Agenda packet — Ukiah City Council, June 21, 2023 (part 10 of 21)

Microtunneling
02441-15 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (BidSetFinal) to excavate this rock shall be included in the prices for the applicable bid items and no additional compensation will be allowed.

U. Prior to the launch of the machine, the Contractor will conduct a start-up inspection of all mechanical and hydraulic systems associated with the microtunneling operations.

1. The system will be tested on the surface to ensure that the microtunneling machine and supporting equipment is functioning properly.

2. The Engineer will be notified prior to the start-up inspection and a site inspector representing the Owner will be present during the start-up inspection.

3. Key machine performance data will be measured and recorded during this inspection, including cutterhead torque, correct functioning of steering jacks, laser target, and other components.

V. In the event that voids are created or encountered around the pipeline, the Contractor shall grout the voids using materials and procedures that have been submitted in the Contingency Plan and reviewed by the Engineer.

END OF SECTION

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Jacking Steel Pipe Casings
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JACKING STEEL PIPE CASINGS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Steel Casing Pipe.

1.02 REFERENCES
A. ASTM International (ASTM):

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

1.03 SUBMITTALS
A. Submittals shall be made in accordance with the requirements of these Specifications, and shall provide sufficient detail to allow the Engineer to judge whether the proposed equipment, materials, and procedures will meet the Contract requirements. All drawings shall be legible with dimensions accurately shown and clearly marked in English. Review of submitted details and data will be based on consideration of requirements for the completed work, protection of existing utilities, and the possibility of unnecessary delays in the execution of the work to be constructed under this Contract. Review and acceptance of the Contractor’s Submittals by the Engineer shall not be construed in any way as relieving the Contractor of its responsibilities under this Contract.

B. Shop Drawings: The Contractor shall furnish shop drawings illustrating the details of the casing pipe, lubrication ports, joint details, and miscellaneous items to be furnished and fabricated for the pipe. Total quantity ordered, dimensions, tolerances, wall thickness, properties and strengths, and other pertinent information shall be shown. These items shall be submitted for review by the Engineer prior to fabrication.

C. Calculations: Calculations shall be submitted in a neat, legible format. Basis of calculations shall be consistent with information provided in the Geotechnical Report.

1. Provide calculations confirming that pipe jacking capacity is adequate to resist anticipated jacking loads with a minimum factor of safety of two (2).

2. Submit calculations confirming that pipe capacity is adequate to safely support all other anticipated loads, including earth and groundwater pressures, surcharge loads, and handling loads.

3. Submit calculations confirming that jointing method will support all loading conditions.

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Jacking Steel Pipe Casings
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1.04 QUALITY ASSURANCE
A. Installation qualifications: Successfully completed at least 3 projects of similar diameter, length, soil, and installation conditions.

1.05 SEQUENCING AND SCHEDULING
A. Prior to tunneling, submit written request and obtain the Engineer's acceptance of tunneling.

PART 2 PRODUCTS

2.01 MATERIALS
A. Casing pipe:

1. Type: Steel in accordance with ASTM A283, Grade C or ASTM A 1097. Shop and field joints shall be butt welded.
a. Press-fit interlocking connection system joints (Permalok or equal) are also acceptable in lieu of field welded butt joints. If used, submit joint details for approval.

2. Internal diameter: As indicated on the Drawings and be within 1-1/2 percent of being true circle.

3. Wall thickness: As indicated on the Drawings.

B. Material for filling of voids between casing and carrier pipe and annular space: As indicated on drawings.

C. Casing Spacers:

1. Band: Minimum 14-gauge steel band:
a. 8-inch minimum width.

2. Finish:
a. Rust inhibiting paint.
b. Fusion Bonded PVC Coating:
1) 10-16 mils.
2) Durometer - shore A2 (10 sec, ASTM D1706-61T): 80.

3. Runners:
a. Painted 2-inch Wide Glass Reinforced Polymer:
3) Tensile Strength (ASTM D638): 17,600 psi minimum.
4) Flexural Strength (ASTM D790): 25,300 psi minimum.

4. Liner: Polyvinyl Chloride:
a. Thickness: 0.09-inch minimum.
b. Hardness Durometer “A”: 85-90.

5. Risers: 10 gauge steel MIG welded to band.

6. Manufacturers: One of the following or approved equal:
a. Pipeline Seal and Insulator, Inc.
b. Advance Products & Systems.
c. Cascade Waterworks Manufacturing Company.

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Jacking Steel Pipe Casings
02448-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02448 (BidSetFinal) D. Casing End Seals:

1. Materials:
a. Seal: 1/8 inch thick synthetic rubber.
b. Bands and Clamps: Stainless steel.

2. Manufacturers: One of the following or approved equal:
a. Pipeline Seal and Insulator, Inc., Model S or C.
b. Advance Products & Systems, Model AC.
c. Maloney Technical Products, MULTIFLEX End Seal
PART 3 EXECUTION

3.01 INSTALLATION
A. Temporary steel casing pipe shall be installed in accordance with Section 02441 - Microtunneling.

END OF SECTION

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Pile Load Tests
02460-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02460 (BidSetFinal) SECTION 02460

PILE LOAD TESTS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Pile load tests.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D1143 - Standard Test Methods for Deep Foundations Under Static Axial Compressive Load

2. D8169 - Standard Test Methods for Deep Foundations Under Bi-Directional Static Axial Compression Load.

1.03 SYSTEM DESCRIPTION
A. System Requirements:

1. Pile axial load testing shall consist of one of the following test methods:
a. Static Axial Load Test per ASTM D1143:
1) Conventional load test comprised of a reaction beam with an anchorage system, and a hydraulic jack to apply the load. b. Bi-Directional Axial Load Test per ASTM D8169:
1) Calibrated bi-directional embedded load device capable of applying loads upward and downward when embedded in a deep foundation.

2. Dedicated test piles and reaction piles shall be installed in accordance with the Section 02466B - Augured Pressure Grouted Piles or Section 02467A - Drilled Concrete Piles. The Contractor shall use the same means and methods of construction that will be implemented on all production piles. All methods of pile construction shall be pile tested. Any alternative construction method proposed for production piles shall require additional pile testing as described in this Section.

3. Piles shall maintain a minimum center to center spacing of 3 pile diameters including reaction pile placements.

1.04 SUBMITTALS
A. Statement of Qualifications (SOQ):

1. The Specialty Contractor shall prepare and submit a statement of qualifications to the Engineer for review and acceptance.

2. The SOQ shall include the following:
a. 5 reference projects with the following information for each:
1) Brief project description.
2) Owner's name and current phone number.
3) Load test reports.

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Pile Load Tests
02460-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02460 (BidSetFinal) B. Load Test Plan:

1. The Contractor shall submit a load test plan developed for review and input from the Specialty Contractor and submitted for review and approval by the Engineer prior to test pile construction. The load test plan shall include, as applicable:
a. Description and details on:
1) Loading equipment.
2) Calibration of:
a) Hydraulic Jack and load cell.
b) Bi-directional load cell type embedded jack and load transfer mechanism (bearing plates).
c) Pressure gauges.
d) Instrument to measure loaded pile movement.
e) Other load and measuring equipment.
3) Equipment for measuring load.
4) Equipment for measuring movement of loaded pile.
5) Method to obtain as-drilled dimensions of test shaft using borehole calibers (mechanical or sonic).
6) Other details related to loading and testing.
b. For the Static Axial Load Test include design and calculations performed by a civil or structural engineer licensed in the state of California for:
1) Design of test pile to support test load.
2) Pile test loading frame.
3) Connections between test pile and load frame.
4) Connection between reaction piles and load frame.
5) Load and time increments and decrements.

C. Load Test Report:

1. Analyzing test data as outlined in this Specification.

1.05 QUALITY ASSURANCE
A. Provide quality assurance as specified in Section 02466B - Augured Pressure Grouted Piles or Section 02467A - Drilled Concrete Piers.

B. Pile testing observations:

1. The Geotechnical Engineer will be present to provide on-site observation of the pile drilling operation and pile testing. Pile testing shall not be conducted unless the Geotechnical Engineer (or their representative) is present.

1.06 SEQUENCING AND SCHEDULING
A. Equipment Calibration: No more than 1 month before start of pile load tests, have loading and measuring equipment calibrated by an independent testing laboratory.

B. Pile load tests: Perform tests to the satisfaction of the Engineer prior to ordering production piles:

1. Allow 3 weeks for the analysis of the pile load tests by the Engineer, after the pile load tests have been completed.

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Pile Load Tests
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2.01 DESIGN AND PERFORMANCE CRITERIA
A. Static Axial Load Test Design Requirements:

1. Pile load tests:
a. Design and calculations of pile loading frame, connections between test pile and reaction piles, loading, and unloading shall be performed by an engineer licensed in the state of California.

B. Bi-directional Load Cell Design Requirements:

1. Design and calculations of load cell location, size, and instrumentation shall be performed by an engineer licensed in the state of California.

2.02 BI-DIRECTIONAL LOAD CELL
A. The Contractor shall supply all instrumentation and materials required to install the bi-directional load cell and related components, perform the axial load test and remove the load test instrumentation and apparatus as required:

1. Manufacturer: The following or approved equal:
a. Load test, Gainesville, FL.

B. Assembly and Installation Materials:

1. Steel reinforcing cage or carrying frame used to support and convey bi-directional load cell assembly, instrumentation, and piping to appropriate levels within the test shaft.

2. Two circular steel plates for bi-directional load cell assembly, which shall be 2 inches thick and approximately equivalent diameter as I.D. of steel reinforcing cage used on production shafts of same diameter. The plates are welded to the top and bottom of the bi-directional load cell for use as a mechanism of load transfer.

3. Centralizers shall be provided or means shall be implemented to ensure centralizing of the load test apparatus, instrumentation and reinforcing steel.

4. Steel pipes shall be 1/2-inch diameter used as conduit for telltales from above working level to the top of the bi-directional load cell assembly. Additional set of steel pipes serving dual purpose of venting the bi-directional load cell annulus during the test and as post-test grout placement tube, if production shaft is tested.

5. Materials such as angle or channel steel or rebar needed to protect load bi-directional load cell assembly, hydraulic fittings, and instrumentation during installation and concreting procedures.

6. Materials such as rebar used to construct an apparatus for funneling of the concrete slickline or tremie through the bi-directional load cell assembly for concrete placement.

7. Use clean water from an approved source to mix with water-soluble oil contained within the bi-directional load cell to form the hydraulic fluid used to pressurize the bi-directional load cell.

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Pile Load Tests
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2.03 INSTRUMENTATION AND MEASURING MATERIALS
A. Provide the following primary instrumentation packages to monitor movement and strain of the pile as needed to develop load monitoring:

1. Linear Vibrating Wire Displacement Transducers (LVWDTs) having a range of at least 6 inches, with signed certificates of calibration. Transducers shall be capable of reading to within 0.001-inch of displacement.

2. Three dial gages having at least 2 inches of travel, an adequate number of suitable blocks to increase travel to at least an additional 4 inches.

3. Linear Variable Displacement Transducers (LVDTs) having a range of at least 6 inches, with signed certificates of calibration. Transducers shall be capable of reading to within 0.001-inch of displacement.

4. Sister Bar Vibrating Wire Strain Gauges, with signed certificates of calibration.

5. Telltale extensometer assemblies to measure in the pile to determine elastic shortening of the pile. Telltale extensometer assemblies shall have a range of at least 1 inch with signed certificates of calibration. Transducers shall be capable of measuring movement within 0.001-inch. Embedded compression telltale assemblies shall be used when typical surface measuring methods are impractical.

B. Additional equipment as required to operate test and data collection:

1. Air compressor (minimum 185 cfm, 125 psi) with hose and Chicago-type fitting for pump operation during the load test.

2. Air-driven hydraulic pump to be used as bi-directional load cell pressure source and accompanying pressure gage.

3. Tripods, automated survey level and related equipment to measure upward top of shaft displacement.

4. All necessary data acquisition equipment.

5. A portable computer and electronic logging equipment shall be furnished to simultaneously monitor all instrumentation at time intervals required for the load testing.

PART 3 EXECUTION

3.01 INSTALLATION
A. Install dedicated load test piles to verify the design of the pile system and proposed construction methods prior to installing any production piles. Installation shall be performed under the direction and supervision of the Specialty Contractor and the Engineer.

B. Obtain at least 4 concrete cylinders for compressive strength testing for the concrete used in each test pile. At least one cylinder shall be tested prior to the pile load test to establish the minimum concrete strength per Section 02466B - Augured Pressure Grouted Piles or Section 02467A - Drilled Concrete Piers. The remaining 2 cylinders shall be tested on the day of the load test.

C. Static Axial Load Test Installation:

1. Loading frame, reaction piles and hydraulic jack, and instrumentation shall be installed in accordance with ASTM D1143.

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Pile Load Tests
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2. Place LVDTs at the top of the test pile to measure displacement.

3. The vibrating wire strain gauges shall be placed in pairs on opposite sides of the reinforcing cage at the elevations shown on the test pile schematics in Appendix A. The geotechnical engineer may require modifications to location of the instrumentation after pile drilling if subsurface conditions are different than anticipated from available borings. The intent of the load test internal instrumentation including “sister bar” vibrating wire strain gauges is to measure the test load and its distribution along the shaft and near the tip.

D. Bi-directional Axial Load Test Installation:

1. Bi-directional load cell, hydraulic supply lines and other instruments shall be assembled and prepared for installation in a suitable area adjacent to the test shaft, provided by the Contractor.

2. The intent of the load test internal instrumentation including LVWDTs, and sister bar vibrating wire strain gauges is to measure the test load and its distribution (side friction) along the drilled pile. The bi-directional load cell assembly shall be located as indicated on the test pile schematics in Appendix A. The bi-directional load cell location and test load shall take into account downdrag forces on the pile and the weight of the pile itself. The vibrating wire strain gauges shall be placed in pairs on opposite sides of the reinforcing cage at the elevations shown on the test pile schematics. The geotechnical engineer may require modifications to location of the instrumentation after pile drilling if subsurface conditions are different than anticipated from available borings.

3. Two LVWDTs shall be attached to the top and bottom plates of the bidirectional load cell to monitor the expansion and contraction of the load cell.

In addition, two LVDT gauges shall be mounted on an independent reference beam and set on opposite sides of the top of the test shaft to monitor axial shaft displacement.

4. A pair of sister bars shall be placed at a location below the bi-directional load cell to measure the test load and resistance in the lower portion of the drilled pile.

5. Two telltale rods shall be set on the top of the bi-directional load cell to monitor the displacement of the top of the load cell. The telltale shall consist of a 3/8-inch diameter stainless steel rod, greased for reducing friction and corrosion, and placed inside a constant 3/4-inch diameter pipe. Individual sections of telltales shall be joint coupled flush so that each rod is of uniform diameter throughout its length.

6. Bi-directional load cell assembly shall be welded to the reinforcing steel, with the plane of the bottom plate of the bi-directional load cell set at right angles to the long axis of the reinforcing cage.

7. Once the shaft excavation has been completed, tested, inspected, and accepted by the Engineer, the bi-directional load cell and reinforcing cage shall be lowered into the excavation.

8. The Contractor shall use the utmost care in handling the test assembly so as not to damage the instrumentation during installation. The Contractor shall limit the deflection of the reinforcing cage to 2 feet between pick points while lifting the cage from the horizontal to the vertical position. The maximum spacing between pick points shall be 25 feet. The Contractor shall provide support bracing, strong backs, etc. to maintain the deflection within the specified tolerance. The bi-directional load cell assembly must remain

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Pile Load Tests
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3.02 PILE LOAD TEST
A. Requirements of this Section apply to Static Axial Load Test and Bi-directional Axial Load Test.

B. General Requirements:

1. General:
a. At locations selected by Engineer, install and load test piles. b. Load test the following number of piles:
1) 2 piles under axial compression (1 pile on each side of the bridge). 2) 2 additional piles for each unsuccessful test.
c. The pile design loads are as follows:
1) Compression: 100 kilopounds.
d. Pile load test records will be used by Engineer to confirm or modify pile tip elevations or pile lengths as indicated on the Drawings. e. Install piles that will be load tested to a tip elevation of 45 feet below ground.
f. Load test shall not begin until after a minimum of one week after completion of test pile construction and pile concrete attains a minimum compressive strength of not less than 85 percent design mix strength. g. Records: Contractor shall keep records of pile load tests, including as a minimum.
h. Date.
i. Pile identification.
j. Loading, showing amount of each increment and decrement. k. Time of each increment and decrement in loading.
l. Axial movement of test pile and time when measured.

2. Test equipment:
a. Load piles with hydraulic jacks.
b. Measure load with a load cell and verify load cell measurements with pressure gauges measuring hydraulic pressure of jacks.

3. Install load test piles using the equipment and method proposed for the production piles.

4. Axial compression pile load test:
a. Perform test in accordance with ASTM D1143 or D8169, as complemented and modified in this Section:
1) Loading shall be applied in accordance with “Standard Loading Procedure” in ASTM D1143.
b. Prevent lateral movement of top of piles by lateral restraints or other suitable measures.
1) Pile load shall not be eccentric.
c. At the option of Contractor, piles may be loaded from existing grade, before beginning of excavation, or from bottom of completed excavation:
1) Where test piles project above design pile butt cutoff elevation, ensure piles are free to move in axial direction above design pile butt cutoff elevation.
2) Where ground level at time of testing is above design pile butt cutoff elevation, encase such piles above butt cutoff elevation, in manner

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Pile Load Tests
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d. Maximum load:
1) Twice design load.
2) Static axial load test frame and jack or bi-directional load cell shall be capable of applying a test load up to 2000 kilopounds.
3) Maintained constant for 1 hour before load is removed:
a) Remove load in decrements not exceeding 20 percent of maximum load.
b) Where axial movement of pile is excessive, maximum applied load shall be removed in several decrements after movement of butt of pile reaches 2 inches.

5. Gamma-gamma logging:
a. Provide access tubes for gamma-gamma logging.
b. After placing the pile concrete and before beginning the gamma-gamma logging of the pile, inspect the access tubes. Each access tube that the test probe cannot pass through shall be replaced, at the Contractor’s expense, with a 2-inch diameter hole cored through the concrete for the entire length of the pile. Unless directed otherwise by the Engineer, the cored holes shall be located approximately 3 inches inside the reinforcement and shall not damage the reinforcement. Descriptions of inclusions and voids in cored holes shall be logged, and a copy of the log shall be submitted to the Engineer. Finding from cored holes shall be preserved, identified as to location, and made available for inspection by the Engineer.

3.03 FIELD QUALITY CONTROL
A. Provide field quality control as specified in Section 02466B - Augured Pressure Grouted Piles or Section 02467A - Drilled Concrete Piers.

B. Provided and paid by Contractor:

1. As specified in Section 02466B - Augured Pressure Grouted Piles or Section 02467A - Drilled Concrete Piers.

2. Reporting:
a. At each load increment (or decrement), telltale, survey level, LVDT, LVWDT and strain gauge data shall be reported at 1, 2, 4 and 8-minute intervals.
b. Load Test Report: Provide an electronic version to the Engineer for evaluation. An initial data report containing the load-movement curves and data tables shall be provided to the Engineer within 5 working days of the completion of load testing. A final report on the load testing shall be submitted within 10 working days after acceptance of the load test results.

At a minimum, the report shall include:
1) Summary of load test procedures.
2) Tabulated data of all embedded and surface instrument readings. 3) Load vs. displacement plots of test shaft.
4) Equivalent top-loaded load settlement plot, if bi-directional load cell used.
5) Load distribution plot based on strain gauge data.

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Pile Load Tests
02460-8 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02460 (BidSetFinal) 6) Net unit side shear curves, and unit end bearing vs. displacement curves (t-z and q-z curves).
7) Creep limit analysis.
8) Caliper tool shaft excavation profiling.
9) Calibration documentation for all instrumentation and bi-directional load cells used during the load test.
10) Boring logs and related site investigation results, if appropriate. 11) Summary of test shaft details and schematic as-built drawing of test shaft indicating locations of bi-directional load cell, instrumentation, and soil stratigraphy.

3.04 AFTER LOAD TEST COMPLETION
A. Leave test piles in the ground and do not use such piles for support of structures:

1. Cut top off 2 foot below bottom of pile cap.

2. Fill void with compacted aggregate base course material.

B. Static Load Test piles:

1. At Contractor's option, reaction piles can be used for support of structures where all reaction piles meet the following conditions, as determined by the Engineer:
a. Their design capacity is equal to or greater than that of the production piles.
b. Their location is as indicated on the Drawings for piles for the structure. c. Their loading during performance of tests has not exceeded their allowable design load.
d. They have not been damaged.
e. Their pile butt axial deflection has not exceeded 0.5 inches.

C. Bi-directional Load Test piles:

1. Flush all hydraulic fluid from the load cells and hydraulic lines, and replace with cement grout.

2. At Contractor’s option, test piles can be used for support of structures where they meet the following conditions, as determined acceptable by the Engineer:
a. Their design capacity is equal to or greater than that of the production piles.
b. Their location is as indicated on the Drawings for piles for the structure. c. Their loading during performance of tests has not exceeded their allowable design load.
d. They have not been damaged.
e. Their pile butt axial deflection has not exceeded 0.5 inches.

D. Gamma-gamma logging: All access tubes and cored holes shall be dewatered and filled with grout after tests are completed. The access tubes and cored holes shall be filled used grout tubes that extend to the bottom of the tube or hole or into the grout already placed.

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Pile Load Tests
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GAMMA-GAMMA LOGGING

END OF SECTION

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Bored and Augered Piles
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BORED AND AUGERED PILES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Bored/augered piles.

B. Payment procedures:

1. Payment for pile work:
a. Base lump sum bid price for pile work on the number and lengths of piles indicated on the Drawings.
1) This price shall include all costs in connection with the Work, including pile material, installation, reinforcing, concrete, and other related items for a complete installation.
b. In addition, quote a unit price per foot for additional pile length and reduction in pile length for changes in pile length made before the manufacture of production piles:
1) This change in length will be based on the results of Engineer's analysis of the pile tests.
c. Payment will be made only for the length of pile established by the Engineer's analysis of the pile load tests:
1) No payment will be made for any defective pile.
2) Install piles to the elevations and lengths indicated on the Drawings, unless otherwise indicated in writing by the Engineer:
a) No payment will be made for the length of pile greater than the length indicated on the Drawings.

1.02 SUBMITTALS
A. Product data: Description of equipment proposed for installing piles.

B. Shop drawings: Shop drawings of piles proposed for use on the Project showing details of piles, reinforcing, concrete mix design, calculations, and other information required to describe proposed materials and construction methods.

C. Pile location:

1. Piling layout plan: Plan showing location of piles as indicated on the Drawings including:
a. Assigned number for each pile as identification for use in pile installation record.
b. Pile cutoff elevation.
c. Pile tip elevation.

2. Pile location survey.

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Bored and Augered Piles
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1.03 DELIVERY, STORAGE, AND HANDLING
A. Protect piles from damage during transportation, storage, and handling.

1.04 SEQUENCING AND SCHEDULING
A. Fabrication and installation of piles: Do not fabricate or install piles until submittals have been accepted by the Engineer.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION

3.01 CONSTRUCTION
A. Site tolerances:

1. Pile installation tolerances:
a. Deviation of pile top centers: Do not deviate from locations indicated on the Drawings more than 6 inches in any direction.
b. Elevation of pile tops: Not more than 1 inch higher nor more than 3 inches lower than elevation indicated on the Drawings.
c. Deviation of vertical piles from vertical: Not more than 1/4 inch per foot of length.
d. After installation, a line from center of butt to center of tip shall be wholly within body of pile.

3.02 FIELD QUALITY CONTROL
A. Field measurements:

1. Pile location survey:
a. After piles are installed and prior to placing reinforcing steel, formwork, or concrete for the structure, prepare pile location survey showing coordinates of final location of butt of piles and elevations of butt of piles to accuracy of plus or minus 0.01 feet.
b. Pile location survey shall be performed by Surveyor registered in the state where the Project is located.
c. Provide survey that includes as minimum following information:
1) Location coordinates of:
a) Pile butts as indicated on the Drawings.
b) Pile butts as installed.
c) Calculate distances between location coordinates of pile butts as indicated on the Drawings and actual location coordinates of pile butts as installed.
2) Elevation of pile butts:
a) As indicated on the Drawings.
b) Elevation of pile butts as installed.
c) Calculate difference between elevations of pile butts as indicated on the Drawings and actual elevation of pile butts as installed.

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Bored and Augered Piles
02466A-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466A (BidSetFinal) 3) Highlight piles that are not within specified tolerances for location in plan and butt elevation.
4) Provide preceding information in tabular form and keyed to a pile plan by pile number:
a) Provide pile plan that shows each pile for each structure. d. Engineer will utilize pile location survey information to evaluate acceptability of pile locations.

3.03 ADJUSTING
A. Correction of defective pile work:

1. Pile work not in accordance with the requirements indicated on the Drawings and specified in the Specifications is considered defective.

2. Take corrective measures acceptable to the Engineer, if piles are damaged, out of tolerance, mislocated, or otherwise defective:
a. Cost of redesign of foundation elements by the Engineer required by reason of defective pile work shall be bourne by Contractor. b. Allow 15 working days from submittal of pile location survey, for design of corrections for defective pile work.

3. Measures to be used to correct defective pile work will be selected by the Engineer. Corrective measures that may be acceptable to the Engineer include:
a. Installing additional piles at locations selected by the Engineer. b. Pile caps will be redesigned by the Engineer and required details of modifications to pile caps will be given to the Contractor to accommodate piles that were installed out of tolerance.

4. Leave piles which are not accepted in the ground.
a. Cut off such piles at least 1 foot below bottom of pile cap and fill such holes with compacted aggregate base course material:
1) Fill tubes or holes with Class C concrete.

END OF SECTION

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Augered Pressure-Grouted Piles
02466B-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (BidSetFinal) SECTION 02466B

AUGERED PRESSURE-GROUTED PILES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Augered pressure-grouted piles.

2. Test piles per Section 02460 - Pile Load Tests.

3. Dewatering within piles.

4. Furnishing and installing materials, equipment, and measuring devices for testing pile capacity.

5. All other work normally related to the above or specified under this section.

B. Related work:

1. Provide excavation to required depth below pile cut-off elevation and remove drilling spoil as specified in this Section.

1.02 REFERENCES
A. ASTM International (ASTM):

1. A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

2. C33 - Standard Specification for Concrete Aggregates.

3. C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-Inch or 50-mm Cube Specimens).

4. C150 - Standard Specification for Portland Cement.

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

1.03 SUBMITTALS
A. Daily reports:

1. Provide a record for each pile driven or drilled and grouted. Provide daily reports which contain as a minimum the following information:
a. Project name.
b. Name of Contractor.
c. Identification mark.
d. Date and time of installation.
e. Pile type and size.
f. Elevation of point.
g. Elevation of butt - before and after cut-off or extension. h. Ground elevation.
i. Horizontal deviation from plan location.
j. Plumbness deviation.
k. Nature and location of obstructions.

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Augered Pressure-Grouted Piles
02466B-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (BidSetFinal) l. Location of dog legs crimping or buckling.
m. Unusual occurrences during drilling, or reinforcing and grout placement. n. Water conditions in pile, if applicable.

B. Pile group layout drawings:

1. Submit plan showing as-built location of each pile group no later than 1 week following the completion of each pile group.
a. Show the design and as-built centroid of the group as well as the deviation of each pile from its design alignment.

C. Gamma-gamma test data analysis and results.

1.04 QUALITY ASSURANCE
A. Engineer:

1. Piling operations will be continuously observed, and installed piles inspected by a qualified Engineer, selected and paid for by the Owner.

B. Testing agency:

1. All mortar testing during pile operations will be done by an approved testing laboratory selected and paid by the Owner.
a. Furnish testing agency access to work, facilities, and incidental labor required for testing and inspection.

C. Contractor qualifications:

1. Regularly engaged in the installation of augered pressure grouted pile foundation systems.

2. Minimum of 10 years previous experience on projects of similar size, complexity, and subsurface conditions.
a. The job supervisor directly responsible for pile installation shall have a minimum of 10 years previous experience on augered pressure-grouted pile installation.

3. The crane operator or "keymen" who give directions to the crane operators shall have at least 2 years of experience.

4. Forward qualifications of crew to the Engineer for review prior to commencement of work.

5. Gamma-gamma logging (or gamma density logging) organization and personnel: The testing organization shall have performed gamma-gamma log tests on a minimum of 3 deep-foundation projects in the last 2 years.

Personnel conducting the tests for the testing organization shall have a minimum of 1 year of experience in gamma-gamma logging and interpretation.

D. Piles:

1. Meet requirements of the building code as specified in Section 01410 - Regulatory Requirements.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Reinforcing steel:

1. Unload and store reinforcing bars in such a manner that they will be kept free of mud. Store on timber skids while awaiting use.

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Augered Pressure-Grouted Piles
02466B-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (BidSetFinal) B. Miscellaneous:

1. Store other materials in a weathertight and dry place until ready to use. a. Store packaged materials in their original unbroken package or container.

C. Equipment:

1. The equipment provided for installation of augered pressure grouted piles, is subject to acceptance by the Engineer.
a. At least 10 working days prior to mobilization, provide the Engineer a complete list and technical description of the equipment.

D. Auger:

1. A full-size continuous-flight, 36-inch diameter (less a maximum wear of 1/2 inch) hollow-shaft to be rotated into the ground to the specified pile depth. a. The injection opening in the auger shaft shall be at the bottom of the auger head and below the cutting teeth.

E. Auger drive:

1. Use auger drive head having a minimum static weight of 4,000 pounds and drive of 150 horsepower.

F. Auger leads:

1. Prevent auger leads from rotating by a suitable stabilizing arm.

G. Crane:

1. Use crane equipped with torque converter drive system to permit a slow, continuous auger lifting (grouting) operation.

H. Pumping and mixing:

1. Use pumping and mixing equipment for preparation and handling of the mortar.

I. Mortar pump:

1. Positive displacement pump capable of developing and maintaining a pressure of 350 pounds per square inch-gauge at the pump discharge. a. The combination of pump, diameter of hose, length of hose, and height of crane shall be such that the grout pressure is at least 100 pounds per square inch-gauge at the tip of the auger.

PART 2 PRODUCTS

2.01 MATERIALS
A. Portland cement: ASTM C150, Type II.

B. Fly ash: ASTM C618, Class F.

C. Sand: ASTM C33 with Fineness Modulus from 1.3 - 3.4.

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Augered Pressure-Grouted Piles
02466B-4 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (BidSetFinal) D. Fluidifier:

1. Fluidifier shall be a compound which will increase the flowability of the mix and assist in neutralizing the setting shrinkage of the mortar. a. Contractor's choice of fluidifier will be subject to acceptance by the Engineer.

E. Water: Clean and free from matter injurious to the mix.

F. Reinforcing steel: ASTM A615, Grade 60.

G. Mortar:

1. Mixture of portland cement, a mortar fluidifier, sand, and water so proportioned and mixed to provide a mortar capable of maintaining the solids in suspension without appreciable water gain, but which may be pumped without difficulty and will penetrate laterally to fill voids in the soil.

2. Proportion to provide a hardened mortar having an ultimate compressive strength of 5000 pounds per square inch minimum at 28 days as determined by standard 2-inch cubes.
a. Submit proposed mix design to the Engineer for acceptance not less than 6 weeks prior to the time of its first use.

H. Access tubes for gamma-gamma logging:

1. Access tubes for gamma-gamma logging shall be Schedule 40 PVC pipe and at least 2-inch inside diameter.

2. The access tubes shall have a round, regular inside diameter free of defects and obstructions, including all pipe joints, in order to permit the free, unobstructed passage of probes used for the gamma-gamma log tests. The access tubes shall be watertight, free from corrosion with clean internal and external tubes to ensure good bond between the concrete and the access tubes. The access tubes shall be fitted with watertight threaded PVC caps on the bottom and on the top.

3. Provide a minimum of 2 tubes per pier. Place tubes at uniform spacing not exceeding 2 feet 9 inches measured along a circle passing through the centers of the access tubes:
a. Provide clear spacing to reinforcing in accordance with Caltrans Test 233.

I. Grout: Grout for filling the access tubes at the completion of the gamma-gamma logging shall be neat cement grout with a maximum water/cement ratio of 0.45.

PART 3 EXECUTION

3.01 PREPARATION
A. Layout:

1. Pile locations will be staked out and maintained by a Registered Surveyor retained by the Pile Installer.
a. Cross-stake pile locations so that centerlines are retained after driving.

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2. Surveyor shall establish and maintain permanent benchmarks as necessary for monitoring of elevations.
a. Reference benchmarks to a common datum and place at locations not subject to disturbance by the pile installation operation and acceptable to the Engineer.

3.02 INSTALLATION
A. Install piles as specified in Section 02466A - Bored and Augered Piles.

B. General:

1. A continuous helical-flight hollow-shaft auger shall be drilled into the ground to the required depth.
a. Inject specified mortar under pressure, through the auger shaft as the auger is being withdrawn, using the earth-filled auger to retain the shape of the hole.
b. Positively rotate the auger as it is being withdrawn.

2. Do not install within 8 hours of the installation of an adjacent pile which is within 4 feet unless accepted in writing by the Engineer.

3. Dip piles down to cut-off elevation while grout is still fluid. If required, place a metal sleeve in the top of each pile to become a permanent part of the pile.

4. Distribute concentrated loads from equipment properly to prevent collapsing of the hole until mortar has set.

5. Should any obstructions (including boulders or timbers) be encountered which prevent a pile from being installed to the desired depth at the design location, stop work on that pile until corrective measure instructions are received from the Engineer.
a. Payment for piles partially completed or abandoned due to such obstructions will be adjusted at agreed Contract unit prices.

6. Install piles to required tip elevation.

C. Mortar:

1. Prepare mortar carefully in the proportions of accepted mix design. a. Inject mortar during withdrawal of auger maintaining minimum head of 15 feet of mortar above the injection tip to ensure lateral penetration and to prevent the hole from collapsing.
b. Do not pump mortar until Soils Engineer has accepted the final tip elevation.

2. Use only approved mixing and pumping equipment.
a. Remove oil or rust inhibitors from mixer parts in contact with mortar prior to use.
b. To produce a homogeneous mortar of the desired consistency, if there is a lapse in the operation of pumping, recirculate mortar through pump, mixer drum or agitator, and pump.

3. Determine the quantity of grout pumped into each pile hole. a. Calibrate the mortar pump by pumping mortar into a 55-gallon drum.

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Augered Pressure-Grouted Piles
02466B-6 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (BidSetFinal) D. Reinforcing:

1. Install reinforcing, including dowels, as shown on Plans while the grout is in a fluid state.
a. Field bending of dowels is not permitted unless specifically shown.

2. Embed reinforcing to required depth before mortar has hardened. a. Extend tension-reinforcing bars in tension piles to bottom of pile.

E. Damaged or mislocated pile:

1. Use piling procedures to avoid excessive or undue abuse.

2. Repair or replace damaged piles, or piles located outside the required placing tolerances, at the direction of the Engineer.

3. Install additional pile or piles where the pile centerline deviates from the specified tolerances and where a redesign indicates a load in any pile exceeding 110 percent of the design load.

4. Piles rejected after installation may, when acceptable to Engineer be abandoned, cut off, and replaced by additional piles installed at new, designated locations indicated by a redesign accounting for the actual installed pile capacities and locations.

5. All required redesign shall be at the Contractor's expense.

F. Access tubes for gamma-gamma logging:

1. Install access tubes for gamma-gamma logging in pier shafts to permit access for the testing probes. Provide a minimum of 2 tubes per pier. Place tubes at uniform spacing not exceeding 2 foot 9 inches measured along a circle passing through the centers of the access tubes, generally positioned in an equidistant pattern.

2. Location of the access tubes with respect to the outer spiral and vertical reinforcing shall be in accordance with the requirements of CT 233. Securely attach the access tubes to the interior of the reinforcement cage of the pier shaft.

3. The access tubes shall be installed in straight alignment and as near to parallel to the vertical axis of the reinforcement cage as possible. The access tubes shall extend from the bottom of the reinforcement cage to at least 2 feet above the top of the shaft. Splice joints in the access tubes, if required to achieve full length access tubes, shall be watertight. The Contractor shall clear the access tubes of all debris and extraneous materials before installing the access tubes. Care shall be taken to prevent damaging the access tubes during reinforcement cage installation and concrete placement operations in the shaft excavation.

4. The access tubes shall be filled with potable water as soon as possible after concrete placement (but no later than 1 day after concrete placement), and the top watertight threaded PVC caps shall be reinstalled. Remove water in the tubes completely prior to testing.

G. Tolerances:

1. Vertical piles:
a. Plan location: Plus or minus 3 inches from location indicated for piles in a group, or plus or minus 1 inch from location indicated for individual piles, measured at the cut-off elevation.

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Augered Pressure-Grouted Piles
02466B-7 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (BidSetFinal) b. Plumbness: Deviation from plumb shall not exceed 2 percent of the pile length or one-half the edge-to-edge pile spacing, whichever is less. c. Cut off: Pile shall be cut off level to within plus 0 inch or minus 1 inch of the specified elevation.

3.03 FIELD QUALITY CONTROL
A. Mortar testing:

1. Test mortar in accordance with ASTM C109. Prepare a minimum of 6 cubes per day and test 2 cubes at 3 days, 2 at 7 days, and 2 at 28 days.

END OF SECTION

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Page 1231 of 3073 ends

Drilled Concrete Piers
02467A-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (BidSetFinal) SECTION 02467A

DRILLED CONCRETE PIERS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Drilled concrete piers.

B. Payment procedures:

1. Basis of payment:
a. Payment for pier work:
1) Base lump sum bid price for pier work on the number and lengths of piers indicated on the Drawings:
a) This price shall include all costs in connection with the Work, including pier material, installation, reinforcing, concrete, pier cutoff, and other related items for a complete installation. 2) In addition, quote a unit price per foot for additional pier length and reduction in pier length for changes in pier length made before the manufacture of production piers:
a) This change in length will be based on the results of Engineer's analysis of the Pier Load Test Program.
3) Payment will be made only for the length of pier established by the Engineer's analysis of the Pier Load Test Program:
a) No payment will be made for any defective pier.
b) Install piers to the elevations and lengths indicated on the Drawings, unless otherwise indicated in writing by the Engineer:
(1) No payment will be made for the length of pier greater than the length indicated on the Drawings.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete.

2. 350 - Code Requirement for Environmental Engineering Concrete Structures and Commentary.

B. ASTM International (ASTM):

1. C31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field.

2. C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

3. C143 - Standard Test Method for Slump of Hydraulic-Cement Concrete.

4. C172 - Standard Practice for Sampling Freshly Mixed Concrete.

5. C192 - Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory.

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Drilled Concrete Piers
02467A-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (BidSetFinal)

1.03 DEFINITIONS
A. Cementitious Materials: Defined as portland cement and pozzolan admixture.

1.04 SUBMITTALS
A. Reinforcing bar placement drawings.

B. Bar lists and bending details.

C. Concrete mix design report as specified in Section 03300 - Cast-in-Place Concrete.

D. Aggregate tests.

E. Trial batch results.

F. Concrete testing requirements as specified in Section 03300 - Cast-in-Place Concrete.

G. A list and description of proposed equipment to be used for the construction of piers such as cranes, drills, cleaning equipment, and tremie concrete pumps.

H. Details of overall construction operation, sequence, and drilling construction methods.

I. Qualifications of crew for review at bid time. Substitution of approved personnel will not be allowed without written authorization by the Owner.

J. Pier location plan and location information:

1. Pier layout plan: Pier plan showing location indicated on the Drawings, including:
a. Assigned number for each pier as identification for use in pier installation record.
b. Pier tip elevation.

K. Pier location survey.

L. Pier Load Test Program and results.

M. Load test system: Submit at least 2 weeks prior to installing the load test system.

N. At least 2 weeks prior to installation of load test piers, submit calibration charts for all the hydraulic jacks to be used in the load test program.

1.05 QUALITY ASSURANCE
A. Contractor qualifications:

1. The Contractor shall be regularly engaged in the installation of drilled piers foundation systems.

2. Have a minimum of 10 years previous experience on projects of similar or larger size, complexity, and subsurface conditions.

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Drilled Concrete Piers
02467A-3 8660F10 April 2023
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3. The job supervisor directly responsible for pier installation shall have continuous experience on drilled pier installation throughout the last 10 years.

4. The crane operators or “keymen” who give directions to the crane operators shall have at least 2 years of experience.

Personnel conducting the tests for the testing organization shall have a minimum of 1 year of experience in gamma-gamma logging and interpretation.

PART 2 PRODUCTS

2.01 MATERIALS
A. Reinforcing steel: Use reinforcing steel as specified in Section 03200 - Concrete Reinforcing.

B. Tie wire: Use Number 18 double annealed iron wire, tie wire.

C. Concrete:

1. Use concrete materials as specified in Section 03300 - Cast-in-Place Concrete.

2. Use Class P concrete as specified in Section 03300 - Cast-in-Place Concrete.

D. Temporary steel casing: Steel casing for drilled piers shall conform to ASTM A 252, Grade 2. The use of temporary steel casing segments is anticipated on this site.

E. Access tubes for gamma-gamma logging:

1. Access tubes for gamma-gamma logging shall be Schedule 40 PVC pipe and at least 2-inch inside diameter.

F. Grout: Grout for filling the access tubes at the completion of the gamma-gamma logging shall be neat cement grout with a maximum water/cement ratio of 0.45.

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Drilled Concrete Piers
02467A-4 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (BidSetFinal) PART 3 EXECUTION

3.01 INSTALLATION
A. General:

1. Install piers only in the presence of the Engineer.

2. Piers that fail to meet the requirements of these Specifications for alignment and piers which for other reasons are unacceptable will be rejected.

3. Correct damaged or rejected piers by methods acceptable to the Engineer.

B. Drilling:

1. Drill holes by means of a power driven, rotary bucket, rotary auger type, or core barrel foundation drilling machine designed to excavate a cylindrical shaft:
a. Have sufficient power and cutting capacity to excavate the pier holes to the required depths into the soil or rock at the site.

2. Use drilling method which prevents the shaft sidewalls from caving in or sloughing into the excavated hole, except that dewatering will not be permitted.

3. Proceed with the work in the “wet” if the groundwater level is found above pier tip elevation.

4. Do not drill holes within 4 pier diameters (center-to-center) of a previously drilled hole until after the concrete in the previous hole has set up, but in no case until the concrete has been placed for at least 15 hours.

5. Do not drill holes until the excavation or fill in the area in which the shafts are to be located has been completed to the elevations indicated on the Drawings.

6. Clean out the hole until no more than 1/4 inch of loose or soft material is left in the bottom of the hole.

7. Clean and protect top of holes to prevent soil from falling into hole.

8. Drill piers from the ground surface to tip elevations as indicated on the Drawings.
a. The Engineer will determine the final bottom of hole elevation and will keep a record of each drilled hole during installation.

C. Reinforcing steel:

1. Upon completion of drilling, position the reinforcing steel cage in the pier shaft as indicated on the Drawings and suspend it above the bottom of excavation before any concrete is placed in the shaft.

2. Support the reinforcing steel cage so that it rotates freely just prior to final suspension.

3. If soil caving occurs after reinforcing steel is placed and before placement of concrete, remove the reinforcing steel and ream the hole to permit repositioning of the cage.

4. Support the cage in a manner that will ensure that it remains centered in the pier shaft during placement of concrete.
a. Use plastic roller type centering devices attached to spiral reinforcing bars.
b. The centering devise shall position reinforcing cages in center of hole and provide proper cover for reinforcing bars.

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Drilled Concrete Piers
02467A-5 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (BidSetFinal) D. Concrete placement:

1. Placement of concrete shall be as specified for dry or wet conditions as may be applicable for the conditions found at the time of the work.

2. During concrete placement, take care to prevent concrete from hitting the sides of the steel reinforcing bar cage which will cause segregation.

3. To prevent segregation, do not allow concrete to fall more than 5 feet.

4. Proceed with concrete placement that starts underwater, using underwater placement requirements until the hole is completely filled. a. Do not dewater the shaft after partial concrete placement.

5. Provide for a supply of concrete that is adequate to complete placement on any given drilled pier in one continuous uninterrupted operation without cold joints.

6. Construct concrete work in a manner that dense, monolithic concrete is provided throughout the full length and diameter of the drilled pier.

7. Immediately after acceptance of the excavation, place the concrete.

8. Water in excavation:
a. Excavations containing more than 3 inches of water shall be pumped dry prior to concrete placement.
1) Except for the bottom 3 inches, do not drop concrete through water:
b. In a dry excavation, place concrete with a concrete chute or pumping method acceptable to the Engineer.
c. Direct the flow of concrete down the center of the pier shaft in order to minimize sloughing of the sides of the hole and segregation of the concrete on the reinforcing steel.

9. Water seepage:
a. If seepage occurs at such a rate that the concrete cannot be properly placed, even if the pier hole is cased, place concrete using the “tremie” method:
b. Use a tremie pipe having a disposable plug that keeps the tremie free of fluid until the plug is blown out by the concrete pressure. c. Preferably, use a tremie pipe which is 12 inches, but not less than 8 inches in diameter.
d. Alternatively, use pumped concrete discharging through a pipe at least 5 inches in diameter.
e. Use a tremie or pump pipe having watertight joints.
f. Provide for no more than 3 inches of height between the bottom of the tremie pipe and the bottom of excavation during initial concrete placement.
g. Provide positive control to make certain that the bottom of the tremie or pump pipe is at all times below the concrete surface.
h. At least a 1 foot head of concrete shall be maintained above the top of the water.

E. Temporary casing:

1. Use temporary casing.
a. Withdraw casing as the concrete is placed:

2. Provide steel casing onsite in various appropriate lengths.

3. Case the drilled pier holes through any fill and native soil or rock as required to maintain a stable excavation.

4. Withdraw casing as concrete placement proceeds while maintaining at least 3 feet of concrete depth over the bottom of the casing pipe.

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Drilled Concrete Piers
02467A-6 8660F10 April 2023
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5. Use steel casing with an inside diameter at least as large as the design pier diameter.

6. Use a casing wall thickness such that it is not damaged by water or ground pressures or by the stresses of installation.

7. Attach cutting teeth to the casing, if required to penetrate to the planned depth.

8. Use casing length so that at the end of drilling, the top of the casing projects above the ground surface and any adjacent mound of drill cuttings.

9. Provide positive control to make certain that the bottom of the casing is at least 3 feet below the top of the concrete being placed to prevent a reduction in the diameter of the pier shaft due to earth pressure and to prevent in situ materials from falling into and mixing with the concrete.

F. Cave-ins:

1. Remove soil which sloughs into the excavated pier shaft prior to concrete placement:

2. During concrete placement, if the Engineer has reasons to suspect that concrete was breached by the soil or that the pier, for any other reason, may contain extraneous material, or otherwise is not in conformance with Drawings and Specifications, the Engineer may order testing of the pier by coring or other methods:
a. Pay for testing and additional construction as required by the Engineer, if the work is found defective.
b. If work is found to be not defective, testing cost will be paid by the Owner.

G. Where required due to pier being constructed too high, cut off piers to the butt elevations indicated on the Drawings.

H. Access tubes for gamma-gamma logging:

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Drilled Concrete Piers
02467A-7 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (BidSetFinal) I. Site tolerances:

1. Pier installation tolerances:
a. Deviation of center of pier butts: Not deviate from locations indicated on the Drawings more than 6 inches in any direction.
b. Deviation of elevation of pier butts: Not more than 1 inch higher nor more than 3 inches lower than elevation indicated on the Drawings. c. Deviation of piers from vertical: Not more than 1/4 inch per foot of length. d. After installation, a line from center of butt to center of tip shall be wholly within body of pier.

3.02 FIELD QUALITY CONTROL
A. Inspection of drilled hole:

1. If inspection of hole is required by Engineer, dewater holes to make the holes accessible to inspection and construction personnel.

2. Provide fresh air and adequate light for workmen and Engineer during such time that they occupy the shafts.

3. Test each drilled hole for toxic or explosive gas prior to entry into the hole.

B. Field measurements:

1. Pier location survey:
a. After piers are installed and prior to placing reinforcing steel, formwork, or concrete for the structure, prepare pier location survey showing coordinates of final location of butt of piers and elevations of butt of piers to accuracy of plus or minus 0.01 feet.
b. Pier location survey shall be performed by Surveyor licensed in the state where the Project is located.
c. Provide survey that includes as minimum following information:
1) Location coordinates of:
a) Location of pier butts as indicated on the Drawings. b) Location of pier butts as installed.
c) Calculate distance between location coordinates of pier butts as indicated on the Drawings and actual location coordinates of pier butts as installed.
2) Elevation of pier butts:
a) Elevation of pier butts as indicated on the Drawings. b) Elevation of pier butts as installed.
c) Calculate difference in elevations of pier butts as indicated on the Drawings and actual elevation of pier butts as installed. 3) Highlight piers that are not within specified tolerances for location in plan and butt elevation.
4) Provide preceding information in tabular form and keyed to a pier plan by pier number:
a) Submit pier plan that shows each pier for each structure. d. Engineer will utilize pier location survey information to evaluate acceptability of pier locations and elevations.

C. Pier load test program:

1. Provide pier load tests as per Section 02460 - Pile Load Tests.

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Drilled Concrete Piers
02467A-8 8660F10 April 2023
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3.03 ADJUSTING
A. Correction of defective pier work:

1. Pier work not in accordance with the requirements indicated on the Drawings and specified in the Specifications is considered defective.

2. Take corrective measures acceptable to the Engineer, if piers are damaged, out of tolerance, mislocated, or otherwise defective:
a. Cost of redesign of foundation elements by the Engineer required by reason of defective pier work shall be paid by Contractor. b. Allow 15 working days from submittal of pier location survey, for design of corrections for defective pier work.

3. Measures to be used to correct defective pier work will be selected by the Engineer. Corrective measures that may be acceptable to the Engineer include:
a. Installing additional piers at locations selected by the Engineer. b. Pier caps will be redesigned by the Engineer and required details of modifications to pier caps will be given to the Contractor to accommodate piers that were installed out of tolerance.

4. Leave piers which are not accepted in the ground. Cut off such piers at least 2 feet below bottom of pier cap and fill such holes with compacted aggregate base course material.

5. Fill holes drilled for piers that are not used with Class C concrete.

END OF SECTION

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Precast Electrical Handholes and Electrical Manholes
02581-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (BidSetFinal) SECTION 02581

PRECAST ELECTRICAL HANDHOLES AND ELECTRICAL MANHOLES
PART 1 GENERAL

1.01 SUMMARY
A. Design, fabricate, and install precast electrical handholes and precast electrical manholes of the size and type indicated on the Drawings and specified.

1. Construction of cast-in-place concrete electrical structures, including handholes and manholes, are specified in other sections.

B. Section includes:

1. Precast portland cement concrete handholes and accessories.

C. Alternates:

1. Contractor may propose to construct cast-in-place structures in lieu of the precast structures specified.
a. Obtain Engineer’s acceptance of this alternative before submitting, providing, or installing.
b. Submit full information on design and detailing of proposed alternatives including design details and drawings of the same types required by this Section for precast structures.

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

1. Standard Specifications for Highway Bridges.

B. American Concrete Institute (ACI):

1. 318 - Building Code Requirements for Structural Concrete and Commentary.

C. ASTM International (ASTM):

1. A48 - Standard Specification for Gray Iron Castings.

2. C857 - Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures.

3. C858 - Standard Specification for Underground Precast Concrete Utility Structures.

4. C891 - Standard Practice for Installation of Underground Precast Concrete Utility Structures.

5. C1028 - Standard Test Method for Determining the Static Coefficient of Friction of Ceramic Tile and Other Like Surfaces by the Horizontal Dynamometer Pull-Meter Method.

6. C1037 - Standard Practice for Inspection of Underground Precast Concrete Utility Structures.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (BidSetFinal) D. Code of Federal Regulations (CFR):

1. Title 29, Chapter XVII, Part 1910 - Occupational Safety and Health Standards (OSHA).

E. National Fire Protection Association (NFPA):

1. National Electrical Code (NEC).

F. National Precast Concrete Association (NPCA).

G. Society of Cable Telecommunications Engineers (SCTE):

1. 77 - Specification for Underground Enclosure Integrity.

H. Underwriters Laboratories (UL).

1.03 DEFINITIONS
A. Handhole: An enclosure for use in underground systems that has been sized and detailed to allow personnel to reach into, but not enter, the enclosure to install, operate, or maintain equipment or wiring or both. (Reference: NEC, Article 100).

1. As used in this Section, “handhole” will refer to a precast electrical handhole.

B. Manhole: An enclosure for use in underground systems that has been sized and detailed to allow personnel to enter the enclosure to install, operate, or maintain equipment or wiring or both.

1. As used in this Section, “manhole” will refer to a precast electrical manhole.

C. Portland cement concrete: A composite material consisting of a portland cement binder, water, admixtures, and a combination of fine and coarse mineral aggregates.

1. Abbreviated “PCC” as in “PCC HANDHOLE” or “PCC MANHOLE.” D. Precast concrete: A concrete fabrication designed by a qualified engineer and subsequently fabricated at a qualified fabrication site, which is usually located some distance from the site where the fabrication will be installed.

1.04 SUBMITTALS
A. Product data: Manufacturer’s catalog data, details, and warranties for the following items.

1. Portland cement concrete handholes and manholes:
a. Materials of construction.
b. Joint details and joint-sealing materials.
c. Data for hatches or covers and rings.
d. Preformed channels and accessories for cable racking. e. Drain and sump details, including removable covers.
f. Pulling iron details.

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02581-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (BidSetFinal) B. Shop drawings:

1. Portland cement concrete handholes and manholes:
a. Shop drawings for each structure shall bear the seal and signature of a professional engineer licensed in the state where the structures will be installed.
b. Dimensioned and “to-scale” plans, sections, and details for each structure including:
1) Layout plan for that structure.
2) Sizes, locations, and vertical positions of duct bank windows and knockout panels.
3) Locations and details for access openings, pulling irons, embedded cable supports and racks, and sumps.
4) Details of structural reinforcement showing bar size and spacing; true position of reinforcement in structural members with clear concrete cover at both inside and outside faces; location, bar size, and spacing of added reinforcement around openings; and other details relevant to design and fabrication of the structure.
5) Details of joints between adjacent precast sections, including provisions for overlap and for placement of sealants.

C. Samples:

1. Portland cement concrete handholes and manholes:
a. N/A.

D. Design data:

1. Portland cement concrete handholes and manholes:
a. Structural calculations:
1) Submit complete structural calculations for each structure. 2) Provide calculations bearing the seal and signature of a professional engineer licensed in the state where the structures will be installed. b. Manufacturer’s statement of materials used for fabrication and construction, in accordance with ASTM C858, for record. Include the following:
1) Concrete mix design: For each concrete mix design to be used for the structures, include data describing:
a) Source and type of cement.
b) Sources, grading, and specific gravities of aggregates. c) Aggregate reactivity data.
d) Concrete mix proportions and design strength.
e) Type, name, and dosage of admixtures included in the concrete mix.
2) Reinforcing steel: Mill certificates.

E. Test reports:

1. Portland cement concrete handholes and manholes:
a. Fabricator’s tests for compressive strength of concrete used in structures, made in accordance with recommendations of ASTM C858.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (BidSetFinal) F. Certificates:

1. Portland cement concrete handholes and manholes:
a. Manufacturer’s current plant certification under NPCA for the structures to be supplied.
1) Certification shall be current and in-effect at the time structures are manufactured.
b. Manufacturer’s certification that handholes and manholes are in accordance with the requirements of ASTM C858.

G. Manufacturer’s instructions:

1. Instructions for handling and setting structures in place.

2. Portland cement concrete handholes and manholes:
a. Instructions for operation and maintenance of hatches.

H. Manufacturer’s field reports:

1. Portland cement concrete handholes and manholes:
a. Manufacturer’s inspection reports in accordance with ASTM C1037.

I. Closeout documents:

1. Project record documents:
a. Portland cement concrete handholes and manholes:
1) Final, revised plans and details of as-constructed precast handholes and manholes if requested for record by the Engineer.

2. Warranties:
a. Manufacturer’s standard warranty for:
1) Portland concrete handholes and manholes and accessories.

1.05 QUALITY ASSURANCE
A. Qualifications:

1. Designer:
a. Portland cement concrete handholes and manholes:
1) Professional engineer qualified in the design of concrete structures and holding a current license in the state where the structures will be installed.

2. Manufacturer:
a. Polymer concrete handholes:
1) Demonstrating at least 5 years of experience in the design and production of products of the type required for this Work. 2) Holding product testing records demonstrating load resistance of products to be installed.
b. Portland cement concrete handholes and manholes:
1) Holding current NPCA plant certification for the products produced. 2) Demonstrating at least 5 years of experience in the design, production, and installation of products of the type required for this Work.
3) Capable of providing structural designs prepared by a professional engineer licensed in the state where the structures will be installed. 4) Providing inspection during fabrication and handling in accordance with the requirements of ASTM C1037.

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3. Installer:
a. Capable of providing equipment of adequate capacity and mobility to handle and set units with proper bearing on the subgrade and without damage to the unit.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Packing, shipping, handling, and unloading:

1. Package and brace structures to avoid damage during shipping and handling.

2. Furnish crane or forklift for unloading and setting of portland cement concrete handholes and manholes.

B. Acceptance at site:

1. Structures delivered to the site with cracks, damage, and damaged or missing accessories shall be removed from the site and replaced at no additional cost to the Owner.

C. Storage and protection:

1. Store handholes and manholes and their appurtenances in areas protected from damage due to weather and site operations.

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

1.08 SEQUENCING
A. Coordinate installation of precast electrical handholes and manholes with duct banks specified in Section 16133 - Duct Banks.

1.09 WARRANTY
A. Provide manufacturer’s standard warranty for precast handhole and manhole structures and accessories.

1.10 SYSTEM START-UP
A. As specified in Section 16050 - Common Work Results for Electrical.

PART 2 PRODUCTS

2.01 MANUFACTURED UNITS - PORTLAND CEMENT CONCRETE HANDHOLES AND

MANHOLES
A. General:

1. Provide portland cement concrete handholes and manholes configured and designed as indicated on the Drawings and specified.

2. In accordance with ASTM C858 unless otherwise noted.

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Precast Electrical Handholes and Electrical Manholes
02581-6 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (BidSetFinal) B. Manufacturers: One of the following, or equal:

1. Oldcastle Precast.

2. Jensen Precast.

C. Components:

1. Floor:
a. Construct floors as a monolith.
b. Where sump or low-point drain is included, slope floor to that point.

2. Roof, walls, and base:
a. Designed and rated to support vehicle and pedestrian loads at the spans indicated.
b. See the Electrical Handhole and Manhole Schedule indicated on the Drawings for required load rating by structure location.

3. Access covers:
a. Handholes: Aluminum plate hinged floor access door (hatch) as specified in Section 08320 - Floor Access Doors.
1) Load rating:
a) “Heavy Duty” for covers at locations designated for “Roadway” loads.
b) “Medium Duty” or stronger for covers at locations designated for “Sidewalk” loads.
2) Minimum access door size not less than 36 inches square, unless otherwise indicated on the Drawings.
3) Provide bearing surface with pre-installed continuous elastomeric gasket to minimize water infiltration at lid.
4) Provide skid-resistant lid with cast-in or machined-in grid pattern and the word “ELECTRICAL” in block letters at least 1.5 inches high. b. Manholes: Cast iron frame and cover:
1) Manhole rings and covers:
a) Gray cast iron in accordance with ASTM A48, Class 30B with ring and cover machined to fit with flat bearing surfaces. b) Custom cover as indicated on the Drawings.
c) Cover with word “ELECTRICAL” cast into the top exposed face for electrical manholes.
d) Manhole riser access:
(1) Heavy-duty bottom flange frame with solid cover for placement on grade adjustment rings above top slab.
(2) 36-inch diameter nominal opening.
(3) Security bolting: Pentagon head special monel security bolts.
(4) Manufacturers: The following or equal.
(a) Neenah Foundry Co., R1640-D.
e) Embedded in top slab of structure:
(1) Heavy-duty top flange frame with solid cover for
embedment in top slab of a structure.
(2) 36-inch diameter nominal opening.
(3) Security bolting: Pentagon head special monel security bolts.
(4) Manufacturers: The following or equal.
(a) Neenah Foundry Co., R6095.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (BidSetFinal) D. Accessories:

1. Provide accessories as indicated on the Drawings and specified.

2. Materials at duct bank penetrations:
a. Joint filler as specified in Section 03150 - Concrete Accessories. b. Backer rod and sealant as specified in Section 07900 - Joint Sealants.

3. Pulling irons:
a. Provide non-corroding cable pulling irons located for use with each current duct bank location and additional irons for use with duct banks that may be installed through future knockout panels.
b. Pulling irons may not be located on the floor.
c. Where pulling irons are installed on the wall, any pockets surrounding the irons shall have bottom surfaces sloped to drain.
d. Secure pulling eyes to structure reinforcement.

4. Cable racks and racking hardware:
a. Materials: Hot-dip galvanized steel, stainless steel as specified in Section 16070 - Hangers and Supports.
b. Embedded slots: Maximum depth of 1.5 inches.

5. Sumps and drains:
a. Fiberglass or HDPE fabrications including removable lids to prevent tripping hazards.

6. Exterior dampproofing:
a. As specified in Section 07110 - Dampproofing.
b. Field applied to wall and roof surfaces exposed to soil.

E. Fabrication:

1. Embeds:
a. Install embedded items with provisions for drainage to remove dripping or standing water, and to minimize corrosion.
1) Pulling irons may not be placed on the floor or in pockets that will collect water.
2) Detail bottom of cable rack channels to provide a downward sloping “sill” at the bottom of each vertical channel, so that the channel slot drains toward the floor.
b. Concrete cover:
1) Provide minimum 0.75-inch clear concrete cover between embeds and surrounding reinforcement.
2) Provide minimum 1.25-inch clear concrete cover between embed and exterior face of wall.

F. Tests and inspections:

1. Test and inspect structures in accordance with ASTM C858 and ASTM C1037.

2.02 DESIGN AND PERFORMANCE CRITERIA
A. General requirements for handholes and manholes:

1. As specified in Section 16050 - Common Work Results for Electrical for general requirements for electrical work.

2. Provide structures of the sizes and shapes indicated on the Drawings, with layouts, dimensions, and details as indicated on the Drawings and as specified.

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3. Conform to the requirements of:
a. NEC.
b. Project regulatory requirements as specified in Section 01410 - Regulatory Requirements.

B. Portland cement concrete handholes and manholes:

1. Load resistance of boxes and covers.

2. Design requirements: Loads on structures:
a. In accordance with ASTM C857, except as modified in this Section. b. Loads at the ground surface:
1) See “Electrical Handhole and Manhole Schedule” indicated on the Drawings for minimum surface loading requirements at each structure. Loads are designated as “sidewalk,” or ”roadway”. 2) The vehicle and pedestrian loadings in the following paragraphs need not be additive; however, structures designated for “roadway” loading shall also support “sidewalk” loads.
3) “Sidewalk”: Load from regular pedestrian traffic with considerations for occasional non-deliberate vehicular traffic:
a) Designation "A-0.3" in ASTM C857 Table 1 (300-psf uniform load).
4) ”Roadway”: Load from heavy, frequently repeated vehicle traffic:
a) Designation "A-16" in ASTM C857 Table 1 (AASHTO HS20-44). c. Lateral earth pressure loads:
1) Determine in accordance with the following requirements. Include effects of groundwater and seismic accelerations on lateral earth pressures.
a) Equivalent lateral pressure: 67 pounds per square foot per foot of depth (triangular distribution).
b) Surface surcharge load:
(1) In accordance with ASTM C857 Vehicle Load Designation "A-16" for "Roadway" or "A-0.3" for "Sidewalk" where such surcharge exceeds backfill loads described in the preceding paragraph.
c) Groundwater effects:
(1) Include effects from groundwater and soils saturated by flooding using design elevations specified in Section 01850 - Design Criteria. Use equivalent lateral pressure of
34 pounds per square foot per foot of depth (triangular distribution) for soil below the design groundwater
elevation.
d) Seismic design:
(1) As specified in Section 01850 - Design Criteria.
(2) On opposite sides of the structure that are perpendicular to the direction of acceleration, include equivalent lateral pressure (inverted fluid pressure distribution), beginning with a pressure of 0 at the base of the structure, and
increasing at a rate of 30 pounds per square foot per foot of rise toward the ground surface.
(3) Apply seismic effects as additive force on side where the soil mass is being accelerated toward the structure, and as

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02581-9 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (BidSetFinal) subtractive force on the opposite side where the soil mass is being accelerated away from the structure.
d. Groundwater and flood loads - buoyancy effects:
1) Flooding: Design for 100-year flood at elevation. Buoyancy: For groundwater and flood conditions, provide factor of safety against flotation of at least 1.20.
a) If the weight of soil overlying footing projections on the structure is considered to resist flotation, use a buoyant unit weight of soil equal to not more than 30 pounds per cubic foot.
b) Concrete fill may be provided in the bottom section of precast portland cement concrete structures to add weight. Submit proposed details.
e. Soil-bearing pressure at base:
1) Maximum 1,000 pounds per square foot total pressure on prepared subgrade soils or pressure not greater than the weight of the vertical column of soil removed (assuming a soil unit weight of 125 pounds per cubic foot).
f. Lifting and handling loads:
1) Make provision in the design for the effects of loads or stresses that may be imposed on structures during fabrication, transportation, or erection.
g. Load combinations:
1) Design structures to sustain the specified loads individually or in combination.

3. Design requirements: Structural analysis, design, and detailing:
a. General:
1) Analyze and design structures including the effects of 2-way action (“plate action”) and of load transfer around current and future openings.
2) Where structures include panels designed for future removal (“knockout panels”), design structures for loads and stresses with any combination of any or all such panels in place or removed. b. Precast portland cement concrete handholes and manholes:
1) Design structures in accordance with the requirements of ACI 318 and this Section.
2) Provide reinforcement at areas subject to tensile stress when loaded with the specified loads and combinations thereof.
3) Provide temperature and shrinkage reinforcement to equal or exceed ACI 318 requirements in concrete sections.
4) Provide minimum clear concrete cover over reinforcement at both interior and exterior faces of members in accordance with the following:
a) Handholes: 1.25 inches.
b) Manholes: 2 inches.
5) Reinforcement details:
a) Walls: For structures with wall thickness of 8 inches or less, locate a single mat of reinforcement at the center of the wall. b) Slabs: For structures with slab thickness of 7 inches or less, locate a single mat of reinforcement at the center of the slab. c) Structures with wall or slab thicknesses exceeding these limits shall have a reinforcement at each face of the member.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (BidSetFinal) 6) Joints:
a) Provide structures with watertight joints between sections and detailed to minimize water infiltration at duct bank and conduit penetrations.
b) Provide structures with non-skid, shiplap or tongue and groove joints between sections.
c. Portland cement concrete handholes and manholes:
1) In accordance with ASTM C858.

2.03 MATERIALS
A. Cast-in-place concrete for fill at base sections of portland cement concrete manholes with deep sumps or ballast to resist buoyancy shall be “Class A” concrete as specified in Section 03300 - Cast-in-Place Concrete.

2.04 SOURCE QUALITY CONTROL
A. Portland cement concrete handholes and manholes.

1. As specified in Section 01450 - Quality Control
PART 3 EXECUTION

3.01 GENERAL
A. Furnish and install precast electrical handholes and manholes as indicated on the Drawings and specified.

B. Install additional handholes and manholes required so installation procedures will conform to cable manufacturer’s pulling tension requirements.

1. Include proposed locations and details of such additional handholes and manholes with the submittals under this Section.

3.02 PREPARATION
A. Design:

1. Prepare detailed and scalable layouts for each manhole structure showing locations of conduit or duct bank penetrations, clearances, locations, and sizes of access openings and major accessories.

B. Protection:

1. Where handhole and manhole structures are installed adjacent to existing site structures or utilities, provide excavation support or other protection as required to maintain those facilities in service and to prevent damage to both existing and new facilities.

C. Site preparation:

1. Excavate and prepare exposed subgrade as indicated on the Drawings and as specified.

2. Install and compact foundation layer as indicated on the Drawings and specified.

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3. Level foundation materials so that structures will be set plumb, and duct banks will be at proper grade and alignment.
a. Install with uniform bearing on foundation materials. b. Wedging or blocking of base sections for leveling over the foundation materials will not be permitted.

3.03 INSTALLATION
A. General:

1. Protect handholes and manholes from displacement, flooding, or flotation.

B. Portland cement concrete handholes and manholes:

1. Install structures in accordance with ASTM C891 and the provisions of this Section.
a. In the event of conflicts, the more restrictive provisions shall apply.

2. Clean and prime joints between adjacent precast sections. a. Install sealing compound between sections and provide watertight joints.

3. Set covers and hatches at elevations indicated on the Drawings. a. Securely attach frames to top of precast structures and grade adjustment rings.

4. Penetrations:
a. Holes for duct banks and other penetrations may not be cut into precast handholes and manholes unless they are located at designated locations shown on the shop drawings or at knockout panels cast into the structure during manufacturing.
b. Carefully remove concrete from knockout panel areas with saws. 1) Ensure that break-back does not extend beyond the designated limits of the knockout panel.
c. Coat any reinforcement cut or exposed during removal of knockout panel sections with minimum 2 coats of high solids epoxy as specified in Section 09960 - High-Performance Coatings.
1) Apply epoxy coating applied over and at least 1-inch past the perimeter of the reinforcement.

5. Install duct banks and conduit penetrations in accordance with the penetration details indicated on the Drawings.
a. Place joint fillers, caulks, and sealants before coating exterior concrete surface with bituminous dampproofing.

6. Fill holes that were provided for handling or other temporary purposes with non-shrink cement grout using procedures as specified in Section 03300 - Cast-in-Place Concrete unless otherwise detailed by the manufacturer.

7. After structures are set and before backfilling, coat exterior below-grade surfaces (around the sidewalls, over the top slab, and around any vertical risers to grade) with 2 heavy coats of bituminous dampproofing as specified in Section 07110 - Dampproofing.
a. Apply dampproofing in accordance with the coating manufacturer’s instructions and at a rate of 40 to 60 square feet per gallon per coat. b. Mask over at least 1 inch back from joint caulks or sealants and prevent dampproofing from coming in contact with those materials.

8. Backfill handholes and manholes as indicated on the Drawings and as specified in Section 02300 - Earthwork.

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02581-12 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (BidSetFinal) C. Site tolerances:

1. Set electrical handholes and manholes plumb and true at locations indicated on the Drawings.

2. Tolerances on placing:
a. Horizontal location: Plus or minus 1 inch.
b. Vertical elevation: Plus or minus 1/2 inch.
c. Plumb: Plus or minus 1/8 inch over 10 feet.

3.04 REPAIR/RESTORATION
A. Repair cracks or blemishes in concrete by methods acceptable to the Engineer.

Submit proposed repairs for acceptance before commencing work.

3.05 ADJUSTING
A. After final grading is complete, adjust access covers to grade.

3.06 CLEANING
A. Before installation of cables in any duct banks and handholes or manholes, remove concrete spoil, forms, debris, silt, dust, and other foreign material.

3.07 SCHEDULES
A. See Drawings for Electrical Handhole and Electrical Manhole Schedule.

END OF SECTION

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Concrete Manholes
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CONCRETE MANHOLES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Manhole frames and covers.

2. Manhole grade rings.

3. Manholes cones and risers.

4. Manhole bases.

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

1. Standard Specifications for Highway Bridges.

B. ASTM International (ASTM):

1. A48 - Standard Specification for Gray Iron Castings.

2. C33 - Standard Specification for Concrete Aggregates.

3. C150 - Standard Specification for Portland Cement.

4. C443 - Standard Specification for Joints for Concrete Pipe and Manholes Using Rubber Gaskets.

5. C478 - Standard Specification for Circular Precast Reinforced Concrete Manhole Sections.

6. C990 - Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint.

7. C923 - Standard Gide for In-Plant Performance Evaluation of Automatic Pedestrian SNM Monitors.

8. C1244 - Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test Prior to Backfill.

C. International Organization of Standardization (ISO):

1. 9001 - Quality Management Standard.

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

B. Shop drawings:

1. Manufacturer’s catalog data and details of following items for approval:
a. Frame and covers.
b. Grade rings.
c. Manhole cones and risers.
d. Manhole bases, if precast.

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2. Manhole construction details, jointing methods, connection details, materials, and dimensions.

3. Repair procedures and details.

C. Calculations and criteria used in manhole design including material properties, loadings, load combinations, and dimensions assumed.

D. Test methods and results including certification that the manhole riser exceeds the minimum requirements in accordance with ASTM C478.

E. Sealed drawings and design calculations by a registered Professional Engineer licensed in the State where the project is located.

F. Certificates:

1. ISO 9001 certificate by a third party confirming that ASTM test reports are valid and up to date at the time of the bid and during construction period.

2. Manufacturer's Certificate of Source Testing.

1.04 PRODUCT REQUIREMENTS
A. As specified in Section 01600 - Product Requirements.

B. Provide suitable quantities of lifting equipment to handle the manholes/risers and castings.

1. In no case shall any equipment be used that is not rated to handle the intended loading or conditions of use to which it will be subjected, or which will damage or gouge the manhole components.

2. Dragging or dropping the manhole components shall not be allowed.

C. Source testing.

1. Perform pre-production and post-production tests by manufacturer staff with a minimum of 5 years of experience in quality control, inspection, and testing of manholes.
a. In lieu of this experience, witness of tests by up to 3 full-time Owner representatives.

2. Examine each completed manhole section for dimensional requirements, strength, and workmanship.

3. Complete required testing in accordance with ASTM C478.

4. Provide the Manufacturer's Certificate of Source Testing.

1.05 DESIGN CRITERIA:

A. Manholes shall not include steps.

B. Manhole lids: Locking type.

C. Manhole bases:

1. Constructed as part of the pipe installation or using tee risers.

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Concrete Manholes
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02600 (BidSetFinal) D. Manhole riser:

1. Made of the same pipe material selected for the project, providing a sealed connection between the pipe base and riser as indicated on the Drawings.

2. Manufactured specifically for this project and no materials shall be furnished from stock unless approved by the Engineer.

E. Manhole provider shall coordinate with the pipe manufacturer for dimensions and connections.

F. Manhole systems:

1. Provided by a single manufacturer.

G. Frames and covers:

1. Provided by a single manufacturer unless approved by the Engineer.

1.06 WARRANTY
A. As specified in Section 01783 - Warranties and Bonds.

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. Manhole grade rings, cones, and risers: One of the following or equal.

1. Oldcastle Infrastructure.

B. Manhole frames and covers: Manufacturers: One of the following or equal.

1. Alhambra Foundry Company.

2. Neenah Foundry Company.

2.02 BASIS OF DESIGN
A. Design in accordance with local jurisdiction requirements, including but not limited to the following:

1. Manhole frames and covers.

2. Manhole diameter tolerance.

3. Manhole length.

4. Manhole cover bolting.

5. Manhole backfill.

B. Structural design calculations:

1. Load rating of manhole:
a. Design to support an AASHTO Standard Specifications for Highway Bridges, H-20 vehicle loading.

2. Resist buoyancy:
a. Design with sufficient bottom anchorage and side friction to resist buoyancy.
b. Depths will be as indicated on the Drawings.

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Concrete Manholes
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02600 (BidSetFinal) c. Refer to the geotechnical report for soil condition including fully saturated soil conditions.
d. Concrete ballast:
1) Pour sufficient concrete around tee-base pipe fitting and manhole riser base to prevent buoyancy as indicated on the Drawings.

C. Manholes, grade rings, risers, and bases:

1. Manhole:
a. Nominal sizes as indicated on the Drawings.

2. Grade rings:
a. At least 1 but not more than 2 grade rings shall be used. b. Maximum total distance from top of cone section to final grade: 18 inches.

3. Cone and riser sections:
a. As specified in this Section and as indicated on the Drawings. b. Cone sections shall be concentric.

4. Manhole bases:
a. As specified in this Section and as indicated on the Drawings. b. Provide corrosion protection system on unlined concrete.

D. Threaded lifting inserts:

1. Design inserts to be fully threaded:
a. Do not fully penetrate through entire manhole wall.

2. Provide lifting device compatible with spreader bar and chains, hooks, and slings.

3. Design with minimum safety factor of 4.0.

4. Do not use reinforcing steel bars.

2.03 MATERIALS
A. Cast iron manhole frames and covers.

1. In accordance with ASTM A48.

2. Covers: Bolted as specified.

3. Concrete collars: As indicated on the Drawings.

B. Manhole bases, risers, and grade rings:

1. Cement: Type V portland cement in accordance with ASTM C150.

2. Concrete aggregates: In accordance with ASTM C33, gradation as specified in approved mix design.

3. Sections: Steel reinforced.

4. Precast concrete sections: Manufactured by a process that will produce a dense, homogeneous concrete ring.

5. Top and bottom of sections: Parallel.

C. Joint sealant:

1. Preformed, cold applied flexible joint sealant in accordance with ASTM C990 and ASTM C443.

2. Manufacturers: One of the following or equal.
a. Henry Corp., Ram-Nek.
b. Kent Seal - Hamilton Kent Corp.

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Concrete Manholes
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2.04 COMPONENTS
A. Pipe stubs:

1. Provide pipe stubs at manhole locations and in accordance with details indicated on the Drawings and as specified.

2. Plugging stubs:
a. Plug stubs with vitrified clay stopper, brick plug, or other materials as indicated on the Drawings.
b. Unless otherwise indicated on the Drawings, comply with following:
1) Stubs up to and including 21 inches: Vitrified clay stoppers. 2) Stubs greater than 21 inches: Brick plugs.

B. Resilient pipe connectors:

1. Unless otherwise indicated on the Drawings or specified, provide a flexible compression type connector between manhole and pipes entering and leaving the manhole in accordance with ASTM C923.

2. Resilient pipe connectors:
a. Manufacturers: The following or equal.
1) A-LOK Premium.

C. Threaded lifting inserts.

D. Drop manholes:

1. Construct drop manholes at locations and in accordance with details indicated on the Drawings.

2. Provide inside diameter of drop inlet pipe the same as intercepted sewer unless otherwise indicated on the Drawings or specified in this Section.

3. Furnish and set fittings as indicated on the Drawings

2.05 IDENTIFICATION MARKINGS
A. Identification marks on the exterior of bases, risers, grade rings, and include the following information:

1. Date of manufacture of the item.

2. Name or trademark of the manufacturer.

3. Internal diameter in inches.

4. Number of the manhole as indicated on the Drawings.

2.06 QUALITY CONTROL
A. Manufacturer to provide permanent quality control department and laboratory facility capable of performing inspections and testing as specified by this Section.

B. Material testing, inspection procedures, and manufacturing process are subject to inspection by the Owner or Owner's representative.

C. Perform manufacturer's tests and inspections in accordance with the referenced standards and as specified in this Section including the following:

1. Provide the Manufacturer's Certificate of Source Testing as specified in Section 01600 - Product Requirements.

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Concrete Manholes
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2. Manufacturer shall make available services of representative throughout the project duration when deemed necessary by the Engineer.

3. Calibrate within last 12 months for equipment such as scales, measuring devices and calibration tools used in the manufacturing of pipe. a. Each device used in the manufacture of manholes is required to have a tag recording date of last calibration.
b. Devices are subject to inspection by Engineer.

D. Furnish labor necessary to assist the Engineer in inspecting manholes upon delivery.

E. Remove rejected manholes immediately.

PART 3 EXECUTION

3.01 MANHOLE INSTALLATION
A. Excavate and backfill as specified in Section 02318 - Trenching and as indicated on the Drawings.

B. Maintain identification markings on installed pieces throughout installation.

C. Do not use sections with chips or cracks in the joint.

D. Engineer may inspect manhole sections, prior to installation.

E. Repair of manhole sections damaged during installation in accordance with manufacturer’s repair procedures; with the concurrence of the Engineer.

F. Bedding and backfill for tee-base pipe fitting: In accordance with Section 02318 - Trenching.

1. Tee-base outlet: Vertical.

2. Upper end of the vertical pipe stub creates a horizontal plane.

G. Tee bases:

1. Cast-in-place reinforced concrete as indicated on the Drawings.

2. Vibrate to densify concrete and screed so first precast manhole riser section has a level, uniform bearing for full circumference.

3. Use steel impression ring to create a groove into which the first manhole riser section tongue can be inserted.

4. Install preformed plastic sealing gasket between groove and tongue and first manhole riser section.

H. Install joint sealant material in accordance with manufacturer’s instructions:

1. Completed manhole: Rigid and watertight.

I. Fill threaded lifting inserts with grout.

J. Lay grade rings on joint sealant with sides plumb and tops level.

K. Set frame and covers as specified and as indicated on the Drawings.

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Concrete Manholes
02600-7 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02600 (BidSetFinal) L. Apply dampproofing as specified in Section 07110 - Dampproofing and as indicated on the Drawings.

1. Apply material in accordance with manufacturer recommendations over the entire exterior surface of the completed manhole, including base section, riser sections, cone section, and grade rings prior to backfilling the manhole.

2. Allow waterproofing material to dry sufficiently before backfilling.

3.02 CLEANING
A. After completing each manhole, remove debris, construction materials, and equipment from the site of the work, grade, and smooth over the surface and leave the entire right-of-way in a clean, neat, and serviceable condition.

B. After completing each manhole, remove construction material debris from inside the manhole.

3.03 FUNCTIONAL TESTING
A. Provide materials for grouting and patching recommended by the manufacturer or an approved equal.

B. Vacuum testing in accordance with ASTM C1244.

1. Install the vacuum test head on top of the manhole.
a. Install and brace sealing devices on influent and effluent pipes.

2. Draw a vacuum of 10 inches of mercury with a vacuum pump, deactivate the pump, and measure the actual elapsed time for the vacuum to drop to 9 inches of mercury.

3. Compare test results with the minimum time requirements stated in the table below.
a. If the actual elapsed time is less than the time in the table, the manhole is defective, and it shall be repaired and retested until it is acceptable.

Minimum Elapsed Time, Minutes: Seconds
Manhole Depth, ft. Manhole Diameter, inches
36 48 60 72
8 0:14 0:20 0:26 0:33
10 0:18 0:25 0:33 0:41
12 0:21 0:30 0:39 0:49
14 0:25 0:35 0:46 0:57
16 0:28 0:40 0:52 1:07
18 0:32 0:45 0:59 1:13
20 0:35 0:50 1:05 1:21
22 0:38 0:55 1:12 1:29
24 0:42 0:59 1:18 1:37
26 0:46 1:04 1:25 1:45

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Concrete Manholes
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02600 (BidSetFinal) Minimum Elapsed Time, Minutes: Seconds
Manhole Depth, ft. Manhole Diameter, inches
28 0:49 1:09 1:31 1:53
30 0:53 1:14 1:38 2:01

END OF SECTION

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Filter Fabric
02620-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02620 (BidSetFinal) SECTION 02620

FILTER FABRIC
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Nonwoven filter fabric.

1.02 REFERENCES
A. ASTM International (ASTM):

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

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

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

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

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

6. D5261 - Standard Test Method for Measuring Mass per Unit Area of Geotextiles.

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

1.03 DEFINITIONS
A. Filter fabric: Nonwoven geotextile fabric manufactured from polypropylene fibers.

1.04 SUBMITTALS
A. Product data.

B. Samples.

C. Quality control submittals:

1. Certificates of Compliance.

2. Manufacturer's Instructions.

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

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

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Filter Fabric
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1.06 PROJECT CONDITIONS
A. Take field measurements to determine the lengths and dimensions of the surfaces to receive the fabric.

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. One of the following or equal:

1. Propex, Geotex 401.

2. Ten Cate Geosynthetics, Mirafi 140N.

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

Property (1) Test Method Unit Requirements (1)
Minimum Weight ASTM D5261 oz 4.0
Grab Tensile Strength ASTM D4632 lbs 100
Grab Elongation ASTM D4632 % 50
Trapezoid Tear Strength ASTM D4533 lbs 50
CBR Puncture Resistance ASTM D6241 lbs 300
UV Resistance (strength retained at 500
hrs)
ASTM D4355 % 70
Apparent Opening Size (AOS) ASTM D4751 US sieve 70
Permittivity ASTM D4491 sec-1 1.7
Flow Rate ASTM D4491 gpm/ft2 130
(1) Minimum average roll values.

PART 3 EXECUTION

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

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Filter Fabric
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3.02 PREPARATION
A. Surface preparation:

1. During grading operations, take care not to disturb the subgrade.

2. This may require use of lightweight dozers for low strength soils such as saturated, cohesionless, or low cohesion soils.

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

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

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

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

D. Overlap the parallel rolls and ends of rolls a minimum of 24 inches and not less than manufacturer's instructions.

E. Do not drag filter fabric across subgrade.

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

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

3.04 FIELD QUALITY CONTROL
A. Inspection:

1. Before covering, the condition of the fabric will be observed by the Engineer to determine that no holes or rips exist in the fabric.

2. Repair all holes and rips by placing a new layer of fabric extending beyond the defect in all directions a distance equal to the minimum overlap required for adjacent rolls.

END OF SECTION

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Stabilization Fabric
02621-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02621 (BidSetFinal) SECTION 02621

STABILIZATION FABRIC
PART 1 GENERAL

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

1.02 REFERENCES
A. ASTM International (ASTM):

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

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

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

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

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

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

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

1.04 SUBMITTALS
A. Product data.

B. Samples.

C. Quality control submittals:

1. Certificates of Compliance.

2. Manufacturer's Installation Instructions.

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

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

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1.06 PROJECT CONDITIONS
A. Field measurements:

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

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. One of the following or equal:

1. Propex, Geotex 315ST.

2. Ten Cate Geosynthetics, Mirafi 600X.

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

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

PART 3 EXECUTION

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

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

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

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

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

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

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

E. Do not drag stabilization fabric across subgrade.

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

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

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

END OF SECTION

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Ductile Iron Pipe: AWWA C151
02693-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (BidSetFinal) SECTION 02693
DUCTILE IRON PIPE: AWWA C151
PART 1 GENERAL

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

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

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

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

B. American Water Works Association (AWWA):

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

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

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

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

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

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

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

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

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

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

11. C606 - Standard for Grooved and Shouldered Joints.

C. American Welding Society (AWS):

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

D. ASTM International (ASTM):

1. A536 - Standard Specifications for Ductile Iron Castings.

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

3. C33 - Standard Specification for Concrete Aggregates.

4. C150 - Standard Specification for Portland Cement.

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

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

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

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Ductile Iron Pipe: AWWA C151
02693-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (BidSetFinal) E. Ductile Iron Pipe Research Association (DIPRA):

1. Thrust Restraint Design Manual.

F. International Organization for Standardization (ISO):

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

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

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

H. Society for Protective Coatings (SSPC):

1. SP 5 - White Metal Blast Cleaning.

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

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

B. Product data.

C. Manufacturer's qualifications.

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

D. Manufacturer's Quality Assurance Manual:

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

E. Shop drawings:

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

2. Thrust restraint systems.

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

F. Calculations:

1. Calculations for thrust restraint system design.

G. Manufacturer's Certificate of Source Testing for ceramic epoxy, glass lined, plural component polyurethane, and zinc materials:

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

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

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Ductile Iron Pipe: AWWA C151
02693-3 8660F10 April 2023
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3. Zinc coating: Regular measurements in accordance with ISO 8179 Part 4.4.

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

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

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

C. Pre-installation meeting:

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

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

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

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

2. Lower piping by mechanical means.

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

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

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

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

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

PART 2 PRODUCTS

2.01 MANUFACTURED UNITS
A. Ductile iron piping:

1. Manufacturers: One of the following or equal:
a. American Cast Iron Pipe Co.
b. McWane Ductile.
c. SIP Industries.
d. U.S. Pipe.

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Ductile Iron Pipe: AWWA C151
02693-4 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (BidSetFinal)

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

B. Design pressure: Test pressure.

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

D. Soil type: Silt 1.

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

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

1. Concrete thrust blocks will only be permitted in certain locations where indicated on the Drawings.

2.04 DUCTILE IRON JOINTS AND CONNECTIONS
A. General:

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

2. In accordance with AWWA C150 and AWWA C151.

3. Joints:
a. Flanged.
b. Grooved.
c. Mechanical.
d. Push-on Rubber Gasket.
e. Integrally Restrained Mechanical.
f. Mechanical Wedge Action.
g. Integrally Restrained Push-On.
h. Push-On Joint Restraint Harness.

4. Connections:
a. Tapping saddle.
b. Tapping sleeve.
c. Welded outlet.

5. Fittings.

B. Joints:

1. Flanged joints:
a. Screw-on flanges:
1) Comply with the diameter, thickness, drilling, and other characteristics in accordance with ASME B16.1.
2) Ductile iron.
3) Long hub, threaded, and specially designed for ductile iron pipe. 4) After attaching to pipe, machine flange face to make pipe end and flange even and perpendicular to the axis of the pipe.
b. Bolt holes on flanges: 2-holed and aligned at both ends of pipe.

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Ductile Iron Pipe: AWWA C151
02693-5 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (BidSetFinal) c. Cap screw or stud bolt holes: Tapped.
d. Bolts and nuts:
1) As specified in Section 02001 - Common Work Results for General Piping.
e. Gaskets:
1) Standard styrene butadiene copolymer (SBR) unless specified otherwise in Section 02001 - Common Work Results for General Piping.

2. Grooved joints:
a. In accordance with AWWA C606, as complemented and modified below, radius-cut type.
b. Couplings:
1) Rigid type, cast from ductile iron in accordance with ASTM A536, Grade 65-45-12.
c. Bolts and nuts:
1) As specified in Section 02001 - Common Work Results for General Piping.
d. Gaskets:
1) As specified in Section 02001 - Common Work Results for General Piping.
e. Fittings:
1) In accordance with AWWA C606, rigid radius-cut groove:
2) Center-to-center dimensions: In accordance with AWWA C110. 3) Wall thickness and other characteristics: In accordance with AWWA C606.
f. Flanged unit connections:
1) Flanged to grooved joint adapters or a long enough spool with one end flanged and the other end grooved to prevent interference with the operation of adjacent valves, pumps, or other items.

3. Mechanical joints:
a. In accordance with AWWA C111.
b. Gaskets:
1) As specified in Section 02001 - Common Work Results for General Piping.
c. Bolts and nuts, including T-bolts:
1) As specified in Section 02001 - Common Work Results for General Piping.

4. Push-on rubber gasket joints:
a. In accordance with AWWA C111.
b. Gaskets:
1) As specified in Section 02001 - Common Work Results for General Piping.

5. Mechanical wedge action joint restraints:
a. Manufacturers: One of the following or equal:
1) EBAA Iron, Inc., Megalug® Series 1100.
2) Star Pipe Products, Split Stargrip Series 3000.
3) Sigma Corp., One-Lok Model SLDE.
b. Materials:
1) Gland body:
a) Ductile iron in accordance with ASTM A536.

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Ductile Iron Pipe: AWWA C151
02693-6 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (BidSetFinal) 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.

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Ductile Iron Pipe: AWWA C151
02693-7 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (BidSetFinal) 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.

Page 1274 of 3073 ends

Ductile Iron Pipe: AWWA C151
02693-8 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (BidSetFinal) 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.

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

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.

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Ductile Iron Pipe: AWWA C151
02693-10 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (BidSetFinal) 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

Page 1277 of 3073 ends

Ductile Iron Pipe: AWWA C151
02693-11 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (BidSetFinal) 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.

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

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Polyvinyl Chloride (PVC) Pipe: Gravity
02705-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02705 (BidSetFinal) 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.

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Polyvinyl Chloride (PVC) Pipe: Gravity
02705-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02705 (BidSetFinal) 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.

Page 1281 of 3073 ends

Polyvinyl Chloride (PVC) Pipe: Gravity
02705-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02705 (BidSetFinal) 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.

Page 1282 of 3073 ends

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

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

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Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (BidSetFinal) 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.

Page 1284 of 3073 ends

Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (BidSetFinal) 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.

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

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.

Page 1286 of 3073 ends

Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-4 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (BidSetFinal) 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.

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Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-5 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (BidSetFinal) 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.

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Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-6 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (BidSetFinal) 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.

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Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-7 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (BidSetFinal) 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.

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Polyvinyl Chloride (PVC) Pipe: Pressure - Linear Infrastructure 02706-8 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02706 (BidSetFinal) 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

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Polyvinyl Chloride (PVC) Pipe: Schedule Type
02710-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02710 (BidSetFinal) 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.

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Polyvinyl Chloride (PVC) Pipe: Schedule Type
02710-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02710 (BidSetFinal) 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.

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Polyvinyl Chloride (PVC) Pipe: Schedule Type
02710-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02710 (BidSetFinal) 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

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Asphaltic Concrete Paving (CA)
02742A-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02742A (BidSetFinal) 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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Asphaltic Concrete Paving (CA)
02742A-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02742A (BidSetFinal)

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.

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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.

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Asphaltic Concrete Paving (CA)
02742A-4 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02742A (BidSetFinal)

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.

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Asphaltic Concrete Paving (CA)
02742A-5 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02742A (BidSetFinal)

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.

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Asphaltic Concrete Paving (CA)
02742A-6 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02742A (BidSetFinal) 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.

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Asphaltic Concrete Paving (CA)
02742A-7 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02742A (BidSetFinal) 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.

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Asphaltic Concrete Paving (CA)
02742A-8 8660F10 April 2023
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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

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Bituminous Pavement Surface Seal
02747-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02747 (BidSetFinal) 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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Bituminous Pavement Surface Seal
02747-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02747 (BidSetFinal) PART 2 PRODUCTS

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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Bituminous Pavement Surface Seal
02747-3 8660F10 April 2023
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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

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Pavement Markings
02762-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02762 (BidSetFinal) 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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Pavement Markings
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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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Pavement Markings
02762-3 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02762 (BidSetFinal) 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

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Concrete Curbs, Gutters, and Sidewalks
02772-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02772 (BidSetFinal) 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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Concrete Curbs, Gutters, and Sidewalks
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3.02 PREPARATION
A. Surface preparation:

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

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

3.03 INSTALLATION
A. Special techniques:

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

B. Forms:

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

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

C. Expansion and weakened-plane joints:

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

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

D. Concrete:

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

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

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

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

END OF SECTION

Page 1315 of 3073 ends

Fences and Gates
02820-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02820 (BidSetFinal) 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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Fences and Gates
02820-2 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02820 (BidSetFinal) 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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Fences and Gates
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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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Fences and Gates
02820-4 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02820 (BidSetFinal) 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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Fences and Gates
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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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Fences and Gates
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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

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Seeding
02939-1 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (BidSetFinal) SECTION 02939

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 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (BidSetFinal) 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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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (BidSetFinal) 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 (BidSetFinal) 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 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (BidSetFinal) 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 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (BidSetFinal) 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.

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Seeding
02939-16 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (BidSetFinal) 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.

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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.

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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.

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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.

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02939-20 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02939 (BidSetFinal) 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

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Pavement Restoration and Rehabilitation
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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.

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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.

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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

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Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete 03055-1 8660F10 April 2023
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ADHESIVE-BONDED REINFORCING BARS AND ALL THREAD RODS IN CONCRETE PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Bonding reinforcing bars and all thread rods in concrete using adhesives.

1.02 REFERENCES
A. American Concrete Institute (ACI).

1. 355.4 - Qualification of Post-Installed Adhesive Anchors in Concrete and Commentary.

B. American National Standards Institute (ANSI):

1. Standard B212.15 - Carbide Tipped Masonry Drills and Blanks for Carbide Tipped Masonry Drills.

C. ASTM international (ASTM):

1. C881 - Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete.

D. Concrete Reinforcing Steel Institute (CRSI).

E. ICC Evaluation Service, Inc. (ICC-ES):

1. AC308 - Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements.

F. 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

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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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Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete 03055-7 8660F10 April 2023
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03055 (BidSetFinal)

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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Ukiah City CouncilJune 21, 2023

Ukiah City Council
June 21, 2023