the ductile iron bell and a restraint ring consisting of multiple gripping wedges connected with number and type of tie rods as recommended by the manufacturer. f. Restraint shall allow post assembly deflection of a minimum of 50 percent of the deflection capability of the push-on joint.

C. Connections:

1. Tapping saddle as specified in Owner standard specification. a. If Owner does not have a standard specification, provide tapping saddles as specified in Section 02005 - Piping Specialties.

2. Tapping sleeve as specified in Owner standard specification. a. If Owner does not have a standard specification, provide tapping sleeves as specified in Section 02005 - Piping Specialties.

3. Welded outlet:
a. Fabrication:
1) Welded outlets shall be fabricated by the pipe manufacturer at the same facility where the pipe is produced.
2) The pipe manufacturer shall have a minimum of 5 years of experience in the fabrication and testing of outlets of similar size and configuration as those used on the Project.
3) Application is limited to branch outlets having a nominal diameter not greater than 70 percent of the nominal diameter of the main line pipe or 36 inches.
4) Parent pipe and branch outlet candidate pipe shall be centrifugally cast ductile iron pipe designed in accordance with AWWA C150 and manufactured in accordance with AWWA C151. Minimum classes for parent and outlet pipe:
a) Sizes 4- through 54-inch: Special Thickness Class 53. b) Sizes 60- through 64-inch: Pressure Class 350.
5) Electrodes for reinforcing welds:
a) Manufacturers: One of the following or equal:
(1) NCO Alloys, Ni-Rod 55-0 flux cored wire.
(2) INCO Alloys, Ni-Rod 55 welding electrode.
(3) Stoody Castweld, Ni 55-0 flux cored wire.
(4) INCO Alloys, Ni-Rod 44 Filler Metal.
b) Carbon steel electrodes are not acceptable.
b. Pressure rating:
1) Welded outlets 6- through 30-inch:
a) Rated for a working pressure of 250 pounds per square inch. 2) Welded outlets 36-inch and larger:
a) Rated for a working pressure of 200 pounds per square inch.

Ductile Iron Pipe: AWWA C151
02693-8 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (CONFORMED) 3) Welded outlets of all diameters and configurations:
a) Have a minimum safety factor of 2.0 based on proof of design hydrostatic test results.
b) Contractor shall, at the request of Engineer, provide the manufacturer’s representative proof test data confirming the design, hydrostatic test results, and safety factors.
c. Source quality control:
1) Branch outlets shall be subjected to an air pressure test of at least 15 pounds per square inch.
a) Air leakage is not acceptable.
b) Any leakage shall be detected by applying an appropriate foaming solution to the entire exterior surface of the weldment and adjoining pipe edges or by immersing the entire area in a vessel of water and visually inspecting the weld surface for the presence of air bubbles.
c) Hydrostatic testing to 500 pounds per square inch on each branch outlet can be used in lieu of air testing.
d) Any weldment that shows any signs of leakage shall be repaired and retested in accordance with the manufacturer's written procedures.
2) Pipe manufacturer shall have a fully documented welding quality assurance system and maintain resident quality assurance records in accordance with AWS D11.2.
3) Pipe manufacturer shall maintain appropriate welding procedure specification, procedure qualification, and welder performance qualification test records as well as appropriate air-test logs documenting air-leakage tests on all welded-on outlet pipes furnished to the Project.

D. Fittings:

1. Ductile iron in accordance with AWWA C110.

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 ASPHALT VARNISH
A. Coating:

1. Factory apply.

B. Primer:

1. Factory applied for field coating.

C. Compatible with materials as specified in Section 09960 - High-Performance Coatings.

1. B1000.

Ductile Iron Pipe: AWWA C151
02693-9 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (CONFORMED)

2.06 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 high-density, cross-laminated polyethylene (HDCLPE) film, minimum thickness of 4 mils in accordance with AWWA C105.

3. 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.

2.07 ZINC COATING
A. Zinc pipe coating:

1. The exterior shall be coated with a layer of arc-sprayed zinc in accordance with ISO 8179.

2. The mean mass of zinc based coating measured in accordance with ISO 8179 shall not be less than 200 grams per square meter of pipe surface area with a local minimum of 180 grams per square meter.

3. Manufacturer shall carry out regular measurements of zinc coating masses in accordance with ISO 8179.

4. Pipe markings shall include the word "zinc" or a similar designation clearly identifying the pipe has a zinc coating.

5. Zinc pipe topcoat:
a. The finishing layer shall be bituminous paint compatible with the zinc based layer. The mean dry film thickness shall be in accordance with AWWA C151.

B. Zinc fittings coatings:

1. The exterior shall be coated with a zinc rich paint in accordance with ISO 8179. Dry film thickness shall be as recommended by the paint manufacturer, but not less than 2.0 mils.

2. Fitting markings shall include the word "zinc".

3. Zinc fittings topcoat: Same as Pipe coatings.

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.

Ductile Iron Pipe: AWWA C151
02693-10 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (CONFORMED) 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.

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.

C. Connection:

1. Tapping ductile iron pipe:
a. Direct tapping of ductile iron pipe may be performed but is limited to the following conditions:
1) Maximum allowable tap diameter by pipe diameter and pressure class:

Pipe Size
(inches)
Pressure Class
150 200 250 300 350
Maximum Allowable Direct Tap Size (inches)
3 - - - - 3/4
4 - - - - 3/4
6 - - - - 1
8 - - - - 1
10 - - - - 1
12 - - - - 1-1/4
14 - - 1-1/4 1-1/2 1-1/2
16 - - 1-1/2 2 2
18 - - 2 2 2
20 - - 2 2 2
24 - 2 2 2 2
b. The maximum allowable tap diameter for pipelines greater than 24 inches is 2 inches.
c. 2 layers of 3-mil thread sealant are required to minimize the torque required to effect a watertight connection.

2. Direct tapping of glass lined ductile iron pipe may be performed only when approved in writing by the Engineer. Direct tapping of glass lined pipe shall be

Ductile Iron Pipe: AWWA C151
02693-11 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (CONFORMED) performed in accordance with the above conditions for tapping ductile iron pipe in addition to the following conditions:
a. Drilling and tapping shall be performed using a hole saw. 1) Use of a large drill bit is not acceptable.
b. As the hole saw approaches the glass lining, lessen the inward pressure to avoid excess chipping or cracking of the lining.
c. Minor chipping or spalling of the glass lining shall be repaired using an epoxy resin “glass repair kit” provided by the fabricator. 1) Manufacturers: One of the following or equal:
a) Devoe - Devran 224 HS.
b) Sherwin-Williams Co. - Sher-Tile High Solids Epoxy.
2) Repair kit use is only allowed for areas of damage less than 1/2 inch in diameter.
a) Larger areas of damage will require replacement.
3) Surface shall be prepared and repair kit shall be applied in accordance with manufacturer and/or fabricator’s instructions.

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 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.

Ductile Iron Pipe: AWWA C151
02693-12 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (CONFORMED) 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.

F. Repair tears and make joints with 2 layers of plastic tape.

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

3.04 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

Polyvinyl Chloride (PVC) Pipe: Gravity
02705-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02705 (CONFORMED) 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
02705-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02705 (CONFORMED) PART 2 PRODUCTS

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 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02705 (CONFORMED) 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.

Polyvinyl Chloride (PVC) Pipe: Gravity
02705-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02705 (CONFORMED)

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

Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (CONFORMED) SECTION 02706
POLYVINYL CHLORIDE (PVC) PIPE: PRESSURE - LINEAR INFRASTRUCTURE PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. AWWA C900 PVC pipe and fittings.

2. AWWA C900 compliant FPVC.

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

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

2. C605 - Underground Installation of Polyvinyl Chloride (PVC) and Molecularly Oriented Polyvinyl Chloride (PVCO) Pressure Pipe and Fittings.

3. C900 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In.

Through 60 In.

4. C905 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 In. through 48 In., for Water Transmission and Distribution.

5. M23 - PVC Pipe - Design and Installation Manual.

B. ASTM International (ASTM):

1. A536 - Standard Specification for Ductile Iron Castings.

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

3. D3139 - Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals.

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

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

C. NSF International (NSF):

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

1.03 ABBREVIATIONS
A. DR: Dimension Ratio = OD/t (OD is pipe outer diameter, t is pipe wall thickness).

B. NPS: Nominal pipe size followed by the size designation.

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

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

Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (CONFORMED) C. Shop drawings:

1. Fusion technician qualifications.

2. The following AS-RECORDED DATA is required from the Contractor and/or fusion provider:
a. Fusion report for each fusion joint performed on the project, including joints that were rejected and the following information:
1) Pipe size and dimensions.
2) Machine size.
3) Fusion technician identification.
4) Job identification.
5) Fusion joint identification.
6) Fusion, heating, and drag pressure settings.
7) Heat plate temperature.
8) Pipe extrusion time stamp.
9) Heating and cool down time of fusion.
10) Ambient temperature.

1.05 QUALITY ASSURANCE
A. Pipe in potable water applications: Provide pipe bearing NSF 61 seal.

B. Mark plastic pipe with date of extrusion, nominal size, class, manufacturer, and markings required in accordance with ASTM and AWWA standards.

C. Fusion technician requirements:

1. Qualified by the pipe supplier to fuse FPVC of the type(s) and size(s) being used.

2. Current qualification as of the actual date of fusion performance on the project.

3. Training records for qualified fusion technicians available to Owner or Engineer upon request.

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

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

C. Deliver, offload, handle, and store pipe in accordance with manufacturer’s or pipe supplier’s recommendations and best practices provided by AWWA M23 and AWWA C605, including compliance with minimum recommended bending radius and maximum safe pulling forces for each specific pipe.

PART 2 PRODUCTS

2.01 PIPE
A. General:

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

2. Extruding and molding material: Virgin material containing no scrap, regrind, or rework material except where permitted in the referenced standards.

Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (CONFORMED)

3. In accordance with AWWA C900.

4. Made from a PVC compound conforming to cell classification 12454 in accordance with ASTM D1784.

B. Pipe:

1. Bell and spigot:
a. Pipe with integral bell.
b. Pressure Class as scheduled in Section 02001 - Common Work Results for General Piping with a maximum DR of 18.
c. Manufacturers: One of the following or equal.
1) Diamond Plastics Corp.
2) CertainTeed.
3) North American Pipe Corp.

2. Fusible:
a. Extruded with plain ends square to the pipe and free of any bevel or chamfer.
b. Pressure Class as scheduled in Section 02001 - Common Work Results for General Piping with a maximum DR of 18.
c. Pipe: Manufacturers: One of the following or equal:
1) Underground Solutions, Inc., Fusible C-900®.
d. Extruders: Manufacturers: One of the following or equal:
1) Northern Pipe Products.
2) CertainTeed.
3) North American Pipe Co.

2.02 FITTINGS
A. Material:

1. Cast or ductile iron fittings as specified in Section 02693 - Ductile Iron Pipe:

AWWA C151 sized for the dimensions of the pipe being used.

B. Equal to or greater pressure rating than the pipe.

2.03 JOINTS
A. Bell and spigot joints:

1. Push-on or mechanical joint type as identified in the Piping Schedule in Section 02001 - Common Work Results for General Piping.

2. Gasketed joint assembly: Meet or exceed the requirements in accordance with ASTM D3139.

3. Factory installed gaskets: SBR in accordance with ASTM F477.

4. Joint restraint at fittings:
a. Concrete thrust blocks:
1) Install thrust blocks at changes in pipe diameter and at fittings. 2) Design thrust blocks using a safety factor of at least 1.5:1 for both the test and peak operating pressures.
b. Mechanical wedge action joint restraints:
1) Manufacturers: One of the following or approved equal:
a) EBAA Iron, Inc.:
(1) For pipes 3 to 36-inch: Series 2000PV.
(2) For pipes 42 and 48-inch: Series 2200.

Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (CONFORMED) b) Star Pipe Products, Series 4000.
c) Sigma Corp.:
(1) For pipes 3 to 36-inch: One-Lok Model SLCE.
(2) For pipes 42 and 48-inch: PV-Lok Model PWM.
2) Materials:
a) Mechanical joints bolts and nuts as Specified in Section 02001 - Common Work Results for General Piping.
b) Gland body: Ductile iron in accordance with ASTM A536. c) Wedge and wedge actuating components: Ductile iron in accordance with ASTM A536.
(1) Wedges: Heat-treated to a minimum of 370 BHN.
d) Actuating bolts and nuts: Ductile iron in accordance with ASTM A536.
(1) Provide torque-limiting twist off components to ensure proper installation.
3) Coatings:
a) Provide a manufacturer applied coating system.
b) Manufacturers: One of the following or equal:
(1) EBAA Iron Inc., Mega-Bond.
(2) Star Pipe Products, Star-Bond.
(3) Sigma Corp., CorrsafeTM Electro-Deposition Coating. 4) Consist of multiple gripping wedges incorporated into a follower gland meeting the requirements in accordance with AWWA C111. 5) Allow post assembly angular deflection that is a minimum of 50 percent of the angular deflection allowed by the mechanical joint. 6) Pressure rating equal to or greater than that of the pipe on which it is being used and a minimum safety factor of 2:1 for all sizes. c. Push-on joint restraint harnesses:
1) Manufacturers: One of the following or approved equal:
a) EBAA Iron, Inc.:
(1) For pipes 4 to 12-inch: Series 1500.
(2) For pipes 14 to 48-inch: Series 2800.
b) Star Pipe Products, Series 4100P.
c) Sigma Corp., PV-Lok Model PWP.
2) Materials:
a) Restraint and backup rings: Ductile iron in accordance with ASTM A536.
b) Wedge and wedge actuating components: Ductile iron in accordance with ASTM A536.
c) Tie rods: Low alloy steel in accordance with AWWA C111. 3) Coatings:
a) Provide manufacturer applied coating system.
b) Manufacturers: One of the following or equal:
(1) EBAA Iron Inc., Mega-Bond.
(2) Star Pipe Products, Star-Bond.
(3) Sigma Corp., Corrsafe TM Electro-deposition coating. 4) Consist of a backup ring behind the PVC bell and a restraint ring consisting of multiple gripping wedges connected with number and type of tie rods as recommended by the manufacturer.

Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-5 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (CONFORMED) 5) Allow post assembly angular deflection that is a minimum of 50 percent of the angular deflection allowed by the push-on joint. 6) Pressure rating equal to or greater than that of the pipe on which it is being used and a minimum safety factor of 2:1 for all sizes.

B. Fusion joints:

1. Unless otherwise specified, assemble FPVC lengths in the field using butt-fusion joining methodology as recommended by the pipe supplier.

2.04 SOURCE QUALITY CONTROL
A. Bell and spigot piping:

1. Hydrostatic proof testing in accordance with AWWA C900: Test pipe and integral bell to withstand, without failure, 2 times the pressure class of the pipe for a minimum of 5 seconds.

B. Fusible:

1. Test at the extrusion facility for properties required to meet applicable parameters as outlined in AWWA C900.

2. Conduct hydrostatic proof testing in accordance with the provisions of AWWA C900 for pipes manufactured to non-standard lengths (i.e., lengths other than 20-foot).

PART 3 EXECUTION

3.01 INSTALLATION
A. General:

1. Install PVC piping in accordance with ASTM F645, AWWA C605, and manufacturer's or pipe supplier’s published installation instructions.

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

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

B. Fusible PVC:

1. Layout:
a. Perform fusion of the pipe at surface level.
1) No fusion will be completed in the excavated area or trench without prior special approval.
b. Fuse pipe lengths in their entirety and stage prior to installation in the trench.
c. Handle and install the FPVC pipe in a manner so as not to exceed the recommended bend radius.

2. Installation:
a. Install fused lengths of pipe by lowering into the trench or excavation using manufacturer approved methods.
1) Once the lowering operation is initiated, proceed until the entire length of the fused section of pipe is installed.

Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-6 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (CONFORMED) b. Coordinate lifting equipment to ensure the fused pipe does not exceed the bending and buckling limitations of the pipe, in accordance with manufacturer’s or pipe supplier’s recommendations.
1) Do not “drop” or “roll” pipe into the trench or excavation. 2) Support pipe at all times, including placement in final alignment. c. Bed and remove lengths of FPVC from direct sunlight for a period of at least 2 minutes per inch-diameter before any connections are made. d. Do not exceed the manufacturer’s recommended safe pulling force for the specific pipe size and DR being installed by pulling in tension.

C. Fusion process:

1. FPVC will be fused by qualified fusion technicians certified and experienced in the type and size of FPVC pipe being used.
a. Pipe supplier submit technician's documented qualifications valid for date of project welding.

2. Use only appropriately sized and outfitted fusion machines that have been approved by the pipe supplier for the fusion process.

3. Fusion machines must meet the following requirements:
a. Heat plates:
1) Appropriately sized.
2) In good condition with no deep gouges or scratches within the pipe circle being fused.
3) Clean and free of any contamination.
4) Capable of maintaining a uniform and consistent heat profile and temperature for the size of pipe being fused in accordance with pipe manufacturer’s recommendations.
b. Verify heater controls properly function.
c. Smooth traveling carriage with no binding at less than 50 pounds per square inch.
d. Jaws: Good condition with proper inserts for the pipe size being fused. e. Install insert pins with no interference to carriage travel. f. Machine body: No obvious defects, missing parts, or potential safety issues during fusion.

4. Use pipe rollers for support of pipe on either side of the machine.

5. Provide a weather protection canopy that allows full machine motion of the heat plate, fusion assembly, and carriage for fusion in inclement and/or windy weather.

6. Use facing blades specifically designed for cutting FPVC.

7. Record and log each fusion joint using an electronic monitoring device (data logger) connected to the fusion machine.
a. Generate the fusion data logging and joint report using software developed specifically for the fusion of FPVC.
b. Use the current version of the pipe manufacturer’s recommended data logger software.
c. Manually log data not logged by the data logger and include in the fusion technician’s joint report.

Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-7 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (CONFORMED) D. Tapping PVC:

1. Direct tapping:
a. Direct taps are allowed for AWWA C900 have a pipe class of Class 235 or greater, NPS 6-inch through 12-inch only.
b. 1-inch is the maximum allowable outlet size for performing a direct tap.

2. Saddle tapping:
a. Saddle taps are allowable on all sizes and classes of AWWA C900 pipe. b. 2-inch is the maximum allowable outlet size for performing a saddle tap. c. As specified in Section 02005 - Piping Specialties for allowable service saddles.

3. Tapping sleeves:
a. Tapping sleeves are allowable on all sizes and classes of PVC AWWA C900.
b. As specified in Section 02005 - Piping Specialties for allowable tapping sleeves.

E. Tapping FPVC:

1. Direct tapping of FPVC is not allowed.

2. Saddle tapping:
a. Saddle taps are allowable on all sizes and classes of AWWA C900 FPCVP.
b. As specified in Section - Piping Specialties for allowable service saddles.

3. Tapping sleeves:
a. Tapping sleeves are allowable on all sizes and classes of AWWA C900 FPVC.
b. As specified in Section 02005 - Piping Specialties for allowable tapping sleeves.

4. Use only allowable tap sizing and recommended tapping procedures provided by the pipe supplier for all tapping operations on FPVC.

3.02 FIELD QUALITY CONTROL
A. Leakage test for piping:

1. Subject to visible leak test and pressure test with maximum leakage allowance, as specified in Section 02009 - Piping Systems Testing.

2. Pressure test with maximum leakage allowance:
a. Perform test after placing sufficient backfill.
b. In areas requiring immediate backfill, test prior to placement of permanent surfacing.
c. Test pressure: As specified in the Piping Schedule in Section 02001 - Common Work Results for General Piping.

Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-8 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (CONFORMED) d. FPVC fusion joints: No leakage allowed.
e. Maximum leakage allowance for bell and spigot pipe is as listed in the table below:

Test
Pressure
(psi)
Bell and Spigot Pipe Allowable Leakage (Gallons per 50 joints per hour) Nominal Pipe Size (inches)
4 6 8 10 12 14 16 18 20 24
50 0.19 0.29 0.38 0.48 0.57 0.67 0.76 0.86 0.96 1.15
75 0.23 0.35 0.47 0.59 0.70 0.82 0.94 1.05 1.17 1.40
100 0.27 0.41 0.54 0.68 0.81 0.95 1.08 1.22 1.35 1.62
125 0.3 0.45 0.6 0.76 0.91 1.06 1.21 1.36 1.51 1.81
150 0.33 0.50 0.66 0.83 0.99 1.16 1.32 1.49 1.66 1.99
175 0.36 0.54 0.72 0.89 1.07 1.25 1.43 1.61 1.79 2.15
200 0.38 0.57 0.76 0.96 1.15 1.34 1.53 1.72 1.91 2.29
225 0.41 0.61 0.81 1.01 1.22 1.42 1.62 1.82 2.03 2.43
250 0.43 0.64 0.85 1.07 1.28 1.50 1.71 1.92 2.14 2.56
275 0.45 0.67 0.90 1.12 1.34 1.57 1.79 2.02 2.24 2.69
300 0.47 0.70 0.94 1.17 1.40 1.64 1.87 2.11 2.34 2.81

END OF SECTION

Polyvinyl Chloride (PVC) Pipe: Schedule Type
02710-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02710 (CONFORMED) SECTION 02710
POLYVINYL CHLORIDE (PVC) PIPE: SCHEDULE TYPE
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Schedule type PVC pipe and fittings.

1.02 REFERENCES
A. ASTM International (ASTM):

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

2. D1785 - Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80 and 120.

3. D2466 - Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40.

4. D2467 - Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 80.

5. D2564 - Standard Specification for Solvent Cements for Poly(Vinyl Chloride) (PVC) Plastic Piping Systems.

6. D2855 - Standard Practice for the Two-Step (Primer and Solvent Cement) Method of Joining Poly (Vinyl Chloride) (PVC) or Chlorinated Poly (Vinyl Chloride) (CPVC) Pipe and Piping Components with Tapered Sockets.

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

B. NSF International (NSF):

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

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.

1.04 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: Schedule Type
02710-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02710 (CONFORMED) PART 2 PRODUCTS

2.01 MATERIALS
A. Extruding and molding material: Virgin material containing no scrap, regrind, or rework material except where permitted in the referenced standards.

1. Pipe: Designation PVC 1120 in accordance with ASTM D1785 and appendices:
a. Extruded from Type I, Grade 1, Class 12454 material in accordance with ASTM D1784.
b. Schedule 80 unless otherwise indicated on the Drawings or specified in the Piping Schedule.

2. Fittings: In accordance with ASTM D2467.
a. Same material as the pipe and of equal or greater pressure rating. b. Supplied by pipe manufacturer.
c. Unions 4 inches and smaller:
1) Use socket end screwed unions.
d. Unions 6 inches and larger:
1) Use socket flanges with 1/8-inch full-face soft gasket. a) Gasket material: As indicated on the Piping Schedule.

3. Solvent cement:
a. In accordance with ASTM D2564.
b. Manufacturers: The following or equal:
1) IPS Corp.
a) Primer: Type P70 or another primer certified by the
manufacturer for chemical service.
b) Cement: Type 724.
c. Certified by the manufacturer for the service of the pipe. d. In potable water applications: Provide solvent cement listed by NSF for potable water applications.

2.02 SOURCE QUALITY CONTROL
A. Meets or exceeds all quality assurance test requirements stated in ASTM D1785.

PART 3 EXECUTION

3.01 INSTALLATION
A. Install piping in accordance with ASTM F645, or manufacturer's published instructions for installation of piping, as applicable.

B. Provide molded transition fittings for transitions from plastic to metal pipe.

1. Do not thread pipe.

2. Do not use flanged transition fittings unless specifically indicated on the Drawings.

C. Locate unions where indicated on the Drawings, and elsewhere where required for adequate access and assembly of the piping system.

Polyvinyl Chloride (PVC) Pipe: Schedule Type
02710-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02710 (CONFORMED) D. Provide serrated nipples for transition from pipe to rubber hose.

E. Solvent weld joints in accordance with ASTM D2855.

3.02 FIELD QUALITY CONTROL
A. Test pipe as specified in Section 02001 - Common Work Results for General Piping and Section 02009 - Piping Systems Testing.

END OF SECTION

Asphaltic Concrete Paving (CA)
02742A-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02742A (CONFORMED) SECTION 02742A

ASPHALTIC CONCRETE PAVING (CA)
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.

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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.

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 (CA)
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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.

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 SLURRY SEAL
A. Slurry seal, Type II, shall be applied in conformance with the provisions in Section 37-3, and applicable referenced sections of the Caltrans Standard Specifications, at the following locations:

1. At locations indicated on the Drawings.

2. All asphalt pavement.

2.04 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. All asphalt pavement.

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

Asphaltic Concrete Paving (CA)
02742A-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02742A (CONFORMED)

2.05 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.

2.06 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 Owner.

B. Subgrade preparation:

1. Immediately prior to applying tack coat, or immediately prior to placing the asphalt pavement when 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 tack coat.

Asphaltic Concrete Paving (CA)
02742A-5 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02742A (CONFORMED)

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.

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, open graded asphalt concrete shall be spread and complete the first coverage using 2 rollers before the surface temperature drops below 230 degrees Fahrenheit. All compaction shall be complete before the surface temperature drops below 190 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.

Asphaltic Concrete Paving (CA)
02742A-6 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02742A (CONFORMED) 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 pavementreinforcing 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.

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.

Asphaltic Concrete Paving (CA)
02742A-7 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02742A (CONFORMED) 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 95 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.

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.

Asphaltic Concrete Paving (CA)
02742A-8 8660F10 July 12, 2023 - CONFORMED
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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

Bituminous Pavement Surface Seal
02747-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02747 (CONFORMED) SECTION 02747

BITUMINOUS PAVEMENT SURFACE SEAL
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Seal Coat.

2. Asphaltic Emulsion.

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

1. T 49 - Standard Method of Test for Penetration of Bituminous Materials.

2. T 59 - Standard Method of Test for Emulsified Asphalts.

B. CalTrans:

1. Section 37 - Bituminous Seals.

2. Section 94 - Asphaltic Emulsions.

3. Test 205 - Method of Test for Percentage of Crushed Particles.

4. Test 227 - Method of Test for Evaluating Cleanness of Coarse Aggregate.

5. Test 332 - Method of Test for Recovery from Deformation of Latex Modified Asphalt Emulsion Residue.

1.03 SUBMITTALS
A. Product data.

B. Material sample.

C. Manufacturer's Installation Instructions.

D. Warranty.

1.04 PREPARATION FOR SEAL COAT
A. Prepare the surface to be sealed in accordance with Section 37 and Section 94.

B. Include preparation for seal coat in seal coat price, not as a separate item.

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2.01 SEAL COAT
A. Seal coat shall be a medium chip as indicated on the Drawings.

B. Use of building paper at the beginning and end of each application of bituminous binder will not be required when, in the opinion of the Engineer, satisfactory control of the spread of the bituminous binder can be obtained by other methods.

2.02 SCREENING MATERIAL
A. At least 90 percent by weight of the screenings shall consist of crushed particles in accordance with CalTrans Test 205.

1. A crushed particle is defined as a particle having 2 or more fresh mechanically fractured faces.

2.03 MATERIAL SAMPLE SUBMITTAL
A. Prior to beginning work the Contractor shall submit four 2-liter bottle samples of asphaltic emulsion from each source and a 70 pound sample of screenings from each source and size for testing.

B. Asphaltic emulsion testing requires a maximum of 10 working days and screenings testing require 5 working days from the time the samples are received at the Laboratory. Work on the project shall not begin until submitted samples have passed all test procedures.

1. Resubmitted failing asphaltic emulsion samples will take an additional 10 working days for each consecutive resubmittal.

2. Resubmitted failing screening samples will take an additional 5 working days for each consecutive resubmittal.

2.04 ASPHALTIC EMULSION
A. Bituminous binder: Cationic type polymer modified asphaltic emulsion Grade PMCRS-2h.

B. For purposes of this contract, the words latex and polymer shall be considered synonymous.

C. The polymer modified' asphaltic emulsion shall be in conformance with the requirements specified in CalTrans Section 94 Asphaltic Emulsion when tested in accordance with the specified test method.

D. Test results for polymer modified asphaltic emulsion not within the allowable ranges specified, based upon the Engineer's tests, will be assessed a pay factor value in increments as follows.

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3.01 PREPARATION
A. The rubber latex shall be added to the emulsion at the location of manufacture. The rubber may be either neoprene or a blend of butadiene and styrene.

B. Samples of the polymer modified asphaltic emulsion delivered to the project will be taken from the spray bar of the distributor truck at mid-load.

C. The temperature of the polymer modified asphaltic emulsion at the time of application shall be between 130 degrees Fahrenheit and 180 degrees Fahrenheit.

D. The application rate for polymer modified asphaltic emulsion shall be between

0.25 gallons per square yard and 0.40 gallons per square yard for medium screenings.

1. The exact rate will be determined by Engineer.

E. Polymer modified asphaltic emulsion will be measured and paid for by the ton.

F. The use of different colored screenings will not be permitted on contiguous traffic lanes and uniform screening color shall be maintained for not less than 1 mile.

G. Stockpiling of screenings will be permitted provided Contractor notifies the Engineer sufficiently in advance of stockpiling so that an inspector can be provided at the stockpile site, and screenings are stockpiled in a continuous operation at a minimum rate of 75 tons per hour.

H. Spreading:

1. Spread screenings both transversely and longitudinally at a uniform rate established by Engineer.

2. Testing the rate of spread will be determined by placing 3 containers having an area of 3 square feet each across the width of spread at intervals determined by Engineer.
a. The spreader will pass over the containers at the normal operative speed and the screenings deposited on each container will be weighed. b. The corresponding rate per square yard determined from the weight of screenings deposited on each container shall not vary more than 10 percent above or below the rate established by Engineer.

3. Spreading equipment which cannot spread the screenings within the tolerances specified above will not be allowed.

I. Lane widths and the location of joints between adjacent applications of bituminous binder and screenings will be determined by Engineer.

END OF SECTION

Pavement Markings
02762-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02762 (CONFORMED) SECTION 02762

PAVEMENT MARKINGS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Pavement marking requirements for striping, text, and graphics; traffic signs.

1.02 SUBMITTALS
A. Product data.

B. Manufacturer's instructions.

1.03 QUALITY ASSURANCE
A. Applicator qualifications: Minimum 5 years of experience of applying traffic markings with satisfactory performance record.

B. Regulatory requirements: Comply with applicable requirements of governmental agencies having jurisdiction, including airborne emissions and industrial waste disposal requirements.

1.04 PROJECT CONDITIONS
A. Apply pavement marking paint when:

1. Pavement is clean and thoroughly dry.

2. Ambient temperature is above 40 degrees Fahrenheit.

3. Precipitation is not expected within 12 hours of completion of application.

PART 2 PRODUCTS

2.01 PAVEMENT MARKING PAINT
A. Manufacturers: One of the following or equal:

1. Dunn-Edwards Corp.

2. Glidden Co.

3. Sherwin Williams Co.

B. Materials:

1. Pavement marking paint, latex based: One of the following or equal:
a. Dunn-Edwards: No. W 801, Vin-L-Stripe, epoxy-modified acrylic-latex based paint.
b. Glidden: 63240 Series, UltraHide Latex Traffic Paint. c. Sherwin Williams: Set fast acrylic water borne traffic marking paint.

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2. Masonry conditioner: The following or equal:
a. Sherwin Williams: B46WZ1000, Masonry Conditioner.

3. Colors:
a. Text: White.
b. Parking dividers: White.
c. No parking zone markings: Yellow.
d. No parking curb: Red.
e. Handicap zone markings: Blue and white.
1) Blue paint: Match color No. 15090 in Federal Standard 595A as specified in Section 2-1720 of California Administrative Code Title 24 Handicap Regulations.
f. Accessible parking dividers and accessible route: Yellow. g. Directional arrows: White.
h. Driving lane dividers: White.

2.02 TRAFFIC SIGNS
A. Manufacturers: One of the following or equal:

1. Seton Name Plate Co.

2. Emedco.

B. Material, shapes, and graphics: Post mounted baked enamel on steel sheet, reflectorized to show the same shape and color both day and night, with mounting holes, in accordance with the Uniform Traffic Control Devices manual. Fasten sign to post with stainless steel bolts.

PART 3 EXECUTION

3.01 PREPARATION
A. Remove dirt, oil, grease, and other materials which may affect paint adhesion.

B. Apply masonry conditioner on weathered or sandblasted surfaces, brick, or stucco.

3.02 APPLICATION
A. Apply paint at package consistency whenever possible. Thin paint as little as possible.

B. Apply paint with specifically designed and manufactured equipment for pavement marking. Provide:

1. Uniform straight edges without overspray.

2. 4-inch-wide lines, unless indicated otherwise.

3. Hatching in handicap parking areas.

C. Provide striping between parking stalls as indicated on the Drawings:

1. Identify parking spaces with text as indicated on the Drawings:
a. Compact spaces: COMPACT.
b. Carpool spaces: CARPOOL.
c. Motorcycle spaces: MOTORCYCLE.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02762 (CONFORMED) d. Visitor spaces: VISITOR.
e. Clean Air Vehicle spaces: CLEAN AIR VEHICLE.
1) Lettering shall be at least 8 inches high.

D. Apply paint to obtain thickness recommended by paint manufacturer.

E. Paint traffic control markings, including striping, directional arrows, cross walks and lettering, and handicap striping and symbols as indicated on the Drawings and in accordance with local governing agency's standards. Use stencils for arrows, lettering, and symbols.

F. Apply 700 square inch international handicap symbol on pavement surface where indicated on the Drawings:

1. On asphalt surfaces, paint blue symbol on white square.

2. On concrete surfaces, paint white symbol on blue square.

G. Install traffic signs where indicated on the Drawings. Set post in concrete to depth to resist sign damage from wind speed of 100 miles per hour.

END OF SECTION

Concrete Curbs, Gutters, and Sidewalks
02772-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02772 (CONFORMED) 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.

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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. Sidewalks and ramps: Broom finish.

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.

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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 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02820 (CONFORMED) 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.

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.

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02820-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02820 (CONFORMED) 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.

1.07 SEQUENCING AND SCHEDULING
A. Fences and gates: May be constructed at any time after earthwork, pipe work, and structures to which fence is related has been completed, but prior to erosion control application.

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 MATERIALS
A. Chain link fence:

1. Fabric:
a. Height:
1) Plant fence: 6 feet 0 inch.
b. Mesh: 2 inches.
c. Size wire: 11 gauge:
1) Coating: Zinc coating, ASTM A392, Class 1.
2) Tensile strength: 80,000 pounds per square inch minimum.

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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 rail:
1) Size: 1-5/8 inches outside diameter.
2) Tension wire: 7-gauge galvanized coil spring wire.
b. Bottom rail:
1) Size: 1-5/8 inches outside diameter.
2) Tension wire: 7-gauge galvanized coil spring wire.
c. Line posts:
1) Size: 1-7/8-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.

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.
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.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02820 (CONFORMED) 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)
0 to 6 2-7/8 12 4
Over 6 to 13 4 18 4
Over 13 to 18 6-5/8 (Group IA) 18 4
Over 18 to 25 8-5/8 (Group IA) 18 4.5

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.
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. 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.

C. Barbed wire gates:

1. Frame: 1-3/8-inch outside diameter tubular steel, galvanized.

2. Center support: 7/8 inch outside diameter tubular steel, galvanized.

3. Filler wire: 11 gauge.

4. Wire clamps: Wire T-clamps, galvanized.

5. Hardware: Suitable hinges and latches.

6. Padlocks: 1-1/2-inch minimum galvanized. Key padlocks alike.

7. Chain:
a. Links: Hardened steel, minimum 1-3/8 inches long, minimum 3/16-inch diameter links.
b. Length: Sufficient to padlock 2 gates together.

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2.03 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.

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.

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

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.
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.

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

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

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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

Seeding
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SEEDING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes seeding.

1.02 REFERENCES
A. Association of Official Seed Analysts (AOSA).

B. United States Department of Agriculture (USDA).

C. United States Environment Protection Agency (EPA).

1.03 DEFINITIONS
A. Duff layer: The surface layer of native topsoil that is composed of mostly decayed leaves, twigs, and detritus.

B. Finish grade: Elevation of finished surface of planting soil.

C. Manufactured topsoil: Soil produced off-site by homogeneously blending mineral soils or sand with stabilized organic soil amendments to produce topsoil or planting soil.

D. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or mitigating a pest. This includes insecticides, miticides, herbicides, fungicides, rodenticides, and molluscicides. It also includes substances or mixtures intended for use as a plant regulator, defoliant, or desiccant.

E. Pests: Living organisms that occur where they are not desired or that cause damage to plants, animals, or people. These include insects, mites, grubs, mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria, and viruses.

F. Planting soil: Standardized topsoil; existing, native surface topsoil; existing, in-place surface soil; imported topsoil; or manufactured topsoil that is modified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth.

G. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or top surface of a fill or backfill before planting soil is placed.

H. Surface soil: Soil that is present at the top layer of the existing soil profile at the Project site. In undisturbed areas, the surface soil is typically topsoil, but in disturbed areas such as urban environments, the surface soil can be subsoil.

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1.04 SUBMITTALS
A. Product data: For each type of product indicated:

1. Pesticides and herbicides: Include product label and manufacturer's application instructions specific to this Project.

2. Fertilizer and organic matter: Include product label and manufacturer's application instructions specific to this Project.

3. Soil amendment: Analysis.

B. Certification of grass seed: From seed vendor for each grass-seed monostand or mixture stating the botanical and common name, percentage by weight of each species and variety, and percentage of purity, germination, and weed seed. Include the year of production and date of packaging.

1. Certification and inspection as required by governmental authorities of each seed mixture. Include identification of source and name and telephone number of supplier.

C. Qualification data: For qualified landscape Installer.

D. Samples: Imported topsoil, organic matter, erosion control blanket and mulch.

E. Product certificates: For soil amendments and fertilizers, from manufacturer.

F. Maintenance instructions: Recommended procedures to be established by Owner for maintenance of turf and meadows during a calendar year. Submit before expiration of required initial maintenance periods.

1.05 QUALITY ASSURANCE
A. Installer qualifications: A qualified landscape Installer whose work has resulted in successful turf and meadow establishment.

1. Professional membership: Installer shall be a member in good standing of either the Professional Landcare Network or the American Nursery and Landscape Association.

2. Experience: 5 years’ successful experience in the installation of seeded areas similar in size to this project.

3. Installer's field supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress.

4. Personnel certifications: Installer's field supervisor shall have certification in all of the following categories from the Professional Landcare Network:
a. Certified Landscape Technician - Exterior, with installation and irrigation specialty area(s).

5. Maintenance proximity: Not more than 2 hours' normal travel time from Installer's place of business to Project site.

6. Pesticide applicator: State licensed, commercial.

B. Soil-testing laboratory qualifications: An independent laboratory or university laboratory, recognized by the State Department of Agriculture, with the experience and capability to conduct the testing indicated and that specializes in types of tests to be performed.

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02939-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (CONFORMED) C. Soil analysis: For each unamended soil type, furnish soil analysis and a written report by a qualified soil-testing laboratory stating percentages of organic matter; gradation of sand, silt, and clay content; cation exchange capacity; sodium absorption ratio; deleterious material; pH; and mineral and plant-nutrient content of the soil. Refer to plan notes for number and location of soil analysis tests.

1. Testing methods and written recommendations shall comply with USDA's Handbook No. 60.

2. The soil-testing laboratory shall oversee soil sampling, with depth, location, and number of samples to be taken per instructions from Engineer. a. A minimum of 3 representative samples shall be taken from varied locations for each soil to be used or amended for planting purposes.

3. Report suitability of tested soil for turf growth:
a. Based on the test results, state recommendations for soil treatments and soil amendments to be incorporated.
1) State recommendations in weight per 1,000 square feet or volume per cubic yard for nitrogen, phosphorus, and potash nutrients and soil amendments to be added to produce satisfactory planting soil suitable for healthy, viable plants.
b. Report presence of problem salts, minerals, or heavy metals, including aluminum, arsenic, barium, cadmium, chromium, cobalt, lead, lithium, and vanadium. If such problem materials are present, provide additional recommendations for corrective action.

D. Pre-installation conference: Conduct conference at project site.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Seed and other packaged materials:

1. Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and indication of conformance with state and federal laws, as applicable.

2. Protect seed during delivery and storage.

3. Seed that has become wet or otherwise damaged will not be acceptable.

B. Deliver packaged materials in waterproof bags showing weight, chemical analysis and name or trademark of manufacturer.

1. Provide seed mixture in containers showing percentage of seed mix, year of production, net weight, date of packaging, percentage of purity (PLS), percentage of germination and location of packaging.

C. Local sourcing of seed not in sealed containers is permitted for smaller projects.

D. Label seed bags per variety.

E. Store materials in protected and covered storage until application or use.

F. Bulk materials:

1. Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants.

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2. Provide erosion-control measures to prevent erosion or displacement of bulk materials, discharge of soil-bearing water runoff, and airborne dust reaching adjacent properties, water conveyance systems, or walkways.

3. Accompany each delivery of bulk fertilizers, lime, and soil amendments with appropriate certificates.

G. Truck receipts: For verification of all soil amendments and imported topsoil.

H. Hydroseeding:

1. Ensure that seed packages are packed to provide adequate protection against injury during transit.

2. Deliver undamaged sealed seed bags with legible labels showing weight, analysis, vendor’s name and address, and point of origin. a. Label seed bags per variety.

3. Deliver dry commercial process or packaging, such as fertilizer, in undisturbed original unopened containers with legible labels showing the manufacturer’s guaranteed analysis or description.

4. Inspect materials and packages upon delivery.
a. Discard damaged packages or containers immediately.

5. Store materials in protected and covered storage until application or use.

1.07 WARRANTY
A. Warranty:

1. Guarantee all seeding to be alive and healthy for 2 years following date of final completion by the Engineer.

2. Seeded areas shall have an even stand of grass with germination, over 100 percent of the site within 45 days of seeding.

3. All seeded grass areas are to be ensured of obtaining a satisfactory stand of growth.

4. The total area occupied by bare spots larger than 0.25 square feet must not exceed 10 percent of the total seeded area.

5. Maximum single bare spot size of irrigated seed 3 inches by 3 inches.

6. Maximum single bare spot size of non-irrigated seed is 1 square foot.

7. All seeded grass areas which do not meet the satisfactory stand of growth qualification shall be reseeded and mulched.

B. Replace seeding when it is no longer in a satisfactory condition or do not meet the preceding standard as determined by the Engineer or the duration of the Guarantee/Warranty Period.

1. Make replacements as soon as possible within the recommended seeding schedule.

C. Replacements:

1. Seed of same mix, quality and species as originally specified, as soon as possible within the recommended seeding schedule, with a new 1-year warranty commencing on date of replacement.

2. Repairs and replacements shall be made at no expense to the Owner.

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2.01 STAKES
A. Softwood lumber, chisel pointed.

2.02 SOIL AMENDMENTS AND FERTILIZERS
A. Apply soil amendments and fertilizer as indicated on the Drawings.

B. Submit soil amendment and fertilizer recommendations, along with supporting soil test analysis, for Engineer approval prior to application on the site.

C. Fertilizer:

1. Uniform in composition, free flowing and suitable for application with approved equipment, of the proportions necessary to eliminate any deficiencies of topsoil, as indicated in analysis.

2. Delivered to the site fully labeled according to applicable laws.

3. Packaging: Display the name, tradename, trademark and warranty of the provider.

D. Fertilizer grade description format:

1. Three sets of 2-digit numbers.

2. Numbers represent the percent by weight of nutrients.

3. First number is the amount of nitrogen (N).

4. Second number is the amount of phosphate (P2O5).

5. Third number is the amount of potash (K2O).

6. Example: 10 10 10.

2.03 HERBICIDE AND PESTICIDE
A. Submit labels for Engineer approval.

B. Pesticides:

1. Registered and approved by EPA.

2. Acceptable to authorities having jurisdiction.

3. Type recommended by manufacturer for each specific problem.

4. As required for Project conditions and application.

5. Do not use restricted pesticides unless authorized in writing by authorities having jurisdiction.

C. Pre-emergent herbicide (Selective and Non-Selective):

1. Effective for controlling the germination or growth of weeds within planted areas at the soil level directly below the mulch layer.

D. Post-emergent herbicide (Selective and Non-Selective):

1. Effective for controlling weed growth that has already germinated.

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2.04 WATER
A. Use potable water for making up seed mixture.

B. Plant effluent may be used for hydroseeding watering, as specified in this Section.

2.05 SOILS
A. Topsoil:

1. Fertile soil, typical for locality, capable of sustaining vigorous plant growth.

2. Taken from drained site.

3. Free of subsoil, stones more than 1 inch in diameter, clay clumps, or impurities, plants weeds and roots.

4. Organic content:
a. Minimum 2 percent by mass.

5. pH value:
a. Minimum: 5.5.
b. Maximum: 7.5.

2.06 SEED
A. Provide seed as indicated on the Drawings.

B. Packaging: Provide separate bags or containers for each variety of seed.

C. Plant seed that is appropriate for planting season.

D. Provide seed from tested lots and delivered to project site in standard containers labeled as required by U.S. Department of Agriculture regulations and applicable state regulations.

E. Use labels that show variety of strain of seed, degree of purity (percent), rate of germination (percent), weed content (percent), and date of test.

F. Grass seed:

1. Fresh, clean, dry, new-crop seed complying with AOSA’s “Journal of Seed Technology; Rules for Testing Seeds” for purity and germination tolerances.

2. Species: Match existing grass type or Selected by Owner.

3. Seed mixture:
a. Germination minimum: 95 percent.
b. Pure seed minimum: 85 percent.
c. Weed seed maximum: 0.5 percent.
d. Other than grass seed, non-viable seed, chaff, hulls, live seed of crop plants (other than those specified), harmless inert matter, and maximum:
18 percent.

4. Proprietary seed mix: Western Native Seed near Salida, CO.

G. Buffalo grass mix:
a. Common name: “Topgun” or “Texoka” seed.
b. Drill rate: 90 pounds of seed per acre (2 pounds 100 feet square).

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02939-7 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (CONFORMED) c. Timing: April 1 - September 1.
d. Cannot be hydro-mulched.
1) Areas susceptible to erosion: Cover drilled seeded area with hydro-mulched fiber.

H. Wildflower seed:

1. Wildflower seed mix from latest crop.

2. Seed mixture:
a. Pure live seed content minimum: 80 percent.

3. Seed testing maximum: 6 months from planting date.
a. Do not use seed mix after expiration date.

4. Seeding rate:
a. Lupinus luteus: 8 pounds per acre.
b. Eschscholtzia Californica: 1.9 pounds per acre.
c. Gazania Splendeus: 12 pounds per acre.
d. Clarkia Amoena: 4.5 pounds per acre.
e. Lasthenia Glabrata: 4 pounds per acre.
f. Achillea Borealis: 3 pounds per acre.
g. Stipa Pulchrum: 3 pounds per acre.
h. Gilia Capitata: 6 pounds per acre.
i. Festuca Idahoeasis: 4 pounds per acre.

I. Erosion control seed:

1. Erosion control seed mix from latest crop.

2. Seed mixture:

3. Pure live seed content minimum: 80 percent.

4. Seed testing maximum: 6 months from planting date.
a. Do not use seed mix after expiration date.

5. Seeding rate:
a. Blando Brome: 20 pounds per acre.
b. Annual Rye: 25 pounds per acre.
c. Rose Clover: 20 pounds per acre.
d. Zorro Annual Fescue: 10 pounds per acre.

2.07 MULCHES
A. As indicated on the Drawings.

B. Straw mulch:

1. Oats, barley, wheat, or rye only.

2. Free from weeds, foreign matter detrimental to plant life, and dry.

3. Minimum length 10 inches long: 50 percent of straw.

4. Not acceptable:
a. Hay or chopped cornstalks.
b. Old straw mulch which breaks during crimping.
c. Straw in such an advanced stage of decomposition as to smother or retard the normal growth of grass.

C. Wood cellulose fiber mulch:

1. Wood fibers must be capable of being evenly dispersed and suspended when agitated in water.

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2. Furnish with a biodegradable green dye to allow visual metering of its application.

3. Not acceptable:
a. Substance or factor which might inhibit germination or growth of grass seed, with organic tacifier.

2.08 HYDRO-MULCH
A. Hydro-mulch fiber:

1. Manufacturers: The following or equal:
a. Conwed "Hydro-mulch 2000 Fiber".

2. Natural cellulose fiber mulch produced from grinding clean, whole wood chips, or fiber produced from ground newsprint.

3. Mulch requirements:
a. Moisture content: 10.0 percent.
b. Organic matter: 99.2 percent + within 0.8 percent.
c. Ash content maximum: 0.8 percent.
d. pH: 4.8.
1) Furnish with a biodegradable green dye which does not inhibit plant growth to allow visual metering of its application.

4. Mulch shall be such that, when applied, the material shall form a strong, moisture-retaining mat without the need of an asphalt binder.

B. Hydro-mulch seed:

1. Seeding:
a. Mixture:
1) Ratio of wood cellulose fiber, seeds, and fertilizer: 4:1:6 mixture. a) Fiber: 20 pounds.
b) Seeds: 5 pounds.
(1) Modify mixture according to the planting season as follows:
(a) February through August: 20 pounds of hulled
common Bermuda grass per acre.
(b) August through February: combination of 15 pounds of unhulled common Bermuda and 15 pounds of unhulled
Gulf Coast Annual Rye seed per acre.
c) Fertilizer: 30 pounds.
2) Coverage: 1,000 square feet.
b. Provide a recommendation for proposed mixture based on time of year hydro-mulch is actually performed.

C. Hydro-mulching equipment:

1. Manufacturers: One of the following or equal:
a. Bowie Industries, Inc.
b. Reinco.
c. Finn Equipment Co.

2. Equipment requirements:
a. Built-in agitation system sufficient to agitate, suspend, and homogeneously mix slurry containing fiber, fertilizers, chemicals, and seed mix.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (CONFORMED) b. Capable of slurry distribution line large enough to prevent stoppage. c. Equipped with set of hydraulic spray nozzles which provide continuous non-fluctuating discharge of minimum 225 pounds per square inch at end of spray nozzle.

2.09 HYDROSEEDING MATERIALS
A. Seed mix:

1. Manufacturers: One of the following or equal:
a. Grass Growers.
b. Conwed Corp.
c. Eva Cell Co.

2. Seed mix from the latest crop.

3. Minimum pure live seed content to be 80 percent, and tested within the preceding 6 months.

4. Do not use seed mix after expiration date:
a. Blando Brome: 20 pounds per acre.
b. Annual Rye: 25 pounds per acre.
c. Rose Clover: 20 pounds per acre.
d. Zorro Annual Fescue: 10 pounds per acre.

B. Mulch:

1. Wood fiber manufactured for hydroseeding: Fiber mulch:

2. Manufacturers: One of the following or equal:
a. Grass Growers.
b. Conwed Corp., Fibers Div.
c. Eva Cell Co.

C. Water:

1. Use potable water for making up seed mixture.

2. Plant effluent may be used for hydroseed watering as specified in this Section.

D. Granular fertilizers:

1. Manufacturers: One of the following or equal:
a. Sierra Chemical Co.
b. Green Light Co., Wonder Grow Chemicals.
c. Kay-Fries Chemicals.

2. Fertilizer grade: 16-20-0.

2.10 EROSION CONTROL BLANKETS
A. As indicated on the Drawings.

B. Erosion control blanket:

1. Manufacturer: The following or equal:
a. American Excelsior Company, Curlex®.

2. Jute matting, open weave.

3. Regular blanket, machine produced mat of curled wood excelsior of 80 percent 6 inch or longer fiber length with a consistent width of fibers evenly distributed throughout mat.

4. Photo-biodegradable extruded plastic netting cover the top side of blanket.

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5. Secure netting to wood excelsior by extra heavy lines of plastic woven into the width of each blanket.

6. Smolder resistant with no chemical additives.

PART 3 EXECUTION

3.01 EXAMINATION
A. Examine areas to be planted for compliance with requirements and other conditions affecting performance.

1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area.

2. Do not mix or place soils and soil amendments in frozen, wet, or muddy conditions.

3. Suspend soil spreading, grading, and tilling operations during periods of excessive soil moisture until the moisture content reaches acceptable levels to attain the required results.

4. Uniformly moisten excessively dry soil that is not workable, and which is too dusty.

B. Start of work covered in this Section constitutes Contractor’s approval of all existing site conditions.

1. Proceed with installation only after unsatisfactory conditions have been corrected.

C. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and contamination as directed by the Engineer and replace with new planting soil.

3.02 SITE CONDITIONS
A. Planting restrictions: Plant during 1 of the following periods. Coordinate planting periods with initial maintenance periods to provide required maintenance from date.

1. Irrigated seed areas: Seed from ground thaw to July 31 and September 1 to October 15.

2. Non-irrigated seed areas: Seed from March 15 to July 4 and September 1 to October 15.

3. Pure Warm Season Grass Seed Areas: Seed from June 1 to August 15.

4. Dormant Seeding Areas: Seed from October 15 to ground freeze.

5. Per seed detail.

B. Coordinate with Contractor’s work requiring access to site over existing vegetation areas.

1. No trucking or moving of equipment or materials shall be permitted over completed seed areas.

C. Coordinate with installation of all underground system piping and outlets.

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02939-11 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (CONFORMED) D. Weather limitations:

1. Proceed with planting only when existing and forecasted weather conditions permit planting to be performed when beneficial and optimum results may be obtained.

2. Apply products during favorable weather conditions according to manufacturer's written instructions.

3.03 EXISTING VEGETATION RENOVATION
A. Renovate existing vegetation.

B. Renovate existing vegetation damaged by Contractor's operations, such as storage of materials or equipment and movement of vehicles.

1. Reestablish vegetation where settlement or washouts occur or where minor regrading is required.

2. Install topsoil as required.

C. Remove sod and vegetation from diseased or unsatisfactory vegetation areas; do not bury in soil.

D. Remove topsoil containing foreign materials such as oil drippings, fuel spills, stones, gravel, and other construction materials resulting from Contractor's operations, and replace with new planting soil.

E. Mow, dethatch, core aerate, and rake existing vegetation.

F. Prior to seeding, irrigate for a minimum of 2 weeks to allow germination of weed seeds.

1. Apply Round-Up herbicide per manufacturer's specifications after germination of weed seeds and at least 2 weeks prior to seeding.

2. Do not spray on a day when wind is detectable.

3. Remove remaining vegetative matter.

4. Repeat irrigation and herbicide application until no weeds are evident for 14 days after last herbicide application, as determined by the Engineer.

G. Remove waste and foreign materials, including weeds, soil cores, grass, vegetation, and turf, and legally dispose of them off Owner's property.

H. Till stripped, bare, and compacted areas thoroughly to a soil depth of 6 inches.

I. Apply soil amendments and initial fertilizers required for establishing new turf and mix thoroughly into top 4 inches of existing soil.

1. Install new planting soil to fill low spots and meet finish grades.

J. Apply seed and protect with hydro mulch as required for new vegetation.

K. Water newly planted areas and keep moist until new turf is established.

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3.04 PREPARATION
A. Protect existing and new structures, fences, utilities, sidewalks, paving, curbs, and other facilities, trees, shrubs, and plantings from damage caused by planting operations.

1. Protect adjacent and adjoining areas from hydromulching overspray.

2. Protect grade stakes set by others until directed to remove them.

3. Protect landscaping and other features remaining as final work.

B. Limit turf subgrade preparation to areas to be planted.

C. Newly graded subgrades:

1. Loosen/scarify subgrade to a minimum depth of 6 inches.

2. Remove stones larger than 1 inch in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owner's property.

3. Repeat cultivation in areas where equipment used for hauling and spreading topsoil has compacted the subgrade.

4. Tolerances: Top of subgrade plus or minus 1 inch.

D. Prepare subgrade and eliminate uneven areas and low spots.

1. Maintain lines, levels, profiles, and contours.

2. Make changes in grade gradual. Blend slopes into level areas.

E. Do not prepare subgrade in areas of on-site plant preservation.

F. Do not bury foreign material beneath areas to be seeded.

G. Remove any contaminated subgrade.

1. Apply superphosphate fertilizer directly to subgrade before loosening. a. Delay mixing fertilizer with planting soil if planting will not proceed within a few days.
b. Mix lime with dry soil before mixing fertilizer.

2. Spread planting soil to a depth of 6 inches but not less than required to meet finish grades after light rolling and natural settlement. Do not spread if planting soil or subgrade is frozen, muddy, or excessively wet.
a. Spread approximately 1/2 the thickness of planting soil over loosened subgrade. Mix thoroughly into top 4 inches of subgrade. Spread remainder of planting soil.
b. Reduce elevation of planting soil to allow for soil thickness of sod.

H. Unchanged subgrades: If turf is to be planted in areas unaltered or undisturbed by excavating, grading, or surface-soil stripping operations, prepare surface soil as follows:

1. Remove existing grass, vegetation, and turf.
a. Do not mix into surface soil.

2. Loosen surface soil to a depth of at least 6 inches. a. Apply soil amendments and fertilizers according to planting soil mix proportions and mix thoroughly into top 4 inches of soil. b. Apply superphosphate fertilizer directly to surface soil before loosening.

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3. Remove stones larger than 1 inch in any dimension and sticks, roots, trash, and other extraneous matter.

4. Legally dispose of waste material, including contaminated soils, grass, vegetation, and turf, off Owner's property.

I. Finish grading:

1. Grade seeding areas to a smooth, uniform surface plane with loose, uniformly fine texture.

2. Grade to within plus or minus 1/2 inch of finish elevation.

3. Roll and rake, remove ridges, fill depressions to meet finish grades, and ensure positive surface drainage.

4. Maintain profiles and contour of subgrade.

5. Limit finish grading to areas that can be planted in the immediate future.

J. Rip topsoil that has been spread to a minimum depth of 8 inches in one direction using an agricultural ripper with tines spaced at no greater than 18 inches.

1. Areas adjacent to walks, structures, curbs, etc., where the use of large mechanical equipment is difficult, shall be worked with smaller equipment or by hand.

K. Manually spread topsoil close to plant materials and structures to prevent damage.

L. Spread amendments, as determined by the soil test results or indicated on the Drawings, over the entire area to be seeded and incorporate into the top 6 inches of soil by disking or rototilling until a uniform mixture is obtained with no pockets of soil or amendments remaining.

M. Restore fine grade with float drag to remove irregularities resulting from tilling operations.

1. Float drag or rake in 2 directions.

2. Remove any additional stones over 1 inch that have come to the surface.

3. Perform drainage test by applying water with the irrigation system.

4. Do not plant until the finished grade is reviewed by the Engineer.

5. This review does not reduce Contractor's responsibility to provide a finished product that drains.

N. Apply fertilizer, if necessary, after smooth raking of topsoil and prior to planting of seed.

1. Apply fertilizer at a rate as determined by the soil tests or indicated on the Drawings.

2. Do not apply fertilizer at same time or with same machine as will be used to apply seed.

3. Mix thoroughly into upper 6 to 8 inches of soil.

O. Lightly water to aid the dissipation of fertilizer.

P. Remove any additional stones over 1 inch that have come to the surface.

Q. Moisten prepared area before planting if soil is dry.

1. Water thoroughly and allow surface to dry before planting.

2. Do not create muddy soil.

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02939-14 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (CONFORMED) R. Before planting, obtain Engineer’s acceptance of finish grading; restore planting areas if eroded or otherwise disturbed after finish grading.

S. Tolerances: Top of topsoil plus or minus 1/2 inch.

3.05 PESTICIDE APPLICATION
A. Apply pesticides and other chemical products and biological control agents in accordance with requirements of authorities having jurisdiction and manufacturer's written recommendations.

1. Coordinate applications with Owner's operations and others in proximity to the Work.

2. Notify Owner before each application is performed.

B. Post-emergent herbicides (Selective and Non-Selective): Apply only as necessary to treat already-germinated weeds and in accordance with manufacturer's written recommendations.

3.06 SEED
A. Preparation for seeding:

1. Prior to seeding, if weeds exist, apply Round-Up herbicide per manufacturer's specifications after germination of weed seeds and at least 2 weeks prior to seeding.

2. Do not spray on a day when wind is detectable.

3. Remove remaining vegetative matter.

4. Repeat herbicide application until no weeds are evident for 14 days after last herbicide application, as determined by the Engineer.

B. Drill seeding:

1. Drill seed by means of a Brillion mechanical power-drawn drill seeders, or equal, to a maximum depth of 1/4-inch followed by packer wheels or drag chains to provide smooth finish.

2. Seed at the rates given below.

3. Seed in 2 passes at right angles to one another.

4. Sow half the seed in each pass.

5. Provide markers or other means to ensure that the successive seeded strips will overlap or be separated by a space no greater than the space between the rows planted by the equipment being used.

6. Do not seed during windy weather.

7. Restore fine grade after seeding as requested by the Engineer.

8. Remove irregularities by hand raking or rolling.

9. In areas inaccessible to a drill seeder, broadcast seed by hand in 2 opposite directions.
a. Rake in seed after broadcasting.
b. Do not broadcast seed during windy weather.

10. Seeding rates:
a. Seeding rates shall be as recommended by the seed supplier for drill seeded areas.
b. Hand and broadcast seeded areas shall receive 2 times the seeding rate indicated.

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11. Do not seed areas in excess of that which can be mulched on same day.

12. Do not sow immediately following rain, when ground is too dry, frozen, or during windy periods.

13. Roll seeded area with roller not exceeding 100 pounds.

14. Immediately following seeding and compacting, apply mulch.

15. Sow seed with spreader or seed drill machine.
a. Do not broadcast or drop seed when wind velocity exceeds 5 miles per hour.
b. Evenly distribute seed by sowing equal quantities in 2 directions at right angles to each other.
1) Do not use wet seed or seed that is moldy or otherwise damaged. 2) Do not seed against existing trees.
a) Limit extent of seed to outside edge of planting saucer.

16. Sow seed at a total rate as recommended by the seed supplier.

17. For any Broadcast seeded areas rake seed lightly into top 1/8 inch of soil, roll lightly, and water with fine spray.

18. Protect seeded areas with erosion-control mats where indicated on the Drawings; install and anchor according to manufacturer's written instructions.

19. In final preparations for seeding, use level board not less than 8 feet in length to ensure true and accurate grades.

20. Finish grade lawn areas to 2 inches below elevation of adjacent paving.

21. Do not take heavy objects, except lawn rollers, over areas that have been prepared for seeding.

22. Prior to seeding, Engineer shall accept areas for grade and compaction.

C. Seed establishment on slopes:

1. Protect seeded areas with slopes and swales exceeding 1:4 with erosion-control blankets installed and stapled according to manufacturer's written instructions.

2. Roll fabric onto slopes without stretching or pulling.

3. Lay fabric smoothly on surface in direction of water flow.

4. Bury top end of each section in 6-inch-deep excavated topsoil trench.

5. Provide 6-inch overlap of adjacent rolls.

6. Backfill trench and rake smooth, level with adjacent soil.

7. Secure outside edges and overlaps at 24-inch intervals with stakes.

8. Lightly dress slopes with topsoil to ensure close contact between fabric and soil.

9. For sides of ditches, lay fabric laps in direction of water flow.

10. Lap ends and edges minimum 6 inches.

D. Satisfactory seed areas:

1. Turf installations shall meet the following criteria as determined by the Engineer:

2. Acceptance for soil preparation (topsoil installation) and final grading shall be given by the Engineer upon satisfactory completion of each section or area prior to seeding.

3. Final completion for seeded areas shall be given by the Engineer as soon as there is an even stand of grass with germination over 100 percent of the site. a. Warranty:
1) Guarantee all seeding to be alive and healthy for 2 years following date of final completion by the Engineer.

Seeding
02939-16 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (CONFORMED) 2) Seeded areas shall have an even stand of grass with germination, over 100 percent of the site within 45 days of seeding. 3) All seeded grass areas are to be ensured of obtaining a satisfactory stand of growth.
4) The total area occupied by bare spots larger than 0.25 square feet must not exceed 10 percent of the total seeded area.
5) Maximum single bare spot size of irrigated seed 3 inches by 3 inches.
6) Maximum single bare spot size of non-irrigated seed is 1 square foot. 7) All seeded grass areas which do not meet the satisfactory stand of growth qualification shall be reseeded and mulched.
b. Re-seed areas that in the opinion of the Engineer do not meet the preceding standards.

4. Use specified materials to reestablish turf that does not comply with requirements and continue maintenance until turf is satisfactory.

E. Seeded area maintenance:

1. Maintain and establish seeded area by watering, noxious weed management, mowing, trimming, replanting, and performing other operations as required to establish a healthy, viable seeded area.

2. Roll, regrade, and replant bare or eroded areas and remulch.

3. Provide materials and installation the same as those used in the original installation.
a. Fill in as necessary soil subsidence that may occur because of settling or other processes.
1) Replace materials and seeded area damaged or lost in areas of subsidence.
b. In areas where mulch has been disturbed by wind or maintenance operations, add new mulch and anchor as required to prevent displacement.
c. Apply treatments as required to keep seeded area and soil free of pests and pathogens or disease.
1) Use integrated pest management practices whenever possible to minimize the use of pesticides and reduce hazards.

4. Watering: Install and maintain temporary piping, hoses, and seeded area watering equipment to convey water from sources and to keep meadow uniformly moist.

5. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch.
a. Lay out temporary watering system to avoid walking over muddy or newly planted areas.

6. Water meadow with fine spray at a minimum rate of 1/2 inch per week or more for seed establishment for 6 weeks after planting or until seed establishment is determined by the Engineer (whichever is longer) unless rainfall precipitation is adequate.

Seeding
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3.07 MULCH
A. Straw mulching:

1. After seeding, apply 2 tons of small-grained straw per acre. a. Spread straw to give a 1/2 inch to 1-inch-thick layer of mulch (3 to 5 straws thick) and crimp in 2 to 3 inches with a mechanical crimper or other approved equipment.

2. Hand crimping shall be employed in areas inaccessible to crimper, or where excessive slopes would cause unsatisfactory results.

3. Crimping against the contour shall not be accepted.

4. Apply water and tackifier with a fine spray immediately after each area has been mulched.
a. Saturate to 4 inches of soil.

3.08 HYDRO-MULCH
A. Hydromulching:

1. Hydromulch all dormant seeded areas with a slurry mix containing additional tacifier.

2. Utilize hydraulic equipment with nozzle adapted for hydraulic mulching with storage tanks having means of estimating volume used or remaining in the tank.

3. Hydromulch shall consist of tacifier applied at a rate of 100 pounds per acre and a cellulose fiber mulch mixed to form a homogeneous slurry; spray applied to seeded area at a rate of 2,200 pounds per acre.
a. Hydromulch applied to dormant seeded areas shall consist of tacifier applied at a rate of 150 pounds per acre and a cellulose fiber mulch mixed to form a homogeneous slurry; spray applied to seeded area at a rate of 2,200 pounds per acre.

4. Protect seeded areas with slopes not exceeding 1:4 by spreading straw mulch. a. Spread uniformly at a minimum rate of 2 tons per acre to form a continuous blanket 1-1/2 inches in loose thickness over seeded areas. b. Spread by hand, blower, or other suitable equipment. 1) Anchor straw mulch by crimping into soil with suitable mechanical equipment.
2) Bond straw mulch by spraying with asphalt emulsion at a rate of 10 to 13 gallons per 1,000 square feet.
a) Take precautions to prevent damage or staining of structures or other plantings adjacent to mulched areas.
b) Immediately clean damaged or stained areas.

5. Protect seeded areas from hot, dry weather or drying winds by applying hydro mulch and tackifier within 24 hours after completing seeding operations. a. Soak areas, scatter mulch uniformly to a thickness of 3/16 inch and roll surface smooth.

Seeding
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3.09 HYDROSEED
A. Installation:

1. Surface preparation:
a. Area to be hydroseeded to be weed free and have a firm seed bed which has previously been roughened by scarifying, disking, harrowing, chiseling, or otherwise worked to a depth of 2 to 4 inches. b. Do not use any implements that will create an excessive amount of downward movement or clods on sloping areas.
c. Hydroseed bed may be prepared at time of completion of earth-moving work.

2. Application:
a. Mark test plots to calibrate equipment and rate of vehicle. 1) Continue test operations until satisfied with performance of even, smooth application.
b. Apply seed with wood cellulose fiber at 500 pounds per acre. 1) Do not allow seed to stay within slurry longer than 30 minutes. c. Immediately after seeding, apply wood fiber mulch at 3,000 pounds per acre with a tackifier adhesive at 75 pounds per acre.
1) Mixture to be sufficient green in color to determine coverage. 2) Use nontoxic dye that is water-soluble.
d. Foot traffic on hydroseed is not permitted.

3. Slurry preparation:
a. Prepare slurry at project site, using potable water. 1) Plant effluent is acceptable.
b. Dispose of any slurry that has not been used within 2 hours at a location off-site at Contractor’s expense.

B. Hydroseed watering:

1. Provide temporary watering system or apply water with a water truck acceptable to Engineer.
a. Plant effluent may be used for hydroseed watering.
b. Do not place irrigation lines on top of embankment slope.

2. Germination stage:
a. Initiate watering sequence within 24 hours after hydromulching planted areas. Leave water on long enough to moisten soil thoroughly to a depth of the fiber, taking care not to supersaturate or wash fiber or soil particles off the slopes. Observe irrigation system continually while in operation. b. Contractor to repair all seed washing or erosion immediately. c. Irrigate fiber and seed lightly and frequently to maintain optimum moisture content for maximum germination. Determine irrigation sequence according to air temperature, prevailing wind velocity, soil texture, orientation, and other logistical problems.
d. Keep soil moist at all times during germination period. Continue irrigation sequence until seedlings have grown beyond the germination stage, approximately 30 to 60 days.

3. Establishment stage:
a. Reduce watering frequency while increasing duration of the water sufficiently to allow for maximum water penetration for the expanding root system. Take care not to cause erosion.
b. Precise watering reduction program to be determined by Contractor.

Seeding
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4. Hardening-off stage:
a. Reduce irrigation frequency while increasing the duration of each water cycle.
b. A specific watering program to be approved by Owner.

C. Hydroseed fertilizer:

1. Distributed uniformly over seed bed and incorporated into the soil.

Incorporation may be part of the seed bed preparation or as part of the seeding operation, unless seed is broadcast.
a. If fertilizing is a part of the seed bed preparation, do not fertilize more than 15 days prior to seeding.

2. Apply fertilizer at 250 pounds per acre.

D. Hydroseed mowing:

1. Contractor to mow seeded areas prior to spring germination.

E. Hydroseed maintenance:

1. Maintain hydroseed areas for 1 year following final acceptance.

2. Maintenance involves watering, mowing, and any other activities required to establish and maintain the ground cover.

3.10 EROSION CONTROL BLANKETS
A. Preparation for erosion-control materials:

1. Install erosion-control materials in accordance with manufacturers recommendations.

2. For erosion-control blanket or mesh, install from top of slope, working downward, and as recommended by material manufacturer for site conditions. a. Fasten as recommended by material manufacturer.

3. Install erosion-control measures to prevent erosion or displacement of soils and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways.

4. Erosion control hydroseeding to be applied to all exterior slopes of the sludge and scum bed dikes, and to the interior slopes of the stormwater retention basin, as indicated on the Drawings.
a. Hydroseeding shall be the last activity conducted by Contractor prior to project acceptance.

5. Moisten prepared area before planting if surface is dry.

6. Water thoroughly and allow surface to dry before planting.

7. Do not create muddy soil.

3.11 CLEANUP AND PROTECTION
A. Promptly remove soil and debris created by turf work from paved areas.

1. Clean wheels of vehicles before leaving site to avoid tracking soil onto roads, walks, or other paved areas.

B. Erect temporary fencing or barricades and warning signs as required to protect newly seeded areas from traffic.

1. Maintain fencing and barricades throughout initial seed establishment.

Seeding
02939-20 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (CONFORMED) C. Remove nondegradable erosion-control measures after grass establishment period.

D. During landscape installation:

1. All areas shall be reasonably clean at the end of each workday.

2. Sidewalks and other paved areas shall be swept or washed down as needed.

E. Project completion:

1. All debris, soil, and trash resulting from landscape operations shall be removed from the site.

2. All paved areas shall be washed down.

END OF SECTION

Pavement Restoration and Rehabilitation
02952-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02952 (CONFORMED) 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 (CA).

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.

Pavement Restoration and Rehabilitation
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2.04 ACCESSORIES
A. Material for painting asphalt concrete pavement: Tack coat as specified in Section 02742A - Asphaltic Concrete Paving (CA).

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.

Pavement Restoration and Rehabilitation
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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.

F. Asphalt pavements:

1. Trim existing asphalt pavements which are to be matched by pavement widening or pavement extension to neat true line with straight vertical edges free from irregularities with saw specifically designed for this purpose.

Minimum allowable depth of cut shall be 1-1/2 inches.

2. Cut and trim existing pavement after placement of required aggregate base course and just prior to placement of asphalt concrete for pavement widening or extension, and paint trimmed edges with material for painting asphalt concrete pavement immediately prior to constructing new abutting asphalt concrete pavements.

3. No extra payment will be made for these items and costs incurred in performing this work shall be incidental to widening or pavement extension.

3.02 FIELD QUALITY CONTROL
A. Tests:

1. Asphalt concrete as specified in Section 02742A - Asphaltic Concrete Paving (CA).

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 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03055 (CONFORMED) SECTION 03055

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. 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).

2. Independent laboratory test results indicating allowable loads in tension and shear for concrete of the types included in this Work, with load modification

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3. Handling and storage instructions.

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.

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.

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1.07 PROJECT CONDITIONS
A. As specified in Section 01850 - Design Criteria.

B. Seismic Design Category (SDC) for structures: As indicated on the Drawings.

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.

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 gun, and with resin and hardener components isolated until mixing through manufacturer's static mixing nozzle.
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.

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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.

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

Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete 03055-5 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03055 (CONFORMED) 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.

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.

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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.

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.

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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.

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

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03055 (CONFORMED) 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.
c. Provide continuous inspection of all drilling, cleaning and bonding activities for bars and rods installed in horizontal an upwardly inclined positions.

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 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

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03055 (CONFORMED) 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
03071-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03071 (CONFORMED) SECTION 03071

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.

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.

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.

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

Epoxies
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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. Master Builders Solutions, MasterInject 1380.
b. Dayton Superior, Unitex Pro-Poxy 100.
c. 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. Master Builders Solutions, MasterEmaco ADH 327.
b. Dayton Superior, Sure Anchor J50.
c. 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.

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.

Epoxies
03071-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03071 (CONFORMED) D. Epoxy bonding agent: Non-sagging product in accordance with ASTM C881, Type II, Grade 2, Class C.

1. Manufacturers: One of the following or equal:
a. Master Builders Solutions, MasterEmaco ADH 326.
b. Dayton Superior, Sure Bond J58.
c. Sika Chemical Corp., Sikadur 32 Hi-Mod LPL.

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 75 minutes at 77 degrees Fahrenheit.

Minimum 90 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.

3. If increased contact time is required for concrete placement, epoxy resin/portland cement bonding agent as specified in Section 03072 - Epoxy Resin/Portland Cement Bonding Agent may be used instead of epoxy bonding agent.

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.

Epoxies
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03071 (CONFORMED) D. Epoxy bonding agent:

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

Epoxy Resin/Portland Cement Bonding Agent
03072-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03072 (CONFORMED) SECTION 03072

EPOXY RESIN/PORTLAND CEMENT BONDING AGENT
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Epoxy resin/portland cement bonding agent.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. Cube Specimens).

2. C348 - Standard Test Method for Flexural Strength of Hydraulic-Cement Mortars.

3. C496 - Standard Test Method for Splitting Tensile Strength of Cylindrical Concrete Specimens.

4. C882 - Standard Test Method for Bond Strength of Epoxy-Resin Systems Used With Concrete By Slant Shear.

B. Federal Highway Administration (FHWA):

1. FHWA-RD-86-193 - Highway Concrete Pavement Technology Development and Testing Volume V: Field Evaluation of SHRP C9206 Test Sites (Bridge Deck Overlays).

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. Sika Corp., Sika Armatec 110.

B. Substitutions: The use of other than the specified product will be considered, providing the Contractor requests its use in writing to the Engineer. This request shall be accompanied by:

1. A certificate of compliance from an approved independent testing laboratory that the proposed substitute product meets or exceeds specified performance criteria, tested in accordance with the specified test standards.

2. Documented proof that the proposed substitute product has a 1-year proven record of performance of bonding portland cement mortar/concrete to hardened portland cement mortar/concrete, confirmed by actual field tests and 5 successful installations that the Engineer can investigate.

2.02 MATERIALS
A. Epoxy resin/portland cement adhesive:

1. Component "A" shall be an epoxy resin/water emulsion containing suitable viscosity control agents. It shall not contain butyl glycidyl ether.

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2. Component "B" shall be primarily a water solution of a polyamine.

3. Component "C" shall be a blend of selected portland cements and sands.

4. The material shall not contain asbestos.

2.03 DESIGN AND PERFORMANCE CRITERIA
A. Properties of the mixed epoxy resin/portland cement adhesive:

1. Pot life: 75 to 105 minutes.

2. Contact time: 24 hours.

3. Color: Dark gray.

B. Properties of the cured epoxy resin/portland cement adhesive:

1. Compressive strength in accordance with ASTM C109:
a. 3 day: 4,500 pounds per square-inch minimum.
b. 7 days: 6,500 pounds per square-inch minimum.
c. 28 days: 8,500 pounds per square-inch minimum.

2. Splitting tensile strength in accordance with ASTM C496:
a. 28 days: 600 pounds per square-inch minimum.

3. Flexural strength:
a. 1,100 pounds per square-inch minimum in accordance with ASTM C348.

4. Bond strength in accordance with ASTM C882 modified at 14 days:
a. 0 hours open time: 2,800 pounds per square-inch minimum. b. 24 hours open time: 2,600 pounds per square-inch minimum.

5. The epoxy resin/portland cement adhesive shall not produce a vapor barrier.

6. Material must be proven to prevent corrosion of reinforcing steel when tested under the procedures as set forth by the FHWA Program Report Number FHWA-RD-86-193. Proof shall be in the form of an independent testing laboratory corrosion report showing prevention of corrosion of the reinforcing steel.

PART 3 EXECUTION

3.01 INSTALLATION
A. Mixing the epoxy resin: Shake contents of Component "A" and Component "B." Empty all of both components into a clean, dry mixing pail. Mix thoroughly for 30 seconds with a jiffy paddle on a low-speed with 400 to 600 revolutions per minute drill. Slowly add the entire contents of Component "C" while continuing to mix for a minimum of 3 minutes and until uniform with no lumps. Mix only the quantity that can be applied within its pot life.

Epoxy Resin/Portland Cement Bonding Agent
03072-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03072 (CONFORMED) B. Placement procedure:

1. Apply to prepared surface with stiff-bristle brush, broom, or "hopper-type" spray equipment:
a. For hand applications: Place fresh plastic concrete/mortar while the bonding bridge adhesive is wet or dry, up to 24 hours.
b. For machine applications: Allow the bonding bridge adhesive to dry for 12 hours minimum.

C. Adhere to all limitations and cautions for the epoxy resin/portland cement adhesive in the manufacturer's current printed literature.

3.02 CLEANING
A. Leave finished work and work area in a neat, clean condition without evidence of spillovers onto adjacent areas.

END OF SECTION

Concrete Formwork
03102-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03102 (CONFORMED) SECTION 03102

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 DEFINITIONS
A. 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.

Concrete Formwork
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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.

Concrete Formwork
03102-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03102 (CONFORMED) C. Form release agent:

1. Effective, non-staining, bond-breaking coating compatible with form surfaces and concrete mixes used.

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.

Concrete Formwork
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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. Keep forms in place for at least the periods indicated in the following paragraphs.

1. Vertical forms:
a. Keep vertical forms in place for a minimum of 24 hours after concrete is placed.
b. If, after 24 hours, concrete has sufficient strength and hardness to resist surface or other damage, forms may be removed.

2. Other forms and shoring: Keep in place:
a. Sides of footings: 24 hours minimum.
b. Vertical sides of beams, girders, and similar members: 48 hours minimum. c. Bottom of slabs, beams, and girders: Until concrete strength reaches specified strength f’c or until shoring is installed.
d. Shoring for slabs, beams, and girders: Shore until concrete strength reaches specified strength.
e. Wall bracing: Brace walls until concrete strength of beams and slabs laterally supporting wall reaches specified strength.

B. Green concrete:

1. No heavy loading on green concrete will be permitted.

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.

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.

Concrete Formwork
03102-6 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03102 (CONFORMED) 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.

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.

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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.

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
03150-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03150 (CONFORMED) SECTION 03150

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.

Concrete Accessories
03150-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03150 (CONFORMED) 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.

Concrete Accessories
03150-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03150 (CONFORMED) B. Preformed expansion joint materials:

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.

Concrete Accessories
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03150 (CONFORMED) Physical Characteristics Test Method Required Results
Low Temperature Brittle Point ASTM D746 No sign of cracking or chipping at -35 degrees Fahrenheit.

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.

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.

Concrete Accessories
03150-5 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03150 (CONFORMED) 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
03154-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03154 (CONFORMED) SECTION 03154

HYDROPHILIC RUBBER WATERSTOP
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Hydrophilic rubber waterstop.

1.02 REFERENCES
A. 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.

PART 2 PRODUCTS

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.

Hydrophilic Rubber Waterstop
03154-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03154 (CONFORMED) B. Hydrophilic strip waterstop:

1. Pre-formed strips of flexible hydrophilic rubber designed to undergo controlled expansion when exposed to moisture:
a. Strips manufactured to limit expansion in directions parallel to the plane of the joint, and to direct expansion against confining material perpendicular to that plane.

2. Provide normal or low-expansion pressure as scheduled and as indicated on the Drawings.

3. Manufacturers: One of the following or equal:
a. Hydrophilic strip:
1) Adeka Ultra Seal USA, MC-2010MN.
2) Sika Corp., Hydrotite CJ1020-2K.
b. Low expansion hydrophilic strip:
1) Adeka Ultra Seal USA, KBA-1510FP.
2) Sika Corp., Hydrotite CJ0725-3K.

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.
b. Sika Corp., Leakmaster LV-Z.

PART 3 EXECUTION

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.

Hydrophilic Rubber Waterstop
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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.

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
03200-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03200 (CONFORMED) SECTION 03200

CONCRETE REINFORCING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Reinforcing bars:
a. Carbon steel.

2. Thread bars.

3. Bar supports.

4. Tie wires.

5. Welded wire fabric.

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.

4. A1064 - Standard Specification of Carbon-Steel wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

E. Concrete Reinforcing Steel Institute (CRSI):

1. Manual of Standard Practice.

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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.

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.

Concrete Reinforcing
03200-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03200 (CONFORMED) b. Clearly indicate structures or portions of structures covered by each submittal.
1) Submit reinforcement shop drawings for each structure as a complete package. Submittals addressing only a portion of a structure will be rejected and returned without review, unless such presentation is accepted by Engineer in advance.
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.
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. Manufacturer's instructions.

Concrete Reinforcing
03200-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03200 (CONFORMED) G. Special procedures:

1. Welding procedures conforming to AWS D1.4 for reinforcement to be field welded.
a. Procedures qualification record.

H. Qualifications statements:

1. Welder qualifications.

I. 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.

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, or ASTM A706 Grade 60 deformed bars.
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.

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3. Reinforcing bars designated or required to be welded:
a. Low-alloy, ASTM A706 Grade 60, deformed bars.

4. Reinforcing bars that are required to resist earthquake-induced flexural and axial forces in concrete frame members and in concrete shear wall boundary members where indicated on the Drawings:
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.

2. Plastic supports:
a. Manufacturers: The following or equal:
1) Aztec Concrete Accessories.

3. 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.

4. 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.

5. 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.

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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.

PART 3 EXECUTION

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.

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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
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.

Concrete Reinforcing
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03200 (CONFORMED) 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.

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.

Concrete Reinforcing
03200-9 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03200 (CONFORMED) 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

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.

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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.

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.

Concrete Reinforcing
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03200 (CONFORMED) 3) Provide continuous inspection for:
a) Other welds.
b) Welds at mechanical reinforcing bar couplers and end anchors. 4) In addition to visual inspection, Owner 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

Cast-in-Place Concrete
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) SECTION 03300

CAST-IN-PLACE CONCRETE

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

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

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

1.03 DEFINITIONS ............................................................................................................... 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 ........................................................................................... 11

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 .............................................................................................................. 18

2.06 CONCRETE MIXES ................................................................................................... 19

2.07 SOURCE QUALITY CONTROL ................................................................................. 29 PART 3 EXECUTION ........................................................................................................... 30

3.01 PREPARATION .......................................................................................................... 30

3.02 CONCRETE JOINTS .................................................................................................. 31

3.03 MEASURING AND BATCHING MATERIALS ............................................................ 32

3.04 MIXING AND TRANSPORTING ................................................................................. 33

3.05 PLACING AND CONSOLIDATING ............................................................................ 34

3.06 FINISHING CONCRETE ............................................................................................ 36

3.07 CURING ..................................................................................................................... 37

3.08 PROTECTION ............................................................................................................ 39

3.09 HOT WEATHER CONCRETING ................................................................................ 39

3.10 FIELD QUALITY CONTROL BY CONTRACTOR ...................................................... 41

3.11 FIELD QUALITY CONTROL BY OWNER .................................................................. 42

3.12 NON-CONFORMING WORK ..................................................................................... 43

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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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) PART 1 GENERAL

1.01 SUMMARY
A. Section includes: 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. 212.3R - Report on Chemical Admixtures for Concrete.

2. 302.1R - Guide to Concrete Floor and Slab Construction.

3. 305R - Guide to Hot Weather Concreting.

4. 306R - Guide to Cold Weather Concreting.

5. 318 - Building Code Requirements for Structural Concrete and Commentary.

6. 350 - Code Requirements for Environmental Engineering Concrete Structures and Commentary.

7. Manual of Concrete Practice.

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

15. C142 - Standard Test Method for Clay Lumps and Friable Particles in Aggregate.

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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. C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.

30. C702 - Standard Practice for Reducing Samples of Aggregate to Testing Size.

31. C856 - Standard Practice for Petrographic Examination of Hardened Concrete.

32. C989 - Standard Specification for Slag Cement for Use in Concrete and Mortars.

33. C1064 - Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete.

34. C1218 - Standard Test Method for Water-Soluble Chloride in Mortar and Concrete.

35. C1260 - Standard Test Method of Potential Alkali Reactivity of Aggregates (Mortar Bar Method).

36. C1293 - Standard Test Method for Determination of Length Change of Concrete due to Alkali-Silica Reaction.

37. C1602 - Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete.

38. C1778 - Standard Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete.

39. D29 - Standard Practice for Determining Volatile and Nonvolatile Content of Cellulosics, Emulsions, Resin Solutions, Shellac, and Varnishes.

40. D75 - Standard Practice for Sampling Aggregates.

41. D2103 - Standard Specification for Polyethylene Film and Sheeting.

42. D3665 - Standard Practice for Random Sampling of Construction Materials.

43. D4791 - Standard Test Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate.

C. National Ready-Mixed Concrete Association (NRMCA).

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1.03 DEFINITIONS
A. Alkali: The sum of sodium oxide and potassium oxide calculated as sodium oxide.

B. Alkali load: Amount of alkalis 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, or the Portland cement portion of a blended cement, divided by 100.

C. Architectural concrete: Concrete surfaces that will be exposed to view in the finished work.

1. For purposes of this Section, includes only those surfaces that receive paint or coatings.

2. 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.

3. 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.

D. 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.

E. Cementitious materials: Portland cement and supplementary cementitious materials.

F. Class of concrete: Refers to a mix with characteristics, proportions, and constituents (including a specific combination of admixtures) as specified in this Section.

1. 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.

2. Any mix to be placed by pumping shall be considered as creating a new and separate class of concrete.

G. Cold weather: Includes one or more of the following conditions:

1. Current air temperature is 45 degrees Fahrenheit and falling.

2. Air temperature during the first 24 hours after placement is expected to fall into the range of 45 degrees Fahrenheit to 40 degrees Fahrenheit.

3. A period when, for more than 3 consecutive days, the following conditions exist:
a. The average daily air temperature drops below 40 degrees Fahrenheit. b. The air temperature is not greater than 50 degrees Fahrenheit for more than one-half of any consecutive 24-hour period.

H. Cold weather concreting: Operations for placing, finishing, curing, and protecting concrete during cold weather.

Cast-in-Place Concrete
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) I. Green concrete: Concrete that has not yet achieved 100 percent of the minimum specified compressive strength, f'c, for that mix.

J. Hairline crack: Crack with a crack width of less than 4 thousandths of an inch (0.004 inches).

K. 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 305R and in this Section, Attachment A - Menzel Formula and Nomograph.

L. Hot weather concreting: Operations for placing, finishing, curing, and protecting concrete during hot weather.

M. 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.

N. 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 all 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) Submit 2 cylinders from each mix accepted by Engineer. 2) 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.

Cast-in-Place Concrete
03300-7 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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 a significant change in the character and/or grading of materials, and when requested by the Engineer.
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.

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3. Cement:
a. Mill tests, including alkali content measured as equivalent alkalis, 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.

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.

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.

Cast-in-Place Concrete
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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.
2) Concrete as-batched complies with the constituent weights designated in the approved submittals.
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.

Cast-in-Place Concrete
03300-10 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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.

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.

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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.

1.09 SEQUENCING AND SCHEDULING
A. Schedule placing of concrete in a manner that completes all placing operations from one construction, contraction, or expansion joint to another construction, contraction, or expansion joint.

B. Joints at each end of the placement shall be as indicated on the Drawings, or as identified and accepted in advance by the Engineer.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. It is the intent of this Section to secure, for every part of the Work, concrete with a homogeneous mixture, that, when hardened, will have required strength, watertightness, and durability.

B. It is the intent of this Section to procure a workable, low-shrinkage concrete mix that maximizes aggregate content and minimizes paste content.

C. Performance requirements:

1. General:
a. Except as otherwise specified, provide concrete composed of Portland cement, supplemental cementitious materials, aggregate, admixtures and water, proportioned and mixed to produce a plastic, workable mixture in accordance with requirements of this Section, and suitable to specific conditions of placement.
b. Proportion aggregates to produce an gradation of aggregate that combines fine and coarse aggregate in well-graded proportions that maximizes the aggregate content and minimizes the paste content of the mix. The gradation should maximize long-term durability and strength of the concrete mixture.
c. Durability requirements will be deemed to be satisfied when:
1) The mixture is proportioned with a well-graded combined aggregate. 2) The specified water-cement ratio is satisfied.
3) The concrete contains the specified range of air content. 4) The maximum specified paste content is satisfied.
d. Proportion materials in a manner that will secure the lowest cement content, water-cementitious materials ratio, and paste volume that is consistent with good workability, that provides a plastic and cohesive mixture, and that provides a slump that is within the specified range.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) e. Construction and expansion joints have been positioned in structures as indicated on the Drawings, and curing methods have been specified, for purpose of to reduce the number and size of cracks, resulting from normal expansion and contraction expected from the concrete mixes specified. f. Remove and replace, or repair as specified in this Section, non-conforming work and surfaces with cracks, voids and honeycombs, or surface wetness.

2. Workmanship and methods: Provide concrete work, including detailing of reinforcing, conforming with best standard practices and as set forth in ACI 318, ACI 350, and the ACI Manual of Concrete Practice.

2.02 MATERIALS - GENERAL
A. Water and ice:

1. Water for concrete mixes, for washing aggregate, and for curing concrete:

Clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances.

2. Non-potable water may be used with the following limits:
a. Chlorides (C 114): 500 1,000 ppm.
b. Sulfates, as SO4 (C 114): 1,500 ppm.
c. Alkalies, as NA2O + 0.658 K20 (C 114): 300 ppm.
d. Total inorganic solids by mass (C 1603): 5,000 ppm.
e. Organic solids by mass (T 26): 300 ppm.
f. pH (T 26): 4 to 9.
g. Oil (visual): No sheen.

3. Comply with the optional chemical limits of ASTM C1602.

4. Do not use water from concrete production operations, or combined water from concrete production operations as defined in ASTM C1602.

2.03 MATERIALS - CONCRETE MIX CONSTITUENTS
A. Water and ice:

1. As specified in the preceding paragraphs.

B. Cementitious materials:

1. Portland cement:
a. In accordance with ASTM C150.
1) Type II Single source: To provide uniformity of appearance, for each structure use only one source, type, and brand of Portland cement for walls and slabs that will be exposed in the finished work. 2) Confirm adequate supply of cement over duration of project before making trial batches or beginning concrete placements.
b. Cement for finishing: Provide cement from same source and of same type as concrete to be finished or repaired.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) C. Supplementary cementitious materials:

1. Fly ash:
a. Class C or Class F fly ash in accordance with the requirements of ASTM C618, except as modified in this Section.
1) Class C, may be used in concrete made with Type II Portland cement.
2) Class F required if used in concrete mixes containing aggregates classified as potentially reactive based on ASTM C1293 or ASTM C1260.
a) CaO content: Less than 18 percent.
b. Loss on ignition: Not exceeding 3 percent.
c. Replace Portland cement at ratio of 1.0 pound fly ash for each pound of cement, up to minimum and maximum replacement as specified in "Requirements for Mix Proportioning."

2. Slag cement:
a. Grade 80, 100, or 120 in accordance with ASTM C989, except as modified below:
1) Fineness: Amount retained on a No. 325 sieve: 20 percent maximum.
2) Total alkalies Na2O + 0.658 K2O:
a) Minimum: 0.60 percent.
b) Maximum: 0.90 percent.

D. Admixtures:

1. General:
a. Do not include admixtures, other than those specified, unless written acceptance has been obtained from the Engineer during submittal of mix designs.
b. Admixtures shall be compatible with concrete constituents and with other admixtures.
1) All admixtures in a given mix shall be products of the same manufacturer to ensure compatibility.
2) Admixture manufacturers: One of the following, or equal. a) Master Builders Solutions.
b) Euclid Chemical.
c) GCP Applied Technologies (formerly W.R. Grace).
d) Sika Corp.
c. Do not use admixtures containing chlorides, calculated as chloride ion, in excess of 0.5 percent by weight of cement.
d. Use in accordance with manufacturer's recommendations. Add each admixture to concrete mix separately.
e. Admixtures used shall be the same products used in concrete trial batches, or the same products used in concrete represented by submitted field test records.

2. Air entraining admixture (AEA):
a. In accordance with ASTM C260, and dosed to provide entrained air percentages specified in this Section.
b. Provides entrained air as bubbles, evenly dispersed at the time of placement and during curing.

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3. Water reducing admixture(WRA):
a. May be used at the Contractor's option.
b. Conforming to ASTM C494, Type A (water-reducing).
1) ASTM C494, Type D (water-reducing and retarding) may be used during periods of hot weather with prior acceptance by the Engineer. c. Not containing air-entraining agents.
d. Liquid form before adding to the concrete mix.

4. High range water reducing admixtures ("super-plasticizers") (HRWR):
a. Not permitted without acceptance by Engineer.

5. Shrinkage reducing admixture (SRA):
a. May be used at Contractor's option.
1) Provide shrinkage reducing admixture in sufficient dosage so as to produce shrinkage within the limits specified.
b. Not containing expansive agents.
c. In accordance with ASTM C494, Type S (specific performance). d. One of the following, or equal:
1) Master Builders Solutions: SRA Series.
2) Euclid Chemical: Eucon SRA Series.
3) GCP Applied Technologies: Eclipse Series.

6. Set-controlling admixtures:
a. Shall not be used without prior acceptance from Engineer. b. Accelerating admixtures: not permitted.

E. Coloring admixtures:

1. Conduit encasement coloring agent:
a. Red color concrete used for encasement of electrical ducts, conduits, and similar type items.
b. Manufacturers: One of the following or equal:
1) Davis Co., No. 100 Utility Red.
2) I. Reiss Co., Inc., equivalent product.
3) Euclid Chemical Co., Increte Division, “Colorcrete Brick Red.” c. Conduit encasement concrete: Mix into each cubic yard of concrete 10 pounds of coloring agent.

F. Aggregate:

1. General:
a. Provide concrete aggregates that are sound, graded as specified, and free of deleterious material in excess of allowable amounts specified. b. Provide aggregates to produce in place concrete with unit weight as follows:
1) Normal weight concrete: Not less than 140 pounds per cubic foot. c. Do not use aggregate made from recycled materials such as crushed and screened hydraulic-cement concrete, brick, and other construction materials.
d. Do not use aggregate recycled from fresh concrete returned to the batching facility.

2. Alkali-silica reactivity:
a. Provide aggregate classified as aggregate-reactivity class of R0 in accordance with ASTM C1778 with expansion not greater than

0.10 percent at 14 days when tested in accordance with ASTM C1260,

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3. Fine aggregate:
a. Material graded such that 95 to 100 percent of material passes the No. 4 (4.75 mm) sieve, when sampled in accordance with ASTM D75 and D3665, and tested in accordance with ASTM C136.
b. Provide fine aggregate consisting of clean, natural sand, or sand prepared from crushed stone or crushed gravel.
c. In accordance with ASTM C33 requirements for grading, deleterious substances, soundness, and alkali reactivity, except as modified in the following paragraphs.
1) Grading: For sieve sizes listed in ASTM C33 for fine aggregate, not more than 45 percent passing any sieve and retained on the next consecutive sieve.
2) Deleterious substances: not in excess of the percentages by weight specified in Table 1 of this Section.

Table 1: Fine Aggregate, Limits on Deleterious Substances Item Test Method Percent (maximum)
Materials finer than No. 200 sieve(2) ASTM C117 3.00(2) Clay lumps and friable particles ASTM C142 1.00
Lightweight particles (SG < 2.40) ASTM C123 1.00
• Chert or shale(1) ASTM C295 1.00(1)
Coal and lignite ASTM C123 0.50
Notes:
(1) ASTM C123 tests for particles in the sample having a specific gravity less than 2.40.

ASTM C295 is used to identify which of those lightweight particles are chert, shale, or coal and lignite. If testing under ASTM C123 indicates a combined percentage of lightweight particles (sum of shale, chert, coal and lignite) not greater than 1.00, testing under ASTM C295 will not be required.
(2) For manufactured sand, if material finer than the No. 200 sieve consists of crusher dust and the aggregate is essentially free of clay or shale, maximum percentage may be increased to

5.0 percent.
3) Organic impurities: Free of injurious amounts of organic matter and producing a supernatant liquid with color not darker than “standard color” when tested in accordance with ASTM C40.
4) Soundness: In accordance with requirements of ASTM C33 when tested in accordance with ASTM C88 using sodium sulfite solution.

4. Coarse aggregate:
a. Materials graded such that not more than 10 percent of material passes the 3/8-inch sieve, when sampled in accordance with ASTM D75 and D3665, and tested in accordance with ASTM C136.
b. Consisting of gravel, crushed gravel, crushed stone, or a combination of these materials having clean, hard, durable particles free from calcareous coatings, organic matter, or other deleterious substances.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) c. Conforming to the requirements of ASTM C33, Class 4S for physical properties, deleterious substances, and alkali reactivity, except as modified in the following paragraphs.
1) Grading:
a) Size number as specified in ASTM C33, and as indicated in Table 3 of this Section, except as otherwise specified or accepted by the Engineer.
b) Weights of flat or elongated particles (particles having a length greater than 3 times average width or thickness) not exceeding 15 percent when tested in accordance with ASTM D4791.
2) Deleterious substances: Not in excess of the percentages by weight specified in Table 2 of this Section and having total of all deleterious substances exceeding 2 percent.

Table 2: Coarse Aggregate, Limits on Impurities
Item Test Method Percent (maximum)
Clay lumps and friable particles ASTM C142 0.50
Lightweight particles (SG < 2.40) ASTM C123 1.25
 Chert or shale(1) ASTM C295 1.00(1)
Materials finer than No. 200 sieve ASTM C117 0.50(2)
Coal and lignite ASTM C123 0.25
Notes:
(1) ASTM C123 tests for particles in the sample having a specific gravity less than 2.40.

ASTM C295 is used to identify which of those lightweight particles are chert, shale, or coal and lignite. If testing under ASTM C123 indicates a combined percentage (sum of shale, chert, coal and lignite) not greater than 1.25, testing under ASTM C295 will not be required. (2) When material finer than No. 200 sieve consists of crusher dust, maximum percentage may be increased to 1.00 percent. When mix design complies with provisions of ASTM C33, Table 4, footnote C, the maximum percentage may be increased in accordance with the equation in footnote C, up to a maximum of 1.5 percent.
3) Abrasion loss: Loss not greater than 45 percent after 500 revolutions when tested in accordance with ASTM C131.
4) Soundness: Loss not greater than 10 percent when tested in accordance with ASTM C88 using sodium sulfate solution.

2.04 MATERIALS FOR PLACING, CURING AND FINISHING
A. General:

1. Materials shall be compatible with concrete and with other materials.

B. Cement grout:

1. Use: For spreading over surface of construction and cold joints in concrete before placing additional concrete above those joints.

2. As specified in Section 03600 - Grouting.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) C. Concrete sealer:

1. As specified in Section 03366 - Tooled Concrete Finishing.

2. Not for use in water-containment structures.

D. Evaporation retardant:

1. Use: For mitigating surface moisture evaporation from freshly placed concrete during rapid drying conditions. Placed after screeding.

2. Waterborne, monomolecular, spray-applied compound, with fugitive dye to indicate coverage.

3. Manufacturers: One of the following or equal:
a. Master Builders Solutions, MasterKure ER 50.
b. Euclid Chemical Co., Eucobar.

E. Nonslip abrasive:

1. Aluminum oxide abrasive size 8/16, having structure of hard aggregate that is, homogenous, nonglazing, rustproof, and unaffected by freezing, moisture, or cleaning compounds.

2. Manufacturers: One of the following or equal:
a. Exolon Co.
b. Abrasive Materials, Inc.
c. “Non-Slip Aggregate”, Euclid Chemical Co.

F. Plastic membrane for curing:

1. Polyethylene film: In accordance with ASTM C171.

2. Properties:
a. Color: White.
b. Thickness: Nominal thickness of polyethylene film shall not be less than

0.0040 inches when measured in accordance with ASTM D2103.

Thickness of polyethylene film at any point shall not be less than

0.0030 inches.
c. Loss of moisture: Not exceed 0.055 grams per square centimeter of surface when tested in accordance with ASTM C156.

G. Sprayed membrane curing compound:

1. Combination curing and sealing products ("cure and seal") will not be permitted.

2. Properties:
a. Clear type with fugitive dye conforming with ASTM C309, Type 1D and containing no wax, paraffin, or oils.
b. For concrete placed or cured during hot weather, curing compound shall be as specified, except that:
1) It shall include a white, reflective fugitive dye.
2) Moisture loss during a 72-hour period shall not exceed 9 pounds per cubic yard when tested in accordance with ASTM C156.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) H. Surface-applied sealing system:

1. Manufacturers: One of the following or equal:
a. Euclid Chemical Co., Vandex Super.
b. Kryton International, Inc., Krystol T1.
c. Xypex Chemical Corp., Xypex Concentrate.

2. Where surface-applied sealing system is placed over concrete containing permeability reducing admixture for concrete exposed to hydrostatic conditions (PRAH), provide products of same manufacturer providing the admixture.

2.05 EQUIPMENT
A. General:

1. Provide adequate equipment and facilities for accurate measurement and control of materials and for readily changing proportions of material into mixers.

B. Batching equipment, or batch plant.

1. Capable of controlling delivery of all material to mixer within 1 percent by weight of individual material.

C. Mixing equipment:

1. Mixers may be of stationary plant, paver, or truck mixer type, as appropriate to the Work.

2. Capable of combining aggregates, water, and cementitious materials, and admixtures within specified time into a thoroughly mixed and uniform mass, and of discharging the mixture without segregation.
a. Maintain concrete mixing equipment in good working order, and operate at loads, speeds, and timing recommended by manufacturer or as specified.
b. Proportion cementitious materials and aggregate by weight.

3. If bulk cementitious materials are used, weigh them on separate visible scale which will accurately register scale load at any stage of weighing operation from zero to full capacity.

4. Prevent cementitious materials from coming into contact with aggregate or with water until materials are in mixer ready for complete mixing with all mixing water.

5. Procedure of mixing cementitious materials with sand or with sand and coarse aggregate for delivery to project site, for final mixing and addition of mixing water will not be permitted.

6. Retempering of concrete will not be permitted.

7. Discharge entire batch before recharging.

8. Volume of mixed material per batch: Not exceed manufacturer's rated capacity of mixer.

9. Equip each mixer with device for accurately measuring and indicating quantity of water entering concrete, and operating mechanism such that leakage will not occur when valves are closed.

10. Equip each mixer with device for automatically measuring, indicating, and controlling time required for mixing:
a. Interlock device to prevent discharge of concrete from mixer before expiration of mixing period.

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11. Transit-mixed concrete:
a. Mix and deliver in accordance with ASTM C94.
b. Total elapsed time between addition of water at batch plant and discharging completed mix:
c. Not to exceed 90 minutes.
d. Elapsed time at project site shall not exceed 30 minutes. e. Under conditions contributing to quick setting, total elapsed time permitted may be reduced by the Engineer.
f. Equip each truck mixer with device interlocked to prevent discharge of concrete from drum before required number of turns and furnish device that is capable of counting number of revolutions of drum.

12. Continuously revolve drum after it is once started until it has completely discharged its batch:
a. Do not add water until drum has started revolving.
b. Right is reserved to increase required minimum number of revolutions or to decrease designated maximum number of revolutions allowed, if necessary, to obtain satisfactory mixing. The Contractor will not be entitled to additional compensation because of such increase or decrease.

D. Other types of mixers: For other types of mixers, mixing shall be as follows:

1. Mix concrete until there is uniform distribution of materials, and discharge mixer completely before recharging.

2. Neither speed nor volume loading of mixer shall exceed manufacturer's recommendations.

3. Continue mixing for minimum of 1-1/2 minutes after all materials are in drum, and for batches larger than 1 cubic yard increase minimum mixing time 15 seconds for each additional cubic yard or fraction thereof.

2.06 CONCRETE MIXES
A. General:

1. Develop and provide mix design for each Concrete Class listed in Table 3 of this Section.

2. Select and proportion mixes and document properties using one of the two methods that follow. Procedures and requirements for use of each alternative are specified in subsequent paragraphs of this Section. a. Field experience method.
b. Trial batch method.

3. Organize and submit mix designs with data on all constituent materials and products for that mix, for Engineer's review.

4. Do not place concrete until the mix design for that Concrete Class has been accepted by Engineer.

5. After acceptance, do not modify accepted mixes or provide new mixes without Engineer's prior review and acceptance of the proposed alternative. a. Exception: At all times, adjust batching of water to compensate for free moisture content of the fine aggregate used.
b. For any change to approved mixes, Engineer may require new trial batching and testing program as specified in this Section before acceptance and use.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) c. For any change to approved mixes, make modifications within limits set forth in this Section.
d. If there is change in source or quality of any constituent of the concrete class or mix, the revised mix will be considered a new class of concrete and shall require full re-submittal of all data describing mix constituents, design, and testing.

6. Material sampling, mix designs, trial batch preparation and testing, modifications to mix designs, and any re-testing required to satisfy the requirements of this Section or to obtain satisfactory performance shall be at Contractor's expense and shall not be considered cause for delay.

B. Measurements of materials:

1. Measure materials by weighing, except as otherwise specified or where other methods are specifically authorized in writing by the Engineer.

2. Furnish apparatus for weighing aggregates and cementitious materials that is suitably designed and constructed for this purpose.

3. Accuracy of weighing devices: Furnish devices that have capability of providing successive quantities of individual material that can be measured to within 1 percent of desired amount of that material.

4. Measuring or weighing devices: Subject to review by the Engineer. Shall bear valid seal of the Sealer of Weights and Measures having jurisdiction.

5. Weighing cementitious materials:
a. Weigh cementitious materials separately.
b. Cement in unbroken standard packages (sacks): Need not be weighed. c. Weigh bulk cementitious materials and fractional packages.

6. Measure mixing water by volume or by weight.

C. Requirements for mix proportioning:

1. Develop and provide mixes that:
a. Can be readily worked into corners and angles of forms and around reinforcement, without excessive vibration, and without permitting materials to segregate or free water to collect on surface. b. Prevent unnecessary or haphazard changes in the consistency of the concrete supplied.

2. Constituent materials:
a. Provide concrete mixes composed of Portland cement, blended aggregates, admixtures and water.
1) Admixtures required for each concrete class are indicated in Table 3 of this Section. Admixtures not specifically required by that table for a specific Concrete Class are optional and may be included at the discretion of the Contractor based on Contractor's planned means and methods of construction.
b. In no case shall returned fresh concrete or its constituents be incorporated into concrete batched for the Work.

3. Minimum specified compressive strength:
a. Minimum specified compressive strength is designated at 28 days, unless otherwise indicated in Table 3 of this Section.
b. For locations where the placed concrete is adequately protected and is not subjected to loads for an extended period during construction, the Contractor may request that the period for achieving the minimum specified compressive strength be extended to 56 days. If accepted by the

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) Engineer, provide mixes that achieve at least 75 percent of their minimum specified compressive strength after 28 days.

4. Proportions and consistency:
a. Ratio of water to cementitious materials, and cementitious materials content:
1) Conform to maximum and minimum cementitious material content requirements specified in Table 3 of this Section.
2) Cementitious materials content: Consisting of Portland cement as indicated in Table 3 of this Section, plus supplemental cementitious materials if aggregate testing indicates potentially reactive aggregates:
a) Fly ash content:
(1) Minimum: 15 percent of the total weight of cementitious materials.
(2) Maximum: 25 percent of the total weight of cementitious materials.
b) Slag cement content:
(1) Minimum: 20 percent of the total weight of cementitious materials.
(2) Maximum: 30 of the total weight of cementitious materials. b. Aggregate size and content:
1) Blend aggregates to produce an optimized gradation that combines well-graded coarse, intermediate, and fine aggregates in proportions that maximize the aggregate content of the mix, and that minimize the cement paste content of the mix.
a) Percentage of individual fractions of the combined aggregate gradation retained on individual sieve sizes: Within the range shown in Attachment C - Combined Aggregate Gradation Chart ("Tarantula Curve").
b) Sum of the percentages of individual fractions retained on the No. 8, No. 16, and No. 30 sieves: Greater than 20 percent. c) Sum of the percentages of individual fractions retained on the No. 30, No. 50, No. 100, and No. 200 sieves: Within the range of 25 percent to 40 percent.
c. Determine bulk density and void content of the combined gradation of aggregates in accordance with ASTM C29. Results for combined aggregates shall not be the summation of results of testing of the individual gradations.
1) Sample the combined aggregate from a flowing aggregate stream or conveyor in accordance with ASTM D75. Take care to ensure that the sample is representative of the proportions of the combined aggregate of the proposed mix.
2) Reduce sample of combined aggregate to test sample size in accordance with ASTM C702, Method A - mechanical splitter or Method B - quartering.
3) Perform bulk density test of combined aggregate in accordance with ASTM C29, Procedure A - rodding.
4) Determine void content of the combined aggregate in accordance with ASTM C29, Procedure A - rodding. Specific gravity of the combined aggregate shall be determined in accordance with ASTM C136.