Ukiah City Council
November 19, 2025

Dewatering - Linear Infrastructure
02241-8 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02241 (CONFORMED)

3.03 WATER DISPOSAL
A. Discharge water to nearest sanitary sewer manhole in accordance with the permits.

B. Dispose of water from the work in suitable manner:

1. Without damage to adjacent property.

2. That will not be a menace to public health or safety.

C. Do not drain dewatering water or associated debris into the Work built or under construction.

D. For discharge of water into holding tanks or infiltration ponds, include a means of overflow protection that is acceptable to the Engineer.

3.04 FIELD QUALITY CONTROL
A. Monitoring wells:

1. Record groundwater levels at least once a week. Submit readings to Engineer within 1 week.

B. Flowmeter and chart recorder:

1. Provide flowmeter and continuous 24-hour chart recorder for recording dewatering flow.

2. Maintain meter recorder and provide continuous reading charts with minimum capacity of 24 hours each.

3. Calibrate flowmeter and recorder device to provide accuracy within 5 percent.

4. Submit written evidence of calibration of meter and recorder signed by a Professional Engineer registered in the state where Project is located.

5. Portable recorder (bench mount), dual scale, and mounted in NEMA Type 4X enclosure with transparent plastic door and latch. Operate unit off 115-volts, 60-hertz power supply.

6. Submit readings to the Engineer on a weekly basis.

END OF SECTION

Excavation Support and Protection
02260-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02260 (CONFORMED) SECTION 02260

EXCAVATION SUPPORT AND PROTECTION
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Requirements for designing, providing, maintaining, and removing excavation support and protection.

1.02 REFERENCES
A. American Society of Civil Engineers (ASCE):

1. Guidelines of Engineering Practice for Braced and Tied-Back Excavations.

B. California Code of Regulations (CCR):

1. Title 8 - Industrial Relations:
a. Division 1. Department of Industrial Relations:
1) Chapter 4. Division of Industrial Safety:
a) Subchapter 4. Construction Safety Orders:
(1) Article 6. Excavations.

C. Department of the Navy Naval Facilities Engineering Command (NAVFAC):

1. Design Manual 7.2 - Foundations and Earth Structures.

2. Design Manual 7.3 - Soil Dynamics and Special Design Aspects.

D. State of California Department of Transportation (Caltrans):

1. Caltrans California Trenching and Shoring Manual.

E. United States Steel Corporation (USS):

1. Steel Sheet Piling Design Manual.

1.03 DEFINITIONS
A. General Engineering Design Practice: General engineering design practice in area of the Project, performed in accordance with recent engineering literature on subject of shoring and stability of excavations.

B. Shoring: A temporary structural system designed to support vertical faces, or nearly vertical faces, of soil or rock for purposes of excavation. Shoring includes cantilevered sheet piling, internally braced sheet piling, slurry walls, and other similar shoring systems. Sloping of the soil is not shoring.

C. Support levels: Level of tiebacks, wales, rakers, bottom of excavation, and other types of support.

Excavation Support and Protection
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1.04 SUBMITTALS
A. Shop drawings and calculations:

1. Calculations for different load, support, and other conditions that occur during the sequence of installation of shoring, construction of facilities protected by shoring, and sequence of removal of shoring.

2. Sketches showing the condition at various stages of installation and removal of shoring.

3. Show on plan shoring, structures, pipelines, and other improvements located near shoring.

4. When utilities penetrate shoring, show location of penetrations on elevation of sides of shoring.

5. Show details for ground support and sealing around utility penetrations.

6. Indicate method used for installing driven shoring.

B. Control points and schedule of measurements:

1. Submit location and details of control points and method and schedule of measurements.

2. Survey data.

C. Detailed sequence of installation and removal of shoring:

1. Consider effects of ground settlement in sequence of installation and removal of shoring.

2. Provide sketches showing conditions at various stages in sequence of installation and removal of shoring.

D. Submit submittals for excavation support and protection as complete package and include items required in this Section:

1. Incomplete submittals will not be reviewed and will be returned for resubmittal as complete package.

E. Submit dewatering submittals as specified in Section 02240 - Dewatering with submittals for excavation support and protection.

1.05 SEQUENCING
A. Do not begin construction of any shoring or excavation operations until:

1. Submittals for shoring and dewatering have been accepted.

2. Control points as specified in this Section and on existing structures and other improvements as indicated on the Drawings have been established and surveyed to document initial elevations and locations.

3. Materials necessary for installation are on site.

B. Submit submittals minimum of 60 days prior to scheduled date to begin excavation work.

Excavation Support and Protection
02260-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02260 (CONFORMED) PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Where general engineering design practice is specified, provide drawings and calculations that are performed and signed by civil or structural engineer registered in State where Project is located:

1. Clearly disclose assumptions made, criteria followed, and stress values used for materials being used in design calculations.

2. Submit list of references acceptable to Engineer that substantiating appropriateness of design assumptions, criteria, and stress values.

B. Design requirements:

1. General:
a. In accordance with requirements in CCR, Title 8, Chapter 4, Subchapter 4, Article 6 for trench excavations 5 feet or more in depth and for trenches less than 5 feet in depth when there is potential for cave-in. 1) Where such designs vary from excavation support standards set forth in CCR, Title 8, Chapter 4, Subchapter 4, Article 6, submit design calculations pursuant to general engineering design practice. 2) Provide means for safe and stable excavations that are not less effective than required in CCR, Title 8, Chapter 4, Subchapter 4, Article 6.
3) The preceding requirements do not apply to trench excavation support conforming to standards set forth CCR, Title 8, Chapter 4, Subchapter 4, Article 6.
b. Dewatering:
1) Dewater soil inside shoring as specified in Section 02240 - Dewatering (Plant) and Section 02241 - Dewatering (Linear Infrastructure).
2) Do not lower groundwater outside of shoring more than 1 foot. 3) Recharge groundwater outside shoring to limit groundwater draw down outside of shoring to amount specified above.
c. When electing to design with material stresses for temporary construction higher than allowable stresses prescribed in building code as specified in Section 01410 - Regulatory Requirements, increase in such stresses shall not exceed 10 percent of value of prescribed stresses.
d. Minimum safety factor used for design shall not be less than 1.5. e. The calculated minimum depth of penetration of shoring below bottom of excavation shall be increased not less than 30 percent if full value of allowable passive pressure is used in design.
f. Maximum height of cantilever shoring above bottom of excavation shall not exceed 15 feet. Use braced shoring when height of shoring above bottom of excavation exceeds 15 feet.
g. The location of point of fixity for shoring shall not be less than half calculated minimum embedment depth below bottom of excavation. h. Generally acceptable references for design of shoring and excavations are as follows:
1) ASCE Guidelines of Engineering Practice for Braced and Tied-Back Excavations.
2) Caltrans California Trenching and Shoring Manual.

Excavation Support and Protection
02260-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02260 (CONFORMED) 3) NAVFAC Design Manual 7.2.
4) NAVFAC Design Manual 7.3.
5) USS Steel Sheet Piling Design Manual.
i. Maximum total deflection of shoring at any point on shoring shall not be more than 1/4 inch.

2. Soldier piles and lagging:
a. Provide lagging over full face of excavation. Joints between pieces of lagging shall be tight to prevent loss of soil.
b. Provide full face lagging all around penetrations through lagging. c. If the soldier piles are installed in predrilled holes and are not concrete encased, fill predrilled holes with controlled low strength material as specified in Section 02312 - Controlled Low Strength Material (CLSM) after soldiers piles are installed.
d. Assumed effective width for passive soil resistance:
1) Effective width of driven soldier piles shall not exceed 2 times width of pile.
2) Effective width of CLSM encased soldier piles in drilled holes shall not exceed 2 times width of pile.
3) Effective width of concrete encased soldier piles shall not exceed 2 times width of concrete encasement.
e. Fill voids behind lagging with gravel or other material acceptable to Engineer.
f. Apply loads from tie back soil, rock, or deadman anchors concentrically to soldier piles or wales spanning between soldier piles:
1) Wales shall be back-to-back double channels or other members acceptable to Engineer.
2) Do not eccentrically load structural section of soldier piles or wales. g. Design soldier piles for downward loads including vertical loads from tieback anchors.

3. Set inside face of shoring back from structure not less than greater of following:
a. 5 feet from face of wall.
b. 2 foot 6 inches from edge of foundation.
c. Depth of excavation below bottom of foundation.

C. Performance requirements:

1. General:
a. Support faces of excavations and protect structures and improvements in vicinity of excavations from damage and loss of function due to settlement or movement of soils, alterations in ground water level caused by such excavations, and related operations.
b. Specified provisions:
1) Complement, but do not substitute or diminish, obligations of Contractor for furnishing of safe place of work pursuant to provisions of the Occupational Safety and Health Act of 1970 and its subsequent amendments and regulations and for protection of Work, structures, and other improvements.
2) Represent minimum requirement for:
a) Number and types of means needed to maintain soil stability.

Excavation Support and Protection
02260-5 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02260 (CONFORMED) b) Strength of such required means.
c) Methods and frequency of maintenance and observation of means used for maintaining soil stability.

2. Provide safe and stable excavations by means of sheeting, shoring, bracing, sloping, and other means and procedures, such as draining and recharging groundwater and routing and disposing of surface runoff, required to maintain stability of soils and rock.

3. Provide support for trench excavations for protection of workers from hazard of caving ground.

4. Provide shoring:
a. Where, as result of excavation work and analysis performed pursuant to general engineering design practice, as defined in this Section:
1) Excavated face or surrounding soil mass may be subject to slides, caving, or other types of failures.
2) Stability and integrity of structures and other improvements may be compromised by settlement or movement of soils, or changes in soil load on structures and other improvements.
b. For trenches 5 feet and deeper.
c. For trenches less than 5 feet in depth, when there is potential for cave-in. d. Where indicated on the Drawings.

5. For safe and stable excavations, use appropriate design, construction, and maintenance procedures to minimize settlement of supported ground and to prevent damage to structures and other improvements, including:
a. Using stiff shoring systems.
b. Following appropriate construction sequence.
c. Using shoring system that is tight enough to prevent soil loss through the shoring.
d. Using shoring system that extends far enough below bottom of excavation to prevent piping, heave, or flow of soil under shoring. e. Design for safety factor of not less than 1.50.
f. Providing surface runoff routing and discharge away from excavations. g. Where dewatering inside shoring is necessary, recharge groundwater outside shoring as necessary to prevent settlement in area surrounding shored excavation.
h. Where sheet piling is used, use interlocking type sheets:
1) Sheet piles shall be continuous and driven in interlock. 2) If bottom of the excavation is located below the water table, use “ball and socket” or "thumb and finger" type interlock.
i. Not applying shoring loads to existing structures and other improvements. j. Not changing existing soil loading on existing structures and other improvements.
k. Provide welded steel packing between soil retaining members such as sheet piles and wales and similar members when gap exceeds 1/4 inch before wales are loaded.

Excavation Support and Protection
02260-6 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02260 (CONFORMED) PART 3 EXECUTION

3.01 CONSTRUCTION
A. Installation of shoring:

1. Install means for providing safe and stable excavations as indicated in submittals.

B. Removal of shoring:

1. Except for slurry walls, and similar shoring systems, remove shoring by completion of Work.

2. Select shoring system and method of removal, which will minimize soil that sticks to shoring from creating voids and causing settlement.

3. To prevent settlement caused by pulling shoring, fill voids with pressure injected grout:
a. Inject grout starting at bottom of void and progressively fill void to grade. b. Minimize length of shoring removed ahead of grouting operation and limit time void is left ungrouted to prevent void from closing up before being grouted.

4. Pressure preservative treated wood lagging may be left in place if acceptable to Engineer.

C. Control points:

1. Establish control points on shoring and on structures and other improvements in vicinity of excavation for measurement of horizontal and vertical movement:
a. Set control points on shoring support system:
1) Set points at distances not exceeding 25 feet at each support level.

2. Promptly upon completion of construction of control points survey control points. Submit copy of field notes with measurement.

3. Perform horizontal and vertical survey and measurement of control points at least once every week.
a. Field notes shall show current measurement and change in measurement from first measurement taken.

4. Set control points on corners of existing structures and on curbs, manholes, and other improvements at the locations indicated on the Drawings.

5. Provide plumb bobs with horizontal targets indicating original position of plumb bobs in relation to shoring at control points.

D. Maintenance:

1. Where loss of soil occurs, plug gap in shoring and replace lost soil with fill material acceptable to Engineer.

2. Where measurements and observations indicate possibility of failure or excessive movement of excavation support, determined in accordance with general engineering design practice, take appropriate action immediately.

END OF SECTION

Subsurface Utility Engineering
02280-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02280 (CONFORMED) SECTION 02280

SUBSURFACE UTILITY ENGINEERING
PART 1 GENERAL

1.01 SUMMARY
A. Section Includes: Requirements for subsurface utility engineering (SUE) as part of the Work for new pipelines.

1.02 REFERENCES
A. American Society of Civil Engineers (ASCE):

1. 38-02 Standard Guideline for the Collection and Depiction of Existing and Subsurface Utility Data.

1.03 DEFINITIONS
A. General: Definitions used in this Section are in accordance with ASCE 38-02.

1.04 REQUIREMENTS
A. Existing utilities indicated on the Drawings are approximate only and are provided based on the best information available by use of record documents provided by the Owner and the geotechnical reports included as Appendices to the Specifications.

B. Existing utilities are shown for the convenience of Contractor only.

1. It is the Contractor’s responsibility to field verify the vertical and horizontal location of all utilities including those not indicated or incorrectly indicated on the Drawings.

C. Contractor is responsible to review all geotechnical reports, record drawings, and Contract Documents.

D. Coordinate with utility locator, such as CALL BEFORE YOU DIG, and other affected entities when they have jurisdiction over the project site.

E. Contractor is responsible for protecting all utilities encountered.

1. Before any excavation, follow requirements of Section 01140 - Work Restrictions.

2. If a conflict exists between what is indicated on the Drawings and what exists in the field, Contractor shall notify Engineer immediately.

F. Where scheduled, provide subsurface utility engineering services by a Civil Engineer registered in California in accordance with ASCE 38-02.

Subsurface Utility Engineering
02280-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02280 (CONFORMED) G. Requirements: The SUE shall entail the following at a minimum:

1. Review of existing record drawings.

2. Geophysical methods such as ground-penetrating radar.

3. Soft excavation to locate known utilities along the proposed pipeline alignment.

4. Open trench excavation to locate unknown utilities along the proposed pipeline alignment.

5. Utilization of field survey by a Professional Land Survey licensed in California for determination of vertical and horizontal locations.

1.05 QUALIFICATIONS
A. General: Contractor shall utilize the services of a qualified subconsultant for SUE services with minimum qualifications that include but are not limited to:

1. Minimum of 5 years of SUE experience in California where providing vertical and horizontal locations of utilities in accordance with ASCE 38-02 utility quality level A was required.

2. Completion of 5 SUE projects of equal or greater magnitude within the past 5 years.

1.06 SUBMITTALS
A. Shop drawings:

1. Contractor shall submit all SUE information as follows:
a. Plan drawings that clearly illustrate vertical and horizontal location of known and unknown utilities.
1) Horizontal location shall include northing and easting coordinates. 2) Vertical locations shall include top of pipe elevations and top and bottom of duct bank elevations.
b. Identifies size and material and service for known utilities. c. Identify size and material for unknown utilities.

2. Review of shop drawings and calculations by Engineer and Owner are for record only.

3. Drawings shall be performed, stamped, and endorsed by a Civil Engineer registered in California.

4. Field survey information shall be performed, stamped, and endorsed by a Surveyor registered in California.

B. Detailed sequence of SUE:

1. Submit a schedule for all SUE events that shows start, end, and intermediate milestones.

2. Provide sketches showing the conditions at various stages in the sequence of SUE.

C. Submit submittals for stability of excavations as a complete package and include all items required in this Section.

1. Incomplete submittals will not be reviewed and will be returned for resubmittal as a complete package.

Subsurface Utility Engineering
02280-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02280 (CONFORMED)

1.07 SEQUENCING AND SCHEDULING
A. Coordinate all Work with restrictions provided in Section 01140 - Work Restrictions.

B. Do not begin Work until submittals have been accepted by Engineer and until equipment and materials necessary for installation are on site.

C. Submit submittals a minimum of 30 days prior to the scheduled date to begin excavation work.

PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION

3.01 SUE SCHEDULE
A. Provide SUE services for the following pipelines and utilities located within the City of Ukiah Wastewater Treatment Plant (WWTP) or the City of Ukiah Water Treatment Plant (WTP).

Description Facility Reference Drawings
Existing Sludge Lines WWTP 91C01
16-inch Recycled Water WWTP 91C01, 91C07
30-inch Recycled Water WWTP 91C01, 91C07
Duct Bank (Size Unknown) WWTP 91C01, 91C06, 91C07, 91C08 City of Ukiah Electric Utility WWTP 91C01, 91C06, 91C07 36-inch Final Effluent WWTP 91C08
12-inch Existing Utility WWTP 91C08
6-inch Drain WWTP 91C08
2-inch Existing Utility WWTP 91C08
4-inch Force Main WWTP 91C08
14-inch Back Wash WWTP 91C08
24-inch Final Effluent WWTP 91C08
24-inch Wash Water WWTP 91C08
18-inch CLCS Distribution WTP 98C01
24-inch Transfer Pipe WTP 98C01
24-inch Overflow WTP 98C01

1.5-inch Non-Potable water WTP 98C01

Subsurface Utility Engineering
02280-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02280 (CONFORMED) Description Facility Reference Drawings
6-inch Sanitary Sewer WTP 98C01
21-inch Sanitary Sewer WTP 98C01
16-inch Recycled Water WTP 98C01
B. Provide SUE services for the following pipelines and utilities located adjacent to the Recycled Water Distribution System alignment. See Attachment A for this section.

END OF SECTION

Subsurface Utility Engineering
02280-Attachment A 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02280 (CONFORMED)

ATTACHMENT A - SUBSURFACE UTILITY ENGINEERING - SCHEDULE

STREET LOCATION
APPROX.

STATION
DWG #

UTILITY
TYPE

SIZE NOTES
Brush Street A13+86 99C01 SS 21"
Brush Street A13+90 99C01 W 16"
Brush Street A16+88 99C01 W Lat.

Brush Street A18+28 99C01 SS 6"
Brush Street A18+40 99C01 SS 15" Parallel
Brush Street A20+00 99C02 SS 15" Parallel
Brush Street A22+53 99C02 SS 6"
Brush Street A22+96 99C02 W Lat.

Brush Street A24+49 99C02 SD 15"
Brush Street A24+95 99C02 W Lat.

Brush Street A25+02 99C02 W Lat.

Brush Street A26+72 99C02 G Lat.

Brush Street A27+29 99C02 G Lat.

Brush Street A27+20 99C02 SS 6"
Brush Street A27+46 99C02 W Lat.

Brush Street A30+00 99C03 SS 15"
Brush Street A31+00 99C03 W 12" Parallel
Brush Street A32+00 99C03 SS 6"
Brush Street A32+12 99C03 SD 18"
Brush Street A32+44 99C03 W Lat.

Brush Street A32+85 99C03 T ‐
Brush Street A33+55 99C03 SS 15"
Brush Street A33+77 99C03 G Lat.

Brush Street A35+62 99C03 W Lat.

Brush Street A35+65 99C03 T ‐
Low Gap Road A44+18 99C04 SS 12"
Low Gap Road A44+23 99C04 SS 6"
Low Gap Road A44+40 99C04 E ‐ Parallel
Low Gap Road A44+80 99C04 W Lat.

Low Gap Road A45+23 99C04 W Lat.

Low Gap Road A45+28 99C04 E ‐
Low Gap Road A45+50 99C04 W Lat.

Low Gap Road A45+63 99C04 G Lat.

Low Gap Road A45+99 99C04 W Lat.

Low Gap Road A46+00 99C04 SS 8" Parallel
Low Gap Road A46+50 99C04 W Lat.

Low Gap Road A47+11 99C04 W Lat.

Low Gap Road A47+72 99C04 W Lat.

Low Gap Road A48+64 99C04 G Lat.

Low Gap Road A49+49 99C05 W Lat.

Low Gap Road A49+57 99C05 G Lat.

Low Gap Road A49+65 99C05 T ‐
Low Gap Road A49+73 99C05 E ‐
Low Gap Road A50+06 99C05 SS 8"
Low Gap Road A50+11 99C05 SS 12"
02280 Attachment A-1 8660F10 July 12, 2023 - CONFORMED

Low Gap Road A50+17 99C05 G Unk.

Low Gap Road A50+20 99C05 E ‐
Low Gap Road A50+54 99C05 W Lat.

Low Gap Road A51+31 99C05 W Lat.

Low Gap Road A51+82 99C05 W Lat.

Low Gap Road A52+09 99C05 G 2"
Low Gap Road A52+46 99C05 W 6"
Low Gap Road A53+12 99C05 G Lat.

Low Gap Road A54+35 99C05 W 6"
Low Gap Road A54+38 99C05 SS 6"
Low Gap Road A54+46 99C05 G 2"
Low Gap Road A55+51 99C05 G 2"
Low Gap Road A56+22 99C05 W Lat.

Low Gap Road A56+28 99C05 G Lat.

Low Gap Road A57+53 99C05 Comm. ‐
Low Gap Road A58+00 99C05 W 12" Parallel
Low Gap Road A58+20 99C05 SD 18"
Low Gap Road A58+30 99C05 E ‐
Low Gap Road A58+47 99C05 W 8"
Low Gap Road A58+55 99C05 SS 8"
Low Gap Road A58+69 99C05 W 10"
Low Gap Road A58+71 99C05 E ‐
Low Gap Road A58+76 99C05 G Unk.

Low Gap Road A59+65 99C06 W Lat.

Low Gap Road A59+68 99C06 W Lat.

Low Gap Road A59+69 99C06 W Lat.

Low Gap Road A59+72 99C06 W Unk.

Low Gap Road A60+27 99C06 W Unk.

Low Gap Road A60+77 99C06 W Lat.

Low Gap Road A61+10 99C06 W 6"
Low Gap Road A61+40 99C06 W Lat.

Low Gap Road A61+70 99C06 G Lat.

Low Gap Road A62+14 99C06 G Lat.

Low Gap Road A62+55 99C06 W Lat.

Low Gap Road A62+91 99C06 SD 18"
Low Gap Road A64+38 99C06 E ‐
Low Gap Road A64+46 99C06 W Lat.

Low Gap Road A66+82 99C06 W Unk.

Low Gap Road A67+62 99C06 E ‐
Low Gap Road A67+86 99C06 Comm. ‐
Low Gap Road A70+68 99C07 W Lat.

Low Gap Road A77+07 99C07 Comm. ‐
Low Gap Road A77+50 99C07 Comm. ‐
Low Gap Road A77+55 99C07 SD 18"
Low Gap Road A79+90 99C08 G Unk.

Low Gap Road A79+95 99C08 Comm. ‐
Low Gap Road A79+98 99C08 E ‐
02280 Attachment A-2 8660F10 July 12, 2023 - CONFORMED

Despina Drive A80+22 99C08 Comm. ‐
N Bush Street B10+15 99C09 E ‐
N Bush Street B10+96 99C09 SD 12"
N Bush Street B11+55 99C09 W 6"
N Bush Street B13+52 99C09 CATV ‐
N Bush Street B13+67 99C09 Comm. ‐
N Bush Street B13+79 99C09 E ‐
N Bush Street B14+13 99C09 E ‐
N Bush Street B17+00 99C09 G Unk.

N Bush Street B18+13 99C09 E ‐
N Bush Street B19+06 99C10 Comm. ‐
Arlington Drive B19+92 99C10 G Unk.

Arlington Drive B20+18 99C10 W Lat.

Arlington Drive B20+79 99C10 W Lat.

Arlington Drive B21+18 99C10 W Lat.

Arlington Drive B21+80 99C10 W Lat.

Arlington Drive B22+19 99C10 W Lat.

Arlington Drive B22+50 99C10 G Unk.

Low Gap Road C10+12 99C12 SS 8"
Low Gap Road C10+23 99C12 W 12"
N Bush Street C10+30 99C12 E ‐
N Bush Street C10+31 99C12 G Unk.

N Bush Street C10+39 99C12 Comm. ‐
N Bush Street C11+38 99C12 W Hyd.

N Bush Street C11+52 99C12 Comm. ‐
N Bush Street C11+78 99C12 G Unk.

N Bush Street C12+85 99C12 W Hyd.

N Bush Street C15+46 99C12 W Hyd.

N Bush Street C15+77 99C12 W Lat.

N Bush Street C15+82 99C12 G Unk.

N Bush Street C15+91 99C12 SS 6"
N Bush Street C16+27 99C12 SD 18"
N Bush Street C15+33 99C12 SD 12"
‐ C28+40 99C13 SD 18"
‐ C42+10 99C15 Utility 6"
‐ C46+40 99C15 SS 8"
Maple Ave C48+76 99C15 SS 6"
Maple Ave C48+85 99C15 G Unk.

Maple Ave C48+87 99C15 G Unk.

Live Oak Ave C53+08 99C16 SS 6" MH Adjacent
Live Oak Ave C53+19 99C16 W 8"
Live Oak Ave C53+24 99C16 W 8"
Clubhouse Drive C55+80 99C16 W 8"
Clubhouse Drive C56+80 99C16 W Lat.

Clubhouse Drive C59+80 99C17 W Hyd.

Clubhouse Drive C59+95 99C17 E ‐
Clubhouse Drive C60+25 99C17 W 8"
02280 Attachment A-3 8660F10 July 12, 2023 - CONFORMED

Clubhouse Drive C60+95 99C17 W Hyd.

Park Boulevard C63+95 99C17 SS 6"
Park Boulevard C64+00 99C17 W 6"
Park Boulevard C68+43 99C17 SS 8"
02280 Attachment A-4 8660F10 July 12, 2023 - CONFORMED

Earthwork
02300-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02300 (CONFORMED) SECTION 02300

EARTHWORK
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Loosening, excavating, filling, grading, borrow, hauling, preparing subgrade, compacting in final location, wetting and drying, and operations pertaining to site grading for buildings, basins, reservoirs, boxes, roads, and other facilities.

2. Backfilling and compacting under and around structures.

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

1. Standard Specifications for Highway Bridges.

B. ASTM International (ASTM):

1. D1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.

2. D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3).

3. D6938 - Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).

1.03 DEFINITIONS
A. Backfill adjacent to structure: Backfill within volume bounded by the exterior surfaces of structure, the surface of undisturbed soil in the excavation around structure, and finish grade around structure.

B. Embankments: Dikes, levees, berms, and similar facilities.

C. Excavation: Consists of loosening, removing, loading, transporting, depositing, and compacting in final location, wet and dry materials, necessary to be removed for purposes of construction of structures, ditches, grading, roads, and such other purposes as are indicated on the Drawings.

1.04 SUBMITTALS
A. Copy of Property Owner’s Agreement allowing placement of surplus soil material on their property.

B. Excavation plan:

1. Describe/show planned conformance with excavation limits, dimensions, depths, and other constraints put forth in the Contract documents and Geotechnical report.

2. Describe/show proposed shoring and excavation methods.

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3. Describe/show how excavation process will be sequenced and coordinated.

4. If confined site, describe/show how access will be maintained to necessary areas during excavation process.

5. Describe/show proposed equipment and location of equipment placement, if critical to excavation stability.

C. Testing lab: Submit Contractor's proposed testing laboratory capabilities and equipment.

D. Test reports:

1. Submit certified test reports of tests specified to be performed by the Contractor.

2. Sign and seal test reports by a registered Geotechnical Engineer.

1.05 QUALITY ASSURANCE.

A. Initial compaction demonstration:

1. Adequacy of compaction equipment and procedures: Demonstrate adequacy of compaction equipment and procedures before exceeding any of following amounts of earthwork quantities:
a. 50 cubic yards of backfill adjacent to structures.
b. 100 cubic yards of embankment work.
c. 100 cubic yards of fill.
d. 50 cubic yards of roadway base material.
e. 100 cubic yards of road fill.

2. Compaction sequence requirements: Until specified degree of compaction on previously specified amounts of earthwork is achieved, do not perform additional earthwork of the same kind.

3. After satisfactory conclusion of initial compaction demonstration and at any time during construction, provide confirmation tests as specified under "FIELD QUALITY CONTROL."
B. Contractor shall perform work related to this Section in accordance with the approved Stormwater Pollution Prevention Plan (SWPPP).

1.06 SEQUENCING AND SCHEDULING
A. Schedule earthwork operations to meet requirements specified in this Section for excavation and uses of excavated material.

B. If necessary, stockpile excavated material in order to use it at specified locations.

C. Excavation, backfilling, and filling: Perform excavation, backfilling, and filling during construction in manner and sequence that provides drainage at all times.

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2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:

1. Where mud or other soft or unstable material is encountered, remove such material and refill space with stabilization material. Wrap stabilization material with stabilization fabric.

2. Obtain acceptable import material from other sources if surplus obtained within Project site does not conform to specified requirements or are not sufficient in quantity.

3. No extra compensation will be made for hauling of fill materials nor for water required for compaction.

2.02 MATERIALS
A. Water for compacting: Use water from source acceptable to Engineer.

B. Soil and rock materials:

1. General:
a. Provide aggregate base course, Class 2 permeable, controlled low-strength material, drain rock, gravel, native material, sand, select material, and stabilization material where specified or indicated on the Drawings.
b. If suitable surplus materials are available, obtain native material and select material from cut sections or excavations or imported materials.

2. Aggregate base course materials: As specified in Section 02050 - Soils and Aggregates for Earthwork.

3. Class 2 permeable: As specified in Section 02050 - Soils and Aggregates for Earthwork.

4. Drain rock: As specified in Section 02050 - Soils and Aggregates for Earthwork.

5. Gravel: As specified in Section 02050 - Soils and Aggregates for Earthwork.

6. Native material: As specified in Section 02050 - Soils and Aggregates for Earthwork.

7. Sand: As specified in Section 02050 - Soils and Aggregates for Earthwork.

8. Select material: As specified in Section 02050 - Soils and Aggregates for Earthwork.

9. Stabilization material: As specified in Section 02050 - Soils and Aggregates for Earthwork.

C. Controlled low-strength material: As specified in Section 02312 - Controlled Low Strength Materials (CLSM).

D. Geotextile fabrics:

1. Filter fabric: As specified in Section 02620 - Filter Fabric.

2. Stabilization fabric: As specified in Section 02621 - Stabilization Fabric.

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3.01 EXAMINATION
A. Verification of conditions:

1. Character and quantity of material:
a. Verify character and quantity of rock, gravel, sand, silt, water, and other inorganic or organic materials to be encountered in work to be performed. b. Determine gradation, shrinkage, and swelling of soil, and suitability of material for use intended in work to be performed.
c. Determine quantity of material, and cost thereof, required for construction of backfills, cuts, embankments, excavations, fills, and roadway fills, whether from onsite excavations or imported materials. Include in cost of work to be performed.
d. Include wasting of excess material, if required, in cost of work to be performed.

3.02 PREPARATION
A. Backfills:

1. After clearing and excavation are completed, scarify entire areas that underlie backfills or structures to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.

2. Recompact scarified areas to density specified before placing backfill material or concrete.

3. If foundation areas have cemented rock, cobbles, or boulders, do not scarify the top 6 inches prior to compaction. Moisten the native soil and compact the coarse fill as specified in this Section.

4. Do not place backfill against walls until:
a. Walls have been cast full height of structure and concrete has reached the specified strength.
b. Connecting slabs and beams have been cast, and concrete has reached the specified strength.

5. Prior to backfilling:
a. Remove forms.
b. Clean trash and debris from the excavation site.

6. After inspection of foundation, walls, and pipes, place backfill symmetrically around structures to prevent eccentric loading of structures.

B. Embankments:

1. After clearing is completed, scarify entire areas that underlie embankments to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.

2. Recompact scarified areas to density specified for embankments before placing of embankment material.

C. Fills:

1. After clearing is completed, scarify entire areas that underlie fill sections or structures to a depth of 6 inches and until surface is free of ruts, hummocks,

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2. Recompact scarified areas to density specified for compacted fills before placing of fill material or concrete.

D. Roadway fills:

1. After clearing is completed, scarify entire areas that underlie roadway fills to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.

2. Recompact scarified areas to density specified for roadway fills before placing of roadway fill material.

E. Sloped surfaces for fill or foundations:

1. Foundations for fill having slopes in excess of 1 vertical to 4 horizontal:
a. Bench or terrace to adequately key existing ground and fill built thereon.

2. Slopes of original hillsides and old fills: Bench minimum of 10 feet horizontally as fill is placed.

3. Provision of new benches:
a. Start new bench wherever vertical cut of next lower bench intersects existing grade.
b. Recompact material thus cut out along with new embankment material at no additional cost to the Owner.

3.03 INSTALLATION
A. General:

1. Dispose of excavated materials that are not required or are unsuitable for fill and backfill in lawful manner.

2. Dispose of surplus material on private property only when written permission agreement is furnished by owner of property. Submit copies of such agreements.

3. Rocks, broken concrete, or other solid materials larger than 4 inches in greatest dimension: Remove from project site at no additional cost to the Owner.

4. Stabilization of subgrade: Provide materials used, or perform work required, to stabilize subgrade so it can withstand loads that may be placed upon it by Contractor's equipment.

5. There will be no additional cost to the Owner for use of imported material.

B. Compaction:

1. Provide specified compaction for backfills, cuts, embankments, fills, roadway fills, and other earthwork.

2. Perform confirmation tests to verify and confirm that work has complied, and is complying at all times, with compaction requirements specified in this Section for initial compaction demonstration and field quality control testing.

3. In-place density of compacted backfills, cuts, embankments, fills, and roadway fills determined in accordance with ASTM D1556, or with ASTM D6938.

4. Maximum density, laboratory compaction: Soil maximum density and optimum water content when tested in accordance with ASTM D1557.

5. To prevent damage to structures due to backfilling operations, place backfill with equipment that does not exceed AASHTO Standard Specifications for

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02300-6 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02300 (CONFORMED) Highway Bridges, H-20 vehicle loading, within a distance from the face of the structure of not less than 1/2 the depth of backfill. The depth of backfill is the distance between the level being compacted and the bottom of the excavation.

Outside this distance, heavier compaction equipment may be used.

6. Compact to percentage of maximum density as follows:
a. Backfill adjacent to structures: 95 percent.
b. Backfilling voids: 95 percent.
c. Embankments: 95 percent.
d. Demolition areas: As indicated on the Drawings.
e. Other areas: 85 percent.
f. Under present and future structures: 95 percent.
g. Under roadways, parking and storage areas, curbs, and sidewalks:
95 percent.
h. Upper 6 inches of cuts: 95 percent.
i. Fills: 95 percent.

C. Dewatering: As specified in Section 02240 - Dewatering.

D. Excavation:

1. Blasting: Not permitted.

2. Excavations for trenching: As specified in Section 02318 - Trenching.

3. Excavations for structures:
a. Provide excavations conforming to dimensions and elevations indicated on the Drawings for each structure.
b. After clearing is complete, excavate for the structure, down to the elevation indicated on the Drawings. Unless directed by Engineer, do not carry excavations below elevation indicated on the Drawings. c. Where soil is encountered having unsuitable bearing value, Engineer may direct in writing that excavation be carried to elevations below those indicated on the Drawings.
d. Where excavations are made below elevations indicated on the Drawings, adjust elevations of excavations in accordance with the following requirements:
1) Under slabs: Restore to proper elevation in accordance with procedure specified for backfill in this Section.
2) Under footings: Restore to the proper elevation using one of the following:
a) Aggregate base course.
b) Controlled low-strength material.
e. Excavation width:
1) Extend excavations at least 2 feet clear from walls and foundations of structures to allow for placing and removal of forms, installation of services, and inspection.
2) Do not undercut slopes.
f. Difficulty of excavation: No extra compensation will be made for removal of rock or any other material due to difficulty of excavation.

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4. Excavation of lined channels:
a. Excavations in open cut for lined channels may be made so as to place concrete directly against excavated surfaces providing faces of excavations are:
1) Firm and unyielding.
2) Will stand or can be made to stand without sloughing. b. Excavations to provide subgrade for lined channel or subdrainage material: Excavate to lines and grades indicated on the Drawings.

5. Excavation of unlined channels and basins:
a. Excavate to lines and grades indicated on the Drawings. b. Perform excavation and grading so that finish surfaces are in uniform planes with no abrupt breaks in surface.

6. Excavation of ditches and gutters:
a. Cut ditches and gutters accurately to cross sections and grades indicated on the Drawings.
b. Take care not to excavate ditches and gutters below grades indicated on the Drawings.
c. Backfill excessive ditch and gutter excavations to grade with suitable material acceptable to the Engineer.
d. Do not deposit any material within 3 feet of edge of ditch unless otherwise indicated on the Drawings.

7. Necessary over excavation:
a. Where it becomes necessary to excavate beyond normal lines of excavation in order to remove boulders or other interfering objects, backfill voids remaining after removal as specified in backfilling of voids below, or as acceptable to the Engineer.
b. Backfill voids with material acceptable to the Engineer:
1) With acceptance of the Engineer, backfill with one of the following:
a) Aggregate base course.
b) Controlled low-strength material.

E. Materials for backfills, embankments, fills, and roadway fills:

1. General:
a. Obtain import material from other sources if surplus materials from cuts and excavations obtained from within Project site do not conform to specified requirements or are not sufficient in quantity for construction of Project.

2. Backfills:
a. Backfill adjacent to structures, slabs, or walls: Native material or imported material meeting the requirements of native material, unless otherwise specified or indicated on the Drawings.
b. Backfill material under concrete structures: Aggregate base course material, except in areas where controlled low-strength material or concrete encasement are indicated on the Drawings.
c. Extend backfill in any area under concrete structures from undisturbed soil or rock to the bottom aggregate base course material layer.

3. Embankments:
a. Native material or imported material meeting the requirements of native material, unless otherwise specified or indicated on the Drawings.

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4. Fills:
a. Native material or imported material meeting the requirements of native material, unless otherwise specified or indicated on the Drawings. b. Extend fill in any area under concrete structures from undisturbed soil or rock to the bottom aggregate base course material layer.

5. Roadway fills: One of the following, unless otherwise specified or indicated on the Drawings:
a. Aggregate base course material.

F. Placement:

1. General:
a. Lines and grades:
1) Construct backfills, embankments, fills, and road fills, at locations and to lines and grades indicated on the Drawings.
2) Overbuild permanent fill slopes by at least 1 foot and then cut to final grade to provide adequate compaction of the remaining fill.

2. Backfills:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content between optimum moisture content and 3 percent above optimum moisture content before compacting. c. Defective compacted backfills: Remove and recompact.

3. Fills:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content between optimum moisture content and 3 percent above optimum moisture content before compacting. c. Defective compacted fills: Remove and recompact.

4. Embankments:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content between optimum moisture content and 3 percent above optimum moisture content before compacting. c. Defective compacted embankments: Remove and recompact.

5. Roadway fills:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content between optimum moisture content and 3 percent above optimum moisture content before compacting. c. Defective compacted roadway fills: Remove and recompact.

6. Loose fill:
a. In disposal areas: In disposal areas as indicated on the Drawings, bring fill up in an essentially level layer over entire spoil area indicated:
1) Continue filling spoil area until disposal of surplus excavated material is completed.
2) Slope edges of fill area at between 1 and 2 horizontal to 1 vertical to the intersection with existing grade.
3) Provide slopes that are smooth and uniform.
4) Level finished surface of disposal area to within 4 inches of elevation indicated on the Drawings.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02300 (CONFORMED) b. Clods or hard lumps of earth of 6 inches in greatest dimension: Break up before compacting material in embankments, except as provided as follows:
1) When fill material includes large rocky material or hard lumps, such as hardpan or cemented gravel which cannot be broken readily, distribute such material throughout fill.
2) Place sufficient earth or other fine material around larger material as it is deposited so as to fill interstices and produce dense, compact fill.

Do not place such material within 2 feet of finish grade of fill.

3.04 FIELD QUALITY CONTROL
A. Confirmation tests:

1. Contractor's responsibilities:
a. Adequacy of compaction equipment and procedures:
1) Demonstrate adequacy of compaction equipment and procedures. 2) At each test location include tests for each type or class of backfill from bedding to finish grade.
b. Compaction sequence requirements:
1) Do not perform additional earthwork of the same kind until specified degree of compaction has been demonstrated.
c. Cost of confirmation tests: Paid for by the Contractor. d. Qualifications of Contractor's testing laboratory: Acceptable to Engineer. e. Copies of confirmation test reports: Submit promptly to the Engineer.

2. Frequency of confirmation testing:
a. Frequency of confirmation testing:
1) Perform testing not less than the following:
a) In-place density:
(1) Backfill: 50 cubic yards (CY).
(2) Embankment: 100 CY.
(3) Roadway fills: 50 CY.
b. Maximum dry density versus moisture:
1) Backfill: 200 CY.
2) Cuts: 200 CY.
3) Embankments: 200 CY.
4) Fills: 200 CY.
5) Roadway fills: 200 CY.
c. Cost of confirmation tests:
1) Paid for by the Contractor.
d. Qualifications of Contractor's testing laboratory:
1) Perform confirmation testing by soils testing laboratory acceptable to the Engineer. Copies of confirmation test reports: Submit promptly to the Engineer.

B. Tolerances:

1. Finish grading of backfills, cuts, embankments, fills, and roadway fills:
a. Perform fine grading under concrete structures such that finish surfaces are never above the grade or cross section indicated on the Drawings and are never more than 0.10 feet below.
b. Provide finish surface for areas outside of structures that are within

0.10 feet of grade or cross section indicated on the Drawings.

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2. Unlined channels and basins:
a. In both cut and fill, and levee and access road side slopes in cut: Vertical tolerance of none above and 3 inches below grade indicated on the Drawings on bottom and side slopes.
b. On top surface of levee and access road in both cut and fill, and levee and access road side slopes in fill: Vertical tolerance of none below and 3 inches above grade indicated on the Drawings.

3. Areas which are not under structures, concrete, asphalt, roads, pavements, sidewalks, dikes, and similar facilities:
a. Provide finish graded surfaces of either undisturbed soil, or cohesive material not less than 6 inches deep.
b. Intent of proceeding is to avoid sandy or gravelly areas.

4. Finish grading of surfaces:
a. Reasonably smooth, compacted, and free from irregular surface changes. b. Provide degree of finish that is ordinarily obtainable from blade grader operations, except as otherwise specified.
c. Uniformly grade areas that are not under concrete.
d. Finish ditches and gutters so that they drain readily.

C. Compliance tests:

1. Frequency of testing: Periodic compliance tests will be made by the Engineer to verify that compaction is meeting requirements previously specified.

3.05 ADJUSTING
A. Finish grades of excavations, backfills, and fills:

1. Repair and reestablish grades to required elevations and slopes due to any settlement or erosion that may occur from action of the elements or any other cause prior to final acceptance.

3.06 PROTECTION
A. Finish grades of backfills, cuts, excavations, and fills:

1. Protect newly graded areas from erosion and deterioration by action of the elements.

B. Ditches and gutters:

1. Maintain ditches and gutters free from detrimental quantities of debris that might inhibit drainage until final acceptance.

END OF SECTION

Lined Pond Earthwork
02301-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02301 (CONFORMED) SECTION 02301

LINED POND EARTHWORK
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Loosening, excavating, filling, grading, borrow, hauling, preparing subgrade, compacting in final location, wetting and drying, and operations pertaining to lined recovery pond earthwork.

2. The compacted pond liner shall be a minimum of 18 inches.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soils Using Standard Effort (12,400 ft-lbf/ft3).

2. D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m).

3. D6938 - Standard Test Method for In-Place Density and Water Content of Soil and Soil Aggregate by Nuclear Methods (Shallow Depth).

1.03 DEFINITIONS
A. Excavation: Consists of satisfactory loosening, removing, loading, transporting, depositing, and compacting in final location, wet and dry materials, necessary to be removed for purposes of construction, or as required for the pond liners at the Recovery Ponds, and such other purposes as are indicated on the Drawings.

B. In-place density of compacted backfill and pond liner: Density determined in accordance with ASTM D698, ASTM D1557, or with ASTM D6938.

C. Maximum Density: Is density obtained in laboratory when tested in accordance with ASTM D698.

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

B. Product data: Submit material source, gradation, and testing data for materials, including imported and on-site materials.

C. Excavation plan: Submit proposed excavation plan.

D. Testing lab: Submit Contractor's proposed testing laboratory capabilities and equipment.

Lined Pond Earthwork
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02301 (CONFORMED) E. Test reports:

1. Submit certified test reports of tests specified to be performed by Contractor.

2. Test reports shall be signed and sealed by a registered geotechnical engineer in the state of California.

1.05 QUALITY ASSURANCE
A. Initial compaction demonstration:

1. Adequacy of compaction equipment and procedures: Demonstrate adequacy of compaction equipment and procedures before exceeding any of following amounts of earthwork quantities:
a. 100 cubic yards of pond work.
b. 50 cubic yards of roadway base material.

2. Compaction sequence requirements: Until specified degree of compaction on previously specified amounts of earthwork is achieved, do not perform additional earthwork of the same kind.

3. After satisfactory conclusion of initial compaction demonstration and at any time during construction, provide confirmation tests as specified under "FIELD QUALITY CONTROL."

1.06 SEQUENCING AND SCHEDULING
A. Schedule earthwork operations to meet requirements as provided in this Section for excavation and uses of excavated material.

B. If necessary, stockpile excavated material in order to use it in specified locations.

C. Excavation and filling: Perform excavation and filling, during construction, in manner and sequence that provides drainage at all times.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:

1. Where mud or other soft or unstable material is encountered, remove such material and refill space with select material or gravel which can be compacted with no perceptible movement under roller.

2. No extra compensation will be made for hauling of excavated or fill materials nor for water required to compact fills.

3. Pond and roadway fills:
a. Unless otherwise specified, material shall be as follows:
1) Roadways Associated with Recovery Ponds: Caltrans Standard Specification for Type B flexible base as specified in Section 02050 - Soil and Aggregates for Earthwork and as indicated on the Drawings.

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02301-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02301 (CONFORMED) 2) Pond liner:
a) May be acceptable surplus material from excavation for structures or other.
b) Compacted depth of the pond liner shall be minimum of 18 inches.
3) Other fill: Fills other than roadway fill associated with the pond or pond fill shall be as specified in Section 02300 - Earthwork. b. Whatever source is used, provide fill material conforming with specified requirements.
c. Obtain acceptable material from other sources if surplus or borrow materials obtained within Project site do not conform to specified requirements or are not sufficient in quantity for construction of embankments.

4. Compacted fills:
a. Provide specified compaction for backfill, fill, and other earthwork. b. Perform confirmation tests to verify and confirm that work has complied, and is complying at all times, with requirements specified in this Section concerning initial compaction demonstration, and field quality control testing.

2.02 MATERIALS
A. Water for compacting fills: Use water from source acceptable to Engineer.

B. Fill materials:

1. General:
a. Provide impermeable select material, and native material, where required for fill and backfill.
b. Obtain material for fills from cut sections or from borrow source. c. Provide material having maximum particle size not exceeding 3 inches and that is free of trash, lumber, debris, leaves, grass, roots, stumps, and other vegetable matter.

2. Impermeable pond liner:
a. Excavated clay and silty clay materials free of roots, organic matter, trash, debris, rocks larger than 3 inches, or other deleterious materials and having a liquid limit greater than 30 and a plasticity index greater than 15 with more than 40 percent passing a No. 200 sieve.
b. Provide imported material of equivalent quality, if required to accomplish the work.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions:

1. Character and quantity of material:
a. Verify character and quantity of water, and other inorganic or organic materials to be encountered in work to be performed.
b. Determine gradation and shrinkage of excavation and fill material, and suitability of material for use intended in work to be performed.

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02301-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02301 (CONFORMED) c. Determine quantity of material, and cost thereof, required for construction of excavations and fills, whether from on-site excavations, borrow areas, or imported materials. Include in cost of work to be performed. d. Include wasting of excess material, if required, in cost of work to be performed.

3.02 PREPARATION
A. Surface preparation:

1. Preparing sloped surfaces for fill or foundations:
a. Foundations for fill having slopes in excess of 1 vertical to 4 horizontal:
1) Bench or terrace to adequately key existing ground and fill built thereon.
b. Slopes of original hillsides and old fills: Bench minimum of 4 feet horizontally as fill is placed.
c. Provision of new benches:
1) Start new bench wherever vertical cut of next lower bench intersects existing ground.
2) Recompact material thus cut out along with new embankment material at no additional cost to the Contract.

B. Dewatering: Dewatering of pond excavation area shall be as specified in Section 02240 - Dewatering.

3.03 APPLICATION
A. General:

1. Dispose of excavated materials which are not required or unsuitable for fill and backfill in disposal sites indicated on the Drawings.

2. Obtain material required for fills in excess of that produced by excavation from borrow areas subject to the fill material requirements specified in this Section.

3. Rocks, broken concrete, or other solid materials larger than 3 inches in greatest dimension shall not be placed in fill areas, but removed from project site at no additional cost to the Contract.

4. Stabilization of subgrade: Provide materials used or perform work to stabilize subgrade so it can withstand loads which may be placed upon it by Contractor's equipment.

B. Excavation:

1. Excavation of lined ponds:
a. Excavated areas shall be firm and unyielding.
b. Excavated areas shall stand or can be made to stand without sloughing.

2. Necessary over-excavation:
a. General:
1) Where it becomes necessary to excavate beyond normal lines of excavation in order to remove boulders or other interfering objects, backfill voids remaining after removal as specified in Backfilling of Voids, or as acceptable to Engineer.
2) Perform necessary excavation beyond normal lines as specified above and backfill such voids.

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02301-5 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02301 (CONFORMED) b. Backfilling of voids:
1) Fill voids with suitable material acceptable to Engineer, placed in manner and to same uniform density as surrounding material.

C. Compaction:

1. General:
a. Lines and grades:
1) Construct fills, embankments, and backfills, designated in this Section as fills, at locations and to lines and grades indicated on the Drawings.
2) The clay liner shall extend up the slope to a minimum of the road edge around the pond or the top of the slope, whichever is greater. b. If borrow sources are not available within project (plant) site, Contractor shall provide necessary imported fill material from outside sources. c. Compacted fill shape and sections: Provide completed fill that corresponds to shape indicated on the Drawings or that meets requirements for particular case.
d. Preparation of areas designated to receive fill material: Scarify to minimum depth of 6 inches, unless otherwise indicated on the Drawings, and recompact to density of fill material as specified in following Article. e. Moisture content: Bring each layer to optimum moisture content for maximum density before compaction.
f. Placing compacted fills and pond liner:
1) Placement:
a) Place loose material in successive lifts that do not exceed 8 inches in depth after compaction.
b) Each lift shall be compacted to not less than 95 percent relative compaction based on ASTM D698.
c) Surfaces between lifts shall be lightly scarified to promote bonding.
d) Liner material shall begin on the pond bottom and shall be progressively placed working up the slope and into benched areas.
e) Embankments: Each 8-inch lift shall be keyed into the existing cut slope or previously constructed embankment by excavating shallow benches, full 8-inch lift height, into the existing slope to expose a firm, moist surface for bonding with the new
embankment just prior to placing the next layer of clay liner. f) The compacted pond liner shall be constructed beyond the proposed line and grade a sufficient distance to allow the slope to be trimmed to a compacted surface at the proposed line and grade.

2. Defective compacted fills: Remove and recompact.

3.04 FIELD QUALITY CONTROL
A. Tests:

1. Confirmation tests:
a. Contractor's responsibilities:
1) Accomplish specified compaction for backfill, fill, and other earthwork.

Lined Pond Earthwork
02301-6 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02301 (CONFORMED) 2) Control operations by confirmation tests to verify that compaction work complies, and is complying at all times, with requirements specified in this Section concerning compaction, control, and testing. 3) Cost of confirmation tests: Paid for by Contractor.
4) Qualifications of Contractor's testing laboratory: Perform confirmation testing by soils testing laboratory acceptable to Engineer. 5) Copies of Confirmation Test Reports: Submit promptly to Engineer. b. Frequency of confirmation testing:
1) Perform testing not less than as follows:
a) 1 in-place soil density test every 10,000 square feet (approx. every 250 cubic yards) of placed material per lift.
b) Minimum of 3 soil density tests per lift.
c) 1 PI test and 1 No. 200 sieve analysis every 20,000 square feet (approx. every 500 cubic yards) of placed material per lift. d) Minimum of 2 PI tests per lift.

2. Compliance tests:
a. Frequency of testing: Periodic compliance tests will be made by Engineer to verify that compaction is meeting requirements previously specified. 1) Coordination with Engineer's testing: Remove overburden above level at which the Engineer wishes to test and backfill and recompact excavation after testing is completed.
2) If compaction fails to meet specified requirements, perform remedial work by one of the following methods:
a) Remove and replace backfill at proper density.
b) Bring density up to specified level by other means acceptable to Engineer.
c) Retesting: Costs of retesting: Costs of retesting required to confirm and verify that remedial work has brought compaction within specified requirements shall be borne by Contractor.

B. Tolerances:

1. Excavation of ponds:
a. In both cut and fill: Vertical tolerance of none above and 3 inches below specified grade will be allowed on bottom and side slopes.

3.05 ADJUSTING
A. Finish grades of excavations, backfilling and fill:

1. Repair and reestablish grades to required elevations and slopes due to any settlement or washing way that may occur from action of the elements or any other cause prior to final acceptance.

3.06 PROTECTION
A. Finish grades of excavations, backfilling and fill:

1. Protect newly graded areas from action of the elements.

END OF SECTION

Controlled Low Strength Material (CLSM)
02312-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02312 (CONFORMED) SECTION 02312

CONTROLLED LOW STRENGTH MATERIAL (CLSM)
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Controlled low strength material (CLSM), also known as "flowable fill."

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 229R - Report on Controlled Low-Strength Materials.

2. 301 - Specifications for Structural Concrete.

B. ASTM International (ASTM):

1. C33 - Standard Specification for Concrete Aggregates.

2. C94 - Standard Specification for Ready Mix Concrete.

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

4. C150 - Standard Specification for Portland Cement.

5. C260 - Standard Specification for Air-Entraining Admixtures for Concrete.

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

7. D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3(600 kN-m/m3).

8. D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3(2,700 kN-m/m3)).

9. D4832 - Standard Test Method of Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders.

10. D5971 - Standard Practice for Sampling Freshly Mixed Controlled Low Strength Material.

11. D6023 - Standard Test Method for Density (Unit Weight), Yield, Cement Content, and Air Content (Gravimetric) of Controlled Low-Strength Material.

1.03 SUBMITTALS
A. Product data: Submit data completely describing materials in the mix and demonstrating compliance with the requirements of this Section:

1. Cement: Mill tests. Indicate alkali content representative of each shipment.

2. Fly ash: Identify source and type of fly ash.

3. Water: Identify source and quality if not from a municipal treatment source.

4. Admixtures: Manufacturer’s product data indicating suitability for use in CLSM mixes and recommended dosage rates.

5. Aggregate:
a. Submit source, type, and sieve analyses. Include testing to demonstrate that materials in accordance with ASTM C33 requirements. b. Resubmit at any time there is a significant change in grading of materials.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02312 (CONFORMED) B. Mix design:

1. Submit full details, including mix design calculations for mix proposed for use.

2. Trial batch test data:
a. Submit data for each test cylinder.
b. Submit data that identifies mix and slump for each test cylinder.

1.04 DELIVERY, STORAGE AND HANDLING
A. Store or stockpile cement, fly ash, and aggregate in accordance with ACI 301.

B. Store admixtures in accordance with the manufacturer’s recommendations.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Mixture of portland cement, water, pozzolan, fine aggregate and admixtures, proportioned in accordance with the recommendations of ACI 229 to produce a homogeneous mixture that is flowable, that will readily work into corners and angles; that will not segregate in the plastic state; and that is self-compacting at the time of placement without the use of mechanical vibration.

B. Performance requirements:

1. Air content, total calculated in accordance with ASTM D6023: Not less than

8.0 percent, nor greater than 12.0 percent.

2. Compressive strength, measured in accordance with ASTM D4832 at 28 days:

Not less than 50 pounds per square inch, nor greater than 150 pounds per square inch.

3. Wet density: Not greater than 132 pounds per cubic foot.

4. Slump, measured in accordance with ASTM C143 at the point of placement:

Greater than 9 inches and that allows CLSM to flow freely and to be self-compacting during placement.

2.02 MATERIALS
A. Cement:

1. Portland cement in accordance with ASTM C150, Type II.

2. Having total alkali content not more than 0.60 percent.

B. Fly ash: Class C or Class F fly ash in accordance with ASTM C618.

C. Water:

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

D. Admixtures: Products of a single manufacturer, specifically manufactured or recommended by that manufacturer for use in CLSM.

1. Air entraining admixture: In accordance with ASTM C260.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02312 (CONFORMED) E. Aggregate:

1. Non-expansive, non-reactive, inert natural sand in accordance with ASTM C33 for fine aggregate.

2.03 MIXES
A. See Design and Performance Criteria for performance requirements of the plastic and hardened mix.

2.04 SOURCE QUALITY CONTROL
A. Trial batch:

1. After mix design has been accepted by Engineer, have trial batch of the accepted mix design prepared by testing laboratory acceptable to Engineer.

2. Prepare trial batches using the specific cement, fly ash, admixtures, aggregates, and water proposed for the Work.

3. Prepare trial batch with quantity sufficient to determine slump, workability, and consistency; and to provide test cylinders as indicated in this Section.

B. Trial batch testing:

1. Determine slump in accordance with ASTM C143, with the following modifications:
a. Do not rod the concrete material.
b. Place material in slump cone in one semi-continuous filling operation, slightly overfill, tap lightly, strike off, and then measure and record slump.

2. Prepare and test trial batch specimens in accordance with ASTM D4832, with the following modifications:
a. Provide cylindrical test specimens, each 6-inches in diameter by 12-inch high.
b. Provide a minimum of 8 cylinders for testing of each trial batch. c. Fill the molds to overflowing and tap sides lightly to settle the mix. d. Do not rod the mix for consolidation in the cylinder. e. Strike off the excess material.

3. Place test cylinders in a moist curing room. Exercise caution in moving and transporting the cylinders since they are fragile and will withstand only minimal bumping, banging, or jolting without damage.

4. Do not remove the test cylinder from mold until that cylinder is to be capped and tested.
a. Perform the capping carefully to prevent premature fractures. b. Do not perform initial compression test until the cylinders reach a minimum age of 3 days.

5. Provide compressive strength tests:
a. Test 4 test cylinders at 7 days after casting, and another 4 cylinders at 28 days after casting.
b. The compression strength of the 4 test cylinders tested at 28 days shall be equal to or greater than the minimum required compression strength, but shall not exceed maximum compression strength.

C. If the trial batch tests do not meet the Specifications for strength or density, revise and re-submit the mix design, prepare additional trial batch(es), and complete

Controlled Low Strength Material (CLSM)
02312-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02312 (CONFORMED) additional trial batch tests. Repeat until an acceptable trial batch is that conforms to the Specifications is produced.

1. All the trial batches and acceptability of materials shall be paid by the Contractor.

2. After acceptance, do not change the mix design without submitting a new mix design, trail batches, and test information.

PART 3 EXECUTION

3.01 PREPARATION
A. Do not place CLSM until preparation and condition of surfaces receiving the fill have been observed and accepted by the Engineer.

B. Remove debris foreign matter, and standing or running water from excavations and areas receiving CLSM before placement.

3.02 INSTALLATION
A. Pipes and trenches:

1. Install cellular concrete as indicated on the Drawings and specified.

2. Where CLSM is placed around and over pipes, secure pipes in place, or place CLSM in lifts to prevent pipe flotation.

3. Where CLSM is placed in long, open trenches, confine material using bulkheads of sandbags, earth dams, or stiffer concrete at open ends of placement.

4. Place CLSM at specified access points in the abandoned in-place pipe.

B. Soil preparation:

1. Prior to placement of CLSM, prepare underlying soils as follows:
a. Scarify surface to a depth of 8 inches.
b. Adjust moisture content to or slightly above the optimum in accordance with ASTM D1557.
c. Re-compact scarified surface to a minimum of 95 percent relative density in accordance with ASTM D1557.

3.03 MEASURING, BATCHING, MIXING AND TRANSPORTING
A. Measure, batch, mix and transport CLSM in accordance with the requirements of ASTM C94 and this Section.

B. Mix until there is uniform distribution of materials.

C. Discharge mixer completely prior to recharging.

D. After trial batch testing and mix acceptance, maintain slump during construction within plus or minus 1 inch of the design slump.

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3.04 PLACING
A. Place controlled low strength material by method that preserves the quality of the material in terms of compressive strength and density.

B. Maintain fluid properties of the mix during placement:

1. At point of placement, provide material that flows easily around, beneath, or through walls, pipes, conduits, or other structures.

2. Do not place CLSM that has partially hardened or that has been contaminated by foreign materials.

3. Handle and place CLSM using methods that minimize segregation of the mix.

4. Deposit mix as near its final position as possible to avoid segregation due to rehandling or flowing.

5. Contain and confine mix while it is fluid. Design containment structures and bracing at walls and forms to withstand lateral pressures of wet mix.

C. Lifts:

1. Limit lift heights of CLSM placed against structures and other facilities that could be damaged due to the pressure from the CLSM, to the lesser of 3 feet or the lift height indicated on the Drawings.

2. Do not place another lift of CLSM until the last lift of CLSM has set and gained sufficient strength to prevent additional lateral load against the forms or structure due to the weight of the next lift of CLSM.

D. Water conditions:

1. Do not place CLSM in standing or flowing water.

2. Do not permit water to flow over the surface of freshly placed or un-hardened CLSM.

3. Do not submerge CLSM in water within 24 hours after placement.

E. Manage CLSM bleed water.

1. Grade top surface of CLSM to drain away from the fill.

2. Provide side containment that permits bleed water to drain to a contained management area away from the fill.

3.05 CURING AND PROTECTION
A. Curing:

1. Prior to and during curing, install barriers to prevent equipment or personnel from falling into or becoming entrapped in CLSM.

B. Protect CLSM from:

1. Damage from the elements.

2. Damage of any nature during surrounding construction operations.

3.06 FIELD QUALITY CONTROL
A. Provide quality control over the Work of this Section as specified in Section 01450 - Quality Control and Section 01460 - Contractor Quality Control Plan and as specified in this Section.

Controlled Low Strength Material (CLSM)
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02312 (CONFORMED) B. General:

1. Engineer inspection and acceptance required prior to placement.

2. Make provisions for and furnish all material for the test specimens, and provide manual assistance to assist the Engineer in preparing said specimens.

3.07 FIELD QUALITY ASSURANCE
A. Provide quality control over the work of this Section as specified in Section 01450 - Quality Control and Section 01460 - Contractor Quality Control Plan.

B. Field inspections:

1. Engineer shall provide on-site inspection for the Work of this Section.

2. Advise Engineer of readiness to proceed at least 24 hours prior to each placement of CLSM.

3. Required inspections:
a. Engineer will observe the prepared areas. Do not place CLSM until Engineer has observed and accepted preparations.

4. Record of inspections.

C. Field sampling and testing:

1. During construction, Contractor shall provide sampling and testing to determine whether the CLSM, as produced and placed, complies with the requirements specified.

2. Sample CLSM for testing in accordance with ASTM D5971.

3. Required tests:
a. Air content: Prepare sample and test in accordance with ASTM D6023. b. Compressive strength: Prepare and test cylinder specimens in accordance with ASTM D4832.
1) Prepare 6-inch diameter by 12-inch high specimens for testing. a) Provide one set of specimens for each 150 cubic yards of CLSM placed, but not less than 1 set for each half day's placement. b) Prepare and test not less than 3 cylinders for each set. c) Place CLSM in the molds in accordance with ASTM D4832. Do not rod or otherwise consolidate the material in the mold. d) In accordance with ASTM D4832 recommendations for
displacing bleed water at the top of the molds and refilling the molds before covering with a lid. Do not use air-tight lids. 2) Place the cylinders in a safe location away from construction activities.
a) Protect cylinders from bumping and impact.
b) Maintain temperature surrounding cylinders between 60 and 80 degrees Fahrenheit until delivery to the laboratory for testing. c) After the first day, surround molds with a high humidity environment by covering with wet burlap, or equivalent highly absorptive material. Maintain saturation of the cover. Do not sprinkle water directly on the cylinders.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02312 (CONFORMED) 3) After 4 days, place the cylinders in a protective container for transport to the laboratory for testing.
a) Exercise caution in moving and transporting the cylinders since they are fragile and will withstand only minimal bumping, banging, or jolting without damage.
b) Transport container may be a box with a Styrofoam or similar lining that will limit jarring and bumping of the cylinders. 4) Upon receipt at the testing laboratory, place test cylinders in a moist curing room until dates for testing.
5) Do not remove test cylinders from molds until the day that cylinders is to be capped and tested.
6) Cap and test for compressive strength in accordance with ASTM D4832.
a) Do not perform initial compression test until the cylinders reach an age of at least 4 days.
b) Test 1 cylinder at 7 days and 2 at 28 days.
7) Compressive strength of the cylinders tested at 28 days shall be equal to or greater than the minimum required compression strength, but shall not exceed maximum compression strength specified.

3.08 NON-CONFORMING WORK
A. When testing or observation indicates CLSM with properties outside the specified and accepted range, Engineer will issue instructions regarding disposition of nonconforming materials.

B. Engineer may:

1. Reject CLSM represented by those test specimens and require its removal and replacement.

2. Require modification of the mix design to provide CLSM with the properties specified.

C. Make such modifications at no additional expense to the Owner and with no adjustment to the schedule.

END OF SECTION

Trenching
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02318 (CONFORMED) SECTION 02318

TRENCHING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Trench excavation and trench backfill for pipelines, manholes, vaults, and appurtenances.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.

2. D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3).

3. D6938 - Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).

1.03 SUBMITTALS
A. As specified in Section 01330 - Submittal Procedures.

B. Product data on soils and aggregates:

1. Material source.

2. Gradation.

3. Test data to demonstrate compliance with requirements as specified in this Section.

C. Samples:

1. Provide 50-pound sample of materials when requested by the Engineer.

D. Confirmation testing:

1. Certification of Contractor's testing laboratory.

2. Record copy report for tests performed by Contractor's testing laboratory.

1.04 DEFINITIONS
A. Backfill: Material placed in trench above the pipe embedment zone.

B. Bedding: Material placed under, around, and over pipes or ducts in trenches.

C. Fine grading: bedding material placed directly below pipes or ducts to provide support at the bottom of the trench and to bring those elements to required grades and elevations.

D. Pipe foundation: Stabilization material placed at the bottom of trench to provide support when the trench bottom is not firm, dry or uniform.

Trenching
02318-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02318 (CONFORMED) E. Pipe embedment zone: Includes bedding, fine grading, and haunch zone.

F. Haunch zone: Material placed below and beside the pipe up to the pipe springline.

G. Pipe springline: A horizontal reference line located at mid-height, or halfway point, of a circular conduit, pipe, or tunnel. It is the maximum horizontal dimension or diameter of a circular conduit, pipe, or tunnel.

H. Rigid pipe: Includes reinforced non-cylinder concrete, reinforced concrete cylinder, prestressed concrete cylinder, vitrified clay, polymer concrete, cast iron, asbestos cement and cast-in-place pipes.

I. Flexible pipe: Includes steel, ductile iron, thermoplastics such as polyvinyl chloride (PVC) and high-density polyethylene (HDPE), thermosetting plastics such as fiberglass-reinforced polymer (FRP), bar-wrapped concrete cylinder pipe, and corrugated steel pipes.

J. Haunch zone: Material placed below and beside the pipe up to the pipe springline.

K. Lift: A layer of soil or aggregate material, measured before compaction.

L. Maximum density, laboratory compaction: Soil maximum density and optimum water content when tested in accordance with ASTM D1557.

M. Maximum density, field compaction: Soil density and water content when tested in accordance with ASTM D1556 and ASTM D6938.

N. Pavement section: Includes pavement plus underlying courses such as base course and subgrade.

O. Pipe embedment zone: Includes bedding, fine grading, and haunch zone.

P. Pipe foundation: Material placed at the bottom of trench to provide support.

PART 2 PRODUCTS

2.01 MATERIALS
A. As specified in Section 02050 - Soils and Aggregates for Earthwork.

B. Class C concrete: As specified in Section 03300 - Cast-in-Place Concrete.

C. Controlled low-strength material: As specified in Section 02312 - Controlled Low Strength Material (CLSM).

Trenching
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02318 (CONFORMED) PART 3 EXECUTION

3.01 PREPARATION
A. Stabilize excavations as specified in Section 02260 - Excavation Support and Protection.

B. Perform subsurface utility engineering (SUE) for utility locating and verification prior to any excavation work and as specified in Section 02280 - Subsurface Utility Engineering.

3.02 DEWATERING
A. As specified in Section 02240 - Dewatering (Plant) and 02241 - Dewatering (Infrastructure).

3.03 TRENCH EXCAVATION
A. Excavate bottom of trench to depth indicated on the Drawings.

B. Areas of new fill or embankment:

1. Prior to laying pipes or electrical service, place fill and compact as specified to not less than 2 feet above top of pipe, conduit, or duct bank.

2. Excavate through fill for pipe trench.

C. Trench widths as specified in the following table:

Buried Pipe Or Accessory Minimum Trench Width Maximum Trench Width Nominal Pipe Diameter:
4 inch to 24 inch OD + 18 inches OD + 24 inches
Nominal Pipe Diameter:

Greater than 24 inch OD + 24 inches OD + 36 inches
Manholes, vaults, valves, or
other accessories
12 inches between outer surface
and trench side or shoring Not applicable
D. At road crossings or existing driveways:

1. Provide notification, vehicular access, and traffic control as required by permits and special conditions.

2. Provide temporary asphalt or plating for traffic or access at the end of each work day unless approved in writing by Engineer.

3. If unexpected utility conflicts or changed site conditions require trenchless technologies or temporary bridges, immediately notify the Engineer in writing.

Approval is required before proceeding with construction.

4. When trench width at top of pipe is increased beyond width specified in this Section because of soil conditions, safety requirements, or other reasons, Engineer approval for remedy is required without additional cost to Owner. a. Remedy may include upgrade laying conditions or install stronger pipe designed in accordance with Specifications.

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3.04 TRENCH BACKFILL - GENERAL
A. Trench area terminology and locations as indicated on the Drawings.

B. Place material, except CLSM and concrete, in maximum 6-inch lifts, measured before compaction.

C. Backfilling of manhole excavation: Conform to backfilling requirements for trenches as specified in this Section.

3.05 PIPE FOUNDATION
A. Provide trench bottom with firm, dry, uniform bearing surface at the grade indicated on the Drawings.

B. Excess excavation below elevation indicated on the Drawings will require installation of pipe foundation material to bring the trench bottom back to the elevation indicated on the Drawings at no additional cost to Owner.

1. Materials and placement:
a. Stabilization material:
1) Wrap stabilization material as specified in Section 02621 - Stabilization Fabric.

C. If bottom of trench excavation consists of soil:

1. Scarify bottom of trench to a depth of 6 inches below the grade indicated on the Drawings.

2. Materials and placement:
a. Recompact scarified material to 95 percent of maximum density.

D. If bottom of trench excavation consists of rock or any material that, by reason of its hardness, cannot be excavated to provide uniform bearing surface:

1. Remove such rock or other material to a depth of not less than 4 inches below pipe embedment zone.

2. Materials:
a. CLSM.
b. Class C concrete.

E. If bottom of trench excavation consists of mud or other soft unstable material:

1. Remove such unacceptable material to a depth of not less than 18 inches below pipe embedment zone.

2. Material and placement:
a. Stabilization material:
1) Wrap stabilization material as specified in Section 02621 - Stabilization Fabric.

Trenching
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3.06 PIPE EMBEDMENT ZONE
A. Pipe displacement:

1. Take necessary precautions in placement and compaction of bedding material to prevent displacement of piping.

2. In event there is movement or floating of the piping, re-excavate, re-lay, and backfill the pipe.

B. Fine grading:

1. Place 6-inches of approved haunch zone bedding material from the trench bottom to the bottom of the pipe or duct to provide support at the bottom of the trench and to bring those elements to required line and grade.

C. Depressions for joints or couplings:

1. Excavate holes in the fine grading material at the bottom of the trench.

2. Provide holes of sufficient width to provide ample room for grouting, banding, or welding as necessary for making joints and to ensure that pipe rests upon prepared trench bottom and not supported by any portion of the joint.

D. Flexible pipe:

1. Pipe embedment zone:
a. Compacted to a depth above pipe: 12-inch minimum.
b. Materials and placement:
1) Aggregate base course compacted to 95 percent maximum dry density.
2) CLSM. Place gravel bags to support and set pipe to line and grade prior to CLSM placement. Place CLSM in lifts as necessary to prevent floatation.

3.07 BACKFILL
A. Trenches:

1. Materials and placement:
a. Native soil compacted to 95 percent maximum dry density. b. Imported fill compacted to 95 percent maximum dry density. c. Aggregate base course compacted to 95 percent maximum dry density. d. CLSM.

B. Trenches in rock:

1. Backfill to top of rock.
a. Materials and placement:
1) CLSM.
2) Class C concrete.

2. Backfill from top of rock to grade, if applicable:
a. Materials and placement:
1) Aggregate base course compacted to 95 percent of maximum density.

C. Trenches below or within 10 feet of the outside perimeter of structures:

1. Backfill to underside of structural fill below structure, as specified in Section 02300 - Earthwork.

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2. Materials and placement:
a. Aggregate base course compacted to 95 percent of maximum density. b. CLSM.

D. Trenches in roadways and paved areas:

1. Backfill trench to underside of pavement.

2. Materials and placement:
a. Aggregate base course compacted to 95 percent of maximum density. b. CLSM.

E. Trenches in areas outside the improved section of roadways or in open country:

1. Backfill to underside of topsoil layer.

2. Materials and placement:
a. Native soil, native soil - select, imported material, or aggregate base course compacted to 90 percent of maximum density.

F. Trenches under existing intersecting pipes, duct banks, or conduits larger than 3 inches in diameter:

1. Backfill from above top of new pipe embedment zone to springline of intersecting pipe or conduit.
a. Extend backfill at least 2 feet on either side of intersecting pipe or conduit to ensure backfill material remains in place while other backfill is being placed.
b. Materials and placement:
1) CLSM, unless otherwise indicated on the Drawings.

2. Backfill remainder of trench:
a. Materials and placement:
1) CLSM.
2) Class C concrete.

3.08 EXCESS MATERIAL
A. Remove excess excavated material from the Project site as specified in Section 02300 - Earthwork.

3.09 FIELD QUALITY CONTROL
A. Provide field quality control for the Work as specified in Section 01450 - Quality Control.

B. Confirmation tests: As specified in Section 02300 - Earthwork.

1. Minimum frequency of confirmation testing:
a. At each test location include tests for each type or class of backfill from bedding to finished grade.
b. For trenches: At each test location include test for each type or class of backfill from bedding to finished grade.
c. In open fields: 2 locations every 1,000 linear feet or 1 location every 200 cubic yards.
d. Along dirt or gravel road or off traveled right-of-way: 1 location at every 500 linear feet.

Trenching
02318-7 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02318 (CONFORMED) e. Crossing paved roads: 2 locations at each crossing.
f. Under pavement cuts or within 2 feet of pavement edges: 1 location every 400 linear feet.

C. Compliance tests:

1. Make periodic compliance tests to verify that compaction is meeting requirements as specified in this Section will be made by the Engineer.

2. Perform remedial work if compaction test fails to meet specified requirements using one of the following methods:
a. Remove and replace backfill at the proper density.
b. Other means acceptable to the Engineer.

3. Retesting:
a. Costs of retesting: Contractor is responsible for the costs of retesting required to confirm and verify that remedial work has brought compaction within specified requirements.
b. Contractor's confirmation tests during performance of remedial work:
1) Performance: Perform tests in manner acceptable to the Engineer. 2) Frequency: Double amount specified for initial confirmation tests.

D. Piping system testing:

1. As specified in Section 15956 - Piping Systems Testing (Plant) and 02009 - Piping Systems Testing (Infrastructure).

END OF SECTION

Riprap and Gabions Erosion and Sedimentation Control
02370-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02370 (CONFORMED) SECTION 02370

RIPRAP AND GABIONS EROSION AND SEDIMENTATION CONTROL
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Plain riprap.

1.02 REFERENCES
A. ASTM International (ASTM):

1. A90 - Standard Test Method for Weight Mass of Coating on Iron and Steel Articles with Zinc or Zinc-Alloy Coatings.

2. C150 - Standard Specification for Portland Cement.

1.03 SUBMITTALS
A. Product data.

B. Installation instructions.

PART 2 PRODUCTS

2.01 PLAIN RIPRAP
A. Material: Rock, broken concrete from site preparations, or wasted concrete from project pours.

B. Size and weight: 1/8 cubic to 1 cubic foot and 20 to 150 pounds, except small stones and spalls used to chink interstices shall weigh not less than 10 pounds and at least 50 percent of pieces shall weigh not less than 100 pounds.

C. Material shapes:

1. Capable of forming stable protection structure of required depth.

2. Rounded boulders or cobbles on 2:1 slopes and less.

3. Angular.

4. Flat or needle shapes with thickness more than 1/3 length.

PART 3 EXECUTION

3.01 PREPARATION
A. Shape and trim bed for riprap as required to provide even surface which at no point is higher than design surface.

Riprap and Gabions Erosion and Sedimentation Control
02370-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02370 (CONFORMED) B. Grade slopes on which sacked concrete riprap or gabions are to be placed to tolerance of 0.00 to minus 0.20 foot.

C. Excavate footing trench along toe and cutoff trench at top of slope, as indicated on the Drawings.

3.02 PLACING PLAIN RIPRAP
A. When required riprap is less than 20 inches in depth, place material by hand.

B. When riprap is 20 inches or more in depth, place material by dumping and spreading in layers by bulldozers or other suitable equipment.

C. Place material to provide minimum of voids.

D. Place larger pieces in toe of trench, foundation course, and on outer surface of riprap.

E. Place pieces with their longitudinal axis normal to face of embankment and so arranged that each piece above the foundation course has minimum 3-point bearing on underlying stones.

1. Bearing on smaller pieces used to fill voids will not be acceptable.

F. Fill interstices between pieces with small pieces and spalls.

3.03 TOLERANCES
A. Finished surfaces of riprap for plain riprap: Within 3 inches per foot of depth.

B. Finished surface of for sacked concrete riprap: Within 3 inches.

C. Finished surfaces of gabions: Within 3 inches.

END OF SECTION

Microtunneling
02441-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (CONFORMED) SECTION 02441

MICROTUNNELING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Requirements for trenchless installation of pipe by microtunneling.

B. Measurement and payment:

1. Payment for obstruction removal shafts shall be paid for under the following bid items:
a. Obstruction removal shaft.
b. (Depth up to 25 feet) (Revocable): Per each.
c. Obstruction removal shaft depth adjustment (revocable): Per foot of depth exceeding 25 feet.

2. Obstruction removal shaft:
a. The pay items for obstruction removal shafts shall be applied as in the following example:
1) If an obstruction removal shaft is authorized and the depth is less than or equal to 25 feet, then only the per each payment item for obstruction removal shaft shall apply.
2) No reduction will be made for shafts with depths less than 25 feet.

3. Payment under these bid items shall cover all labor, material, equipment, and incidentals required to construct the obstruction removal shafts, remove the obstruction, provide all information regarding the obstruction to the Engineer, and all other items required by the special provisions and no additional compensation will be allowed therefor.

4. Payment for the 2 access shafts at the endpoints of the tunnel at approximate "S" Line stations A10+60 and A13+00 shall be deemed included in the price paid for the pipeline and no additional compensation will be allowed.

5. Payment for the 2 access shafts at the endpoints of the tunnel at approximate "S" Line stations A32+25 and A34+90 shall be deemed included in the price paid for the pipeline and no additional compensation will be allowed.

1.02 REFERENCES
A. Occupational Safety and Health Administration (OSHA).

B. United States Code of Federal Regulation (CFR):

1. 29 - Labor.
a. 1926 Occupational Safety and Health Administration (OSHA).

C. Geotechnical Reports:

1. As specified in Appendix C to the Specifications:
a. “City of Ukiah Recycled Water Pipeline – Phase 4 Design Project DRAFT Geotechnical Report, Crawford & Associates, Inc., August 2021”

Microtunneling
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1.03 DEFINITIONS
A. Jacking Record: A computer-generated report that contains information on all pertinent microtunneling operations, including rate of advance, slurry flow rates and pressures, jacking forces, face pressure, cutter-head torque, steering corrections, machine inclination, roll, machine position, installed tunnel length, intermediate jacking station pressures, date, time, name of Operator, problems with the tunneling machine, and reasons for delays.

B. Intermediate Jacking Station (IJS): A fabricated steel cylinder fitted with hydraulic jacks that is incorporated into a pipeline between 2 interjack pipe sections. The function of an intermediate jacking station is to distribute the jacking load along the pipe string during pipe installation. The hydraulic jacks are removed at the completion of a drive and the gap between adjacent pipe sections is fully closed by pushing the pipes together with the main shaft jacks.

C. Launch Seal: A mechanical seal usually comprised of a rubber flange attached to a steel housing that is mounted to the wall of the drive shaft. The microtunneling machine distends the flange seal as it passes through, creating a seal to prevent water, slurry, or lubrication inflows into the shaft during tunneling operations.

D. Lubrication Port: A port located in a jacking pipe segment, fitted with a one-way valve, for injection of lubrication material or grout into the annular space between the pipe and the ground.

E. Microtunneling: A remotely controlled, guided, pipe jacking process that provides continuous support to the excavation face. The guidance system usually consists of a laser, mounted in the jacking pit as a reference, with a target mounted inside the microtunneling machine's articulated steering head. The microtunneling process does not require personnel entry into the tunnel. A key element of microtunneling is the ability to control the stability of the face by applying mechanical or fluid pressure to the face to balance the earth and groundwater pressures.

F. Obstruction: Objects or portions of objects located wholly or partially within the cross-sectional area excavated by the microtunneling machine that are larger than 1/3 the outer diameter of the shield or cutter-head, and that prevent the forward motion of the microtunneling machine.

G. Surface Settlement Point: A point with elevation and spatial location established by survey prior to construction. The point is re-surveyed periodically to monitor ground movements. The point may be a nail, pin, or other device that can be readily located and surveyed.

1.04 SUBMITTALS
A. Submit the following as specified in Section 01330 - Submittal Procedures: Provide sufficient detail to allow the Engineer to judge whether or not the proposed equipment, materials, and procedures will meet the Contract requirements.

Microtunneling
02441-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (CONFORMED) B. Calculations: Submit all calculations in a legible, comprehensible format:

1. Submit calculations for anticipated jacking forces for each drive. The anticipated jacking forces shall be based on anticipated face pressures and frictional forces along the pipeline.

2. Submit calculations demonstrating that the soils behind the thrust block are capable of sustaining the maximum anticipated forces required to complete the drive or the maximum capacity of the jacking frame, whichever is less, with an appropriate safety factor.

C. Shop drawings/microtunneling-excavation plan:

1. All drawings shall be legible with dimensions accurately shown and clearly marked in English.

2. Drawings transmitted by a facsimile will not be accepted.

3. The Engineer’s review of submitted details and data will be based on consideration of requirements for the completed work, utilities, and the possibility of unnecessary delays in the execution of the work to be constructed under this Contract.

4. Equipment product data and details: Submit the following:
a. Provide manufacturer's literature describing the microtunneling equipment in detail, including detailed description of the microtunneling equipment and procedures to be employed.
b. Describe method and capabilities for providing stabilizing pressure at the tunnel heading.
1) Indicate the range of face pressures anticipated to be required to stabilize the heading and the methods and equipment to be used to monitor and control the face pressure.
2) Indicate the torque required to rotate the cutterhead under no face pressure.
c. Alignment control and steering system:
1) Description of the alignment control and steering system. 2) Confirm that these systems can achieve the required tolerances for pipeline line and grade.
3) Include a description of the equipment and procedure for checking the position of the laser.
4) Provide documentation that the laser has been calibrated for the longest drive length.
d. Provide details for the following:
1) Lubrication injection system used for lubrication of the pipeline during microtunneling operations.
2) Planned lubrication port locations along the pipeline and the injection scheme that will be used.
3) Provide details of the calculated volume of the annular space (the minimum volume that will be continuously pumped throughout installation procedures).
4) Provide a description of the lubrication materials that will be used. e. Details on the muck/slurry handling, transport, recovery, and disposal equipment and procedures:
1) Include details on the slurry separation and recirculation systems.

Details shall be provided on the planned slurry composition and any slurry additives that are planned for use during the microtunneling operations.

Microtunneling
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (CONFORMED) 2) Include diagrams showing the location of all slurry delivery and return pumps.
3) Provide written documentation signed by the site Owner or manager of the disposal site(s) indicating that they will accept the muck or slurry and are in compliance with all applicable local, state, and federal regulations.
4) Provide detailed description of the slurry separation plant, including dimensions, specifications, noise ratings, and sound proofing. f. Provide details on the jacking frame, including a diagram of the main jacks, thrust ring, jacking controls, and pressure gauges:
1) Provide details on the maximum jacking capacity of the jacking frame and the hydraulic pressure required to develop the maximum pressure.
2) Provide the conversion factor from gauge pressure for the hydraulic jacks to thrust, in tons.
g. Provide details on the entry and exit shaft seals and the mounting procedures.
h. Provide details on the intermediate jacking stations, including detailed drawings of the alignment of the jacks, the capacity of each hydraulic jack, and the instrumentation for recording jacking pressures at the IJS location.
i. Provide details on the generator, including dimensions, noise ratings at 100 feet, and soundproofing.

D. Quality assurance submittals:

1. Qualifications. Submit written documentation, including Owner's representatives' names, addresses, and telephone numbers, summarizing the experience of the microtunneling project superintendent, the microtunneling operator(s), and the site safety representative.
a. The superintendent and operator(s) must be as listed in the prequalification document.
b. The site personnel shall meet or exceed the minimum qualifications of the personnel submitted in the Contractor's prequalification. c. Submit evidence of Cal/OSHA certification for the site safety representative and personnel responsible for gas testing.

E. Schedule:

1. Provide a schedule for all microtunneling work, identifying all major construction activities as independent items.

2. The Schedule shall include, as a minimum, the following activities:
a. Mobilization.
b. Groundwater control at jacking and receiving shafts. c. Shaft excavation and support.
d. Thrust wall construction.
e. Jacking equipment set-up.
f. Ground stabilization for launch of machine.
g. Microtunneling for each drive.
h. Moving equipment between drives.
i. Shaft abandonment.
j. Site restoration.

Microtunneling
02441-5 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (CONFORMED) k. Cleanup.
l. Demobilization.
1) The schedule shall also include the working hours for each activity, and a written description of the construction activities. 2) The schedule shall be reviewed by the Engineer and will be updated and resubmitted by the Contractor every 2 weeks or more frequently if requested by the Engineer.

3. Ground stabilization during launch: Submit details on the method of controlling groundwater inflows and loss of ground into the shafts at all times, including the periods during launch and retrieval of the microtunneling machine, i.e., when exiting the launch shaft and entering the reception shaft.

F. Daily records: The following daily records shall be submitted to the Engineer for review:

1. Jacking records: These records shall include, at a minimum, the following information:
a. The name of the operator.
b. Tunnel drive identification.
c. The date.
d. The installed length of tunnel.
e. Thrust force.
f. Slurry flow rates.
g. Face pressure.
h. Cutter head torque.
i. Progression rate.
j. Roll.
k. Inclination.
l. Steering adjustments.
m. Laser position.
n. Line and grade deviations.
o. Any movement of the laser.
p. Use of intermediate jacking stations.
q. Jacking force at the intermediate jacking stations.
r. Problems.
s. Reason for stopping operations.
t. And duration of any stops.

2. The operating system shall continuously provide performance data to the operator.
a. Recorded data shall be referenced to the length of installed tunnel and shall be recorded at length intervals of 1 foot or less. b. Manually recorded observations shall be made at intervals of not less than once per shift, as conditions change, or as directed by the Engineer.

3. Lubrication records:
a. These records will include the amount of lubrication pumped throughout a drive, reported as pumped volume per pipe, and total for each shift.

4. Slurry additives:
a. These records will include all slurry additives, including any bentonite and polymers and will be submitted with the daily jacking record.

Microtunneling
02441-6 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (CONFORMED) b. The time and volume of the addition to the slurry shall be noted. c. Measurements of specific gravity and viscosity will be made at the beginning, middle, and end of each shift, and submitted with the daily logs.

5. Survey measurements:
a. Survey measurements of settlement points will be submitted to Engineer by the end of the day after the measurements were taken. Contractor shall monitor settlement once a day from start to completion of crossing, and until no change is identified. Contractor shall then progress to once a week until no change identifiedSurvey measurements of settlement points will be submitted to the Engineer by the end of the day after the measurements were taken.

AD3
b. Measurements will be made at least once per 100 feet of tunneling, or as directed by the Engineer.

G. Safety plan:

1. Protection of adjacent structures: Provide details on measures to be taken to monitor and protect adjacent utilities, structures, roadways, and provide details on monitoring equipment and provisions, including the layout of all surface settlement points and other monitoring points.

2. Safety plan: Submit a safety plan for personnel conducting the pipe jacking operations, including provisions for lighting, ventilation, and electrical system safeguards. Include in the safety plan a code of safe practices and an emergency plan in accordance with Cal/OSHA requirements.

H. Contingency plans: The following list includes problem scenarios that may be encountered during the microtunneling operations. The Contractor shall submit contingency plans for dealing with each problem scenario while satisfying the specifications. These plans shall include the observations and measurements required to clearly identify the cause of the problems:

1. Machine unable to advance, must be retrieved:
a. Possible obstructions (including boulders, construction debris, or wood). b. Insufficient jacking capacity.
c. Machine malfunction.

2. Slurry separation problems:
a. Cuttings do not settle out using the Contractor's onsite slurry separation plant.
b. Cuttings settle out in the slurry lines before reaching the sedimentation tanks.

3. Strong hydrocarbon smell is detected in the slurry returns or in the shaft.

4. Laser distorted by heat, humidity, or physical disturbance.

5. Jacking forces:
a. Jacking forces increase dramatically or suddenly.
b. Jacking forces reach design capacity of pipe, jacking frame, or thrust wall (treat these scenarios as separate incidents).

6. Settlement:
a. Survey measurements indicate deformations exceed allowable limits. b. Excavated volumes exceed pipe volume installed.
c. Slurry face pressures and/or torque on head decrease suddenly and significantly.

7. Slurry losses from tank or slurry returns to ground surface.

Microtunneling
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8. Groundwater inflows to shaft transport fines into shaft in measurable quantities.

9. Steering difficulties result in line and grade tolerances being exceeded.

10. Pipe damaged or found to be out of compliance with specifications:
a. Before installation.
b. During or after installation.

11. Thrust block deforms excessively under jacking loads, or provides insufficient capacity to advance pipe.

12. Severe storms or flooding predicted; shaft flooding possible.

13. Voids are created that may or may not be visible by ground surface settlements.

I. The Contractor shall submit shaft layout drawings detailing locations of all equipment, including crane, slurry separation equipment, jacking frame, pumps, control container, generator, lubrication plant, pipe storage area, sound baffles, and staging area.

1. Shaft layout drawings will be required for each launch shaft location and shall be to scale.

J. Product data.

K. Shop drawings and calculations:

1. Design data.

2. Certificates.

3. Test reports.

4. Manufacturer’s instructions.

5. Manufacturer’s field reports.

L. Closeout submittals.

1.05 QUALITY ASSURANCE
A. Failure to meet the qualification requirements is failure to fulfill the Contract and the Contractor will be required to obtain a subcontractor that meets the qualification requirements.

B. All microtunneling work shall be performed by an experienced Contractor who has at least five (5) years of experience in performing microtunneling work and has completed at least five (5) projects of similar diameter in similar ground conditions.

At least one of the projects shall have an individual drive equal to or greater in length than the longest drive on this project. The Contractor shall submit a description of referenced projects including owner’s name and contact information, project superintendent, and machine operators.

C. The project superintendent shall have at least five (5) years of experience supervising microtunneling construction. The Contractor shall submit a description of referenced projects including owner’s name and contact information, project superintendent, and machine operators.

D. The microtunneling machine operator(s) shall have technical training in the operation of the proposed microtunneling equipment and shall have completed, as a

Microtunneling
02441-8 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (CONFORMED) primary operator, at least five (5) similar microtunneling projects involving at least 250 feet of microtunneling on each project. At least one of the projects shall have an individual drive equal to or greater in length than the longest drive on this project.

The Contractor shall submit a description of referenced projects including owner’s name and contact information, project superintendent, and machine operators.

E. The site safety representative and personnel responsible for air quality monitoring shall be experienced in tunnel construction and shall have current certification by Cal/OSHA.

F. The surveyor responsible for line-and-grade control shall be a Licensed Surveyor registered in the State of California who has prior experience setting control for pipejacking projects.

G. The Contractor shall provide at least 72 hours advance written notice to Engineer of the planned launch of the MTBM.

H. All work by the Contractor shall be done in the presence of the Engineer unless the Engineer grants prior written approval to perform such work in Engineer’s absence.

I. The Contractor shall immediately notify the Engineer, in writing, when any problems are encountered with equipment or materials, or if the Contractor believes the conditions encountered are materially and significantly different than those represented within the Contract Documents.

J. The Contractor shall allow access to the Engineer and shall furnish necessary assistance and cooperation to aid the Engineer in observations, measurements, data, and sample collection, including, but not limited to the following:

1. The Engineer shall have reasonable access to the operator control container prior to, during, and following all microtunneling operations. This shall include, but not be limited to, providing visual access to real-time operator control screens, gauges, and indicators.

2. The Engineer shall have access to the jacking and reception shafts prior to, during, and following all jacking operations. This shall include, but not be limited to, visual inspection of installed pipes, launch and retrieval seals, and verification of line and grade. The Contractor shall provide safe access in accordance with all safety regulations.

3. The Engineer shall have reasonable access to the slurry separation plant prior to, during, and following all microtunneling operations. This shall include, but not be limited to, access to shaker screens, hydrocyclones, conveyor belts, centrifuge equipment, and slurry and spoil holding tanks. The Engineer shall be allowed to collect soil samples from the shaker screens and/or spoil holding tanks on the slurry separation plant a minimum of once per installed pipe section, or every ten (10) feet, whichever is more often, and at any time when soil conditions change or debris or foreign objects are apparent or suspected.

4. The Engineer shall have reasonable access to the bentonite lubrication plant prior to, during, and following all jacking operations. This shall include, but not be limited to, access to visually inspect storage and mixing tanks, lubricant pressures and pumping rates, and amount and type of lubricants on site.

Microtunneling
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1.06 PROJECT CONDITIONS
A. Environmental requirements:

1. As Specified in Section 01150 - Mitigation and Monitoring Requirements.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Microtunneling shall be used for the installation of 42-inch inner-diameter pipeline for gravity sewer. The location of the pipeline is indicated on the Drawings.

B. General:

1. The work specified in this Section includes the construction of all pipelines using microtunneling methods, as indicated in the Contract Documents.

2. Remote controlled, laser guided, pipe-jacking equipment with a slurry spoil removal system capable of maintaining positive face pressure will be required.

3. Pipe jacking methods, using microtunneling equipment, shall be employed to directly install microtunneling jacking pipe at each of the locations indicated in the Drawings.

C. Design requirements:

1. Equipment: ONLY slurry microtunneling equipment will be used for the pipe installation work described in this Section:
a. Microtunneling equipment:
1) Manufacturers: One of the following or equal:
a) Akkerman.
b) Herrenknecht.
c) Iseki.
d) Soltau.

2. The machine shall be equipped with a computerized data acquisition system for collecting information for the jacking record. An on-site printer and disk drive will also be required for production of the printed daily jacking record and digital files.

3. The machine shall be capable of fully supporting the face during both excavation and shutdown periods and shall have the capability of exerting a controllable, measurable, continuous, stabilizing pressure at the face required to prevent loss of ground and groundwater inflows.

4. The machine shall be capable of controlling the volume of excavated material removed at the tunnel face, independent of machine advance.

5. The machine shall have a slurry chamber capable of being pressurized. A pressure gauge shall be provided to monitor the pressure exerted by the slurry at the heading.

6. The machine shall be remotely operated, laser-guided, and monitored continuously by the operator. A display showing the position of the machine in relation to the design line and grade shall be provided at the operation console to allow the operator and site inspector to monitor the face pressure, torque, roll, inclination, laser position, steering attitude, rate of advance, installed length, and jacking force.

Microtunneling
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7. The machine shall have an articulated shield that is steerable in both the vertical and horizontal directions to maintain line and grade within the specified tolerances. The cutter head shall have a reversible drive system so that it can rotate in either direction to minimize rotation or roll of the machine during installation.

8. The machine shall be capable of advancing through the geologic conditions to be encountered at the site, as described in the Geotechnical Report and as determined by the Contractor's own investigation.

9. The machine shall be able to excavate or advance past rocks or other objects with diameters up to 1/3 the outer diameter of the shield and with unconfined compressive strengths as high as 30,000 pounds per square inch.

10. The machine shall be equipped for continuous gas monitoring. a. The Contractor shall have a shutdown plan that includes activation of the slurry by pass in the event that a gassy environment is detected in the heading.

11. A lubrication injection system shall be provided to inject pipe lubricant to decrease required jacking forces. Lubrication materials may include a mixture of bentonite or polymers and water.

12. Radial overcut:
a. The maximum will be 1.0 inch.
b. The minimum will be 0.25 inch.
c. The radial overcut will be determined as the difference between the maximum diameter created by the cutting teeth or overcut band on the machine and the outer diameter of the pipeline, divided by 2.

13. The connection between the tail of the machine and the first pipe section shall be fully gasketed and sealed to prevent material or water from flowing into the machine during tunneling operations.

14. The jacking system, including any intermediate jacking stations, shall be capable of continuously monitoring the jacking pressure, rate of advance, and jacking distance. The jacking system shall develop a uniform distribution of jacking forces on the ends of the pipe.

15. The outer shell or "can" of the intermediate jacking station shall be constructed of stainless steel. The intermediate jacking station shell shall be fully gasketed between the interjack shell and each interjack pipe, with 2 gaskets.

D. Design of the jacking pipe and determination of acceptable pipe fabrication tolerances is the responsibility of the Contractor.

1. Minimum requirements are specified in Section 02620 - Filter Fabric.

2. The pipe shall be designed to withstand all anticipated loads with appropriate safety factors.

E. The thrust block shall be perpendicular to the proposed pipe alignment and shall be designed to withstand the maximum jacking force provided by the jacking frame with an appropriate safety factor. The thrust block shall be designed to transmit the applied jacking forces to the earth behind the shaft wall and to minimize deflection and displacement.

F. Ground surface settlement or heave across California Highway 101 above the tunnel centerline shall be limited to 1/4 inch or less.

Microtunneling
02441-11 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (CONFORMED) G. Ground surface settlement or heave across Brush Street above the tunnel centerline shall be limited to 1 inch or less.

H. Tolerances. The following tolerances apply to the pipelines installed by microtunneling:

1. Line tolerance: 2 inches.

2. Grade tolerance: 2 inches.

I. Water shall be free draining between any 2 points at the pipe invert.

1. No reverse grades will be allowed.

J. Safety:

1. All work must be performed in accordance with the current applicable regulations of federal, state, and local agencies.

2. All applicable provisions of the Tunnel Safety Orders of the State of California and 29 CFR 1926, Subpart S, Underground Construction by OSHA must be met. In the event of conflict, the more restrictive applicable requirements must be met.

3. No gasoline-powered equipment shall be permitted in jacking and receiving shafts.

2.02 MATERIALS AND EQUIPMENT
A. As specified in Section 02620 - Filter Fabric.

B. As specified in Section 02448 - Jacking Steel Pipe Casing.

B.C. As specified in Section 02471 - Geotechnical Instrumentation and Monitoring.AD3 PART 3 EXECUTION

3.01 EXAMINATION
A. Site verification of conditions: The Contractor shall not begin microtunneling until the following conditions have been met:

1. All required submittals have been made and the Engineer has reviewed and accepted all submittals.

2. Required pre-construction surveys have been completed.

3. Shaft excavation and support has been completed as specified in Section 02260 - Excavation Support and Protection.

4. Groundwater control and soil stabilization has been established for launch.

5. A pre-construction safety conference has been conducted in accordance with Cal/OSHA requirements. This conference must be arranged and the Engineer notified of the date at least 7 days in advance of the conference.

3.02 PREPARATION
A. Protection:

1. As Specified in Section 01140 - Work Restrictions.

2. As Specified in Section 01500 - Temporary Facilities and Control.

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3. As Specified in Section 01550 - Traffic Control.

4. As Specified in Section 01734 - Work Within Public Right-of-Way.

5. Work space needs to be secured from public access outside working hours.

B. Surface preparation:

1. As Specified in Section 02200 - Site Clearing.

3.03 INSTALLATION
A. Equipment: The Contractor shall furnish all necessary equipment, power, water, and utilities for microtunneling, shoring and shafts, excavation, bentonite mixing and pumping, removal and disposal of spoils, and other associated work consistent with the Contractor's methods of construction.

B. Preparation:

1. The Contractor shall survey the location and orientation of the pipe guide rails prior to starting jacking operations to ensure they are on the proper line and grade.

C. Tunnel excavation shall be between the limits indicated on the Contract Drawings to the specified line and grade and shall be accomplished using methods which include due regard for safety of workers, adjacent structures and improvements, utilities, and the public. Jacking and receiving pits shall be located as identified on the Contract Drawings, unless otherwise approved in writing by the Engineer.

D. The Contractor shall ensure that the axial forces from the main jacks shall be distributed to the pipe uniformly through cushion materials to prevent damage to the ends of the pipe.

E. The Contractor shall ensure that each pipe section shall be jacked as the excavation progresses in such a way that no length of tunnel is left exposed at any time.

F. The Contractor will ensure that steering corrections are gradual, with corrections made at a rate of no more than 1 inch over 25 feet of drive length.

G. The Contractor shall jack the pipes into place without damaging the pipe. In the event a section of pipe is damaged during the jacking operation, the pipe shall be jacked through to the next shaft and removed.

H. The Contractor shall control the advance rate of the machine and shall balance the rate of removal of excavated material with the rate of excavation and pipe installation to avoid over excavation that can lead to subsidence and under excavation that can lead to heave.

I. The Contractor shall mount the laser independently from the thrust block and jacking frame to maintain the alignment of the laser.

1. The Contractor will stop tunneling operations and reset the laser if the laser alignment shifts or is moved off design alignment and grade for any reason.

2. The Contractor shall immediately notify the Engineer if the laser has been disturbed and must be reset.

Microtunneling
02441-13 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (CONFORMED) J. If the pipe installation does not meet the specified tolerance, the Contractor will correct the installation including, if necessary, redesign of the pipeline or structures and acquisition of necessary easements.

1. All corrective work shall be performed by the Contractor at no additional cost to the City and is subject to the approval of the Engineer.

K. The Contractor will maintain and control face pressure exerted at the heading of the tunneling machine to balance soil and groundwater pressures and prevent loss of ground, groundwater inflows, and settlement or heave of the ground surface. Face pressures shall be measured at the face of the machine and slurry flow rates shall be measured at the shaft.

L. The Contractor's operations shall prevent excessive settlement or heave of the ground.

1. The Contractor shall repair any damage resulting from surface settlement or heave caused by shaft excavation, shaft dewatering, or tunneling at no additional cost to the City, and will modify any practices that caused or contributed to the ground disturbance to avoid continued or recurring problems.

M. The Contractor shall take active measures to prevent loss of ground during launch and retrieval of the machine.

1. Groundwater or slurry inflows into the shaft during launch and retrieval will not be permitted.

2. A launch and retrieval seal will be required for each microtunneling drive.

N. The Contractor shall use an alignment control and steering system capable of maintaining the position of the machine to the specified line and grade. The laser shall be field calibrated to the longest drive length, to ensure that the position of the laser on the target can be distinguished and that the signal is sufficiently strong to provide accurate steering data to the operator.

O. The Contractor shall use a lubrication/bentonite injection system to provide continuous lubrication of the pipeline. Lubrication material will be pumped in sufficient volume to completely fill the annular space of the pipeline, or that area between the outer diameter of the pipe and the overcut diameter.

1. A minimum of 1 bentonite port will be located in each pipe section.

2. The pipes will be inserted into the string with the bentonite ports alternating between 10, 12, and 2 o'clock.

P. Slurry composition:

1. The composition of the slurry will be monitored during the tunneling operations.

2. Specific gravity and viscosity measurements shall be taken at the beginning, middle, and end of each shift and will be included in the daily record.

3. The Contractor shall keep accurate records of all slurry additives, including volumes added to the slurry tanks.

Q. Intermediate jacking stations (IJS):

1. At least 1 fully-assembled intermediate jacking station (IJS) will be required on-site prior to the launch of each drive.

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2. The Contractor will install 1 IJS in each drive, within 150 feet of the tunneling machine.

3. Additional IJS will be inserted into the pipeline when the jacking force, recorded at the main jacks, reaches 80 percent of the jacking capacity of the jacking pipe or main jacking frame, whichever is less.

4. The equipment will be capable of continuously monitoring the jacking forces at the intermediate jacking station.
a. This information will be recorded on the daily logs.

5. Upon completion of the microtunnel drive, the intermediate jacking station hydraulic jacks shall be fully removed and the interjack pipes shall be pushed together without any gaps.

R. The Contractor shall conduct all operations such that trucks and other vehicles do not create a dust or mud nuisance or traffic hazard in the streets and adjacent properties.

1. Any muck spillage or slurry breakthroughs will be promptly cleaned up, removed and properly disposed.

S. The Contractor shall perform all work so as not to disturb roadways, adjacent structures, landscaped areas, or utilities.

1. Any damage shall be immediately repaired by the Contractor to the satisfaction of the City, at no additional cost to the City.

T. If the microtunneling operations shall encounter an obstruction that prevents the forward progress of the machine, the Contractor shall notify the Engineer immediately.

1. The Contractor shall remove, clear, or otherwise make it possible for the microtunneling machine and jacked pipe to advance past any and all objects or obstructions that halt forward progress of the machine.

2. Upon written notification of the Engineer, the Contractor shall immediately proceed with removal of the obstruction by means of an obstruction removal shaft or by other approved means, as submitted by the Contractor in reviewed submittals.
a. An obstruction removal shaft shall consist of a small excavation for the purpose of removing the obstruction.
b. Obstruction removal shafts shall be built as specified in Section 02260 - Excavation Support and Protection.

3. The Contractor will receive compensation for removal of obstructions, as defined as objects larger than 1/3 the outer diameter of the shield or cutting head, whichever is larger.
a. Payment will be made in accordance with the provisions of this Section. b. However, any removal process that does not allow direct inspection of the nature and position of the obstruction will not be considered for payment.

4. The Contractor will receive no additional compensation for removing, clearing, or otherwise making it possible for the microtunneling machine to advance past objects consisting of cobbles, boulders, wood, non-reinforced concrete, and other nonmetallic objects or debris with maximum lateral dimensions less than 1/3 the outer diameter of the shield or cutterhead, whichever is larger.

5. The Contractor shall be aware that most of the pipeline alignment contains substantial rock that cannot be removed with a standard excavator. The cost

Microtunneling
02441-15 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02441 (CONFORMED) 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
AD3 Addendum No. 3

Jacking Steel Pipe Casings
02448-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02448 (CONFORMED) SECTION 02448

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.

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.

Jacking Steel Pipe Casings
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02448 (CONFORMED) 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.

B. Provide grout connections on steel casing with 36-inch larger inside diameter at maximum 10 feet on center:

1. Upon completion of the jacking operation, grout voids around outside face of steel casings.

2. Have grouting equipment and material on the jobsite before the jacking operations are completed so that grouting may be started immediately.

3. Place grout by pumps capable of pressures up to 100 pounds per square inch unless otherwise accepted by the Engineer.

4. Control grouting pressure to approximately 10 pounds per square inch to avoid movement of the ground around steel casing.

5. After grouting has been completed, close the grouting connections with threaded steel plugs.

A.C. Steel casing smaller than 36 inches inside diameter will require outside grouting through grout ports installed on both ends within 3 feet of shaft wall and where caving or earth movement occurs.AD3

END OF SECTION
AD3 Addendum No. 3

Pile Load Tests
02460-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02460 (CONFORMED) 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.

Pile Load Tests
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02460 (CONFORMED) 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.

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.

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.

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

Pile Load Tests
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02460 (CONFORMED) perpendicular to the long axis of the reinforcing cage throughout the lifting and installation process.

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

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.

Pile Load Tests
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02460 (CONFORMED) 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.

Pile Load Tests
02460-9 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02460 (CONFORMED)

GAMMA-GAMMA LOGGING

END OF SECTION

Bored and Augered Piles
02466A-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466A (CONFORMED) SECTION 02466A

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.

Bored and Augered Piles
02466A-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466A (CONFORMED)

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.

Bored and Augered Piles
02466A-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466A (CONFORMED) 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

Augered Pressure-Grouted Piles
02466B-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (CONFORMED) 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.

Augered Pressure-Grouted Piles
02466B-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (CONFORMED) 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.

Augered Pressure-Grouted Piles
02466B-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (CONFORMED) 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.

Augered Pressure-Grouted Piles
02466B-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (CONFORMED) 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.

Augered Pressure-Grouted Piles
02466B-5 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (CONFORMED)

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.

Augered Pressure-Grouted Piles
02466B-6 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (CONFORMED) 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.

Augered Pressure-Grouted Piles
02466B-7 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02466B (CONFORMED) 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

Drilled Concrete Piers
02467A-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (CONFORMED) 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.

Drilled Concrete Piers
02467A-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (CONFORMED)

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.

Drilled Concrete Piers
02467A-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (CONFORMED)

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.

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.

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.

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.

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.

Drilled Concrete Piers
02467A-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (CONFORMED) 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.

Drilled Concrete Piers
02467A-5 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (CONFORMED) 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.

Drilled Concrete Piers
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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:

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.

Drilled Concrete Piers
02467A-7 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (CONFORMED) 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.

Drilled Concrete Piers
02467A-8 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02467A (CONFORMED)

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

Geotechnical Instrumentation and Monitoring
02471-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02471 (CONFORMED) SECTION 02471AD3

GEOTECHNICAL INSTRUMENTATION AND MONITORING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Requirements for the installation, monitoring, and removal of geotechnical instrumentation for monitoring of ground movements within and around tunnel and shaft excavations, as well as movement of existing utilities and structures adjacent to tunnels and shafts.

B. The Scope of Work to be performed under this Section includes:

1. Installing geotechnical instrumentation as indicated on the Drawings and at 9 locations per trenchless crossing.

2. Monitoring, by survey, the geotechnical instrumentations at the frequencies and to the precision stated this Section.

3. Removing the geotechnical instrumentation as described in this Section.

4. Labor, material, tools, equipment, and incidentals necessary to complete the work described above.

1.02 REFERENCES
A. Occupational Safety and Health Administration (OSHA).

1.03 GENERAL
A. Contractor shall give the Engineer a minimum of 10 days advance notice of the start of work.

B. Perform all work in the presence of the Engineer, unless the Engineer has granted prior approval in writing to perform such work in his absence.

C. Perform all work in accordance with all current applicable regulations and codes of federal, state, and local agencies.

1. In the event of conflict, comply with the strictest or most restrictive applicable requirements.

D. Contractor shall designate an Instrumentation Specialist to be in charge of installation and monitoring of instrumentation.

1. Develop instrumentation plan, then supervise and be responsible for the instrument installation and monitoring.

2. In charge of procurement, installation, monitoring, and removal or abandonment of all instrumentation.

3. Direction of and review of surveys associated with the geotechnical instrumentation.

New Section

Geotechnical Instrumentation and Monitoring
02471-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02471 (CONFORMED) E. Minimum instrumentation and monitoring requirements are presented in this Section.

1. Conduct additional instrumentation and monitoring as necessary to control the work and ensure the safety of the work.

F. Remove or abandon in place all instrumentation in accordance with applicable laws, regulations, guidelines, and Owner requirements. Restore the ground at the completion of the project.

1. As a minimum, instrumentation shall be demolished within 5 feet of the ground surface and all resulting holes or voids filled with cementitious grout to the ground surface.

G. The Contractor shall perform a preconstruction survey prior to commencement of work at the site.

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

B. All submittals, including drawings and calculations, shall be required for the sole purpose of providing the Engineer with sufficient details to confirm that the Contractor’s planned work and work in progress is in accordance with Contract Documents.

1. Engineer’s review shall not be construed to relieve Contractor in any way of responsibilities under the Contract.

2. Do not begin work on any item requiring a submittal until the required relevant submittals have been reviewed and approved by the Engineer.

C. At least 4 weeks prior to the start of the work, submit the following qualifications:

1. The name and qualifications of the Contractor(s) that will perform the work with descriptions of reference projects including Owner’s name and contact information.
a. Contractor performing the work shall have performed installed and monitored geotechnical instrumentations for a minimum of 5 years on at least 3 separate projects.

2. The name and qualifications of the surveyor who will perform the work. a. Contractor’s Instrumentation Surveyor must be licensed by the State of California and have previous similar experience surveying for the detection of structural or surface deformations.
b. The surveyor shall be a licensed professional surveyor in the State of California.

3. The name and qualifications of the Instrumentation Specialist:
a. The Instrumentation Specialist shall have at least 3 years of experience with the installation, maintenance, and monitoring of geotechnical instrumentation similar to that specified in this Section.

4. The name and qualifications of the Safety Supervisor:
a. The Contractor’s Safety Supervisor shall have at least 5 years of experience in safety management on at least 3 separate projects.

Geotechnical Instrumentation and Monitoring
02471-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02471 (CONFORMED) D. At least 4 weeks prior to the start of the work, submit a health and safety plan/accident prevention program, including a code of safe practices and an emergency plan.

E. At least 4 weeks prior to the start of the work, submit a Geotechnical Instrumentation and Monitoring Work Plan, including at least the following:

1. Description of methods and materials for installing and protecting instruments.

2. Materials and mixture proportions for cement-bentonite grout for installing and backfilling extensometers.

3. For all instrumentation installed in borings, a proposed schedule for installing instruments, detailed step by step procedures for installation, including post installation acceptance test, together with a sample installation record sheet.

The installation procedures shall include:
a. The method to be used for cleaning the inside of casing or augers. b. Specifications for proposed grout mixtures, including commercial names, proportions of admixtures and water, mixing sequence, mixing methods and duration, pumping methods and tremie pipe type, size, and quantity. c. Drill casing or auger type and size.
d. Depth increments for backfilling boreholes with sand and granular bentonite.
e. Method for overcoming buoyancy of instrumentation components during grouting.
f. Method of sealing joints in pipes and casing to prevent ingress of grout.

4. Product data and samples:
a. Submit all applicable manufacturer's literature describing operation and maintenance procedures for the instrumentation.
b. Provide manufacturer's brochures on each product.
c. Provide product description and drawings, along with samples where applicable.

5. Permits: List permits, third party approvals, and approval contract submittals required to perform the work.

F. Prior to starting shaft or tunnel excavation in any reach, submit the initial readings of all geotechnical instruments in that reach and the results of the preconstruction survey.

G. Prior to instrument installation submit, as applicable, a certificate issued by the instrument's manufacturer stating that the manufacturer has inspected, calibrated, and tested each instrument before it leaves the factory to see that the instrument is working correctly and has no defects or missing parts.

H. Submit the following during construction within the specified time restrictions:

1. Installation records:
a. Within 5 calendar days of installation of each instrument, submit drawings showing the installed location, the instrument identification number, the instrument type, the installation date and time, established elevations, initial elevations, offset and stationing, initial coordinates, boring logs, and the anchor to tip elevation and instrument length, when applicable. b. Furnish details of installed instruments showing all dimensions and materials used, a separate statement describing installation procedures

Geotechnical Instrumentation and Monitoring
02471-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02471 (CONFORMED) for each instrument, and as-built drawings of each instrument including depths, lengths, elevations, and dimensions of key elements.

2. Reporting:
a. Contractor shall provide data from readings of all instruments to the Engineer within 1 working day of obtaining the information. b. The data shall include, but are not limited to, the following:
1) A copy of the data sheets containing a cumulative history of readings, proximity of the excavation to the instrument location itself at the time of each reading.
2) A copy of the plot of measured values versus time, including a time history of construction activity likely to influence such readings.

3. Interpretation:
a. Contractor shall provide interpretations of monitoring data and submit them to the Engineer along with the data.
b. Data or interpretations shall not be published or disclosed to other parties without advance written permission of the Engineer.
c. Engineer may make his/her interpretations of the data available to the Contractor.

1.05 QUALITY CONTROL
A. Quality Control as specified in Section 01450 - Quality Control.

PART 2 PRODUCTS

2.01 SURFACE PROTECTION
A. Surface protection shall be flush with the ground surface in areas where the instrument may be damaged or be an impediment to other activities.

1. Roadway or lock boxes shall be provided for utility monitoring points.

2.02 MATERIALS
A. Surface monitoring points:

1. As indicated on the Drawings and as specified, to the conditions at the ground surface.

2. For trenchless crossings, surface monitoring shall be performed in the middle of the crossing and at half the distance from the middle to each launch and reception pit. Each location shall consist of 3 points, one centered over the alignment and one on both sides 5 feet from centerline.

3. Rebar installed in pavement shall be driven or drilled through the pavement.

4. Deep anchors installed in soil areas.

5. Each shall have a tag or marking indicating the identification number, tunnel station and/or offset from centerline.

B. Utility monitoring points:

1. As indicated on the Drawings.

2. Each shall consist of a plastic pipe casing that exposes the utility and retains the ground to allow for multiple readings throughout the work.

3. Provide a protective cover (roadway box).

Geotechnical Instrumentation and Monitoring
02471-5 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02471 (CONFORMED) PART 3 EXECUTION

3.01 PREPARATION AND INSTALLATION
A. Instrumentation installation: Instrumentation shall be installed at the locations indicated on the Drawings and as specified, or as directed or approved by Engineer.

B. All instrumentation within 100 feet of the work to be performed shall be installed and the initial reading taken a minimum of 7 days prior to start of excavation.

C. Access: Provide and facilitate safe access to the instrumentation to the Engineer including keys for lock boxes.

D. Existing conditions:

1. Locate conduits and underground utilities in all areas where subsurface geotechnical instrumentation is to be drilled and installed.

2. Subsurface geotechnical instrumentation locations shall be modified, as approved by Engineer, to avoid interference with existing conduits, utilities, and foundation elements.

E. Instrument designation:

1. A unique instrument identification number shall be assigned to each instrument and each point.

2. The instrument identification number shall be clearly marked on each instrument in a nondestructive manner.

3. Both protective housing and box or vault covers shall be marked.

F. Instrument protection: All instruments and markings shall be protected to avoid being obstructed or otherwise damaged by construction operations or the general public.

G. Surveying:

1. Immediately following installation, the location of the top of all instruments shall be surveyed to provide horizontal and vertical coordinates.

2. Data shall be provided to Engineer.

3. Re-surveying from control points shall be required monthly or more frequently to address potential disturbance or resolve conflicting data.

H. Drilling from the ground surface:

1. Instrumentation holes drilled from the ground surface shall be subject to the same permitting and drilling requirements as those for geotechnical exploration boreholes.

2. Obtain necessary permits for each such instrument and conform to the permit requirements during drilling, installation, monitoring, and abandonment.

I. Installation:

1. Install all instruments within 3 feet of the horizontal location indicated on the Drawings, or as approved or directed by Engineer.

2. Should actual field conditions prevent installation of instruments at the location and elevations indicated on the Drawings or specified in this Section, obtain prior acceptance from Engineer for new instrument location and elevation.

Geotechnical Instrumentation and Monitoring
02471-6 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02471 (CONFORMED)

3.02 SAFETY REQUIREMENTS
A. Methods of construction shall be such as to ensure the safety of the workers, project participants, the public, third parties, and adjacent property, whether public or private.

1. Contractor is solely and completely responsible for maintaining safe working conditions at the site at all times.

B. Safety Supervisor shall administer a health and safety plan/accident prevention program, including a code of safe practices and an emergency plan.

1. Contractor shall hold safety meetings and provide safety instruction for new employees.

C. All work shall conform to the requirements of OSHA:

1. Perform all work in accordance with the current applicable regulations of the Federal, State, and local agencies.

2. In the event of conflict, comply with the more restrictive applicable requirements.

D. Conduct all construction by methods and with equipment that will control noise, dust, fumes, vapors, gases, fibers, fogs, mists, and other atmospheric impurities in accordance with applicable Federal, State, and local laws, safety codes, regulations, and ordinances.

1. Contractor shall provide adequate ventilation, as necessary, and shall design the ventilating system to include such factors as the volume required to furnish fresh air and the volume to remove dust and vapor to safe levels.

E. All work areas shall have sufficient lighting to facilitate proper performance and inspection of work in accordance with applicable Federal, State, and local laws, safety codes, regulations, and ordinances.

3.03 MAINTENANCE
A. Contractor shall keep the site clean and tidy at all times.

1. Site improvements shall be protected from damage or becoming soiled through suitable temporary covering.

B. Upon completion of the work, all waste shall be removed from the site and the site restored to as near its original condition as possible.

1. Any remnants of drilling fluid or grout that may have splattered on improvements shall be completely removed.

3.04 INSTALLATION
A. Project Survey Datum shall be as indicated on the Drawings.

B. Surface monitoring points:

1. Located as indicated on the Instrumentation Schedule in the Drawings.

2. After completion of installation, the as-built location in horizontal position shall be determined to an accuracy of within 1 foot and the elevation to an accuracy of within 0.01 feet.

Geotechnical Instrumentation and Monitoring
02471-7 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02471 (CONFORMED) C. Utility monitoring points:

1. Install on utilities as indicated on the Instrumentation Schedule in the Drawings.

2. The location of the utility in the field shall be determined and the borehole advanced to the top of the utility.
a. Contractor shall be responsible for any damage to the utility during installation of the Utility Monitoring Point.

3. After completion of installation, the as-built location in horizontal position shall be determined to an accuracy of within 0.1 foot and the elevation of the top of the utility to an accuracy of within 0.01 feet.

3.05 MONITORING
A. Initial readings: Contractor shall take initial readings of all instruments to establish a baseline and provide the Engineer with this data.

B. Frequency:

1. Contractor shall read required instrumentation and provide the Engineer with these data.

2. As a minimum, Contractor shall maintain the following schedule:

Instrument Type Inside Active Zone/Period(a,b,c) Outside Active Zone/Period(a,b,c)
Surface Monitoring Points Daily Weekly/Monthly(d)
Utility Monitoring Points Daily Weekly/Monthly(d)
Notes:
a) Active zone/period for tunnels is within 50 feet of Microtunneling Boring Machine or face of Auger Bore.
b) Active zone/period for shafts is when the instrument is within 50 feet of the shaft, and from the beginning of shaft excavation and 2 weeks following the end of shaft backfilling.
c) Active zone/period for Soil Preparation is when the instrument is within 50 feet of any drilling, probing, and/or grout injection is occurring and shall extend a minimum of 48 hours after completion of any Soil Preparation work. d) Monthly prior to the instrument being in an Active Zone/Period, weekly once the instrument has passed the Active Zone/Period until movement substantially stops, and monthly thereafter until the project is complete or where 4 months pass without any settlement.

3. Contractor shall perform additional monitoring as necessary to control construction and to ensure the safety of the work.

3.06 MAINTENANCE
A. Damaged installations:

1. Protect the instruments from damage.

2. Damaged installations shall be replaced or repaired prior to continuing excavation.

Geotechnical Instrumentation and Monitoring
02471-8 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02471 (CONFORMED) B. Maintenance: Maintain the instruments by draining water and flushing debris from under protective covers and keeping covers locked and sealed at all times.

3.07 FINAL DISPOSITION
A. Surface monitoring points:

1. Remove all Surface Monitoring Points installed in soil.

2. Points in pavement may remain or be removed and the pavement patched, at the option of the governing agency.

B. For all underground instrumentation and instrumentation installed in bore holes:

1. Remove protective housings and caps,

2. Restore surface to the conditions existing prior to installation of the instruments.

3. Drill out and grout, or backfill grout in accordance with permits, and environmental laws and regulations.

3.08 RESPONSE VALUES
A. Contractor shall abide by the following response values:

Instrument Threshold Value(a) Shutdown Value(a)
Surface
Monitoring Points

0.04 feet vertical 0.08 feet vertical
Utility Monitoring
Points
Threshold and shutdown values shall be set by the Contractor with review of the Engineer based on the sensitivity of the utilities identified as requiring monitoring.

Notes:
a) Threshold and Shutdown Values shall be considered for both settlement and heave.

B. When a given response value is reached, Contractor shall as follows:

1. Threshold value: Contractor shall meet with Engineer within 24 hours of the occurrence to:
a. Review interpretation of the data and results,
b. Review the construction means and methods, and
c. Determine what changes shall be made to control ground movement.

2. Shutdown value: Contractor shall stop tunnel or shaft excavation immediately and meet with Engineer to develop a plan of action before excavation can be resumed.

END OF SECTION
AD3 Addendum No. 3

Precast Electrical Handholes and Electrical Manholes
02581-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (CONFORMED) 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.

Precast Electrical Handholes and Electrical Manholes
02581-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (CONFORMED) 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.

Precast Electrical Handholes and Electrical Manholes
02581-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (CONFORMED) 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 (CONFORMED) 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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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (CONFORMED) 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 (CONFORMED) 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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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (CONFORMED) 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 (CONFORMED) 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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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02581 (CONFORMED) 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
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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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02600 (CONFORMED) 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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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02600 (CONFORMED) 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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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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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.

Concrete Manholes
02600-7 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02600 (CONFORMED) 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

Concrete Manholes
02600-8 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02600 (CONFORMED) 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

Filter Fabric
02620-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02620 (CONFORMED) 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.

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.

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

Stabilization Fabric
02621-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02621 (CONFORMED) SECTION 02621

STABILIZATION FABRIC
PART 1 GENERAL

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

1.02 REFERENCES
A. ASTM International (ASTM):

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

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

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

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

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

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

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

1.04 SUBMITTALS
A. Product data.

B. Samples.

C. Quality control submittals:

1. Certificates of Compliance.

2. Manufacturer's Installation Instructions.

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

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

Stabilization Fabric
02621-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02621 (CONFORMED)

1.06 PROJECT CONDITIONS
A. Field measurements:

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

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. One of the following or equal:

1. Propex, Geotex 315ST.

2. Ten Cate Geosynthetics, Mirafi 600X.

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

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

PART 3 EXECUTION

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

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

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

Stabilization Fabric
02621-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02621 (CONFORMED)

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

Ductile Iron Pipe: AWWA C151
02693-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (CONFORMED) 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.

Ductile Iron Pipe: AWWA C151
02693-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (CONFORMED) 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.

Ductile Iron Pipe: AWWA C151
02693-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (CONFORMED)

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.

Ductile Iron Pipe: AWWA C151
02693-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (CONFORMED)

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.

Ductile Iron Pipe: AWWA C151
02693-5 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/02693 (CONFORMED) 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.