El Centro City Council
May 7, 2024

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Packet Pg. 167 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 01730

OPERATION AND MAINTENANCE INFORMATION
El Centro
Southern Pump Station
July 2023
01730-3 ECB016200
Mechanical Name Plate Data
Equip
Make
Serial No. ID No.

Model No. Frame No.

HP RPM CAP Size
TDH Imp Design CFM
PSI Assy Case Shaft
Misc
Form No. Page 2 of 3

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Packet Pg. 168 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 01730

OPERATION AND MAINTENANCE INFORMATION
El Centro
Southern Pump Station
July 2023
01730-4 ECB016200
Equipment Record Form (continued)
Lubrication Summary
Description Tag No. Page of
Lubrication Point
Manufacturer Product AGMAS SAE ISO
TY
PE
1 2
3 4
5 Lubrication Point
Manufacturer Product AGMAS SAE ISO
TY
PE
1 2
3 4
5 Lubrication Point
Manufacturer Product AGMAS SAE ISO
TY
PE
1 2
3 4
5 Safety Hazards
Special instructions or warnings associated with this equipment:

Form No. Page 3 of 3

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Packet Pg. 169 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 01730

OPERATION AND MAINTENANCE INFORMATION
El Centro
Southern Pump Station
July 2023
01730-5 ECB016200
(2) Mechanical Operational Procedures. The CONTRACTOR describes mechanical operational procedures for all installed equipment, as appropriate, including installation instructions, adjustment, startup, operation, load changes, calibration, shutdown, troubleshooting, disassembly, reassembly, realignment and testing.
(3) Preventive Maintenance Procedures and Schedules. The CONTRACTOR provides preventive maintenance procedures and schedules for all installed equipment, including periodic inspection, lubrication and calibration. Such procedures and schedules detail maintenance that can be performed on installed equipment, including its removal and replacement, and repairs that can be performed with the equipment in place.
(4) Parts List. The CONTRACTOR provides a complete parts list for all installed equipment, including a list of recommended spare parts for two years of continuous operation, a generic description and identification number for each part, addresses and telephone numbers of vendors from whom parts can be purchased, and cross-sectional or assembly-type drawings. Any instructions, parts lists or other items packed with or attached to the equipment when delivered are also provided.
(5) Wiring Diagrams. The CONTRACTOR provides complete internal and connection wiring diagrams for each installed component, if applicable.
(6) Machine Shop Fabrication Drawings. The CONTRACTOR provides approved machine shop fabrication drawings, complete with dimensions, for all installed component.
(7) Safety. The CONTRACTOR provides safety instructions and precautions to be taken when working on all installed equipment items.
(8) Documentation. The CONTRACTOR provides all warranties, affidavits and certifications required for all installed equipment items.

D. Submittals:

1. General: Submit operations and maintenance information to the CONSTRUCTION MANAGER within ninety (90) days after approval of Shop Drawings, unless noted otherwise.

2. Submit ten (10) copies of each item.

3. Letter of Transmittal: Provide a letter of transmittal with each submittal and include the following in the letter:
a. Date of submittal.
b. Contract title and number.
c. CONTRACTOR’s name and address.
d. A list of the attachments and the Specification Sections to which they relate.

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Packet Pg. 170 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 01730

OPERATION AND MAINTENANCE INFORMATION
El Centro
Southern Pump Station
July 2023
01730-6 ECB016200
e. Reference to or explanation of related submittals already made or to be made at a future date.

4. Format Requirements:
a. Use 8-1/2-inch by 11-inch paper of high rag content and quality. Larger drawings or illustrations are acceptable if neatly folded to the specified size as to permit easy unfolding without removal from the binder.

Provide reinforced punched binder tab. Otherwise, provide fly-leaf for each product.
b. All text must be legible, typewritten or machine printed originals or high quality copies of the originals.
c. Each page shall have a binding margin of approximately 1-1/2 inches and be punched for placement in a three-ring looseleaf binder. Provide binders. Identify each binder with the following:
(1) Title “OPERATING AND MAINTENANCE INSTRUCTIONS”
(2) Title of Project.
(3) Identity of building or structure as applicable.
(4) Identity of general subject matter covered.
d. Use dividers and indexed tabs between major categories of information such as operating instructions, preventive maintenance instructions, or other. When necessary, place each major category in a separate binder. e. Provide a table of contents for each binder.
f. Identify products by their functional names in the table of contents and at least once in each chapter or Section. Thereafter, abbreviations and acronyms may be used if their meaning is explained in a table in the back of each binder. Use of model or catalog numbers or letters for identification is not acceptable.
g. Indicate all components of the equipment on catalog pages by highlighting or some other clearly definable medium for ease of identification.

1.2 RELATED SECTIONS
A. The Work of the following Sections apply to the Work of this Section. Other Sections of the Specifications, not referenced below, shall also apply to the extent required for proper performance of this Work.

1. Section 01300, Submittals.

2. Section 01600, Material and Equipment.

3. Section 01700, Contract Closeout.
** END OF SECTION **

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Packet Pg. 171 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 01750

SPARE PARTS AND MAINTENANCE MATERIALS
El Centro
Southern Pump Station
July 2023
01750-1 ECB016200
SECTION 01750

SPARE PARTS AND MAINTENANCE MATERIALS
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. The CONTRACTOR shall furnish spare parts and maintenance materials and data for equipment specified in the individual Sections within ninety days after approval of the Shop Drawings of the equipment, or 200 calendar days after notice to proceed, whichever is sooner. The data shall include a complete list of parts and supplies, with current unit prices and source or sources of supply.

B. Spare parts and materials required as specified in the individual Sections shall be furnished in manufacturer’s unopened cartons, boxes, crates or other protective covering suitable for preventing corrosion or deterioration for the maximum length of storage normally anticipated. They shall be clearly marked and identified as to the name of manufacturer or supplier, applicable equipment, part number, description and location in the equipment. All parts shall be protected and packaged for a shelf life of at least ten (10) years.

C. During construction, store spare parts in buildings or trailers with floor, roof and closed sides and in accordance with manufacturer’s recommendations. Protect parts and materials from weather, condensation, and humidity.

D. Parts and materials shall be delivered to the OWNER upon Substantial Completion of the Work or before start-up. The CONTRACTOR shall then place them in permanent storage rooms or areas approved by the OWNER as directed by the CONSTRUCTION MANAGER. The CONSTRUCTION MANAGER shall develop the procedures for transfer of the spare parts and materials to the OWNER.

E. Provide a letter of transmittal and spare parts receiver form including the following:

1. Date of letter and transfer of parts and material.

2. Contract title and number.

3. CONTRACTOR’s name and address.

4. Transmittal should lists applicable specification sections for each set of spare parts supplied.

5. Spare Parts Receiver Form (See Attachment 1).

F. The CONTRACTOR shall be responsible for loss or damage to parts and materials prior to transference to the OWNER.

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Packet Pg. 172 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 01750

SPARE PARTS AND MAINTENANCE MATERIALS
El Centro
Southern Pump Station
July 2023
01750-2 ECB016200

1.2 RELATED SECTIONS
A. The work of the following Sections applies to the Work of this Section. Work of other Sections of the Specifications, not referenced below, shall also apply to the extent required for proper performance of this Work.

1. Section 01300, Submittals.

2. Section 01600, Materials and Equipment.

3. Section 01700, Contract Closeout.

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Packet Pg. 173 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 01750

SPARE PARTS AND MAINTENANCE MATERIALS
Spare Part Receiver
Project: El Centro Southern Pump Station
Specification Section 01750
Manufacturer:

Item Description:

Cost:

Manufacturer Part Number:

Supplier:

Cross Reference Number:

Vendor Information:

Vendor Order Part Number:

Part to be used on what equipment:

Equipment Number:

Specification Section:

CITY PERSONNEL FILL IN:

Bin Number:

Aims Number:

Location in Stores:

Received By:
** END OF SECTION **
El Centro
Southern Pump Station 01750-3 ECB016200
July 2023

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Packet Pg. 174 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 01760

POST FINAL INSPECTION
SECTION 01760

POST FINAL INSPECTION
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. The CONTRACTOR shall participate in an inspection of the work after final completion and within the one year guarantee period for defective workmanship and materials. The CONTRACTOR shall replace or repair any defective work in a manner satisfactory to the CONSTRUCTION MANAGER and the OWNER.

PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION

3.1 CORRECTION OF DEFECTIVE WORK
A. Approximately one year after final acceptance, CONSTRUCTION MANAGER will make arrangements with OWNER and CONTRACTOR for a post final inspection and will send a written notice to said parties informing them of the date and time of the inspection.

B. Inspection shall include, but not be limited to, latent defects in coatings, concrete surfaces and joints, and soils compaction. Replacement of fill or backfill that has settled below required elevations and restoration of surface improvements damaged thereby shall be required repair work.

C. The CONSTRUCTION MANAGER will inform the CONTRACTOR of any deficiencies discovered during the inspection, and required corrections and the time for completion of replacement or repairs.

D. When the corrections have been satisfactorily completed, the CONSTRUCTION MANAGER will forward acknowledgment to the CONTRACTOR and OWNER. ** END OF SECTION **
El Centro
Southern Pump Station 01760-1 ECB016200
July 2023

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Packet Pg. 175 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02050

DEMOLITION
El Centro
Southern Pump Station
July 2023
02050-1 ECB016200
SECTION 02050

DEMOLITION
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. The CONTRACTOR shall furnish all labor, equipment, materials, and incidentals necessary to perform and complete demolition work as shown on the contract drawings and as specified herein.

B. In areas indicated to be remodeled, the CONTRACTOR shall cut back flush and seal any pipe stub-outs remaining, and remove exposed piping, conduits, fixtures, junction boxes, water fixtures, and supports. Concealed piping and conduits shall be removed or capped and abandoned as necessary to facilitate the remodeling work.

All other items shall be removed as shown.

1.2 RELATED SECTIONS
A. The Work of the following Sections applies to the Work of this Section. Other Sections of the Specifications, not referenced below, shall also apply to the extent required for proper performance of this Work.

1. Section 01045, Cutting and Patching.

2. Section 01300, Submittals.

3. Section 01700, Contract Closeout.

4. Section 02200, Earthwork.

5. Demolition Plan of drawings

1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. The WORK of this Section shall comply with the current edition of the Uniform Building Code as adopted by the authority having jurisdiction over the Work.

B. Except as otherwise indicated in this Section, the CONTRACTOR shall comply with the latest adopted edition of the Standard Specifications for Public Works Construction (SSPWC) together with the latest adopted editions of the Regional and Supplement Amendments.

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Packet Pg. 176 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02050

DEMOLITION
El Centro
Southern Pump Station
July 2023
02050-2 ECB016200

1.4 CONTRACTOR SUBMITTALS
A. The CONTRACTOR shall submit a demolition schedule in compliance with Section 01300, Submittals. The demolition schedule shall provide a complete coordination schedule for demolition work including shut-off and continuation of utility services before the start of the demolition. The schedule shall indicate proposed methods and operations of facility demolition, and provide a detailed sequence of demolition and removal work to ensure uninterrupted operation of occupied areas.

B. Before completion of the Work, the CONTRACTOR shall submit an Affidavit of Legal Disposal attesting to the lawful disposal of all demolished materials.

PART 2 – PRODUCTS (NOT USED)
PART 3 - EXECUTION

3.1 GENERAL
A. Structures shall be demolished and removed in compliance with SSPWC subsection 306-5 and the requirements indicated herein.

3.2 POLLUTION CONTROL
A. Water sprinkling, temporary enclosures, chutes, and other suitable methods shall be used for dust suppression in compliance with SSPWC Section 3 B. Water shall not be used when it creates hazardous or objectionable conditions such as flooding, erosion, sedimentation, or pollution.

3.3 PROTECTION
A. Safe passage of persons around the area of demolition shall be provided. Operations shall be conducted to prevent injury to people and damage to adjacent buildings, structures, and other facilities in compliance with SSPWC Section 5 B. Interior and exterior shoring, bracing, and supports shall be provided to prevent movement, settlement, deformation or collapse of structures to be demolished.

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Packet Pg. 177 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02050

DEMOLITION
El Centro
Southern Pump Station
July 2023
02050-3 ECB016200
C. Existing improvements, landscaping materials, structures, and appurtenances not to be demolished shall be protected and maintained as necessary and in accordance with SSPWC Part 4.

D. The CONTRACTOR shall protect and maintain all other utilities during the demolition work.

E. The CONTRACTOR shall protect other existing equipment from dust caused by demolition activities by covering, drop-curtains, and other similar methods.

3.4 EQUIPMENT AND PIPING REMOVAL
A. All equipment and piping to be removed shall be properly disconnected from structures, piping, electrical and instrumentation systems. The areas and surfaces from which items were removed shall be left with a neat appearance and finish compatible with surrounding areas and surfaces. Holes in the walls and floors shall be plugged smooth with grout. The CONTRACTOR shall do all painting, sanding, grouting, sacking, resurfacing and other work as necessary to comply with the above requirements.

B. The CONTRACTOR shall fill with sand all buried pipes 8 inches in diameter and larger that are to be abandoned under this project.

3.5 DISPOSAL OF NON-FRIABLE ASBESTOS
A. If asbestos cement pipe (ACP) is identified, the CONTRACTOR shall employ adequate care to maintain the pipe in a non-friable condition. Removal of ACP shall be in whole sections where possible. Cutting or breaking of ACP to facilitate removal shall be in compliance with California Regulations, Title 8, Section 5208.

At a minimum, the CONTRACTOR shall follow the following requirements for ACP that is to be cut or broken:

1. The CONTRACTOR shall evacuate the area of unauthorized and untrained personnel, post warning signs, and provide a demarcation zone and adequate barriers to keep unauthorized personnel out of the area.

2. The CONTRACTOR shall provide personal protective equipment consisting at least of a respirator and disposable clothing to asbestos accredited workers performing the cutting or breaking of ACP. Respiratory protection shall be in accordance with the requirements of California Regulations, Title 8, Section 5414.

3. The area to be cut or broken shall be adequately wetted with amended water to reduce fiber emission. The method employed by the CONTRACTOR shall minimize fiber release. Power saw cutting will not be allowed. All related

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Packet Pg. 178 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02050

DEMOLITION
El Centro
Southern Pump Station
July 2023
02050-4 ECB016200
debris from the cutting or breaking of ACP shall be considered friable. The CONTRACTOR shall dispose of friable material in accordance with California Regulations Title 22.
4 . All AC pipe removed and waste generated shall be wrapped in minimum 6 mil polyethylene sheeting or bags and shall be properly transported and disposed of.

B. The CONTRACTOR is responsible for all ACP removal and associated contamination. For disposal of non-friable ACP, the CONTRACTOR shall comply with the requirements of the local authority having jurisdiction.

C. The costs for disposal of non-friable asbestos-containing materials shall paid for by the CONTRACTOR, and shall be included in the Bid price for the Work, and no separate payment will be allowed.

3.6 DISPOSAL OF FRIABLE ASBESTOS
A. Friable asbestos-containing material is defined as material that can be crumbled, pulverized, or reduced to powder by hand pressure. All friable asbestos-containing materials shall be considered as hazardous waste and shall be transported by a licensed hazardous waste hauler. Procedures for handling friable asbestos-containing material shall conform to the requirements of local, state, and federal laws. Friable asbestos containing materials shall be disposed of at an approved hazardous waste landfill.

B. Upon discovery of friable asbestos, the CONTRACTOR shall immediately notify the CONSTRUCTION MANAGER.

C. Payment for the disposal of friable asbestos-containing materials shall be in accordance with SSPWC Subsection 7-1.1.

3.7 STRUCTURE DEMOLITION
A. Building structures and appurtenances shall be demolished, as shown and required to complete work, in compliance with governing regulations, in accordance with Section 01115, Construction Sequence (MOPO).

B. Small structures may be removed intact when approved by the utility or authorities having jurisdiction.

C. Demolition shall proceed in a systematic manner, from top of structure to ground.

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Packet Pg. 179 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02050

DEMOLITION
El Centro
Southern Pump Station
July 2023
02050-5 ECB016200
D. Concrete and masonry shall be demolished into small sections. The CONTRACTOR shall use bracing and shoring to prevent settlement, damage, deformation, or collapse of structures to remain. Where adjoining structures are to be kept in place, the demolition limit lines shall be neatly saw-cut. Sections to be removed shall be broken out, and the remaining face shall be chipped back to the saw-cut line. The CONTRACTOR shall do the necessary work to provide the remaining face with a finish compatible with surrounding surfaces (see paragraph 3.10).

E. Demolition equipment shall be dispersed throughout structure, and demolished materials shall be promptly removed to prevent excessive loads on supporting walls, floors or framing.

3.8 BELOW-GRADE DEMOLITION
A. Structures designated on the plans to be demolished shall be removed to the full depth of the structure, including its foundation. Where adjoining structures are to be kept in place, the demolition limit lines shall be neatly saw-cut. Sections to be removed shall be broken out, and the remaining face shall be chipped back to the saw-cut line. The CONTRACTOR shall do all necessary work to provide the remaining face with a finish compatible with surrounding surfaces (see paragraph

3.10).

B. Below-grade areas and voids resulting from demolition of structures shall be completely filled to a minimum compaction of 95%.

C. All fill and compaction shall be in accordance with Section 02200, Earthwork.

D. After fill and compaction, surfaces shall be graded to meet adjacent contours and to provide flow to surface drainage structures, or as indicated.

3.9 DISPOSAL OF DEMOLISHED MATERIALS
A. Demolition and removal of debris shall be conducted to ensure minimum interference with roads, streets, walks, and other adjacent occupied or used facilities, which shall not be closed or obstructed without permission from the OWNER. Alternate routes shall be provided around closed or obstructed traffic ways. All removed material not designated for salvage and all debris shall become the property of the CONTRACTOR.

B. Site debris, rubbish, and other materials resulting from demolition operations shall be removed and disposed of in compliance with all laws and regulations. Burning of removed materials from demolished structures is not permitted.

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Packet Pg. 180 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02050

DEMOLITION
El Centro
Southern Pump Station
July 2023
02050-6 ECB016200

3.10 PATCHING AND REPAIRING
A. The CONTRACTOR shall provide patching, replacing, repairing, and refinishing of damaged areas involved in demolition as necessary to match the existing adjacent surfaces and in compliance with Section 01045, Cutting and Patching.

B. The CONTRACTOR shall repair all damages caused to adjacent facilities by demolition to the satisfaction of the CONSTRUCTION MANAGER, and at no additional cost to the OWNER.

C. After patching and repairing has been completed, the CONTRACTOR shall carefully remove splatters of mortar from adjoining work (plumbing fixtures, trim, tile, and finished metal surfaces) and repair any damage caused by such cleaning operations.

3.11 PAVEMENT REMOVAL
A. All asphalt pavements and concrete pads shall be saw-cut on a neat line at right angles to the curb face.

3.12 EXISTING FACILITIES
A. Disconnection of Utility Services: Existing utility services shall be disconnected at the points necessary to achieve the work indicated in this contract. This includes both ends of every electrical conductor connected to a motor control center, field panel or equipment control station to be abandoned, demolished, or rewired (revised).

B. Removal of Utilities: Remove all existing utilities in structures to be demolished.

Remove all existing conductors from electrical services to be removed from service, abandoned or revised. Remove all exposed portion of electrical conduit removed from service or abandoned and cap open ends of such conduit where they are encased. Existing utilities cannot be removed until replacement utilities have been installed, tested and placed in service.

C. Protection: The CONTRACTOR shall preserve in operating condition, unless otherwise noted, all active utilities, including electrical services. The CONTRACTOR shall repair damage to such utilities caused by work under this contract to the satisfaction of the CONSTRUCTION MANAGER.

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Packet Pg. 181 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02050

DEMOLITION
El Centro
Southern Pump Station
July 2023
02050-7 ECB016200

3.13 SALVAGE
A. The OWNER has the right to salvage any items scheduled for removal. The CONTRACTOR shall notify the CONSTRUCTION MANAGER five (5) days prior to any salvage or demolition work to determine the disposition of items to be removed. The CONSTRUCTION MANAGER will mark items to be salvaged. Such items shall be properly disconnected, removed from their foundations, cleaned and stored at a designated location on the pump station site.

3.14 CLEANING
A. During and upon completion of Work, the CONTRACTOR shall promptly remove unused tools and equipment, surplus materials, rubbish, debris, and dust and shall leave areas affected by the Work in a clean condition in accordance with Section 01700, Contract Closeout.

B. The CONTRACTOR shall clean adjacent structures and facilities of dust, dirt, and debris caused by demolition and return adjacent areas to the condition that existed prior to start of Work.

C. The CONTRACTOR shall clean and sweep the affected portions of roads, streets, sidewalks and passageways daily.
** END OF SECTION **

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Packet Pg. 182 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02100

SITE PREPARATION
El Centro
Southern Pump Station
July 2023
02100-1 ECB016200
SECTION 02100

SITE PREPARATION
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. The CONTRACTOR shall furnish all labor, equipment, materials, and incidentals necessary to prepare the site including clearing, grubbing, stripping, and disposal.

1.2 RELATED SECTIONS
A. The Work of the following Sections applies to the Work of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of this Work.

1. Section 01060, Safety and Health.

2. Section 02050, Demolition.

3. Section 02140, Dewatering.

4. Section 02200, Earthwork.

5. Demolition Plan of drawings

1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Except as otherwise indicated in this Section, the CONTRACTOR shall comply with the latest adopted edition of the Standard Specifications for Public Works Construction (SSPWC) together with the latest adopted editions of the Regional and Supplement Amendments.

1.4 CONTRACTOR SUBMITTALS
A. Before starting the Work, the CONTRACTOR shall have submitted a Storm Water Pollution Prevention Plan in accordance with the requirements of Section 01060, Regulatory Requirements.

B. Before completion of the Work, the CONTRACTOR shall submit an Affidavit of Legal Disposal attesting to the lawful disposal of all materials removed by clearing, grubbing, and stripping.

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Packet Pg. 183 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02100

SITE PREPARATION
El Centro
Southern Pump Station
July 2023
02100-2 ECB016200

1.5 DEFINITIONS
A. The following definitions apply to the Work of this Section:

1. Clearing is defined as cutting trees, shrubs and vegetation, removing fences and posts, removing curbs, pavements, and other improvements to prepare the site for grubbing and stripping.

2. Grubbing is defined as the below grade part of clearing to remove roots, small piping, irrigation systems, etc., to prepare the site for stripping.

3. Stripping is defined as removing a surface layer of soil and organic material, sod, top-soil, and other unsuitable material as defined in Section 02200, Earthwork, to a depth that earthwork can proceed.

PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION

3.1 GENERAL
A. Existing Conditions: The site shall be examined and the CONSTRUCTION MANAGER shall be notified of any conditions that affect the Work of this Section.

B. Utility Interference: Where existing utilities interfere with the Work of this Section, the CONSTRUCTION MANAGER shall be notified of interferences, and notifications to the OWNERS of the affected utilities shall be provided in accordance with SSPWC Part 4.

3.2 CLEARING, GRUBBING, AND STRIPPING
A. Clearing, grubbing and stripping shall comply with the requirements of SSPWC Subsection 300-1 and the following:

1. All construction areas shall be cleared of grass and weeds to at least a depth of 6 inches and cleared of structures, AC, concrete or masonry debris, trees, logs, upturned stumps, loose boulders, and any other objectionable material of any kind which would interfere with the performance or completion of the Work, create a hazard to safety, or impair the Work's subsequent usefulness or obstruct its operation. Loose boulders within 10 feet of the top of cut lines shall be incorporated in landscaping or removed from the site. Trees and other natural vegetation outside the actual lines of construction shall be protected from damage during construction, as directed by the CONSTRUCTION MANAGER.

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Packet Pg. 184 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02100

SITE PREPARATION
El Centro
Southern Pump Station
July 2023
02100-3 ECB016200

2. Within the limits of clearing, the areas below the natural ground surface shall be grubbed to a depth necessary to remove all stumps, roots, buried logs, and all other objectionable material. Septic tanks, drain fields, and connection lines and any other underground structures, debris or waste shall be totally removed if they are found on the site.

3. The entire area to be affected by construction shall be stripped of top soil to a depth to be determined by the CONSTRUCTION MANAGER during construction as successive 6-inch layers are removed to expose the underlying material. If the exposed material contains organic or other material not suitable for use as part of the earthwork in accordance with Section 02200, Earthwork, additional layers of material shall be removed, down to as much as 2.5 feet below the existing ground contours, until all the topsoil is removed.

4. Unless otherwise indicated, trees larger than 3 inches in diameter at the base shall not be removed without the CONSTRUCTION MANAGER's approval.

The removal of any trees, shrubs, fences, or other improvements outside of rights-of-way as deemed necessary, shall be arranged with the property owner and be removed and replaced at no increased cost to the OWNER.

5. Except in areas to be excavated, stump holes and other holes resulting from the Work shall be backfilled with suitable material in accordance with Section 02200, Earthwork.

6. Removal and disposal of all waste materials shall be as indicated in SSPWC Subsection 300-1.3.

7. Interfering low hanging branches and unsound or unsightly branches on trees or shrubs to remain, shall be removed as directed, but only after the CONSTRUCTION MANAGER has visited the site and provided written instructions.

8. Project site maintenance shall conform to SSPWC Subsection 3-12. ** END OF SECTION **

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Packet Pg. 185 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
Southern Pump Station
July 2023
02140-1 ECB016200
Section 02140

DEWATERING
SECTION 02140

DEWATERING
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. The CONTRACTOR provide all labor, equipment, materials, and incidentals to perform site dewatering necessary to lower and control groundwater levels and hydrostatic pressures to allow excavation and construction to be performed properly under dry conditions. This Section includes materials, installation, maintenance, operation, and removal of temporary dewatering systems.

B. Dewatering operations shall be adequate to assure the integrity of the finished project. The responsibility for conducting the dewatering operation in a manner which will protect adjacent structures and facilities rests solely with the CONTRACTOR. The cost of repairing any damage to adjacent structures and restoration of facilities shall be the responsibility of the CONTRACTOR and at no additional cost to the OWNER.

1.2 RELATED SECTIONS
A. The Work of the following Section applies to the Work of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of this Work.

1. Section 01300, Submittals.

2. Section 02160, Excavation Support Systems.

3. Section 02200, Earthwork.

4. Section 02210, Excavation, Backfilling and Compaction for Utilities and Pipelines.

B. CONTRACTOR shall refer to Soils Report for project: “Report of Preliminary Geotechnical Investigation, Southern Regional Pump Station, El Centro CA” by Geotechnics, 09 March 2007, Document No. 06-1009.

C. CONTRACTOR shall refer to “Dewatering Evaluation and Geotechnical Engineering Support Southern Pump Station, El Centro, California” by AECOM prepared for Niklaus Engineering, 22 November 2022, attached as Appedix H to these specifications..

1. CONTRACTOR shall refer to Table 3 – Slug Testing Summary for soil hydraulic conductivity values, K, determined from slug tests.

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Packet Pg. 186 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
Southern Pump Station
July 2023
02140-2 ECB016200
Section 02140

DEWATERING

1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Except as otherwise indicated in this Section, the CONTRACTOR shall comply with the latest adopted edition of the Standard Specifications for Public Works Construction (SSPWC) together with the latest adopted editions of the Regional and Supplement Amendments.

B The CONTRACTOR shall comply with the current requirements of the State Water Resources Control Board (Statewide General Requirements (WDRs) for discharges to land with a low threat to water quality), requirements of the Industrial Users Discharge Permit, and/or other discharge permits, as applicable. The CONTRACTOR shall obtain any and all necessary discharge permits at no additional cost to the OWNER. The CONTRACTOR shall pay for any noncompliance fees associated with permits if found to be in violation of said permits requirements.

1.4 CONTRACTOR SUBMITTALS
A. The following shall be submitted in compliance with Section 01300, Submittals:

1. A copy of this specification section, with addendum updates included, and all referenced and applicable sections, with addendum updates included, with each paragraph check-marked to indicate specification compliance or marked to indicate requested deviations from specification requirements. Check marks () shall denote full compliance with a paragraph as a whole. If deviations from the specifications are indicated, and therefore requested by the CONTRACTOR, each deviation shall be underlined and denoted by a number in the margin to the right of the identified paragraph, referenced to a detailed written explanation of the reasons for requesting the deviation. The remaining portions of the paragraph not underlined will signify compliance on the part of the CONTRACTOR with the specifications. The CONSTRUCTION MANAGER shall determine the acceptability of requested deviations. Failure to include a copy of the marked-up specification sections, along with justification(s) for any requested deviations to the specification requirements, with the submittal shall be sufficient cause for rejection of the entire submittal with no further consideration.

2. Before starting excavation, the CONTRACTOR shall submit shop drawings, including plans and calculations, schedule, and description of the dewatering of excavations. The shop drawings shall include: the proposed type of dewatering system; the arrangement, location, and depths of system components; a complete description of the equipment and instrumentation to be used, with installation, operation and maintenance procedures; a description of the CONTRACTOR’s means and methods for measuring groundwater levels and piezometric water levels; and the methods for disposal of dewatering effluent.

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Section 02140

DEWATERING
All plans and calculations shall be signed and stamped by a Professional Engineer Registered in CA.

3. Before starting excavation, the CONTRACTOR shall submit copies of well installation permits.

4. Before starting excavation, the CONTRACTOR shall submit copies of its Regional Water Quality Control Board permit for dewatering discharges to the storm drain system, as applicable.

5. Before starting excavation, the CONTRACTOR shall submit a proof of approval from any other agency requiring dewatering plan approval, such as the Union Pacific Railroad (UPRR), as applicable.

6. The CONTRACTOR shall submit copies of well destruction permits, as applicable
B. The CONTRACTOR shall submit a daily report that includes the following information:

1. Groundwater levels and piezometric water levels in observation wells (if any).

2. Changes in elevation of reference points as stated in subparagraph 1.5C to detect settlement in adjacent structures.

3. The average dewatering flow rate.

4. Water quality testing results as required by the Regional Water Quality Control Board and City of El Centro Wastewater Department, as applicable.

1.5 QUALITY ASSURANCE
A. The CONTRACTOR shall conduct a demonstration of its proposed system and shall provide verification that adequate personnel, materials, and equipment are available.

B. The CONTRACTOR shall maintain adequate control to ensure that the stability of excavated and constructed slopes is not adversely affected by water, that erosion is controlled, and that flooding of excavations or damage to structures does not occur.

C. Where critical structures or facilities exist immediately adjacent to areas of proposed dewatering, the CONTRACTOR shall establish reference points and shall observe the reference points at frequent intervals to detect any settlement which may occur.

D. The CONTRACTOR shall be or employ a specialty dewatering contractor with a minimum of 5 years’ experience in the field of dewatering system design, installation, operation, and maintenance. The design of the dewatering system shall be prepared and signed by a Civil Engineer or Geologist who is registered in the State of California.

PART 2 - PRODUCTS

2.1 MATERIALS AND EQUIPMENT

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Section 02140

DEWATERING
A. Dewatering, where indicated, includes well points, deep cased wells with submersible pumps, sump pumps, temporary pipelines for water disposal, rock or gravel placement, observation wells, and other means including standby pumping equipment maintained on the jobsite continuously.

D. The CONTRACTOR shall provide piezometers for monitoring groundwater levels, prior & during dewatering operations. The CONTRACTOR shall provide other instruments and measuring devices as required. The CONSTRUCTION MANAGER may direct at their sole discretion, installation of additional piezometers. This shall be at no additional cost to the OWNER.

PART 3 - EXECUTION

3.1 GENERAL REQUIREMENTS
A. The CONTRACTOR is responsible for obtaining a permit for temporary construction dewatering. A permit is required from the Regional Water Quality Control Board for any discharge of groundwater to the storm drain system. The CONTRACTOR shall comply with the current requirements of the State Water Resources Control Board and Industrial Users Discharge Permit requirements, as applicable. Before starting dewatering operations, the CONTRACTOR shall obtain authorization, as required, for the disposal of groundwater. The CONTRACTOR shall comply with all applicable sampling, testing, monitoring, and reporting requirements. The CONTRACTOR shall obtain any and all necessary discharge permits at no additional cost to the OWNER. The CONTRACTOR shall pay for any noncompliance fees associated with permits if found to be in violation of said permits requirements.

B. The CONTRACTOR shall maintain an adequate system to lower and control the groundwater to permit excavation, construction of structures, and placement of fill materials specified to be performed under dry conditions. The CONSTRUCTION MANAGER, at their sole discretion, may require the groundwater level be additionally lowered. One hundred percent standby pumping capacity shall be available on-site at all times and shall be connected to the dewatering system piping to permit immediate use. In addition, standby ancillary equipment and appliances for all ordinary emergencies, and competent workmen for operation and maintenance of all dewatering equipment shall be on site at all times. Standby equipment shall include emergency power generation and automatic switchover to the emergency generator when normal power fails. Dewatering systems shall not be shut down between shifts, on holidays, on weekends, or during Work stoppages. The CONTRACTOR shall control surface water to prevent entry into excavations. At each excavation a sufficient number of temporary observation wells to continuously check the groundwater level shall be provided. Dewatering shall be continued until the structure, pipeline or facility has been completed and backfilled.

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Section 02140

DEWATERING
C. Sufficient dewatering equipment shall be installed to pre-drain the water-bearing strata below the bottom of foundations, drains, sewers, pipelines and other excavations.

D. The hydrostatic head in water-bearing strata below foundations, drains, sewers, water pipelines and trenches and other excavations shall be reduced to ensure that the water level and piezometric water levels are below the excavation surface at all times.

1. The piezometric water level shall be maintained at all times a minimum of 3 feet below the excavation surface.

E. The system shall be placed into operation before excavation below groundwater level is started. The system shall be operated continuously 24 hours a day, 7 days a week until pipelines, drains, sewers and structures have been constructed, structures have been waterproofed or damp-proofed, fill and backfill materials have been placed, and dewatering is no longer required.

F. The site shall be graded to facilitate drainage and runoff shall be diverted from the excavations. Surface runoff shall be collected in shallow ditches around the perimeter of the excavations, drained to sumps, and pumped or drained by gravity away from the excavations.

G. Dewatering shall at all times be conducted to preserve the undisturbed bearing capacity of the subgrade soils at proposed bottom of excavation.

H. If foundation soils are disturbed or loosened by the upward seepage of water or an uncontrolled flow of water, the affected areas shall be excavated and replaced with drain rock or approved materials at no additional cost to the OWNER.

I. Flotation of structures and facilities shall be prevented by maintaining a positive and continuous removal of water.

J. If well points or wells are used, they shall be adequately spaced to provide the necessary dewatering and shall be sandpacked and/or other means shall be used to prevent pumping of fine sands or silts from the subsurface. A continuous check shall be maintained to ensure that the subsurface soil is not being removed by the dewatering operation. If the discharge is shown to contain fines, sands, silts or subsurface soil, the CONTRACTOR must take immediate steps to remedy the situation. The CONTRACTOR is solely responsible for any settlement due to the removal of soils thru dewatering.

K. Water and debris shall be disposed of in a suitable manner in compliance with permit requirements and SSPWC Subsection 306-3.3, without damage to adjacent property.

No water shall be drained into work built or under construction. Before disposal, water shall be treated in accordance with permit requirements. Before disposal, water shall be filtered to remove sand and fine-sized soil particles.

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Section 02140

DEWATERING
L. The release of groundwater to its original level shall be performed in a manner that avoids disturbance of natural foundation soils, prevents disturbance of compacted backfill, and prevents flotation or movement of structures and pipelines, and in accordance with all regulations and permit requirements.

** END OF SECTION **

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Packet Pg. 191 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02160

EVACUATION SUPPORT SYSTEMS
El Centro
Southern Pump Station
July 2023
02160-7 ECB016200
SECTION 02160

EXCAVATION SUPPORT SYSTEMS
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. The CONTRACTOR shall provide all labor, equipment, materials and incidentals to support temporary open excavations by means of sheet pilings, soldier piles and lagging, structural steel walls and struts, liner plates, timber, trench shields, or boxes, and man-hole shields or boxes. The CONTRACTOR shall be responsible for the design and selection of methods in conformance with the design criteria as specified herein.

B. The Work of this Section applies to temporary excavation support systems for demolition, construction of underground structures, installation of buried pipelines, and as required by applicable laws and regulations.

C. The CONTRACTOR shall be responsible for obtaining necessary geotechnical data to be used for selection of methods. The “Report of Preliminary Geotechnical Investigation, Southern Regional Pump Station, El Centro, California, May 9 2007,” prepared by Geotechnics, Inc., is for reference only.

D. The CONTRACTOR shall refer to “Dewatering Evaluation and Geotechnical Engineering Support Southern Pump Station, El Centro, California” by AECOM prepared for Niklaus Engineering, 22 November 2022.

1.2 RELATED SECTIONS
A. The Work of the following Sections applies to the Work of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of this Work:

1. Section 01300, Submittals.

2. Section 02140, Dewatering.

3. Section 02200, Earthwork.

4. Section 02210 Excavation, Backfilling, and Compaction for Utilities and Pipelines

5. Section 02220 Excavation, Backfilling and Compaction for Structures

6. Section 03300, Cast-in-Place Concrete.

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1.3 STANDARD SPECIFICATIONS
A. Except as otherwise indicated in this Section, the CONTRACTOR shall comply with the Standard Specifications for Public Works Construction (SSPWC) together with the latest adopted editions of the Regional and Supplement Amendments.

1.4 SPECIFICATIONS AND STANDARDS
A. Except as otherwise indicated, the current editions of the following apply to the Work of this Section:

1. ASTM A 36 Structural Steel.

2. ASTM A 328 Steel Sheet Piling.

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

4. UBC Chap. 25 Wood.

5. WCLIB Grading Rules.

6. WWPA Grading Rules.

7. AISC Manual of Steel Construction.

1.5 CONTRACTOR SUBMITTALS
A. The following shall be submitted in compliance with Section 01300:

1. A copy of this specification section, with addendum updates included, and all referenced and applicable sections, with addendum updates included, with each paragraph check-marked to indicate specification compliance or marked to indicate requested deviations from specification requirements. Check marks () shall denote full compliance with a paragraph as a whole. If deviations from the specifications are indicated, and therefore requested by the CONTRACTOR, each deviation shall be underlined and denoted by a number in the margin to the right of the identified paragraph, referenced to a detailed written explanation of the reasons for requesting the deviation. The remaining portions of the paragraph not underlined will signify compliance on the part of the CONTRACTOR with the specifications. The CONSTRUCTION MANAGER shall be the final authority for determining acceptability of requested deviations Failure to include a copy of the marked-up specification sections, along with justification(s) for any requested deviations to the specification requirements, with the submittal shall be sufficient cause for rejection of the entire submittal with no further consideration.

2. The proposed excavation support system for each construction component where excavation support systems will be used.

3. Shoring Design plans and details for each excavation support system, supporting design calculations, dewatering plans, and construction methods to be used for the installation of each system. All plans and calculations shall be signed and stamped by a Professional Engineer Registered in CA.

4. Installation methods, connection details, bracing preloading, and jacking procedures for all excavation support elements. The submittal shall specifically include a discussion of installation procedures used to prevent damage to

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excavation support elements due to installation in the very dense soil and rock conditions expected in some areas.

5. Depths below the main excavation bottom elevation to which the support system will be installed.

6. Elevations of ground surface, struts, and shores, as applicable.

7. Permissible depth to which excavation may be carried before supports must be installed and preloaded.

8. Full excavation depth load to be carried by various support system members.

9. Bracing loads for various stages of excavation, bracing removal, and concrete placement.

10. Preloads as required.

11. Proposed sequence of strut and shore removal as applicable and as related to concrete placement and backfilling operations.

12. Prior to commencing work involving excavation support systems, the CONTRACTOR shall file with the CONSTRUCTION MANAGER for record six (6) copies of herein specified design drawings and supporting calculations and data as accepted by CAL/OSHA. Submittals for excavation support systems shall be submitted for record purposes only.

13. Prior to commencing WORK involving excavation support systems, the CONTRACTOR shall submit a proof of approval from any other agency requiring excavation support systems approval, such as the Union Pacific Railroad (UPRR), as applicable.

B. The above Shop Drawings shall be coordinated with other shop drawing submittals for work specified elsewhere in which support of excavation is required.

C. The proposed method of installing sheet piling if used, including sequence of installation, template, and equipment description.

D. Contingency plan for alternative procedures to be implemented if the excavation support system is found to perform unfavorably.

1.6 QUALITY ASSURANCE
A. Support of excavation shall be designed, and Shop Drawings and calculations signed, by a Professional Engineer, licensed to practice in the State of California and experienced in the design of excavation support systems. All design drawings and calculations shall be checked and initialed by a checker. The Professional Engineer shall maintain professional liability insurance, and provide documentation of the insurance to the CONSTRUCTION MANAGER.

1. Excavation support systems shall conform to the requirements of California Code of Regulations, Title 8, Division 1, Chapter 4.

2. Excavation support systems shall conform to the requirements of Section 6705, California Labor Code, Shoring and Bracing.

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1.7 DESIGN CRITERIA
A. In addition to the safety requirements of OSHA and CLC 6705, Shop Drawings with supporting calculations for the various excavation support systems shall be prepared in accordance with the following criteria:

1. Design the excavation support system and all components to support the earth pressures, unrelieved hydrostatic pressures, utility loads, equipment, traffic, and construction loads including impact, and other surcharge loads in such manner as will allow the safe and expeditious construction of the permanent structures, to minimize ground movement or settlement, and to prevent damage to or movement of adjacent buildings, structures, roadways and utilities.

2. Design support members to resist the maximum loads expected to occur during the excavation and support removal stages.

3. Design for staged removal shall conform to construction concrete placement, and backfill sequence. Design shall consider provisions for future construction, and limits on bracing level elevations as shown on the CONTRACTOR’s plans.

4. If unexpected running sand and silt is encountered, provide positive means for securing timber lagging to the soldier piles to avoid shifting or falling off of the lagging, and positive means for containing such material behind lagging, then discontinue excavation until dewatering is improved to reduce hydrostatic pressures. In general running sand is to be controlled by reduction of hydrostatic pressures by dewatering.

5. Acceptance of the CONTRACTOR's Shop Drawings and methods of construction by the CONSTRUCTION MANAGER does not relieve the CONTRACTOR of responsibility for the adequacy of the excavation support systems.

6. No portion of the excavation support system's vertical face will be permitted to penetrate the design lines as indicated on the Drawings for the permanent concrete structure to be constructed within the excavation.

7. Vertical support capacity shall be provided for wall systems and internal bracing elements, for loads due to vertical force components of tieback anchors, the weight of the structural systems themselves, and live load on any portion of the system.

B. Timber Support Systems and Members:

1. Basis for determination of minimum allowable working stress: UBC Chapter

25. 2. The minimum thickness of timber lagging between soldier piles spaced 5 to 7 feet center-to-center shall be 3 inches for excavations up to 25 feet in depth, and 4 inches for excavations deeper than 25 feet.

3. Design calculations shall be submitted for all conditions and types of lagging.

The above minimum requirements do not relieve the CONTRACTOR of the responsibility to provide a safe and stable excavation.

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C. Tie-Back Anchors

1. The CONTRACTOR shall secure all necessary easements for the use of tieback anchors. The OWNER does not guarantee that easements for tied back anchors will be available.

1.8 SAFETY
A. The CONTRACTOR shall maintain a safe work environment at all times. The CONTRACTOR shall comply with all applicable laws and regulations as required, to provide temporary excavation support systems for demolition, construction of underground structures, and installation of buried pipelines.

1.9 PROJECT CONDITIONS
A. Utility agencies shall be notified and caution exercised while exposing utility facilities by hand or other methods approved by utility owner.

B. If existing utility facilities interfere with the proposed method of support, the method shall be modified in a manner that will protect the facility and accommodate the proposed Work. Shop Drawings shall be revised and resubmitted along with design calculations required to account for the modified support method and to show the actual location of the existing utilities.

C. Provisions shall be made for contingencies as follows:

1. Monitor performance of support system components, for both vertical and horizontal movement, at regular intervals not to exceed 3 days unless stable conditions can be documented. Monitoring may be performed weekly if the results of performance monitoring indicate stable conditions and the CONSTRUCTION MANAGER concurs that monitoring frequency can be reduced.

2. Provide contingency plan for alternative procedures to be implemented if unfavorable performance is evidenced.

3. Keep on hand materials and equipment necessary to implement contingency plan.

D. Elements of the support system shall not be spliced unless approved by the CONSTRUCTION MANAGER.

PART 2 - PRODUCTS

2.1 MATERIALS
A. Steel sheet piling shall be continuous interlocking type ASTM A 328 of appropriate shape and provided with at least one 2-1/2-inch-diameter handling hole on the

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centerline of the web located at least 6 inches from each end of the sheet pile.

B. Fabricated connections and accessories, steel H-piles, WF shapes, and other structural steel shall conform to the requirements of ASTM A 36, unless otherwise approved.

C. Concrete shall be as specified in Section 03300.

1. For encasement of steel soldier piles below the final level of excavation, 2,500 psi compressive strength concrete shall be used.

2. For encasement of soldier piles above the final level of excavation, lean concrete shall be used, the strength of which shall be approved by CONTRACTOR’s design engineer and adequate to protect the excavated faces of the augured hole.

D. Wood lagging shall be dimension lumber with minimum allowable stress of 1100 psi.

1. The stress grade of the lagging shall be in conformance with the allowable stresses of the UBC, Chapter 25.

2. Lumber shall be grade marked by WWPA or WCLIB with species and grade conforming with those shown on approved Shop Drawings.

3. Lumber used in contact with ground water shall be treated with water-borne preservatives. Preservatives shall be limited to: Creosote or creosote solutions, Pentachlorphenol, Ammoniacal Copper Arsenate, and Chromated Copper Arsenate, as specified in SSPWC Section 204-2.

PART 3 - EXECUTION

3.1 GENERAL
A. The support system shall extend the main excavation bottom elevation to a depth adequate to prevent lateral movement and to adequately support applied vertical loads. In areas where additional excavation is required below the main excavation subgrade provisions shall be made to prevent movement of main excavation supports.

Damage to existing utilities during installation of excavation support system shall be avoided.

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B. Water control measures shall be provided in accordance with the requirements specified in Section 02140, Dewatering.

3.2 SOLDER PILES
A. Solder piles shall be installed by preboring or other approved pre-excavation methods to tip elevation shown on approved Shop Drawings. Prevent prebored or other pre-excavated holes from collapsing.

B. Prebored hole shall be filled with lean concrete from bottom of hole to subgrade dependent upon analysis of vertical support requirements.

C. Remaining pile length shall be filled with lean concrete, completely encasing the pile.

D. Concrete shall be placed from the bottom of the hole upwards by means of a flexible pipe connected to a hopper.

3.3 SHEETING AND LAGGING
A. Sheeting and lagging shall be installed with no gap between the boards unless specifically approved. As installation progresses, the voids between the excavation face and the lagging or sheeting shall be backfilled with sand or soil rammed into place. Materials such as hay or burlap shall be used where necessary to allow drainage of groundwater without loss of soil or packing material. If gaps in the lagging are allowed, the gap width between lagging boards shall be limited to 1/2 inch maximum.

B. If unstable material is encountered, suitable measures shall be taken to retain it in place or to otherwise prevent soil displacement.

C. Extend lagging down to final subgrade.

D. A sufficient quantity of material shall be on hand for sheeting, shoring, bracing, and other operations for protection of work and for use in case of accident or emergency.

3.4 STEEL SHEET PILING
A. Steel sheet piling may be used only where existing subsurface conditions are suitable for installation of sheet piling to the full depth of penetration required, and to proper alignment and plumb, specified herein, without damage to the sheet piling or rupture of its interlocks. The use of steel sheet piling will not be permitted where sheeting would be required to penetrate boulders, rock or other materials that may prevent the proper installation of sheet piling.

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B. Steel sheet piling shall be installed in plumb position with each pile interlocked with adjoining piles for its entire length so as to form a continuous diaphragm throughout the length of each run of wall, bearing tightly against original ground. Install sheeting to depth required for design. Exercise care during installation so that interlocking members can be extracted, if required, without injury to adjacent ground.

The installation equipment shall be suitable to the type and nature of the subsurface materials anticipated to be encountered. The equipment, and methods of installation, cutting, and splicing shall conform to the approved Shop Drawings.

3.5 INTERNAL BRACING SUPPORT SYSTEM
A. All bracing support members shall be installed and maintained in tight contact with each other and with the surface being supported.

B. Bracing members shall be preloaded by jacking the struts and shores in accordance with loads, methods, procedures, and sequence as described on the approved Shop Drawings. Coordinate excavation work with bracing installation and preloading. Use steel shims and steel wedges welded or bolted in place to maintain the preloading force in the bracing after release of the jacking equipment pressure. Use procedures so as to produce uniform bracing member loading without appreciable eccentricities, overstressing, or support member distortion.

C. Struts shall be provided with intermediate bracing as needed to enable them to carry their maximum design load without distortion or buckling. Provide diagonal bracing as necessary to maintain the stability of the system. Web stiffeners, plates, or angles shall be provided as needed to prevent rotation, crippling, or buckling of connectors at points of bearing between structural steel members. Allow for eccentricities resulting from field fabrication and assembly.

D. Excavations shall be to a depth no more than 2 feet below the elevation of the support member about to be placed. The support member shall be installed and preloaded immediately after installation and prior to continuing excavation.

3.6 REMOVAL OF SUPPORT SYSTEMS
A. Where removal is required wholly or in part, such removal shall be performed in a manner that will not disturb or damage adjacent new or existing construction or utilities. Fill all voids immediately with lean concrete, or by other approved means.

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B. All elements of support systems shall be removed to a minimum depth of 6 feet below final ground surface. However, when a structure poured against the sheeting system extends above the 6-foot limit, removal of the sheeting system shall be to the top of the structure.

C. All damage to property resulting from removal shall be promptly repaired at no cost to the OWNER. The CONSTRUCTION MANAGER shall be the sole judge as to the extent and determination of the materials and methods for repair. ** END OF SECTION **

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Packet Pg. 200 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02200

EARTHWORK
El Centro
Southern Pump Station
July 2023
02200-1 ECB016200
SECTION 02200

EARTHWORK
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. The CONTRACTOR shall provide all labor, equipment, materials and incidentals to perform all earthwork required for construction of the Work as shown on the plans and as specified herein. Work includes the loosening, removing, loading, transporting, depositing, and compacting all soil, rock, and other earth materials, wet and dry. The CONTRACTOR shall comply with all local, state, and federal safety and health standards, laws and regulations.

B. The CONTRACTOR shall refer to Sections 02210 and 02220 for excavations for pipelines and structures, respectively.

1.2 DEFINITIONS
A. Fill material is defined as material used to raise the level of a portion of the site to the line and grade indicated.

B. Backfill material is defined as material used to refill an excavation. Backfill material is defined as starting 1 foot above the top of the pipe or conduit, or at the subgrade for cast-in-place structures such as vaults and valve boxes.

1.3 RELATED SECTIONS
A. The Work of the following Sections applies to the Work of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of this Work:

1. Section 01300, Submittals.

2. Section 02100, Site Preparation.

3. Section 02140, Dewatering.

4. Section 02210, Excavation, Backfilling and Compaction for Utilities and Pipelines.

5. Section 02220, Excavation, Backfilling and Compaction for Structures.

6. Section 03300, Cast-in-Place Concrete.

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Southern Pump Station
July 2023
02200-2 ECB016200
B. CONTRACTOR shall refer to Soils Report for project: “Report of Preliminary Geotechnical Investigation, Southern Regional Pump Station, El Centro CA” by Geotechnics, 09 March 2007, Document No. 06-1009.

C. The CONTRACTOR shall refer to “Dewatering Evaluation and Geotechnical Engineering Support Southern Pump Station, El Centro, California” by AECOM prepared for Niklaus Engineering, 22 November 2022.

1.4 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Except as otherwise indicated in this Section, the CONTRACTOR shall comply with the latest adopted edition of the Standard Specifications for Public Works Construction (SSPWC) together with the latest adopted editions of the Regional and Supplement Amendments.

B. The Work of this Section shall comply with current versions, with revisions, of the following:

1. California Building Code.

2. Construction Safety Orders, Division of Industrial Safety, State of California.

3. California Department of Transportation Traffic Manual.

1.5 CONTRACTOR SUBMITTALS
A. The CONTRACTOR shall submit the following in compliance with Section 01300, Submittals:
1 . A copy of this specification section, with addendum updates included, and all referenced and applicable sections, with addendum updates included, with each paragraph check-marked to indicate specification compliance or marked to indicate requested deviations from specification requirements. Check marks () shall denote full compliance with a paragraph as a whole. If deviations from the specifications are indicated, and therefore requested by the CONTRACTOR, each deviation shall be underlined and denoted by a number in the margin to the right of the identified paragraph, referenced to a detailed written explanation of the reasons for requesting the deviation. The remaining portions of the paragraph not underlined will signify compliance on the part of the CONTRACTOR with the specifications. The CONSTRUCTION MANAGER shall be the final authority for determining acceptability of requested deviations. Failure to include a copy of the marked-up specification sections, along with justification(s) for any requested deviations to the specification requirements, with the submittal shall be sufficient cause for rejection of the entire submittal with no further consideration.

3. The CONTRACTOR's detailed plan showing the design and calculations for all shoring, bracing, sloping of the sides of excavation, or other provisions for

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EARTHWORK
El Centro
Southern Pump Station
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worker protection against the hazard of caving ground during the excavation of trenches or structure excavation. The CONTRACTOR’s detailed plan shall include a description of the methods, schedule and equipment, including trench shields, to be used for earthwork operations. The CONTRACTOR’S plan shall identify the locations of temporary soil stockpiles. The CONTRACTOR’s detailed plan shall be submitted before starting any trench or structure excavation 5-feet deep or over. The CONTRACTOR shall be in possession of the OWNER's written acceptance of the detailed plan before starting any trench or structure excavation 5-feet deep or over. If the CONTRACTOR’s detailed plan varies from the shoring system established in the Construction Safety Orders of the State of California, the CONTRACTOR’s detailed plan shall be prepared and signed by a civil or structural engineer licensed in the State of California.

3. A copy of the excavation permit issued by the California Department of Industrial Safety.

4. Samples of imported material in accordance with SSPWC Subsection 306-

1.3.7. 5. Such other samples of materials as the CONSTRUCTION MANAGER may require.

6. An agricultural soil evaluation about the suitability of proposed topsoil.

PART 2 - PRODUCTS

2.1 FILL AND BACKFILL MATERIALS
A. General: Fill and backfill material shall consist of select material obtained from the excavation, imported material, bedding material, or unclassified material. The CONTRACTOR shall import, at his own expense, materials in excess of the approved material obtained from excavation as required to complete the fill, backfill, and grading Work as indicated.

B. Select Material: Select material shall consist of primarily granular material obtained from the excavation which is free of vegetation, organic matter, rubbish, debris, rocks larger than 4 inches in diameter and other unsuitable material, has an expansion index less than 30 (less than 20 for footings and floor slabs), has a plasticity index of 10 or less, has a liquid limit of 30 or less, and is approved as select material by the CONSTRUCTION MANAGER.

C. Imported Material: Imported material shall conform to the same specifications as select material defined above. In addition, the imported materials shall comply with SSPWC subsection 306-1.3.7. Imported material placed in areas to be planted shall be able to support normal plant growth. The CONTRACTOR shall obtain approval by the CONSTRUCTION MANAGER before transporting imported material.

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July 2023
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D. Unclassified Material: Unclassified material shall conform to SSPWC Subsection 300-4.

E. Structural Backfill: Structural backfill shall be pursuant to the “Report of Preliminary Geotechnical Investigation, Southern Regional Pump Station, El Centro CA” by Geotechnics, Inc., dated 09 March, 2007.

F. Excavation Beneath Structures: Excavation beneath the Control building shall include removal of undocumented fill and underlying Lacustrine deposits to approximately 4’ depth. Removal should extend horizontally at least 5’ beyond building foundation. The material shall be replaced with compacted non-expansive fill.

Unless shown otherwise, other excavation under the structures shall extend 12 inches below the bottom of the slab and/or foundation. Immediately after reaching the final excavation subgrade, a “working mat” consisting of a one-foot thick layer of compacted structural backfill, as described in Part 2.1.E shall be placed over the subgrade. The backfill shall be rolled with heavy compaction equipment to 95 percent of maximum dry density, and provide a reasonably smooth surface for construction of the structures. In areas where the foundation excavation extends below groundwater or subgrade is saturated and yielding, the CONTRACTOR may substitute the “working mat” of structural backfill with a one to two foot thick layer of ¾-inch crushed rock in accordance with SSPWC Subsection 200-1.2.1. The crushed rock shall be rolled with at least four passes of heavy compaction equipment. The crushed rock layer over the excavation subgrade shall be lined and wrapped with a non-woven geotextile.

2.2 ROCK PRODUCTS
A. Rock products, consisting of crushed rock, rock dust, gravel, sand, and stone for riprap shall be clean, hard, sound, durable, uniform in quality and free of disintegrated material, organic matter, oil, alkali, or other deleterious substance, and shall unless otherwise specified conform to the requirements of SSPWC Subsection 200-1, including the Regional and Supplement Amendments.

2.3 UNTREATED BASE MATERIALS
A. Untreated base materials shall conform to the requirements of SSPWC Subsection 200-2.

B. Materials for use as untreated base or subbase shall be:

1. Crushed Aggregate Base.

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July 2023
02200-5 ECB016200

2.4 TOPSOIL
A. Topsoil shall be designated as Class A (imported), and shall conform to the requirements of SSPWC Subsection 212-1.1. The CONTRACTOR shall submit an agricultural soil evaluation regarding the suitability of the proposed topsoil.

PART 3 - EXECUTION

3.1 GENERAL
A. The CONTRACTOR shall perform earthwork as necessary to complete the Work as shown on the Contract Drawings and specified herein. The CONTRACTOR shall take the necessary precautionary measures to prevent dust or other nuisances which might be created by reason of his activities. The necessary precautionary measures shall conform to the requirements of SSPWC Subsection 7-8. The requirements specified in Subsection 7-8 shall be extended to include paved surfaces.

B. All types of earthwork, including trench, structural and general excavation, fill, backfill and compaction, shall conform to applicable requirements of the SSPWC Section 300 and to the requirements specified herein.

C. Pursuant to California Code of Regulations, Title 8, Section 1541, the CONTRACTOR shall notify the Regional Notification Center and known owners of underground facilities in the area who are not members of the Regional Notification Center of the proposed excavation at least two working days before the start of excavation.

3.2 SITE PREPARATION
A. Areas to be excavated, filled, graded, or to be occupied by permanent construction or embankments shall be prepared by clearing, grubbing, and stripping. Clearing, grubbing, and stripping shall conform to the applicable requirements of SSPWC Subsection 300-1 and Section 02100. The CONTRACTOR shall provide for a Storm Water Pollution Prevention Plan in accordance with the requirements of Section 01060, Regulatory Requirements.

3.3 EXCAVATION
A. General: Except when specifically provided to the contrary, excavation shall include the removal of all materials of whatever nature encountered, including all obstructions of any nature that would interfere with the proper execution and

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July 2023
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completion of the work. Unless otherwise directed, the removal of said materials shall conform to the lines and grades shown. Unless otherwise provided, the entire construction site shall be stripped of all vegetation and debris, and such material shall be removed from the site prior to performing any excavation or placing any fill. The CONTRACTOR shall furnish, place, and maintain all supports and shoring that may be required for the sides of the excavations, and all pumping, ditching, or other measures for the removal or exclusion of water as required by Section 02140, Dewatering. Excavations shall be sloped or otherwise supported in a safe manner in accordance with the rules, orders, and regulations of the Division of Industrial Safety of the State of California.

B. Unclassified Excavation: Unclassified excavation shall consist of all excavation, including roadways, unless separately designated.

1. Unsuitable material shall be excavated and disposed of in accordance with the requirements of SSPWC Subsection 300-2.2.

2. Wet material, if unsatisfactory for the specified use on the project solely because of high moisture content, may be processed to reduce the moisture content, or may be required to be removed and replaced with suitable material in accordance with the requirements of SSPWC Subsection 300-2.2.2.

3. The removal and disposal of slide and slipout material shall be in accordance with SSPWC Subsection 300-2.4.

4. Excavation slopes shall be finished in conformance with the lines and grades shown, and in accordance with SSPWC Subsection 300-2.5.

5. Surplus material shall be disposed of off-site, and in accordance with SSPWC Subsection 300-2.6.

C. Structure Excavation: See Section 02220, Excavation, Backfilling and Compaction for Structures.

D. Pipeline and Utility Excavation: See Section 02210, Excavation, Backfilling and Compaction for Utilities and Pipelines.

E. Excavation in Lawn Areas:

1. Where excavation occurs in lawn areas, the sod shall be carefully removed and stockpiled to preserve it for replacement. Excavated material may be placed on the lawn; provided, that a drop cloth or other suitable method is employed to protect the lawn from damage. The lawn shall not remain covered for more than 72 hours. Immediately after completion of backfilling, the sod shall be replaced in a manner so as to restore the lawn as near as possible to its original condition. CONTRACTOR shall provide new sod if removed sod has remained stockpiled for more than 72 hours.

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2. The CONTRACTOR shall restore the lawn irrigation system removed or damaged due to excavation operations to a condition equal to the previous condition.

F. Excavation in Vicinity of Trees: Except where trees are shown to be removed, trees shall be protected from injury during construction operations. No tree roots over 2 inches in diameter shall be cut without written permission of the CONSTRUCTION MANAGER. Trees shall be supported during excavation by means previously reviewed and accepted by the CONSTRUCTION MANAGER.

G Rock Excavation:

1. Rock excavation shall include removal and disposal of the following: (1) all boulders measuring 1/3 of a cubic yard or more in volume; (2) all rock material in ledges, bedding deposits, and unstratified masses which cannot be removed without systematic drilling and blasting; (3) concrete or masonry structures which have been abandoned; and (4) conglomerate deposits which are so firmly cemented that they possess the characteristics of solid rock and which cannot be removed without systematic drilling and blasting.

2. Rock excavation shall be performed by the CONTRACTOR, however, should the quantity of rock excavation be affected by any change in the scope of the Work, an appropriate adjustment of the contract price will be made.

3.4 FILL AND BACKFILL
A. General:

1. Fill and backfill shall be placed in accordance with the applicable provisions of SSPWC Section 300 and the requirements stated herein.

2. Backfill shall not be dropped directly upon any structure or pipe. Backfill shall not be placed around or upon any concrete structure until the concrete has cured in accordance with the requirements of Section 03300, Cast-in-Place Concrete and has attained sufficient strength to withstand the loads imposed. Backfill around water retaining structures shall not be placed until the structures have been tested, and the structures shall be full of water while backfill is being placed.

B. Placing and Spreading of Materials:

1. Materials shall be placed and spread evenly in layers. When compaction is achieved using hand operated mechanical equipment the layers shall be evenly spread so that when compacted, each layer shall not exceed 4 inches in thickness. When compaction is performed with larger ride-on compaction equipment, the layers shall be spread so that when compacted, each layer shall not exceed 9 inches in thickness. Compaction by using flooding and jetting methods shall not be performed.

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July 2023
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2. During spreading, each layer shall be thoroughly mixed as necessary to promote uniformity of material in each layer. Bedding materials shall be brought up evenly around the pipe so that when compacted, the material will provide uniform bearing and side support.

3. Where the material moisture content is below the optimum moisture content water shall be added before or during spreading until the proper moisture content is achieved.

4. Where the material moisture content is too high to permit the specified degree of compaction the material shall be dried until the moisture content is satisfactory.

C. Compaction Requirements

1. The OWNER will have density and compaction tests performed in accordance with SSPWC Subsection 211-1.

2. The relative compaction of fill, backfill, and base material shall be in accordance with SSPWC Section 300, with the following exceptions:
a. Subgrade where trench has been over-excavated: 95%
b. Fill beneath structures, including water-containing structures: 95% c. Backfill on underground structure roof: 90%

3. In case the tests of the fill or backfill show non-compliance with the specified compaction or density requirements, the CONTRACTOR shall accomplish such remedy as may be necessary to assure compliance. Subsequent testing to show compliance with the specifications shall be performed by a testing laboratory selected by the OWNER, and the CONTRACTOR shall pay all costs for retesting of fill or backfill caused by non-compliance with these specifications, and at no additional cost to the OWNER.

D. Unclassified Fill: All fill shall be of unclassified material unless separately designated. Construction of unclassified fill, including preparing the area on which fill is to be placed, and the depositing, conditioning, and compacting of fill material shall be in accordance with SSPWC Subsection 300-4.

3.5 PREPARATION OF SUBGRADE
A. The preparation of subgrade for pavement, curbs and gutters, driveways, sidewalks and other roadway structures shall be in accordance with SSPWC Subsection 301-1.

3.6 UNTREATED BASE
A. Aggregate base material shall be spread and compacted in accordance with SSPWC Subsection 301-2.

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3.7 TEMPORARY STOCKPILES
A. Locations of temporary stockpiles shall be approved by the CONSTRUCTION MANAGER.

B. Temporary stockpiles shall not be allowed to surcharge buried pipe, conduits, or other structures.
** END OF SECTION **

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EXCAVATION, BACKFILLING, AND COMPACTING FOR UTILITIES AND PIPELINES El Centro
Southern Pump Station
July 2023
02210-1 ECB016200
SECTION 02210

EXCAVATION, BACKFILLING, AND COMPACTING

FOR UTILITIES AND PIPELINES
PART 1 - GENERAL

1.1 SCOPE
This Section includes requirements for excavating, preparation of pipe-laying surface, pipe bedding, backfilling and compaction for all the exterior underground piping systems furnished and installed under this Contract.

1.2 QUALITY ASSURANCE
A. References: The publications referred to hereinafter form a part of these specifications to the extent referenced. The publications are referred to in the text by the basic designation only. The latest edition of referenced publications in effect at the time of the bid shall govern. In case of conflict between the requirements of this section and the listed standards, the requirements of this section shall prevail.

American Society for Testing and Materials (ASTM) Publications ASTM D1556 Density of Soil in Place by the Sand-Cone Method ASTM D1557 Moisture Density Relations of Soils and Soil-Aggregate Mixtures Using 10-lb. (4.54-kg) Rammer and 18 Inch
(457-mm) Drop
ASTM D2487 Classification of Soils for Engineering Purposes ASTM D2922 Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)
ASTM D3017 Moisture Content of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)
ASTM D4253 Maximum Index Density of Soils Using Vibratory Table

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State of California, Department of Transportation (CALTRANS) Publications CALTRANS Manual of Traffic Control

1. State Standard Specifications: Whenever this specification is referenced, the following is understood.
a. All references to statistical testing are deleted.
b. Whenever a discrepancy occurs between the Standard Specifications and this specification, it is understood that this specification governs. c. All references to measurement and payment are deleted.

B. Tests: The CONTRACTOR will take samples and perform moisture content, compaction, and density tests during placement of backfill materials to check compliance with these specifications. The CONSTRUCTION MANAGER may direct the CONTRACTOR to construct inspection trenches in compacted or consolidated backfill and perform tests to determine that the CONTRACTOR has complied with these specifications.

Tests will be made by the CONTRACTOR in accordance with the following:

Moisture content ASTM D3017
Density in-place ASTM D1556 or ASTM D2922
Moisture-density relationships ASTM D1557

1.3 SUBMITTALS
A. Submittals for this section that shall be made for approval include, but are not limited to the following:

1. Initial Backfill Material

2. Filter Fabric

3. Warning and Identification Tape
B. The CONTRACTOR shall submit information in accordance with Section 01300, SUBMITTALS, to substantiate compliance with this specification.

1.4 RELATED SECTIONS
A. The WORK of the following Sections applies to the WORK of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of this WORK:

1. Section 01300, Submittals

2. Section 02100, Site Preparation

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3. Section 02140, Dewatering

4. Section 02200, Earthwork
B. CONTRACTOR shall refer to Soils Report for project: “Report of Preliminary Geotechnical Investigation, Southern Regional Pump Station, El Centro CA” by Geotechnics, 09 March 2007, Document No. 06-1009:

C. The CONTRACTOR shall refer to “Dewatering Evaluation and Geotechnical Engineering Support Southern Pump Station, El Centro, California” by AECOM prepared for Niklaus Engineering, 22 November 2022.

1.5 DEFINITIONS
A. Backfill: Material used in refilling a trench or other excavation above the pipe or utility.

B. Compaction: The process of mechanically stabilizing a material by increasing its density at a controlled moisture condition. "Degree of Compaction" is expressed as a percentage of the maximum density obtained by the test procedure described in ASTM D1557 for general soil types abbreviated in this specification as "XX% ASTM D1557 maximum density" or “XX% compaction.”
C. Granular Pipe Bedding: A dense, well-graded aggregate mixture of sand, gravel, or crushed stone (mixed individually, in combination with each other, or with on-site soil as specified) placed on a subgrade below the pipe to provide a suitable foundation for pipe.

D. Unyielding Material: Rock, rib, ridge, rock protrusion, or solid with cobbles in the trench bottom requiring a covering of finer grain material or special bedding to avoid bridging in the pipe or conduit.

E. Material: Material in the trench bottom which lacks firmness to maintain alignment and prevent joints from separating in the pipe, conduit, or appurtenant structure during backfilling. This may be material otherwise identified as satisfactory which has been disturbed or saturated.

F. Lift: A layer or course of soil placed on top of unprepared subgrade or a previously prepared or placed soil in a fill or backfill.

G. Rock: Rock is defined as any material which cannot be excavated with a track mounted 235 Caterpillar backhoe with a narrow bucket, and teeth, and requires the use of special buckets, rock teeth, jack-hammering, blasting and/or other special methods of excavation. The CONSTRUCTION MANAGER will make the determination as to whether material is classified as rock.

H. Unsatisfactory Material: Existing in-place soil, unstable material, substandard fill

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July 2023
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material or other material designated by the CONSTRUCTION MANAGER as having insufficient strength or stability to carry intended loads without excessive consolidation or loss of stability. Also backfill material which contains refuse, frozen material, large rocks, debris and other material which could damage the pipe or cause the backfill not to compact. As a minimum, materials classified as PT, OH, or OL by ASTM D2487 are unsatisfactory.

I. Initial Backfill: Backfill from 6-in below the bottom of the pipe bell to 12 in. above the top of the pipe.

J. Subsequent Backfill: Backfill from 12 in. above the pipe to the top of the trench or subgrade surface for paving materials.

K. Optimum Moisture Content: Optimum moisture content shall be determined in accordance with ASTM D1557.

L. Excavation: The removal of soil to obtain in specified depth or elevation.

M. Subgrade: The uppermost layer of material (sometimes in situ soil or rock) graded or otherwise prepared for supporting the addition of base material, fill material, or structural foundation materials.

PART 2 - PRODUCTS

2.1 MATERIALS
A. Bedding Material: Bedding material shall be a select granular material free from organic matter and of such size and gradation that the specified compaction can be readily attained. As a minimum, materials shall have a sand equivalent value of not less than 30 (California Test Method 217) and shall conform to the following gradation:

U.S. standard Percent by
sieve size weight passing
3/4 inch 100
No. 4 35-100
No. 30 20-100
B. Initial Backfill: Initial backfill shall conform to specifications for bedding material for this Contract.

C. Subsequent Backfill Material:

1. Outside Paved Areas: Backfill material shall be select native or import material, free from organic or other deleterious material, and any material over 3 inches in any dimension.

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2. Inside Paved Areas: Backfill material shall be Class 2 aggregate base material conforming to Section 26 of the State Standard Specifications. Aggregate shall conform to grading requirements for 3/4 inch maximum grading.

D. Buried Warning and Identification Tape: Polyethylene plastic and metallic core or metallic-faced, acid-and alkali-resistant, polyethylene plastic warning tape shall be manufactured specifically for warning and identification of buried utility lines.

Provide tape on rolls, 3 in. minimum width, color coded for the intended utility with a warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color and printing is to be permanent, unaffected by moisture or soil.

1. Warning Tape for Metallic Piping: Acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements indicated above. Minimum thickness of the tape shall be 0.003 in. Tape shall have a minimum strength of 1,500 psi lengthwise and 1,250 psi crosswise with a maximum 350% elongation.

2. Detectable Warning Tape for Non-Metallic Piping: Polyethylene plastic tape conforming to the width, color, and printing requirements indicated above.

Minimum thickness of the tape shall be 0.004 in. Tape shall have a minimum strength of 1,500 psi lengthwise and 1,250 psi crosswise. The tape shall be manufactured with integral wires, foil backing, or other means of enabling detection by a metal detector when the tape is buried up to 3 feet deep. Encase the metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

E. Filter Fabric: Filter Fabric as shown on the Approved Plans shall conform to Section 88 of the State Standard Specifications.

PART 3 - EXECUTION

3.1 GENERAL
A. Control of Water:

1. The CONTRACTOR shall keep excavations free from water during construction.

The static water level shall be drawn down a minimum of 3 feet below the bottom of excavations to maintain the undisturbed state of natural soils and allow the placement of any fill to the specified density. Disposal of water shall not damage property or create a public nuisance. The CONTRACTOR shall have on hand pumping equipment and machinery in good working condition for emergencies and shall have workers available for its operation. Dewatering systems shall operate continuously until backfill has been completed to 1 foot above the normal static groundwater level. The location of the CONTRACTOR's dewatering discharge shall be approved by the CONSTRUCTION MANAGER.

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2. Groundwater shall be controlled to prevent softening of the bottom of excavations, or formation of "quick" conditions. Dewatering systems shall not remove natural soils.

3. Release of groundwater to its static level shall be controlled to prevent disturbance of the natural foundation soils or compacted fill and to prevent flotation or movement of structures of pipelines.

4. Additional dewatering requirements are specified in Section 02140, Dewatering.

5. Dewatering piping which crosses existing roads shall be buried.

6. CONTRACTOR shall be responsible for constructing and maintaining a temporary desilting basin to allow the water removed from trenches to pass through prior to discharge.

B. Shoring and Sheeting: Shore and sheet excavations over 5 ft in depth in accordance with Section 02160, Excavation Support Systems.

3.2 EXCAVATION
A. General: Pipelines and utilities shall be installed in trenches. Excavation shall include the satisfactory loosening, removing, loading, stockpiling, transporting, and placement in final location (including disposal) of all materials necessary to for construction of trenches. Trench excavation shall include the removal of all materials and/or obstructions of any nature.

B. Trenching:

1. Minimum trench width for piping shall be the outside diameter of the piping plus 18 inches. For duct banks the minimum width shall be three inches wider than the outside edges of the conduit bank. Maximum trench widths at the top of the pipe shall be as shown on the Drawings for the designated type bedding. For drainage pipe, if no maximum is shown, the CONTRACTOR shall limit top trench widths to pipe outside diameter plus 24 inches for pipe 24 inches or smaller, and pipe outside diameter plus 36 inches for pipe 27 inches and larger, except upon written approval of a wider trench by the CONSTRUCTION MANAGER.

2. If, because of soil conditions, safety requirements or other reasons, the trench width at top of pipe is increased beyond the width specified in the preceding paragraphs, laying conditions shall be upgraded or stronger pipe installed, designed in conformance with the specifications for the increased trench width, without additional cost to the OWNER.

C. Manholes, Valves And Appurtenances: Excavation for manholes, valves, or other accessories shall be sufficient to leave at least 12 inches in the clear between their outer surfaces and the trench side, trench shield or shoring. Backfill under manholes, vaults, tanks, or valves shall be imported material as designated on the Drawings. Any unauthorized excess excavation below the elevation indicated for foundation of any structure shall be filled with imported materials or concrete, at the direction of the

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CONSTRUCTION MANAGER, and at the expense of the CONTRACTOR.

Backfilling of manhole excavation shall conform to the backfilling required for trenches.

D. Location of Excavated Materials:

1. During trench excavation, place the excavated material only within the approved working area. Do not obstruct any roadways or streets unless specified otherwise.

Conform to all Federal, State, and local codes governing the safe loading of all trenches with excavated material.

2. Material shall not be stockpiled greater than 5 feet above grade within 25 feet of any excavation.

E. Overexcavation: Where the undisturbed condition of natural soils is inadequate for support of the planned construction, the CONSTRUCTION MANAGER will direct the CONTRACTOR to overexcavate to adequate supporting soils. The excavated space shall be filled to the specified elevation with bedding. The quantity and placement of such material will be paid for as follows:

1. Overexcavation and refilling up to 12 inches below the specified trench bottom elevation shall be solely the CONTRACTOR's responsibility and expense.

2. Overexcavation and refilling in excess of 12 inches below the specified trench bottom elevation will be considered extra work in accordance with Section 00700H, General Conditions.

F. Surplus Material

1. Surplus excavated material shall become the property of the CONTRACTOR and shall be disposed of at the CONTRACTOR’s expense.

2. The CONTRACTOR shall satisfy himself that there is sufficient material available for the completion of the Work before disposing of any material inside or outside the site. Shortage of material, caused by premature disposal of any material by the CONTRACTOR, shall be replaced by the CONTRACTOR at his expense.

G. Pavement, Curb, and Sidewalk Removal: Cut all bituminous and concrete pavements, regardless of the thickness, and all curbs and sidewalks, prior to excavation of the trenches with an approved pavement saw. Hydrohammers will be prohibited.

Pavement shall be sawed completely through on neat lines parallel and equidistant from the trench centerline. Sawcuts shall be a minimum of 12 inches wider on each side of the actual trench width for asphalt concrete pavements and a minimum of 6 inches wider than the trench width for concrete pavements. Pavement and concrete materials removed shall be hauled from the site and disposed of as specified in Section 02100, Site Preparation.

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3.3 BACKFILL
A. General:

1. Construct backfill as indicated and specified in this Section. Place backfill in 8 inches maximum loose lifts unless otherwise specified. Bring up evenly on each side and along the full length of the pipe. Ensure that no damage is done to structures, pipe or their protective coatings. Compact each loose lift as specified below before placing the next lift. Do not backfill in freezing weather or where the material in the trench is already frozen or is muddy, except as authorized.

2. Where settlements occur in trenches due to improper compaction, the CONTRACTOR shall excavate to the depth necessary to rectify the problem, then backfill, compact as specified herein, and restore the surface to the required elevation. If pavement is damaged, it shall be removed after carefully sawcutting the damaged area, and replaced as originally specified. All costs of repairing settlement and related damage shall be borne by the CONTRACTOR.

B. Bedding and Initial Backfill:

1. The pipe shall be placed on a bed of imported materials. All loose material shall be removed from the trench bottom before placing the bedding material. Bedding shall extend at least 6 inches below the pipe joint bell. No wedging or blocking of the pipe will be permitted. The pipe shall be bedded uniformly throughout its length. The bearing shall be achieved by shaping the bedding or by lightly "bouncing" the pipe to set it into the bedding. Saturated and yielding subgrade conditions may be present even after dewatering. In areas of saturated and yielding subgrade conditions, the bottom of the excavations should be deepened approximately 12 to 24 inches below the design bottom of bedding.

2. The CONTRACTOR shall then place initial backfill material. Each lift shall be worked under the haunches of the pipe and thoroughly compacted to the specified compaction by shovel slicing, tamping and other appropriate means to achieve a dense and thoroughly compacted material that provides proper support under the pipe haunches. Care shall be used not to disturb or displace the pipe. Initial backfill shall be carefully placed evenly on both sides of the pipe so as not to disturb or damage the pipe, and compacted to the specified compaction. Jetting will not be allowed. Initial backfill and bedding shall be completely wrapped in filter fabric as shown on Approved Plans, per standard specifications, and in accordance with product manufacturer’s recommendations.

C. Subsequent Backfill: Subsequent trench backfill above the initial backfill shall be placed and compacted as specified. Jetting will not be allowed. However, until the total backfill above the top of the pipe exceeds 3 feet, machine-placed backfill material shall not be allowed to "free-fall" more than 2 feet. If the excavation is through an area used for horticulture, lawns or other cultivated areas, the final 12 inches of backfill shall be essentially the original topsoil which shall have been removed and stockpiled separately.

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July 2023
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D. Finish Grading:

1. Finished surfaces shall be smooth, compacted and free from irregularities. The degree of finish shall be that normally obtainable with a blade-grader.

2. Finished grade shall be as specified by the contours plus or minus 0.10 feet except where a local change in elevation is required to match sidewalks, curbs, manholes and catch basins, or to ensure proper drainage. Allowance for topsoil and grass cover, and subbase and pavement thickness shall be made.

E. Buried Warning and Identification Tape: Install tape above all buried pipes and conduits in accordance with manufacturer's recommendations except as modified herein. Bury tape 12 inches below finished grade; under pavements and slabs, bury tape 6 inches below top of subgrade.

F. Open Trench: The CONTRACTOR shall not leave trenches open during hours when the CONTRACTOR is not actively working. All trenches shall be backfilled at the end of the day or up to 200 feet may be left shored and plated.

3.4 COMPACTION
A. General: Compact each layer of lift of material so that the in-place density tested is not less than the percentage of maximum density identified below, except where specified otherwise on the drawings. Use hand-operated, plate-type, vibratory, or other suitable hand tampers in areas not accessible to larger rollers or compactors.

Avoid damaging pipes and protective pipe coatings. Compaction of materials by ponding and jetting is prohibited unless specifically pre-approved by the CONSTRUCTION MANAGER.

Compaction
% of ASTM D1557
Material Maximum Density
Bedding 90%
Initial Backfill 90%
Subsequent Backfill – Not Below Pavement 90%
Subsequent Backfill – Below Pavement 95%

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Southern Pump Station
July 2023
02210-10 ECB016200

3.5 VEHICULAR ACCESS
A. Barricades, traffic control signs, cones and flagmen shall be provided to re-route traffic and to protect all open trenches, materials, and equipment. Barricades and signs shall be marked by low-intensity flasher lights for night traffic. Traffic control shall be in strict accordance with the State of California, Business and Transportation Agency, Department of Transportation (CALTRANS) Manual of Traffic Control.

B. All trenching, pipe installation, and backfilling in vehicular traveled areas shall be conducted in a manner to cause the least interruptions possible to vehicular access. The CONTRACTOR shall remove all surplus material away from the jobsite as it is produced. Backfilling and paving operations shall progress as fast as trenching and pipe installation will permit.

C. Where excavated lines cross streets, all lanes shall be opened to traffic immediately after the pipe has been installed in the trench. Construction time in these areas shall be kept to a minimum. Steel plate coverings shall be placed over the trench to permit passage of vehicular traffic.

D. Where excavated lines are parallel with street alignments, at least one lane must be maintained at all times for vehicular traffic. At such times as passage is restricted to one lane, flagmen shall be provided by the CONTRACTOR.
**END OF SECTION**

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Packet Pg. 219 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02220

EXCAVATION, BACKFILLING, AND COMPACTION FOR STRUCTURES
El Centro
Southern Pump Station
July 2023
02220-1 ECB016200
SECTION 02220

EXCAVATION, BACKFILLING, AND COMPACTION FOR STRUCTURES
PART 1 - GENERAL

1.1 SCOPE
This Section includes requirements for excavation, foundation subgrade preparation, structural foundation earthwork material placement, backfilling, and compaction for all structures constructed under this Contract.

1.2 QUALITY ASSURANCE
A. Reference Standards: The publications referred to hereinafter form a part of these specifications to the extent referenced. The publications are referred to in the text by the basic designation only. The latest edition of referenced publications in effect at the time of the bid shall govern. In case of conflict between the requirements of this section and the listed standards, the requirements of this section shall prevail.

American Society for Testing and Materials (ASTM) Publications ASTM C117 Material Finer Than 75-Micrometer (No. 200) Sieve in Mineral Aggregates by Washing
ASTM C136 Sieve Analysis of Fine and Coarse Aggregates
ASTM D75 Practices for Sampling Aggregates
ASTM D1556 Density of Soil in Place by the Sand-Cone Method ASTM D1557 Moisture Density Relations of Soils and Soil-Aggregate Mixtures Using 10-lb. (4.54-kg) Rammer and 18-in. (457-mm) Drop
ASTM D2487 Classification of Soils for Engineering Purposes ASTM D2922 Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)
ASTM D3017 Moisture Content of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)
ASTM D4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils

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Southern Pump Station
July 2023
02220-2 ECB016200
State of California, Department of Transportation (CALTRANS) Publications CALTRANS Standard Specifications, State of California Business and Transportation Agency, Department of Transportation

1. State Standard Specifications: Whenever this specification is referenced, the following is understood.
a. All references to statistical testing are deleted.
b. Whenever a discrepancy occurs between the Standard Specifications and this specification, it is understood that this specification governs. c. All references to measurement and payment are deleted.

B. Tests: The CONTRACTOR will take samples and perform moisture content, gradation, compaction, and density tests during placement of backfill materials to check compliance with these specifications. The CONTRACTOR shall remove surface material at locations designated by the CONSTRUCTION MANAGER and provide such assistance as necessary for sampling and testing. The CONSTRUCTION MANAGER may direct the CONTRACTOR to construct inspection trenches in compacted or consolidated backfill to determine that the CONTRACTOR has complied with these specifications.

Tests will be made by the CONTRACTOR in accordance with the following:

Test Standard Procedure
Moisture content ASTM D3017
Density in-place ASTM D1556 or ASTM D2922
Moisture-density relationships ASTM D1557
Gradation ASTM C136
Plasticity ASTM D4318
Organic content ASTM D1557

1.3 SUBMITTALS
The CONTRACTOR shall submit information in accordance with Section 01300, Submittals, to substantiate compliance with this specification. In addition, the following specific information shall be submitted.

A. Dewatering discharge location.

B. Test results, certifications, and source for all earthwork materials (engineered fill, drain rock, crushed rock, sand).

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Southern Pump Station
July 2023
02220-3 ECB016200
C. All imported materials specified in this section are subject to the following requirements:

1. All tests necessary for the CONTRACTOR to locate an acceptable source of imported material shall be made by the CONTRACTOR. Certification that the material conforms to the specification requirements along with copies of the test results from a qualified commercial testing laboratory shall be submitted to the CONSTRUCTION MANAGER for approval at least 30 days before the material is required for use. All material samples shall be furnished by the CONTRACTOR at the CONTRACTOR's sole expense. Samples shall be representative and be clearly marked to show the source of the material and the intended use on the project.

Sampling of the material source shall be done by the CONTRACTOR in accordance with ASTM D75. Notify the CONSTRUCTION MANAGER at least 24 hours prior to sampling. The CONSTRUCTION MANAGER may, at his option, observe the sampling procedures. Tentative acceptance of the material source shall be based on an inspection of the source
by the CONSTRUCTION MANAGER and/or the certified test results submitted by the CONTRACTOR to the CONSTRUCTION MANAGER at the OWNER's discretion. No imported materials shall be delivered to the site until the proposed source and materials tests have been tentatively accepted in writing by the OWNER.

Final acceptance will be based on tests made on samples of material taken from the completed and compacted course. All testing for final acceptance shall be performed by the CONTRACTOR.

2. Gradation tests by the CONTRACTOR shall be made on samples taken at the place of production prior to shipment. Samples of the finished product for gradation testing shall be taken from each 1,500 tons of prepared materials or more often as determined by the CONSTRUCTION MANAGER, if variation in gradation is occurring, or if the material appears to depart from the specifications. Test results shall be forwarded to the OWNER within 48 hours after sampling.

3. If tests conducted by the CONTRACTOR or the OWNER indicate that the material does not meet specification requirements, material placement will be terminated until corrective measures are taken. Material which does not conform to the specification requirements and is placed in the work shall be removed and replaced at the CONTRACTOR's sole expense. Sampling and testing performed by the CONTRACTOR shall be done at the CONTRACTOR's sole expense.

1.4 RELATED SECTIONS
A. The WORK of the following Sections applies to the WORK of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of this WORK:

1. Section 01300, Submittals

2. Section 02100, Site Preparation

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EXCAVATION, BACKFILLING, AND COMPACTION FOR STRUCTURES
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Southern Pump Station
July 2023
02220-4 ECB016200

3. Section 02140, Dewatering

4. Section 02200, Earthwork
B. CONTRACTOR shall refer to Soils Report for project: “Report of Preliminary Geotechnical Investigation, Southern Regional Pump Station, El Centro CA” by Geotechnics, 09 March 2007, Document No. 06-1009:

C. The CONTRACTOR shall refer to “Dewatering Evaluation and Geotechnical Engineering Support Southern Pump Station, El Centro, California” by AECOM prepared for Niklaus Engineering, 22 November 2022.

1.5 DEFINITIONS
A. Structure Backfill: Material used in refilling a cut or other excavation (i.e., material used to refill space between excavation and foundation/below grade walls).

B. Compaction: The process of mechanically stabilizing a material by increasing its density at a controlled moisture condition. "Degree of Compaction" is expressed as a percentage of the maximum density obtained by the test procedure described in ASTM D1557 for general soil types abbreviated in this specification for example, as "90% ASTM D1557 maximum density."
C. Excavation: The removal of soil or rock to obtain a specified depth or elevation.

D. Fill: Specified material placed at a specified degree of compaction to obtain an indicated grade or elevation.

E. Lift: Layer (or course) of soil placed on top of a previously prepared or placed soil or subgrade.

F. Rock: Rock is defined as any material which cannot be excavated with a track mounted 235 Caterpillar backhoe with a narrow bucket, and teeth, and requires the use of special buckets, rock teeth, jack-hammering, blasting and/or other special methods of excavation.

G. Subgrade: The bottom layer of material (sometimes in-situ soil or rock) graded or otherwise prepared for supporting the addition of base material, fill material, or structural foundations.

H. Unsatisfactory Material: Existing, in-place soil or other material which can be identified as having insufficient strength characteristics or stability to carry intended loads without excessive consolidation or loss of stability. As a minimum, materials classified as PT, OH, or OL by ASTM D2487 are unsatisfactory.

I. Optimum Moisture Content: Optimum moisture content shall be determined in accordance with ASTM D1557. Field moisture content shall be determined on the basis of the fraction of material passing the 3/4 in. sieve.

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EXCAVATION, BACKFILLING, AND COMPACTION FOR STRUCTURES
El Centro
Southern Pump Station
July 2023
02220-5 ECB016200
PART 2 - PRODUCTS

2.1 MATERIALS
A. Sand: Natural sand or sand produced from crushed gravel or crushed rock, maximum size 1/4 in., 95% shall pass a No. 4 sieve, free from clay and organic material, with a maximum of 8% passing the No. 200 sieve.

B. Drain Rock: Natural gravel, crushed gravel, or crushed rock, free from dirt, clay balls, roots, and organic material and conforming to Section 68 of the Standard Specifications, Class 2 and the following washed sieve gradation as determined by ASTM C117 and ASTM C136.

Sieve Size Percent Passing by Weight
1 in. 100 %
3/4 in. 90 - 100
3/8 in. 40 - 100
No. 4 25 - 40
No. 8 18 - 33
No. 30 5 - 15
No. 50 0 - 7
No. 200 0 - 3
C. Engineered Fill: Select excavated native, import or borrow material free from roots, organic matter, trash, debris, rocks larger than 3 in., and other deleterious materials and meeting the following minimum requirements:

Liquid limit: < 30%
Plasticity index: < 8%
Percent passing No. 200 sieve: < 40%
Organic content (by weight): < 3.5%
R-value (minimum) 40
D. Crushed Rock: Crushed rock shall conform to the following gradation:

Sieve Size Percent Passing by Weight
1 1/2 in. 87 - 100 %
3/4 in. 45 - 90
No. 4 20 - 50
No. 30 6 - 29
No. 200 0 - 12
Crushed rock material shall be composed of hard, durable, sound pieces having a specific gravity of not less than 2.60.

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EXCAVATION, BACKFILLING, AND COMPACTION FOR STRUCTURES
El Centro
Southern Pump Station
July 2023
02220-6 ECB016200
PART 3 - EXECUTION

3.1 GENERAL
A. Control of Water:

1. The CONTRACTOR shall keep excavations free from water during construction. The static water level shall be drawn down a minimum of 3 ft below the bottom of excavations to maintain the undisturbed state of natural soils and allow the placement of any fill to the specified density. Disposal of water shall not damage property or create a public nuisance. The CONTRACTOR shall have on hand pumping equipment and machinery in good working condition for emergencies and shall have workers available for its operation. Dewatering systems shall operate continuously until backfill has been completed to 1 ft above the normal static groundwater level.

2. Groundwater shall be controlled to prevent softening of the bottom of excavations, or formation of "quick" conditions. Dewatering systems shall not remove natural soils.

3. Release of groundwater to its static level shall be controlled to prevent disturbance of the natural foundation soils or compacted fill and to prevent flotation or movement of structures or pipelines. Additional requirements for dewatering are specified in Section 02140, Dewatering.

B. Shoring and Sheeting: Shore and sheet excavations over 5 ft in depth in accordance with Section 02160, Excavation Support Systems.

C. Surplus Material:

1. Unless otherwise specified, surplus excavated material shall remain the property of the OWNER and shall be disposed of off-site by the CONTRACTOR as directed by the CONSTRUCTION MANAGER.

2. The CONTRACTOR shall satisfy himself that there is sufficient material available for the completion of the Work before disposing of any material inside or outside the site.

Shortage of material, caused by premature disposal of any material by the CONTRACTOR, shall be replaced by the CONTRACTOR at his expense.

3. Material shall not be stockpiled to a depth greater than 5 ft above finished grade within 25 ft of any excavation or structure.

4. The CONTRACTOR shall maintain stability of the soil adjacent to any excavation.

D. Borrow Material: If the quantity of acceptable material from excavation is not sufficient to construct the structure backfill required by the Work, the quantity of material needed to complete the structure backfill shall consist of borrow material from designated areas or imported material conforming to specified requirements found in Paragraph 2.01C, Engineered Fill.

E. Hauling: When hauling is done over highways or city streets, the loads shall be trimmed and the vehicle shelf areas shall be cleaned after each loading. The loads shall be watered after trimming to eliminate dust.

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Southern Pump Station
July 2023
02220-7 ECB016200
F. Maintenance of Roadways: All earthwork operations shall be performed in a manner which does not disrupt the continuous flow of traffic on existing roadways.

3.2 EXCAVATION
A. General:

1. The bottom excavation elevation shall be sufficient to allow the proper placing of forms and concrete construction to the elevations indicated, as specified herein. Slopes shall vary no more than 0.5 ft from specified grade. Prior to placing structural foundation fill, the top 12 inches of the subgrade shall be scarified and recompacted in accordance with Paragraph 3.04, Compaction.

2. Unless otherwise specified, excavations shall extend a sufficient distance from walls and footings to allow for placing and removal of forms, installation of services, and for inspection, except where concrete is specified to be placed directly against excavated surfaces.

B. Foundation Inspection

1. Whenever any structure excavation is substantially completed to grade, the CONTRACTOR shall notify the CONSTRUCTION MANAGER who will inspect the foundation for uniformity and suitability as a structure foundation. No concrete or masonry shall be placed until the foundation has been inspected by the CONSTRUCTION MANAGER. The CONTRACTOR shall, if directed by the CONSTRUCTION MANAGER, dig test pits and make test borings and foundation bearing tests. If the material tested complies with the specifications, the cost thereof will be paid for as extra work in accordance with Section 00700H, General Conditions.

If the material tested does not comply with the specifications, the cost thereof (initial testing, remedial work, re-testing) will be borne by the CONTRACTOR.

3.3 BACKFILLING AND FILLING
A. Structural Backfill

1. Unless otherwise specified, structure backfill shall be engineered fill.

2. After completion of construction below the elevation of the final grade, and prior to backfilling, forms shall be removed, and the excavation shall be cleaned of debris.

3. Structure backfill shall not be placed until the subgrade portions of the structure have been inspected by the CONSTRUCTION MANAGER. No backfill material shall be deposited against concrete structures until the concrete has developed the specified 28-day design strength or until the concrete has been in place for 14 days, whichever occurs last. In addition, no backfill material shall be deposited against a hydraulic structure until all hydraulic leak tests are complete. Backfill material shall be placed in uniform layers (8 in. thick) and shall be brought up uniformly on all sides of the structure.

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Southern Pump Station
July 2023
02220-8 ECB016200

3.4 COMPACTION
A. General: Compact each layer or lift of material specified so that the in-place density tested is not less than the percentage of maximum density identified herein. Compaction shall be accomplished by mechanical equipment such as tamping rollers, sheepsfoot rollers, pneumatic tire rollers, vibrating rollers, or other mechanized tampers suitable for the work.

Compaction of materials by ponding and jetting is prohibited.

B. Structure Subgrade: Subgrade for structures shall have a density of 95% of ASTM D1557, Method D, maximum density to a depth of 12 in.; if the existing subgrade natural density is less than 95% of ASTM D1557, Method D, maximum density, it shall be compacted to that value at the CONTRACTOR's expense.

C. Structural Foundation Fill and Backfill: Structural foundation fill and backfill materials shall be compacted to 90% of ASTM D1557, Method D, maximum density. **END OF SECTION**

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Packet Pg. 227 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02270

EROSION, SEDIMENTATION AND DUST CONTROL
El Centro
Southern Pump Station
July 2023
02270-1 ECB016200
SECTION 02270

EROSION, SEDIMENTATION AND DUST CONTROL
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. The CONTRACTOR shall provide all labor, equipment, materials and incidentals to establish and maintain control measures to control erosion, sedimentation, and airborne dust as required by local regulations and by the OWNER, as specified herein during the period of the contract.

B. The CONTRACTOR shall establish, construct, and maintain erosion and sediment control measures. Silt control devices shall be installed in the appropriate locations before construction begins. Erosion control structures and measures shall be maintained until temporary ground cover is established to stop all sediment and erosion. All fines imposed for improper erosion and sedimentation control shall be paid by the CONTRACTOR responsible for the work, and no separate or additional compensation will be made.

C. Temporary erosion and pollution control shall include construction work off-site where such work is necessary for borrow pit operations, haul roads, material stockpiles, or equipment storage sites.

D. The CONTRACTOR shall acquire land disturbance permits from the local authority prior to commencing work. The CONTRACTOR shall be responsible for submitting to the local authority sufficient documents such that the local authority can acquire approval from the soils and water conservation authority having jurisdiction over the Work.

E. The CONTRACTOR shall install temporary erosion and sediment controls to assure that any storm water, other water, and drainage from job site areas that may be stripped or modified of naturally existing or artificially established stabilization or protection against erosion shall pass through some type of filter system before being discharged, The CONTRACTOR shall be responsible for keeping all job site areas sufficiently moist to control dust.

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Packet Pg. 228 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02270

EROSION, SEDIMENTATION AND DUST CONTROL
El Centro
Southern Pump Station
July 2023
02270-2 ECB016200

1.2 SLOPE PROTECTION AND EROSION CONTROL
A. Whenever steeper slopes or abrupt changes in grade are required, a diversion berm or ditch shall be constructed at the top of the slope to cause the surface water to flow along the diversion to a controlled down slope drainage. The diversion shall be protected against erosion with mulch or hay bales and paved inverts where needed.

B. Silt barriers shall be constructed and maintained around all inlets throughout the construction period. Sediment accumulated behind silt barriers shall be removed when the ponding capacity behind the barrier is reduced by one-half.

1.3 SILTATION FENCES
A. Silt fences shall be installed in the locations as indicated on the Drawings. Silt fences shall be installed prior to clearing operations. Silt fences shall be kept in good repair and maintained throughout construction. Sediment shall be removed when the ponding capacity is reduced by one-half.

B. Silt fences or barriers shall be constructed around all inlets to the stormwater system. They shall be repaired and maintained throughout construction. Sediment shall be removed when the ponding capacity behind the barrier is reduced by onehalf.

1.4 DUST CONTROL
A. The CONTRACTOR shall exercise precautionary measures to minimize dust emissions. This shall include, but is not limited to, periodic sprinkling or wetting of the site. The CONTRACTOR has the option of using a dust palliative. The CONTRACTOR must comply with all local air quality or other environmental requirements.

PART 2 - PRODUCTS

2.1 SILT FENCE
A. Silt fence shall be nylon reinforced polyester netting with fabric weight in excess of 4.0 ounces per yard and having a built-in cord running throughout the top edge of the fabric. Silt fence fabric shall be equal to Mirafi 100X, inert to chemicals commonly found in soil, and resistant to mildew, rot, insects, and rodent attack.

Posts shall be either steel or 2-inch square pressure treated fir, southern pine or hemlock and shall be spaced not more than 6 feet on center.

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Southern Pump Station
July 2023
02270-3 ECB016200

2.2 STRAW BALES
A. Straw bales shall consist of clean, undecayed, firmly packed straw of nominal size 14 inches by 18 inches by 36 inches and firmly bound by at least two separate circuits of rope or band material that will withstand weathering for a minimum of three months.

PART 3 - EXECUTION

3.1 INSTALLATION
A. Silt fences shall be installed by securely fastening silt fence fabric using wire ties.

The silt fence shall be installed loosely with adjacent panels overlapped a minimum of 12 inches. Silt fence material shall be embedded at least six inches beneath ground surface and shall extend upward at least 1.5 feet above the disturbed area ground surface. The top edge of the fabric shall be reinforced or shall have a one inch tuck.

B. Straw bales shall be installed in a row with ends tightly abutting. Each bale shall be embedded in the soil a minimum of four inches and placed so that the bale bindings are oriented horizontally. Bales shall be securely anchored in place by wood stakes, steel fence pickets, or rebar driven through the bale. Stakes shall be driven flush with the bale and shall extend at least 18 inches beneath the bale into the underlying soil.

C. Accumulated silt and debris shall be removed by the CONTRACTOR from behind the face of the silt fences as necessary to provide proper silt fence operation and when the ponding capacity is reduced by one-half. Clogged or damaged fabric shall be immediately replaced at no additional cost to the OWNER.

D. Accumulated silt and debris and damaged or deteriorated bales shall be removed by the CONTRACTOR at no additional cost.

E. Temporary construction exits shall be maintained in a condition that will prevent tracking or flow of mud out of the work area or onto public roads.

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El Centro
Southern Pump Station
July 2023
02270-4 ECB016200

3.2 PROVISIONS FOR EROSION CONTROL DURING CONSTRUCTION
A. The CONTRACTOR shall implement erosion control measures around all areas to be disturbed prior to disturbing ground in the area, to the satisfaction of the CONSTRUCTION MANAGER. The CONSTRUCTION MANAGER will
periodically inspect erosion control structures to confirm that the CONTRACTOR is maintaining these features.

B. The CONTRACTOR shall take sufficient precautions during construction to eliminate run-off of polluting substances such as silt, clay, wastes, fuels, oils, and bitumen into water supplies and surface waters. Special precautions shall be taken in the use of construction equipment to conduct operations in a manner that reduces erosion.

C. The temporary drainage ditches, silt fences, and other erosion and sediment control features shall be maintained at locations identified by the CONSTRUCTION MANAGER.

D. Disposal of drainage from the site shall be at a location approved by the CONSTRUCTION MANAGER. Drainage shall not be disposed of until silt and other sedimentary materials have been removed. Particular care shall be taken to prevent the discharge of unsuitable drainage to a water supply or surface water body.

E. As a minimum, the following shall apply:

1. Staked bales of straw or approved silt fencing shall be provided at points where drainage from the work site leaves the site, to reduce the sediment content of the water. Sufficient bales of straw or silt fence shall be provided such that all flow will filter through the straw or silt fence. Other methods, which reduce the sediment content to an equal or greater degree, may be used as approved by the CONSTRUCTION MANAGER.

F. Drainage leaving the site shall flow to natural water drainage courses in a manner that controls and prevents erosion of the drainage channels. ** END OF SECTION **

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Packet Pg. 231 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02340

JACK AND BORE
El Centro
Southern Pump Station
July 2023
02340-1 ECB016200
SECTION 02340

JACK AND BORE
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. The CONTRACTOR shall provide all labor, equipment, materials and incidentals to tunneling operations. The CONTRACTOR shall be responsible for the selection of the “tunneling method”, at the approval of all applicable jurisdictions and the CITY. If an alternate tunneling method is desired, that is not jack and bore, then the CONTRACTOR shall submit the alternate for CITY approval, with all applicable jurisdiction approvals. All applicable portions of this section will apply to an accepted alternate tunneling method.

B. Should jack and bore be selected as the “tunneling method”, then this section will apply. This section specifies methods for installing the casing and carrier pipe beneath Union Pacific Railroad (UPRR) and/or crossing IID pipelines, as applicable.

1.2 QUALITY ASSURANCE
A. Standard Specification for Public Works Construction “Greenbook”. Products and installation shall comply with the latest edition of the “Greenbook” except as noted herein.

1.3 SUBMITTALS
The CONTRACTOR shall submit information in accordance with Section 01300, SUBMITTALS, to substantiate compliance with this specification. In addition, the following specific information shall be submitted.

A. Shop Drawings
The CONTRACTOR shall submit to the CONSTRUCTION MANAGER:
a. Working drawings, steel casing, jacking head, methods, and equipment. b. Catalog cuts, specifications, dimensioned drawings, thrust block calculations, installation details and sketches.
c. Dewatering plans,
d. Detailed plan for monitoring ground surface movement.

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JACK AND BORE
El Centro
Southern Pump Station
July 2023
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e. Contingency plans
f. All other pertinent information for the jacking operations at least five working days prior to commencing jack and bore work. The drawings and calculations shall include details for the jacking and receiving pits, the concrete support blocks, bracing to prevent pipe shifting or flotation, pressure grouting of voids, and pressure concrete mix design, placement, and equipment. All drawings and calculations shall be signed and stamped by a Professional Engineer Registered in CA.

B. Specification Compliance

1. A copy of this specification section, with addenda updates, and all referenced sections, with addenda updates, with each paragraph check marked to show specification compliance or marked to show deviation.

2. A copy of the portion of Section 01300, SUBMITTALS that applies to this submittal shall be neatly and clearly marked by a check mark or circled indicating it has been reviewed and, as a minimum, complies with each requirement outlined or marked to show any deviation.

1.4 CONTRACTOR QUALIFICATIONS
A. Jack and bore equipment shall be operated only by technicians who individually have a minimum of two (2) years of experience in jack and bore operations for steel casing pipe 16 inches to 40 inches. The technician’s experience shall be documented in the jack and bore submittal.

B. Jack and bore installation shall be led only by a foreman who has a minimum of two (2) years of experience or ten (10) successful projects in jack and bore operations for steel casing pipe 16 inches to 40 inches within Union Pacific Railroad or IID right of way within the last three calendar years. The foreman’s experience shall be documented in the jack and bore submittal.

E. All welding shall be done by skilled welders, welding operators, and tackers who have had adequate experience in the type of materials to be used. Welders shall be qualified under the provisions of ANSI/AWS D1.1 by an independent, local, approved testing agency no more than six months prior to commencing work on the casing or pipeline.

Machine and electrodes similar to those used in the Work shall be used in qualification tests. CONTRACTOR shall furnish all material and bear the expense of qualifying welders.

1.5 REFERENCE SPECIFICATIONS
A. Refer to the following specifications for work related to this Section:

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1. Section 01300, Submittals.

2. Section 01050, Field Engineering.

3. Section 02140, Dewatering.

4. Section 02160, Excavation Support Systems

5. Section 02200, Earthwork

6. Section 02210, Excavation, Backfilling, Compaction for Utilities

7. Section 02644, PVC Non-pressure Pipe.

B. CONTRACTOR shall refer to Soils Report for project Report of Preliminary Geotechnical Investigation, Southern Regional Pump Station, El Centro, CA.

C. The CONTRACTOR shall refer to “Dewatering Evaluation and Geotechnical Engineering Support Southern Pump Station, El Centro, California” by AECOM prepared for Niklaus Engineering, 22 November 2022.

1.6 AMBIENT CONDITIONS
CONTRACTOR is advised that ambient temperatures in El Centro can regularly exceed 110 degrees Fahrenheit in Spring, Summer, and Fall. Summer temperatures can exceed 120 degrees.

1.7 SAFETY
The CONTRACTOR is solely responsible for safety on the jobsite. Perform work in a manner to maximize safety, avoid exposure of workers, and control dust, fumes, vapors, gases, or other atmospheric impurities in accordance with OSHA, Federal, State, and local requirements for work in confined spaces. Comply with “Tunnel Safety Orders” of the Division of Industrial Safety of State of California as outlined in Title 8 of the California Administrative Code.

The CONTRACTOR shall ensure that the Work is done in conformance with all applicable local, state, and federal safety requirements.

CONTRACTOR shall supply all flagmen, barricades, lights, warning signs, ventilation, air quality monitoring, and other safety devices and equipment that may be required to ensure the safety of all people who may enter the area. The CONTRACTOR shall take proper procedures to prevent unauthorized entry into the boring areas.

1.9 EXISTING CONDITIONS
CONTRACTOR shall fully investigate existing conditions prior to commencing excavation or pipeline installation. Subsurface conditions are described in the Soils Report and the Dewatering Evaluation. Additional subsurface investigations may be provided by CONTRACTOR at no

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additional cost to OWNER.

PART 2 - PRODUCTS

2.1 MATERIALS
A. Casing pipe shall be at a minimum ASTM A283, Grade C or ASTM A36 steel and shall comply with requirements in SSPWC 207-24.

B. Casing pipe shall be a direct-jacked, non-pressure welded steel pipe, with joints specifically designed for pipe jacking. The joint shall be designed to withstand the imposed groundwater hydrostatic pressure.

C. The diameter of the steel casing pipe shall be determined by the Contractor so as to provide the minimum clearance required all around the outside diameter of the final carrier pipe, and to account for any installation misalignment during casing pipe advancement.

D. The casing pipe shall have a maximum diameter-to-wall thickness ratio of 150, and thickness shall be at least as indicated on plans. The CONTRACTOR shall be fully responsible for the sufficiency of the casing provided and may select a greater diameter or thickness for the method of work, loading characteristics, site conditions, or possible interferences at no additional cost to the CITY.

E. Pressure grout of voids shall be per SSPWC 307-2.8.

F. Annular space fill material between casing and carrier pipes shall be per SSPWC 307-1.3.

G. Refer to Drawings for product information for items not specified herein.

PART 3 – EXECUTION

3.1 SITE PREPARATION
A. Permitting
No less than 21 calendar days prior to planned mobilization of personnel and equipment for jack and bore operations, CONTRACTOR shall verify with the CONSTRUCTION MANAGER that all permits have been obtained and are in good standing.

B. Equipment Assembly

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CONTRACTOR shall demonstrate to the CONSTRUCTION MANAGER that all equipment, casing and carrier piping, casing spacers, casing pipe caps, welding, tracking, monitoring, excavation, traffic control is in onsite no less than a complete working day ahead of commencing jack and bore work. Failure to have all items listed above on site can be cause for delay of start of jack and bore work at no additional cost to OWNER.

C. Geotechnical Investigation
CONTRACTOR has the option of conducting additional subsurface explorations at no additional cost to OWNER. Such explorations shall have the approval of applicable land owners and public agencies.

3.2 JACKING OPERATIONS
A. The CONTRACTOR shall proceed with jacking operations per Section 307 of the “Greenbook” and the Drawings. Where guidelines and restrictions between the Drawings and “Greenbook” conflict, the guidelines and restrictions of the Drawings shall govern.

D. It shall be the CONTRACTOR’s responsibility to provide stress transfer across the joints which is capable of resisting the jacking forces involved.

E. Maintaining Line and Grade: The CONTRACTOR shall be responsible for maintaining the specified line and grade, and for preventing settlement of overlying structures, or other damage due to the boring and jacking operations.

D. Lawful Requirements: The CONTRACTOR shall comply with the lawful requirements of the affected public agencies, and owners of public utilities or other facilities respecting the safeguarding of traffic and improvements that might be endangered by the boring and jacking operations.

E. Jacking a n d R e c e i v i n g Pits: The excavations for the boring or jacking operations shall be adequately shored to safeguard existing substructures, adjacent roadway, and surface improvements and to ensure against ground movement in the vicinity of the jack supports. Heavy guide timber, structural steel, or concrete cradles of sufficient length shall be provided to assure accurate control of boring or jacking alignment.

Adequate space shall be provided within the excavation to permit the insertion of the lengths of casing to be bored or jacked. Timbers and structural steel sections shall be anchored to ensure action of the jacks in line with the axis of the casing. A bearing block, consisting of a timber or structural steel framework, shall be constructed between the jacks and the end of the casing to provide uniform end bearing over the perimeter of the casing and distribute the jacking pressure evenly. Shoring systems shall be provided in accordance with the requirements specified in Section 02160, EXCAVATION SUPPORT SYSTEMS. Water control measures shall be provided in

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accordance with the requirements specified in Section 02140, DEWATERING.

F. Control of Alignment and Grade: The CONTRACTOR shall control the application of the jacking pressure and excavation of materials ahead of the casing but within the jacking head as it advances to prevent the casing from becoming earthbound or deviating from the required line and grade. The CONTRACTOR shall restrict the excavation of the materials to the least clearance necessary to prevent binding in order to avoid loss of ground and consequent settlement or possible damage to overlying structures. Allowable grade deviations in horizontal and vertical alignments shall be no greater than 0.2 feet per 100 feet in any direction over the length of the jacking or boring to a maximum deviation of 0.5 feet. Final installation shall be without a sag in the pipe. A lubricant such as bentonite or equal polymer may be used to reduce the friction between the casing and the bore hole after first reviewing the procedure with the CONSTRUCTION MANAGER.

G. Settlement or Heave: Survey control shall be provided by a California licensed land surveyor who shall also monitor for any settlement over the casing. The CONTRACTOR shall provide two copies of the controls and monitoring record to the CONSTRUCTION MANAGER at completion.

1. Limit settlement or heave along the alignment to:
a. No settlement or damage of any existing structures, railroad, or utilities above the proposed pipeline; and
b. 1/2 inch maximum elsewhere, unless otherwise stated by governing agency. c. No “chimney” nor sinkholes.
d. CONTRACTOR shall take corrective measures should heaving or subsidence reach a trigger/action tolerance level greater than 0.2 inches, or as requested by UPRR or inspector.

If allowable tolerances are exceeded, Contractor shall bear full responsibility and expense for correction (redesign, reconstruction, easement acquisition, etc.). If redesign is required, obtain services of a California-licensed Professional Engineer for redesign.

3.3 INSTALLATION OF CARRIER PIPE
A. Joints: All joints of the carrier pipe within the casing shall be in accordance with the manufacturer’s recommendations.

B. Carrier Pipe Support: The CONTRACTOR shall position casing spacers or wood skids to prevent excessive sag, bending and shear stresses in the piping in accordance with the manufacturer’s recommendations.

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C. Testing of the Carrier Pipe: Hydrostatic testing of the carrier pipe shall be completed prior to the filling of the annular space between the casing and carrier pipe. Hydrostatic testing shall be performed in accordance with manufacturer’s recommendations and specifications.

Allowable grade deviations in horizontal and vertical alignments of the carrier pipe shall be zero “0”.

3.4 HANDLING AND STORAGE
A. The CONTRACTOR shall exercise special care during the unloading, handling, and storage of all pipe to ensure that the pipe is not cut, gouged, scored or otherwise damaged.

Any significantly damaged pipe segment shall be removed from the site at the CONTRACTOR’s cost. The pipe shall be stored so that it is not deformed axially or circumferentially which may hinder pipe installation.

B. No plastic pipe shall be stored where exposed to direct sunlight.

C. The CONTRACTOR has the option of contacting adjacent landowners for additional lay down and storage areas. Compensation for such space shall be provided by the CONTRACTOR at no additional cost to OWNER.

3.5 INSTALLATION OF CONDUCTOR CASING END SEALS
A. The CONTRACTOR shall secure the casing seals in place with stainless steel bands in accordance with the manufacturer’s recommended procedures. The installation shall be made water tight by bonding together the exposed overlapping surfaces with a permanent sealing adhesive.

3.6 CLOSING OF PITS
A. After jacking equipment and excavated materials from boring or jacking operations have been removed from the jacking pit, the CONTRACTOR shall prepare the bottom of the jacking pit as a pipe foundation. All loose and disturbed materials below pipe grade shall be removed to undisturbed earth and shall be filled and re-compact in accordance with Section 02200 – Earthwork, the Soils Report, and the Dewatering Evaluation.

PART 4 PAYMENT

4.1 PIPE INSTALLATION
A. Payment shall per Section 01025 – Measurement and Payment.

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B. Installation of pipeline using a method different than what is indicated on the plans shall not be justification for additional compensation, unless authorized in writing by the CONSTRUCTION MANAGER.
**END OF SECTION**

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SECTION 02443

MICROTUNNELING
PART 1 -- GENERAL

1.1 SCOPE OF WORK
A. This Section specifies minimum design and performance requirements for the construction of the UPRR trenchless crossing by two-pass microtunneling method, where a steel casing pipe will be installed first and the final carrier pipe to be inserted thereafter. This section covers the requirements for microtunneling. Refer to additional requirements as specified in related sections.

B. Locations, excavation and support requirements for the launching and receiving pits/shafts are specified in Section 02160. Location, approximate dimensions and layout of each pit/shaft are shown on the Drawings are for Contractor information only, and can be modified per Contractor discretion.

C. This section of the specification is also applicable if the use of microtunneling method is selected for any other underground crossings.

1.2 RELATED SECTIONS
A. Refer to the following specifications for work related to this Section:

1. Section 01300, Submittals.

2. Section 01050, Field Engineering.

3. Section 02140, Dewatering.

4. Section 02160, Excavation Support Systems

5. Section 02200, Earthwork

6. Section 02210, Excavation, Backfilling, Compaction for Utilities

7. Section 02644, PVC Non-pressure Pipe.

B. CONTRACTOR shall refer to Soils Report for project Report of Preliminary Geotechnical Investigation, Southern Regional Pump Station, El Centro, CA.

C.

D. The CONTRACTOR shall refer to “Dewatering Evaluation and Geotechnical Engineering Support Southern Pump Station, El Centro, California” by AECOM prepared for Niklaus Engineering, 22 November 2022.

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1.3 REFERENCE CODES AND STANDARDS
A. Unless otherwise indicated, the current editions of the following specifications and standards apply to the Work of this Section.

B. American Society for Testing and Materials (ASTM):

1. A139, Standard Specification for Electric-Fusion (Arc)-Welded Steel Pipe (NPS 4 and Over)

2. D2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System).

3. D6910, Standard Test Method for Marsh Funnel Viscosity of Clay Construction Slurries
C. American Petroleum Institute (API): 2B, Specification for the Fabrication of Structural Steel Pipe.

D. NSF/American National Standards Institute (ANSI) Standard 60, Drinking Water Treatment Chemicals.

E. Occupational Safety and Health Administration (OSHA) Regulations and Standards for Underground Construction: 29 CFR Part 1926
F. Cal/OSHA: State of California Administrative Code, Title 8 G. "Greenbook", Standard Specifications for Public Works Construction (SSPWC), and per latest revisions by City of San Diego’ White Book.

H. Caltrans Encroachment Permits, "Guidelines and Specifications for Trenchless Technology Projects".

I. American Society of Civil Engineers (ASCE) – Standard Design and Construction Guidelines for Microtunneling (Draft), February 24, 2014 J. 46 CFR Chapter I, 54.01-17 - Pressure Vessel Human Occupancy (PVHO).

K. 29 CFR Chapter XVII, 1926.803 - Compressed Air.

L. American Society of Mechanical Engineer, PVHO-1, Safety Standard for Pressure Vessels for Human Occupancy
M. American Society of Mechanical Engineer, PVHO-2, Safety Standard for Pressure Vessels for Human Occupancy: In-Service Guidelines for PVHO Acrylic Windows

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1.4 DEFINITIONS
A. General:

1. Annular Space: The gap calculated by the radial distance between the outside radius of the jacking pipe and the excavated radius of the outermost gauge cutter.

2. Boulder Volume Ratio (BVR): Volume of boulders sized (larger than 12-inch in principle dimension) clasts as a percentage of the total muck volume

3. Carrier Pipe: The final product pipe for conveyance of sewage.

4. Casing Pipe: A jacking pipe, made of steel, used to support a tunnel and within which the carrier pipe is later constructed. The casing pipe provides initial ground support and transfers the forward thrust of the jacks through the pipe string to the face.

5. Cobbles Volume Ratio (CVR): Volume of cobbles sized (between 3-inch and 12- inch in principle dimension) clasts as a percentage of the total muck volume

6. Compression Ring/Packer: A ring fitted between the end bearing area of the carrier pipe joint to help distribute the jacking forces more uniformly over the entire bearing surface. The compression ring compensates for steering, misalignment, and pipe end irregularities during the jacking process. Compression rings are also referred to as packers. Compression rings are not used with steel casing pipe.

7. Contact Grouting: Grouting outside of the jacking pipe to fill voids and assure that intimate contact for load transfer between the jacking pipe and the native host material has been achieved.

8. Controls: Part of the microtunneling control system that synchronizes excavation, pressure balance, removal of excavated material, and jacking of pipe to balance forward movement with the removal of excavated materials so that ground settlement or heave is minimized or eliminated.

9. Cutterhead: Any rotating tool or system of tools that excavates materials.

10. Cutterhead Opening Ratio (COR): Percentage of open area on the cutterhead in relationship with the total excavated cross sectional area.

11. Earth Pressure Balance Machine: Type of microtunneling or tunneling machine in which the excavated material at the face is controlled to provide the counter balancing earth pressure to minimize or eliminate heave and subsidence. The counter balancing force is typically maintained between the active and passive earth pressures.

12. Emergency Recovery Shaft: A vertical excavation required for the removal of an obstruction or for removal or repair of the trenchless construction equipment. The

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location of an emergency shaft is determined by construction necessity and will not have permanent civil structures constructed in the shaft.

13. Face: The location where excavation is taking place.

14. Hook up – Connection to a single lubricant or grout port along the jacking pipe.

15. Hyperbaric Intervention – Hyperbaric intervention is to prepare a pressurized atmosphere (with breathable compressed air) at the MTBM excavation chamber where compressed air is used as a mean of ground support, and to allow man entry inside where maintenance tasks can be performed.

16. Inadvertent Return: The loss of drilling fluid, including slurry and lubrication, from the slurry or lubrication system. An inadvertent return occurs with fluids reaching the ground surface, a body of water, or a utility. A common form of inadvertent return, where the fluid reaches the surface or waterway, is commonly called a “Frac-out.”

17. Intermediate Jacking Station(s) (IJS): A fabricated steel cylinder fitted with hydraulic jacks, which is incorporated into a pipeline between two jacked pipe segments. Its function is to provide additional thrust to overcome resistive skin friction of the MTBM and pipeline and to distribute the jacking forces over the pipe string on long drives.

18. Jacking Frame: A structural component, fitted with hydraulic cylinders that is used to push the MTBM and casing pipe into the ground. The jacking frame distributes the thrust load to the casing pipe and the reaction load to the shaft wall or thrust block.

19. Jacking Pipe: A specialty pipe that is engineered and manufactured with a smooth outer wall and watertight joints. The pipe is specifically designed to be jacked through the ground. The jacking pipe is either a casing pipe or a carrier pipe.

20. Jacking/Launching/Entrance Shaft/Pit: A vertical excavation from which trenchless technology equipment and pipe are launched and driven.

21. Jacking Shield: A fabricated steel cylinder from within which tunnel excavation is performed.

22. Laser: A device commonly incorporated into the navigation system used to maintain alignment and grade during tunnel construction.

23. Lubricant (Lubrication): A fluid, normally water with bentonite and/or polymers suitable for the particular ground conditions, used on the exterior of the jacking pipe to fill the annular space to reduce skin friction.

24. Lubrication Port: A port located in a jacking pipe segment, fitted with a one-way valve, for injection of lubrication material into the annular space. After

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microtunneling installation of the jacking pipe, lubrication ports are used for contact grouting if required.

25. Maximum Allowable Jacking Force: The largest jacking load that the jacking pipe can accept allowing for an appropriate factor of safety.

26. Maximum Anticipated Jacking Force: The largest theoretical jacking force required to advance the pipe string and MTBM from one location to another.

27. Microtunneling: A remote controlled and guided pipe-jacking process that provides balancing of the earth pressure in addition to applying hydrostatic counterbalancing pressure to the face. The pipe string provides continuous support to tunnel.

28. Microtunnel Boring Machine (MTBM): A remote controlled, steerable, instrumentation guided tunnel boring machine consisting of an articulated boring machine shield and a rotating cutter head. Excavated muck is removed by slurry.

Personnel entry into the MTBM is not required for the routine operation of the MTBM.

29. “N” Value: Penetration resistance as measured from the standard penetration test (SPT). The SPT consists of counting the number of blows of a 140-pound hammer freely falling 30 inches while driving a 2-inch outside diameter (OD) split-spoon sampler a minimum of 18 inches into the soil. The number of blows is recorded for each 6 inches of penetration for an 18-inch drive. The first 6 inches of penetration are discounted and the number of hammer blows required to drive the sample over the 6 to 18-inch range of sampler penetration is the standard penetration resistance or “N” value. Low “N” value is defined herein with SPT equals 5 or below.

30. Navigation System: System that locates and records the actual, real time position of the MTBM relative to the design location. The navigation system shall be capable to maintain the line and grade tolerances as specified along the complete jacking distance required.

31. Obstruction: Obstruction is an object not expected to be encountered and located fully or partially in the direct path of the MTBM that meets all requirements specified in this Section, thereby preventing the forward movement of the MTBM after all diligent efforts to advance the MTBM have failed due to one of the following:
a. Hard clast (boulder) with a principal dimension greater than 1/3 of the excavated MTBM diameter, or
b. More than two (2) minimum 16-inch diameter boulders with an unconfined compressive strength (UCS) greater than 70,000 psi; or

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c. Hard, cemented sandy matrix with a thickness greater than 2-ft at the face of the MTBM with an unconfined compressive strength (UCS) greater than 16,000 psi or
d. Large tree trunk, timber or woods debris in the excavated muck that completely block the MTBM slurry removal system or
e. Excavated muck consists of a mixture of gravel, cobbles and boulders debris, with CVR + BVR ratio above the baseline percentage described herein, being collected in the MTBM chamber stalling the rotation of the MTBM cutterhead.

32. Overcut: The radial distance between the excavated perimeter of the outermost gauge cutter and the outside radius of the MTBM.

33. Pipe Jacking: Construction of a pipeline by hydraulically jacking consecutive sections of jacking pipe through the ground behind a shield

34. Pipe String: The succession of joined individual pipes being used to advance the excavation equipment and support the tunnel.

35. Pit: A vertical opening where the depth of the excavation is less than the long dimensions of the excavation. The word “pit” and “shaft” are used interchangeably in this specification.

36. Principal Dimension: The largest of an object’s three mutually orthogonal measurements.

37. Receiving/Exit Shaft/Pit: A vertical excavation from which trenchless technology equipment is received and removed.

38. Shaft: A vertical opening where the depth of the excavation is more than the long dimensions of the excavation. The word “pit” and “shaft” are used interchangeably in this specification.

39. Slurry: A water/bentonite/polymer fluid which is used for the transportation of excavated materials and to balance the naturally occurring hydrostatic pressure during microtunneling. Slurry is a fluid designed with specific engineering properties including density, viscosity, and gel strength.

40. Slurry Chamber: An area/chamber located behind the cutter head of a slurry microtunneling machine where excavated material is mixed with slurry in the chamber and transported to the surface by pumping.

41. Slurry Line: A series of hoses or pipes that transports spoils and slurry from the face of a slurry Microtunneling machine to the surface.

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42. Slurry Pressure Balance: An operational mode of the microtunneling system which uses a slurry fluid to balance ground and water pressures at the face of the tunnel and improve face stability.

43. Slurry Separation: A process where excavated material is separated from slurry so that the slurry may be reused.

44. Specials: The pipe sections immediately ahead of and behind an IJS that have been specifically manufactured to physically accommodate the IJS.

45. Spoil(s): Excavated material.

46. Sump Pump: A pump placed in a shallow well used to collect and remove water incidental to the construction process, shaft leakage, and to prevent the excavation equipment from flooding.

47. Thrust Block: An engineered structure located between the jacking frame and the shaft wall which distributes the jacking force developed by the hydraulic jacking frame over a large surface area.

48. Thrust Ring: A fabricated ring that is mounted on the face of the jacking frame. It is intended to transfer the jacking load from the jacking frame to the thrust bearing area of the jacking pipe.

49. Trenchless Technology Equipment: Equipment used to install the pipe from the point of origin to the destination without the use of an open trench cut.

50. Trigger Level: Action level or maximum allowable level for movement.

51. Water Jetting: Cleansing mechanism of the cutterhead where high-pressure water is sprayed from nozzles in the cutterhead to help remove soils classified as clays per ASTM D2487

1.5 DESIGN REQUIREMENTS
A. Cal-OSHA Classification

1. The Contractor is responsible to obtain from Cal/OSHA an underground classification for the underground work to be performed under this section, as applicable, for all trenchless excavation with an excavated diameter 30 inches or larger.

2. All underground equipment shall confirm with Class I Division 2 as defined by OSHA Standards, 29 CFR Part 1926, Subpart K, unless more stringent requirements are imposed by Cal/OSHA.

B. Jacking Systems:

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1. The installed jacking system capacity, including the use of intermediate jacking stations when applicable, shall exceed the maximum anticipated jacking force by at least 30 percent.

2. Intermediate jacking stations (IJS) shall be designed and capable of withstanding the maximum anticipated jacking force with a minimum factor of safety of 2.0.

Fully assembled intermediate jacking stations and two pipe specials for each IJS shall be required and mobilized on site for each microtunneling drive prior to commencing the drive if any one of the following conditions is met:
a. When the maximum anticipated jacking force exceeds 80 percent of the maximum allowable jacking force of the jacking pipe.
b. When the main jacks do not exceed the maximum anticipated jacking force by at least 30 percent.
c. The Intermediate jacking stations shall be collapsible at the end of the jacking operation to allow closure of the casing pipe specials for the formation of the watertight joint.

C. Slurry:

1. The CONTRACTOR shall not use water-soil only as the drilling fluid that relies on natural fines generated during the MTBM excavation to form the slurry. Include use of polymer, bentonite and/or additives to provide a minimum viscosity of 55 second per quart per ASTM D6910.

2. Design the slurry system to facilitate the flow of excavated mucks from the heading to the separation system, to reduce the cutting torque and the wear and tear of the equipment.

3. Design the slurry system to handle the use of polymer and/or bentonite additive in the slurry that is applicable for the ground and groundwater conditions.

D. Lubrication Systems: Lubrication shall be injected continuously and automatically at the tail of the MTBM and at regular spacing along the entire pipe string during the tunneling operation to ensure a complete distribution of lubricant coating the jacking pipe.

1. Lubrication ports shall be installed at a maximum spacing of 10 feet and positioned at 12 o’clock, 4 o’clock, and 8 o’clock along the entire length of the pipe string.

2. Injection pressure and quantity of material to be discharged through each of the lubrication port shall be independently controlled and monitored by the MTBM operator.

3. Lubrication and contact grout ports and plugs shall be designed for a. Maximum injection pressures during construction;

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b. Maximum groundwater pressure summarized in the Geotechnical Report. c. Maximum operating internal pressure of the carrier pipe at the crossing.

E. Gas Monitoring

1. Perform gas monitoring and testing per Cal-OSHA requirements prior to any man entry activities inside the MTBM tunnel, if necessary.

F. Entrance and Exit Seals

1. Perform ground treatment at break in and break out zones as indicated and as specified herein.

2. Seals shall be capable of resisting external hydrostatic pressure plus the full pressure exerted by the slurry and lubricant systems of the microtunneling equipment. External hydrostatic pressure shall be based on the design groundwater table indicated in the Geotechnical Report.

3. Use entrance and exit seals that are specially made for the excavated dimensions of the MTBM. Provide adequate adjustments for machine misalignment.

4. Mount exit seal in the receiving shaft only after the Contractor can verify by field measurement the actual position of the in coming MTBM equipment.

5. To control water leakage through the seal assemblies:
a. Use inflatable seal.
b. Use fast setting grout to stop any remaining leakage c. Use lubricant injection nozzles mounted on the seals

1.6 AMBIENT CONDITIONS
CONTRACTOR is advised that ambient temperatures in El Centro can regularly exceed 110 degrees Fahrenheit in Spring, Summer, and Fall. Summer temperatures can exceed 120 degrees.

1.7 SAFETY
The CONTRACTOR is solely responsible for safety on the jobsite. Perform work in a manner to maximize safety, avoid exposure of workers, and control dust, fumes, vapors, gases, or other atmospheric impurities in accordance with OSHA, Federal, State, and local requirements for work in confined spaces. Comply with “Tunnel Safety Orders” of the Division of Industrial Safety of State of California as outlined in Title 8 of the California Administrative Code.

The CONTRACTOR shall ensure that the Work is done in conformance with all applicable local, state, and federal safety requirements.

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CONTRACTOR shall supply all flagmen, barricades, lights, warning signs, ventilation, air quality monitoring, and other safety devices and equipment that may be required to ensure the safety of all people who may enter the area. The CONTRACTOR shall take proper procedures to prevent unauthorized entry into the boring areas.

1.8 EXISTING CONDITIONS
CONTRACTOR shall fully investigate existing conditions prior to commencing excavation or pipeline installation. Subsurface conditions are described in the Soils Report. Additional subsurface investigations may be provided by CONTRACTOR at no additional cost to OWNER.

1.9 PERFORMANCE REQUIREMENTS
A. Launching and receiving of MTBM:

1. Stabilize ground so that no more than 3.0 cubic feet of ground enters the shaft at the break-in and break-out locations.

2. Groundwater entering the shaft break-in and break-out locations shall not exceed

5.0 gallons per minute (gpm).

3. Prevent MTBM deviating from acceptable line and grade during launching.

4. Maintain satisfactory performance against ground heaving and/or settlement.

B. MTBM Operation

1. During MTBM operation and shutdown, the face pressure at the heading shall be maintained a minimum of 3 psi above the existing perched or groundwater table and the active earth pressure at the invert of the proposed tunnel.

C. Line and grade:

1. The construction tolerances of the MTBM and the directly jacked casing pipes shall be
a.Horizontal Alignment – within 0.025 percent of the total drive distance and not more than 3 inches; and
b.Vertical Alignment – within 0.015 percent of the total drive distance and not more than 2 inches.
c.No ponding of water or reversed grade shall be permitted between shafts.

2. When the excavation is off line or grade, return to the design line and/or grade over the remaining portion of the drive and at a rate of not more than

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a.1 inch per 25 feet
b.Maximum allowable angular displacement at the casing and carrier pipe joints.

3. Casing pipe shall be constructed to permit carrier pipe installation per Plans.

D. Settlement or Heave: Survey control shall be provided by a California licensed land surveyor who shall also monitor for any settlement over the casing. The CONTRACTOR shall provide two copies of the controls and monitoring record to the CONSTRUCTION MANAGER at completion.

1. Limit settlement or heave along the alignment to:
a. No settlement or damage of any existing structures, railroad, or utilities above the proposed pipeline; and
b. 1/2 inch maximum elsewhere, unless otherwise stated by governing agency. c. No “chimney” nor sinkholes.
d. CONTRACTOR shall take corrective measures should heaving or subsidence reach a trigger/action tolerance level greater than 0.2 inches, or as requested by UPRR or inspector.

If allowable tolerances are exceeded, Contractor shall bear full responsibility and expense for correction (redesign, reconstruction, easement acquisition, etc.). If redesign is required, obtain services of a California-licensed Professional Engineer for redesign.

E. Groundwater Leakage:

1. Casing Pipe:
a. Less than 10 gpm total inflow between launching and receiving shafts; and b. Less than 1 gpm at any isolated or joint locations.

2. Carrier Pipe: No leakage is allowed.

F. Surveying:

1. Establish control points sufficiently far from any tunneling and construction operation not to be affected by ground movement or damaged.

2. The accuracy of the horizontal coordinates and elevation for each survey point shall be 0.01 foot.

G. Tunnel Navigation System:- Use a remotely controlled navigation system designed for an operational distance greater than the drive in which the proposed system will be used with sufficient accuracy to maintain the MTBM drive within the tolerances specified herein.

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H. Slurry System - Design the slurry system to successfully stabilize the excavated face by forming “filter cake” and to adequately lubricate, transport and remove the excavated material from the heading to the disposal facilities.

I. Lubrication: Monitor the lubricant mix proportion and automatically record the injection pressure and quantities for each hookup to sufficient accuracy so as to completely fill the annular space and to prevent an inadvertent return.

J. Access to MTBM cutterhead

1. Free Air – During the course of the tunneling operation, access to the working chamber behind the cutterhead will be required for inspection, regular maintenance and replacement of cutting tools. Access under free air shall only be performed when groundwater seepage is less than 2 gpm and the excavated face at the heading remains stable and exhibits at least four (4) hours of standup time.

2. Hyperbaric Intervention – When the ground exhibits excessive groundwater inflows, any type of raveling or running ground conditions, free air entrance shall not be performed. Design, modify, procure, fabricate and implement safe hyperbaric intervention practices per the requirements of the latest Pressure Vessel for Human Occupancy (PVHO-1 or 2), Federal and Cal-OSHA regulations. Hyperbaric intervention shall only be performed by qualified individuals and company only.

3. Use of emergency shaft excavated from the ground surface for access to the MTBM cutterhead shall not be acceptable.

1.10 QUALITY ASSURANCE
A. Qualifications

1. Microtunneling Contractor: Possess a valid California Contractor’s Class “A” license and a minimum of ten years experience in the installation of pipelines using microtunneling as the method of installation. Experience requirements are the construction and completion of a minimum of two pipeline projects in similar project conditions, each with a minimum similar finished diameter using microtunneling as the method of installation.

2. Superintendent: The project superintendent shall have at least ten years of tunneling/pipe jacking experience and shall have managed at least two microtunneling projects, each in similar ground conditions with similar equipment.

3. Operator: The microtunneling MTBM operator(s) shall have at least five years experience in the installation of pipelines using microtunneling as the method of installation. The MTBM operator shall have successfully completed a minimum of one pipeline project in similar finished diameter using microtunneling as the method of installation.

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4. Microtunneling engineer shall be a Professional Civil or Structural Engineer licensed in the State of California. Experience shall include performing microtunneling and jacking pipe design calculations on at least five microtunneling projects, including one project in similar finished diameter using microtunneling as the method of installation.

5. Surveyor shall be a Professional Surveyor licensed in the State of California with experience in underground surveying, including the use of the proposed tunnel navigation system described herein. Other experiences shall include the transfer of points and line from the surface to below ground surface and to perform alignment survey inside tunnels at least three projects.

6. Hyperbaric Intervention Team – Where applicable, company/subcontractor providing hyperbaric intervention support shall have at least 10-year experience and 3 projects in performing compressed air entry activities under similar ground/groundwater conditions to the tunneling construction community.

Supervisory personnel and intervention team members to be assigned shall have at least 5 years and 2 previous project experience performing similar tasks to be anticipated on the project. These tasks shall include inspection, replacement of cutting tools, removal of obstructions, machine maintenance and/or repairs performed inside the MTBM working chamber.

B. Jacking pipe information

1. Jacking pipe capacity calculations shall be stamped and signed by the Microtunneling engineer. Calculations shall indicate the maximum theoretical and allowable capacities.

2. Working drawing showing dimensions of the proposed jacking pipe and IJS specials to calculate jacking capacity and specifically identify the factor of safety.

3. Working drawing showing detail design of the watertight joint of the jacking pipe and the IJS system.

4. Working drawings showing detail designs and layout of the lubrication and contact grout ports, and plugs.

5. Jacking force calculations shall specifically identify source of equation, normal effective stress, sources of friction factor, adhesion factor, use of lubrication, and the factor of safety. Equation and factors shall be from a widely accepted industry source acceptable to the ENGINEER.

6. CONTRACTOR shall determine the maximum anticipated construction loads, including jacking forces and handling stresses, proposed IJS locations, and ensure that the anticipated loads are implemented in the manufacturer’s design of the jacking pipe, subject to the ENGINEER’s review.

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7. Manufacturer’s written recommendations for repairs for joint failures and side wall failure of the casing pipe to comply with the structural and leakage requirements.

C. Progress reports: Prepare daily for each work shift and for the microtunneling drive. Each jacking report shall include:

1. Project Name

2. Date

3. Printed name of operator and signature.

4. Number of each pipe installed and length of pipe.

5. Pipe Stationing

6. Start and end time for each pipe joint.

7. Positions of IJS in the installed pipeline.

8. Start and finish times for each crew each day.

9. Field testing results of slurry and lubricant

10. Recorded MTBM data as required herein.

11. CONTRACTOR’s interpretation of the recorded data.

12. Lubrication log as required herein.

13. Loss of slurry and./or volume of addition fresh slurry into the system

14. Obstructions, when encountered.

15. Gas Monitoring Log (for man entry activities)

16. Any unusual observations made in the field.

17. Daily output or printout from the tunnel navigation system and auto data recording (Item E) systems including machine locations, operational parameters monitored, measured, and recorded to demonstrate progress.

18. Muck volume per jacking pipe and daily total muck quantity

19. Jacking report (Item E) – weekly
D. Use an automated data recording system for the microtunneling system supplied. It shall be operated for the duration of the project and the records provided to the ENGINEER in a format acceptable to the ENGINEER. All parameters capable of being recorded by the microtunneling system shall be recorded at a maximum interval of 12 inches of MTBM advancement or every minute during tunneling, whichever comes first. During a stoppage, jacking force and face or earth pressure shall be recorded at least daily unless otherwise approved by the ENGINEER.

1. Date and time

2. Stationing, position and deviations of the MTBM in relation to design line and grade.

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3. Pitch, roll, yaw and drift of the MTBM

4. Maximum jacking force and strokes exerted by each of the main jacks and each IJS.

5. Position, pressure and jacking forces of each of steering jacks.

6. Cutterhead torque and RPM of the cutter wheel

7. Earth pressure measured closest to the face of the MTBM

8. Inlet and outlet slurry quantities and pressures.

9. Velocity and volume of slurry per time unit, including percentage of slurry volume bypassed through the system.

10. Jacking rate and total distance jacked.

11. Water jetting operating parameters including position of valves, maximum pressure, volume, and operating duration
E. Provide a separate jacking report prepared by hand to supplement information on the automated data recording system. Jacking report shall include three recording points of measurements for each pipe segment up to and including 10 feet long. The first recording point shall be within one foot of the start, second recording point shall be near the midpoint, and third recording point shall be within one foot of the end. For pipe segments longer than 10 feet add one recording point at the midpoint between the first and second recording points and add one recording point at the midpoint between the second and third recording points for a total of five recording points. For each of the recording points, record the following measurements and provide unit of measure:

F. Lubrication log shall include date, shift, number of batches mixed, and operator. For every hook up, report the design mix, density, strength, viscosity, pH. Also include location, pipe number, injected volume, duration and injection pressure that were used.

G. Slurry log shall include date, shift, time and operator. Include on the log design mix, slurry density, viscosity, pH and sand contents. Note on the report the level of slurry in the effluent and influent tanks, estimated fluid loss (via the ground) and quantity of slurry added during the shift.

H. Contingency plans:

1. The spoils separation plan shall include changes to the separation plant and/or slurry additives upon the request of the Engineer or when testing performed in accordance with the approved submittals or operating parameters indicate the slurry is not performing as intended. Describe methods and procedures for making changes to the separation plant and/or slurry additives.

2. The MTBM operational plan shall include observational and operational characteristics being monitored that indicate the MTBM is not advancing, experienced excessive ground movement, excessive derivation from contract line and grade, excessive “spikes” in cutterhead torque and jacking thrusts, in low blow count material, presence of elevated hazardous gas levels, excessive groundwater leakage and other non-compliance performances. The plan shall include an

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explanation of the probable causes. The plan shall also include replacing operators, advance rates, changes in the slurry mixes, pressures and other modifications to be made on the MTBM equipment and work procedure to be implemented in the field.

3. The obstruction removal plan shall include observational and operational characteristics that indicate the MTBM is not advancing due to an obstruction. The plan shall include the confirmation of the obstruction and methods to remove the obstruction considering face access, groundwater control, ground support methods, type of obstruction, location of stoppage, and impact to traffic and adjacent facilities. The plan shall also include procedures to abandon the tunnel should it become necessary, and shall include machine and pipe retrieval/pull back when appropriate, and backfilling of the abandoned opening with grout during the machine retrieval process.

4. The hyperbaric intervention plan shall include planning, setup and execution phases, as follows.
a. Planning Phase - preparation, documentation, submittal, approval, notification, as well as coordination with Cal-OSHA and other agencies having jurisdiction for the development of an Intervention Work Plan including the equipment and staffing needs, if and when hyperbaric activities are required. The Planning Phase shall also include the decision process to determine when and where intervention is necessary. Planning Phase shall be completed within 90 days after NTP.
b. Setup Phase - setup the supervision, equipment, personnel, training that will be required for successfully completion of the activities. Medical support team and facilities shall also be identified and under contract to provide emergency service when necessary. Demonstrate to the City what necessary administrative and management steps need to be taken to allow the intervention work to be performed within the schedule as proposed and specified herein. Setup Phase shall be completed 20 work days prior to the microtunneling activities.
c. Executive Phase - Identify of the immediate scope of work for the hyperbaric intervention activity. Develop detail work procedures and sequencing to address and correct the problems. Develop a detail time schedule for the 1st time and subsequent times when hyperbaric interventions are needed.

Executive Phase shall be completed within 5 work days for the 1st intervention activity and within 72 hours for all subsequent activities.

5. The tunnel navigation plan shall include operational parameters observed, measured, and recorded to determine if the equipment has moved or distortion is affecting the guidance. If any reach of the installed jacking pipe is off line and/or grade, the plan shall include a return to the design line and/or grade as specified herein.

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6. The jacking plan shall include operational parameters observed, measured, and recorded to determine if jacking force is increasing at a rate that would exceed jacking capacity or jacking force increase at a rate causing reasonable concern for completing the drive. Include actions and procedures to address situations when jacking force is increasing at a rate that would exceed jacking capacity or when mining is resumed after a long delay or stoppage.

7. The inadvertent return plan shall include cleanup methods on the ground surface, emergency telephone numbers, sources of equipment and materials needed for containment and clean-up, and corrective actions for reducing operating pressures and modifying the slurry or lubricant. The plan shall include replacement of personnel when necessary and acceptable to the ENGINEER. Slurry and lubrication inadvertent return plan shall include operating parameters that are controlled with the intent of preventing an inadvertent return. Inadvertent return plan shall include a minimum shutdown period. The restart of mining will be permitted only after the satisfactorily execution and completion of the procedures described in the approved contingency plan, and approvals from all agencies having jurisdiction have been obtained.

8. The jacking pipe failure plan shall include inspection, repair, and removal plans.

Repair methods shall be acceptable to pipe manufacturer and the ENGINEER.

9. A remedial plan when groundwater leakage observed inside the casing pipe or direct jacked carrier pipe exceeds allowable limits.

10. An action plan to be prepared and pre-approved before all tunneling operation and it shall be mobilized immediately when excessive settlement is encountered. The plan shall incorporate all corrective measures included in Part 3.6.C making sure roadway safety is not compromised. Such plan shall describe means and methods of the proposed operation, equipment to be employed, name and contact information of subcontractors that may be required to perform these corrective measures. A preliminary traffic management shall also be included.

1.11 SUBMITTALS
A. CONTRACTOR’s qualifications and experience records as required herein:

1. Microtunneling Contractor, project superintendent(s) and MTBM operator(s)

2. Microtunneling engineer

3. Surveyor

4. Hyperbaric Intervention Team, including the mechanical engineer designing the interventional equipment.

B. A copy of all required permits.

C. Microtunneling Machine

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1. Shop drawings of microtunnel machine, including dimensions, design and configuration of cutter head, tooling, overcut, provisions for face access to the MTBM cutterhead and other machine features to comply with the requirements described in this Section. Indicate the unconfined compressive strength and the diameter of the largest spherical object that can pass through the cutter wheel and be crushed by the MTBM.

2. Preprinted machine specifications or a letter from the microtunneling machine manufacturer(s), in English, demonstrating that the selected machine(s) satisfies all aspects of the requirements in this specification and is capable of progressing through the anticipated soil/rock conditions as indicated in the Geotechnical Report for the proposed jacking diameter and distance, and to support all aspects of the proposed contingency plans.

D. Demonstrate that the proposed construction means and methods meet specified requirements:

1. A general description and schedule of the microtunneling procedure, including shaft/pit construction pertaining to microtunneling operation, equipment set-up, breakin/breakout treatment, MTBM excavation, work sequencing and schedule, method, spoil removal, spoil disposal, methods of protection and maintenance of project site, and groundwater control methods.

2. Written recommendations from machine manufacturer(s) with the proper operational procedures for balancing the hydrostatic and earth pressures so as to minimize ground movement and prevent inadvertent return of slurry.

3. Written recommendations with the proper operational procedures for safe performing the hyperbaric intervention.

E. Working Drawings/Work Plan:

1. Layout, access and dimensions of work site, depth and dimensions of launching and receiving shafts; including jacking equipment within the pit/shaft and aboveground equipment at each location. Provide a separate drawing superimposing permanent civil works within the pit/shaft.

2. Design and schedule of installation of electrical system, lighting system, onsite power generation or electrical hookup.

3. Grade and alignment controls, and design of the navigation system including operating parameters, monitoring recording and QA/QC requirements.

Manufacturer’s specifications, manuals, and any drawings of the navigation system.

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4. Methods for launch and retrieval of the MTBM including any modifications to the shaft. Additionally, describe procedures that will be used to confirm entry and exit portals are stable, prior to launch and retrieval of the MTBM.

5. Watertight MTBM entrance and exit seals. Provide design calculations, drawings, and descriptions including the maximum pressure the seals are capable of resisting to demonstrate that the seal assembly will satisfy the requirements specified herein.

6. Estimated daily volume of muck generated and means and methods for field measurement and verification.

7. MTBM retrieval or pull back system for a distance up to 300 feet from the launching shaft, including recovery of all installed pipe. Allow backfill grout/slurry to be discharged through MTBM cutterhead to fill in the abandoned tunnel during the pullback of the MTBM equipment.

8. Air Lock, man lock or air pressurized vessel or bulkhead. - These systems shall be designed by a registered mechanical engineer. Certification of compliance with the PVHO standard will also be required,
F. Contingency plans - described in Part 1.8.

G. A detailed plan for monitoring ground surface movement (settlement or heave) in accordance with SSPWC 308-3.

H. Slurry System:

1. Slurry system of the microtunneling machine, including a line diagram illustrating the operation, monitoring and controlling of the slurry system in applying hydrostatic counterbalancing pressure to the face.

2. Slurry management plan to avoid inadvertent return and spillage onto street surface.

3. Details of slurry system and soil separation methods. Include calculations of the system capacity, flow rates to handle sizes and quantity of the material anticipated.

Demonstrate that the slurry system has sufficient pressure, velocity and volume to adequately transport and remove the excavated mucks as intended. Include pressure gauge and volumetric gauge locations.

4. Design mixes, additives and materials to be used for slurry to perform its intended functions in the subsurface conditions described in the Geotechnical Report.

Include a targeted range of properties for each soil type, testing methods and requirements to ensure that the slurry is within the proposed targeted properties and performing as intended. Targeted properties of slurry shall include measurements of the pH, unit weight, solid contents (percent of particular larger than No. 200 sieve) and viscosity.

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5. Demonstrate that the slurry system has sufficient pressure and volume for slurry to perform as intended and prevent inadvertent returns. Include pressure gauge and volumetric gauge locations.

6. Design of the slurry separation system including various components, and selection of screen sizes, scalper shaker, hydro cyclones and centrifuge for water based slurry with and without additives.

I. Jacking system details, and numbers of intermediate jacking stations required and their proposed spacing, method of operation, thrust capacity, and sleeve details, plus method of control to prevent the maximum allowable jacking force from being exceeded.

J. Auto Lubrication System: Description of lubrication mix equipment, control system and procedure for lubricating the pipe during jacking operations, including estimated injection volume at each port for the anticipated soils. Submit materials to be used for lubrication, with consideration of the groundwater conditions anticipated to be encountered along the alignment.

1. Location and pattern of lubrication ports along the MTBM and the jacking pipes.

2. Mix designs including grout mix, proportions, density, slump, strength, viscosity, and pH.

3. Demonstrate that the lubrication delivery system, including design calculations, shall have sufficient capacity, pressure and volume for lubrication to perform as intended.

4. Estimated quantity of lubrication needed to fill in the annular gap for the soil conditions at each port.

5. Injection and monitoring systems to allow independent control of the grout flow rate, volume and pressure at each port, including pressure gauge and volumetric gauge locations.

6. Sample lubrication log sheet acceptable to ENGINEER.

K. Jacking pipe information as required herein. Including manufacturer’s certificate of compliance that the jacking pipe complies with project specifications.

L. Power generation plant and slurry plant sound rating data. Sound level rating data shall be based on actual tests of an identical unit or a similarly packaged unit of equal capacity with calculated corrections submitted for review. Manufacturer’s test procedure, equipment, and reporting shall conform to SAEJ1074, Engine Sound Level Measurement Procedure or ANSI/ASME PTC36, measurement of industrial sound.

M. Provide a sample copy of all reports to be filed under this work including information available from automated data recording of the performance of the lubrication system, sampling frequency, and available formats for the ENGINEER to select.

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N. Notification:
a. Provide minimum five work days advance notification of meeting date and time for any preconstruction meeting.
b. Notification requirements during construction as specified herein.

O. Survey plans including the following:

1. Records of the line and grade alignment information during the MTBM operation summarized using the Tunnel navigation system in a format acceptable to the Engineer. Submit the as recorded alignment information on a weekly basis.

2. As-built drawings of the jacking pipe showing the horizontal coordinates and elevations, and deviations from the design line and grade of all pipe joints. Clearly indicate any out-of-tolerance locations on the as-built drawings. Submit cross sectional drawings also to highlight the clearance envelope between the casing pipe and the permanent product pipe.

3. Surface and/or subsurface settlement records as reported by the geotechnical instrumentations, results of the surveying and/or scanning.. The plan shall incorporate survey plans/notes performed by Caltrans and/or Cities.

P. Job Hazards Analyses: Submit Injury and Illness Prevention Program for information only to demonstrate compliance with the law. The plan shall identify the potential hazards including chemical hazards to the work crew, the environment, and the surrounding communities. Include all the mitigation measures necessary to address these hazards. The plan shall also address all the safety issues that may be required for the work described in the contingency plans.

Q. Disposal Plan – Include disposal plan(s) for excavated spoils and wastewater generated during the microtunneling operation.

R. Grouting materials for annular space between casing and carrier pipes.

S. Contract grouting materials and method for pressure grouting of voids around casing.

PART 2 -- PRODUCTS

2.1 MATERIALS
A. Jacking pipe and joint shall be able to withstand the installation loads without cracking, breaking or suffering other damages, including the following:

1. Casing pipe shall be at a minimum ASTM A283, Grade C or ASTM A36 steel and shall comply with requirements in SSPWC 207-24.

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2. Casing pipe shall be a direct-jacked, non-pressure welded steel pipe, with joints specifically designed for pipe jacking. The joint shall be designed to withstand the imposed groundwater hydrostatic pressure.

3. The diameter of the steel casing pipe shall be determined by the Contractor so as to provide the minimum clearance required all around the outside diameter of the final carrier pipe, and to account for any installation misalignment during casing pipe advancement.

4. The casing pipe shall have a maximum diameter-to-wall thickness ratio of 150, and thickness shall be at least as indicated on plans. The CONTRACTOR shall be fully responsible for the sufficiency of the casing provided and may select a greater diameter or thickness for the method of work, loading characteristics, site conditions, or possible interferences at no additional cost to the CITY.

5. Refer to Drawings for product information for items not specified herein.

B. Slurry and lubrication shall consist of high yielding sodium montmorillonite bentonite and polymers, additives, and water.

1. Water shall be furnished by the CONTRACTOR from a potable water source.

2. Specially designed for the groundwater qualities described in the Geotechnical report.

3. All water shall be tested for pH and treated with soda ash, or approved equal, to adjust the pH of the water as required in the accepted mix design(s).

4. Bentonite, polymers, and additives, other than soda ash and salt water additives, shall be NSF/ANSI Standard 60 Certified or equal for clean water testing.

Additives shall not contain any hydrocarbons.

C. Cement:

1. Conform to the requirements of ASTM C 150.

2. Type II or V.

3. Water shall be furnished by the CONTRACTOR from a potable water source.

D. Contact grout to fill overcut shall be in accordance with SSPWC 308-9.3.

E. Fill material between casing and carrier pipes shall be per SSPWC 307-1.3.

2.2 EQUIPMENT
A. MTBMs and components.

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1. General:
a. The microtunneling system shall be specifically designed for tunneling in geotechnical conditions stated in the Geotechnical Report, including groundwater conditions, and allows the tunnel to be constructed without delay to the schedule of this project.

2. MTBMs: Approved MTBMs shall also satisfy the following requirements:
a. Maintain the stability of the tunnel face soil;
b. Mixed face cutterhead design for mining the variable ground conditions; c. Prevent loss of ground through the machine during shutdowns. d. Measure and provide pressure balancing support by the application of counterbalanced slurry pressure at the excavated face;
e. Variable cutterhead rotational speed tailored to variable ground conditions. f. Rugged and well armored cutterhead to resist abrasion. Use retractable cutterhead to allow MTBM to "un-jam" itself when stuck. g. Equip with recessed, protected and backloaded cutting tools. h. Limit the COR ratio to 20 percent or less to control the rate of excavation and flow of excavated muck through the cutterhead into the slurry chamber reducing overexcavation, the cutting torque and risk of stalling. i. Process sufficient torque in the cutterhead to remove material excavated or fallen from the face of the heading. Minimum torque required will be 350,000 ft-lb.
j. Provide access under both free air and under elevated atmospheric pressure to the cutterhead slurry chamber for maintenance, inspection, replacement of cutting tools and removal of obstructions.
k. Articulation to allow steering and line and grade corrections l. Position the 1st intermediate jacking station within 100-ft from the tunnel heading.
m. Incorporate water tight seals between the MTBM, all trailing cans, and leading pipe.
n. Protect electric and hydraulic motors and operating controls against water damage.

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Packet Pg. 262 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02443

MICROTUNNELING
El Centro
Southern Pump Station
July 2023
02443-24 ECB016200
o. Use bi-directional drive on the cutter head wheel, and/or adjustable fins or other means, to control roll.
p. Minimum annular space shall be 1 inch, unless indicated by the CONTRACTOR in the submittals and approved by the ENGINEER. q. Capable of tunneling through ground improvement zones specified in the Contract Documents and at the break-in and break-out locations.

3. Slurry System: MTBM shall include an automated spoil transportation slurry system that balances the naturally occurring hydrostatic pressures by the use of a slurry pressure balance system. System shall be capable of adjustment required to maintain face stability. Slurry system shall:
a. Balance, manage and control the pressure at the face by use of the slurry pumps, pressure control gauges, valves, and flow meters. b. Include a slurry bypass unit in the system to allow the direction of flow to be changed and isolated, as necessary;
c. Provide an upstream pressure gauge as close to the face as possible to provide real time reading and monitoring of the face pressure during operation and shut down
d Generate sufficient flow capacity, pressure and velocity in the slurry system to properly transport the mucks to the ground surface treatment facilities.

B. Slurry Separation Equipment shall:

1. Adequately separate the spoil from slurry so that slurry within the operating parameters can be returned to the cutting face for reuse. Use separation plant, including scalping screens, shaker screens, de-sanding and de-silting cones, and centrifuge as necessary for the conditions indicated in the Geotechnical report.

2. Use the type of separation process suited to the size and rate of excavation, the soil type and sizes being excavated, anticipated solid and fine contents in the slurry mix, and the workspace available at each launching pit/shaft.

3. Monitor the composition of the slurry to maintain the pH, slurry weight and viscosity limits defined by the operating parameters.

4. Protect against any slurry spillage and contain separated spoils in covered containers for removal from the site.

C. Pipe Jacking Equipment shall:

1. Jacking capacity to push the MTBM and the pipe string between the pit/shaft locations identified on the Working Drawings.

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Packet Pg. 263 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02443

MICROTUNNELING
El Centro
Southern Pump Station
July 2023
02443-25 ECB016200

2. Impose sufficient thrust loads onto the cutting tools to fracture, crush and break up the rock formation and boulders encountered.

3. Hydraulic cylinder extension rates synchronized with the excavation rate of the MTBM.

4. Uniform distribution of jacking forces on the bearing end of the jacking pipe.

D. Remote Control System shall:

1. Allow for operation of the MTBM without the routine needs for personnel to enter the tunnel.

2. Display available to the operator, showing the position of the shield in relation to a design reference together with roll, pitch, complete navigation system, valve positions, thrust force, cutter head torque, rate of advance, installed length and slurry operating parameters.

3. Integrates the system of excavation and removal of spoil and its simultaneous replacement by pipe. As each pipe section is jacked forward, the control system synchronizes all of the operational functions of the system.

E. Alignment Control shall:

1. Include a computerized guidance system capable of accurately steering, tracking, and continuously recording machine location and permitting continuous control and setting of alignment and grade per allowance tolerance. Provide real time navigation data including location check and record electronically the actual position of the machine for QA/QC confirmation by the City.

2. Control line and grade per allowable tolerances.

3. Provide steering information when applicable.

F. Lubrication System: System shall include pressure gauge, volumetric gauge, and shutoff valve on the pump or at the point of injection; and control and monitoring systems for the use of the operator. The lubrication stem shall be such that it can automatically be controlled from the operators cabin and controlled volumes of lubricant can be injected by the MTBM operator at selected locations along the tunnel, if necessary. Such volumes of lubricant pumped, including the location of injection, shall also be automatically recorded.

G. Launch and exit seal – Include single or double rubber donut gaskets mounted to the shaft wall, with slide plates to prevent inversion.

H. Air Lock: Integrates into the design and construction of the MTBM Type A equipment an air lock, man lock, air pressure vessel or special bulkhead for performing hyperbaric intervention. All auxiliary equipment shall also be included.

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Packet Pg. 264 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02443

MICROTUNNELING
El Centro
Southern Pump Station
July 2023
02443-26 ECB016200
PART 3 -- EXECUTION

3.1 GENERAL
A. The MTBM shall not be launched until the receiving pit or shaft is completed and ready to receive the MTBM equipment.

B. Complete the ground improvement at the MTBM break-in and break-out as indicated per requirements of the Contract Documents. Allow sufficient set time for grout to set prior to excavation work.

C. Permitting: No less than 21 calendar days prior to planned mobilization of personnel and equipment for jack and bore operations, CONTRACTOR shall verify with the CONSTRUCTION MANAGER that all permits have been obtained and are in good standing.

D. Equipment Assembly: CONTRACTOR shall demonstrate to the CONSTRUCTION MANAGER that all equipment, casing and carrier piping, casing spacers, casing pipe caps, welding, tracking, monitoring, excavation, traffic control is in onsite no less than a complete working day ahead of commencing jack and bore work. Failure to have all items listed above on site can be cause for delay of start of microtunneling work at no additional cost to OWNER.

E. Geotechnical Investigation: CONTRACTOR has the option of conducting additional subsurface explorations at no additional cost to OWNER. Such explorations shall have the approval of applicable land owners and public agencies.

3.2 WORK AREA PREPARATION AND MAINTENANCE
A. Organize of microtunneling surface equipment for the drive in such a manner as to enable proper operation at all times, to minimize impacts to property owners, to minimize inadvertent return and spillage, and to maintain traffic control patterns as specified.

B. Any equipment operating with fuel, hydraulic, or lubrication oils shall be provided with suitable containment basins made of plastic lining and sand bags to ensure no loss of fluid to drains or water courses or to contaminate the ground.

C. All equipment shall be maintained and kept in working order. All oil, hydraulic, or fuel leaks shall be repaired upon discovery. Any leaking equipment shall not be used until repaired.

D. All lubricant, slurry, or materials leaked or spilled shall be contained, cleaned up, and disposed of properly.

E. Remove excavated muck from work site during each working day to allow an accurate count of daily muck volume.

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Packet Pg. 265 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02443

MICROTUNNELING
El Centro
Southern Pump Station
July 2023
02443-27 ECB016200

3.3 INSTALLATION
A. General

1. Lawful Requirements: The CONTRACTOR shall comply with the lawful requirements of the affected public agencies, and owners of public utilities or other facilities respecting the safeguarding of traffic and improvements that might be endangered by the boring and jacking operations.

2. The CONTRACTOR shall proceed with jacking operations per Section 308 of the “Greenbook” and the Drawings. Where guidelines and restrictions between the Drawings and “Greenbook” conflict, the guidelines and restrictions of the Drawings shall govern.

3. If allowable tolerances are exceeded or if the MTBM equipment failed to complete the drive not because of the presence of any obstructions or changed conditions, the CONTRACTOR shall pay all costs for correction, re-install, redesign, reconstruction, and re-inspection. If redesign is required, the CONTRACTOR shall obtain the services of a Professional Engineer registered in the State of California for the redesign.

4. Adjust the quality of the slurry by adding additives or by additional cleaning to satisfy the intended functions for stabilizing the face and for removing excavated spoils from the heading.

5. Inject lubricant continuously and at regular hookup interval to reduce the jacking forces. Provide and/or weld permanent pressure plug sealing lubricant port when no longer in use.

6. Measure the total groundwater inflow during the MTBM operation. Provide written notice within one working day of discovery and repair leakage prior to acceptance.

7. It shall be the CONTRACTOR’s responsibility to provide stress transfer across the joints which is capable of resisting the jacking forces involved.

B. Alignment Establishment:

1. Maintaining Line and Grade: The CONTRACTOR shall be responsible for maintaining the specified line and grade, and for preventing settlement of overlying structures, or other damage due to the boring and jacking operations.

2. CONTRACTOR’s surveyor shall check baseline and benchmarks provided by the CITY before commencing excavation and immediately report any errors or discrepancies to the ENGINEER.

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Packet Pg. 266 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02443

MICROTUNNELING
El Centro
Southern Pump Station
July 2023
02443-28 ECB016200

3. Use the baseline and benchmarks provided by the CITY’s surveyor to furnish and maintain additional reference control points, lines and grades for the pipeline construction.

4. Check the primary control for the microtunneling system against an undisturbed above ground reference at least once each week.

C. Obstructions during Microtunneling:

1. Obstruction removal shall be performed by face access under free air or hyperbaric intervention, or by MTBM retrieval and tunnel abandonment. Sinking an emergency shaft for removing the obstruction will not be acceptable.

2. Obstructions as defined in this specification will be made in accordance with the Contract only if all the following requirements are met by the CONTRACTOR:
a. Satisfy the definitions of an obstruction described in Part 1.4; b. Beyond the excavation capabilities of the MTBM equipment described in Part 2.2.A.
c. Notify the ENGINEER in writing immediately upon encountering a suspected obstruction that stops forward progress. Perform an inspection at the heading and document the findings.
d. Upon written authorization by the ENGINEER, proceed with removal of the suspected obstruction by means of approved removal procedure. e. When appropriate, collect representative samples of the obstruction for additional analyses to be performed by the Engineer.

3. The proposal of alternative methods for removing, clearing or otherwise making it possible for the microtunneling equipment to progress past a suspected obstruction that does not allow for the direct observation, documentation, measurement of the object or recovery of samples for grain size distribution, compressive strength testing shall not be considered for additional payment.

4. No additional compensation for removing, clearing, or otherwise making it possible for the microtunneling equipment to progress past an object that is not an obstruction shall be paid.

5. No additional compensation for replacement of worn cutter, making repairs to cutting tools or otherwise performing routine maintenance work, to achieve better performance of the microtunneling equipment so as to progress past an object that is not an obstruction shall be paid.

6. There shall be no additional compensation for damaged pipe or removal of damaged pipe when obstructions are not present.

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Packet Pg. 267 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02443

MICROTUNNELING
El Centro
Southern Pump Station
July 2023
02443-29 ECB016200
D. CONTRACTOR shall not employ water jetting without a written request and the ENGINEER’s written approval. Water jetting will only be authorized in soils classified as clays per ASTM D2487.

E. Launch a n d R e c e i v i n g Pits: The excavations for the operations shall be adequately shored to safeguard existing substructures, adjacent roadway, and surface improvements and to ensure against ground movement in the vicinity of the jack supports. Heavy guide timber, structural steel, or concrete cradles of sufficient length shall be provided to assure accurate control of boring or jacking alignment.

Adequate space shall be provided within the excavation to permit the insertion of the lengths of casing to be bored or jacked. Timbers and structural steel sections shall be anchored to ensure action of the jacks in line with the axis of the casing. A bearing block, consisting of a timber or structural steel framework, shall be constructed between the jacks and the end of the casing to provide uniform end bearing over the perimeter of the casing and distribute the jacking pressure evenly. Shoring systems shall be provided in accordance with the requirements specified in Section 02160, EXCAVATION SUPPORT SYSTEMS. Water control measures shall be provided in accordance with the requirements specified in Section 02140, DEWATERING.

F. INSTALLATION OF CARRIER PIPE

1. Joints: All joints of the carrier pipe within the casing shall be in accordance with the manufacturer’s recommendations.

2. Carrier Pipe Support: The CONTRACTOR shall position casing spacers or wood skids to prevent excessive sag, bending and shear stresses in the piping in accordance with the manufacturer’s recommendations.

3. Testing of the Carrier Pipe: Hydrostatic testing of the carrier pipe shall be completed prior to the filling of the annular space between the casing and carrier pipe.

Hydrostatic testing shall be performed in accordance with manufacturer’s recommendations and specifications.

4. Allowable grade deviations in horizontal and vertical alignments of the carrier pipe shall be zero “0”.

G. HANDLING AND STORAGE

1. The CONTRACTOR shall exercise special care during the unloading, handling, and storage of all pipe to ensure that the pipe is not cut, gouged, scored or otherwise damaged. Any significantly damaged pipe segment shall be removed from the site at the CONTRACTOR’s cost. The pipe shall be stored so that it is not deformed axially or circumferentially which may hinder pipe installation.

2. No plastic pipe shall be stored where exposed to direct sunlight.

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Packet Pg. 268 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02443

MICROTUNNELING
El Centro
Southern Pump Station
July 2023
02443-30 ECB016200

3. The CONTRACTOR has the option of contacting adjacent landowners for additional lay down and storage areas. Compensation for such space shall be provided by the CONTRACTOR at no additional cost to OWNER.

H. INSTALLATION OF CONDUCTOR CASING END SEALS
The CONTRACTOR shall secure the casing seals in place with stainless steel bands in accordance with the manufacturer’s recommended procedures. The installation shall be made water tight by bonding together the exposed overlapping surfaces with a permanent sealing adhesive.

I. CLOSING OF PITS
After jacking equipment and excavated materials from operations have been removed from the launch pit, the CONTRACTOR shall prepare the bottom of the jacking pit as a pipe foundation. All loose and disturbed materials below pipe grade shall be removed to undisturbed earth and shall be filled and re-compact in accordance with Section 02200 – Earthwork, the Soils Report, and the Dewatering Evaluation.

3.4 HYPERBARIC INTERVENTION
A. When hyperbaric intervention is deemed necessary for face access to replace cutting tools, to perform inspection, investigation, maintenance and repair, and to remove obstructions, the Contractor shall submit the request for City approval, including the insitu ground and groundwater conditions, MTBM operational and performance data to justify the needs of such intervention activities.

B. All intervention work to the MTBM working chamber shall commence within 5 work days for 1st intervention and 72 hrs for subsequent interventions once approved by the City.

C. Any equipment necessary for intervention that cannot be mobilized within the 72-hr duration shall be designed, procured, fabricated, mobilize and installed ahead of time during the mobilization phase of the microtunneling work.

D. Use of leased or rental hyperbaric equipment is acceptable as long as they are in full compliance of the hyperbaric intervention requirements as stated herein, Contractor’s proposed methods and the required schedule.

E. Company/Subcontractor and personnel on the intervention team shall also be properly trained and on standby, ready to be deployed within the required schedule.

3.5 CONTACT GROUTING
A. Perform contact grouting immediately upon completion of the drive. The Contractor shall be responsible for grouting in accordance with SSPWC 308-9.3

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Packet Pg. 269 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02443

MICROTUNNELING
El Centro
Southern Pump Station
July 2023
02443-31 ECB016200

3.6 FIELD QUALITY CONTROL:

A. Ensure that the surface monitoring plan has been installed, is functional for its intended purposes, and is being monitored in accordance with permit requirements and as required by the Construction Manager.

B. Immediately notify the ENGINEER, and provide written description of the incident and proper course of corrective actions when any of the following occurs:

1. The CONTRACTOR encounters any one of the conditions described in the contingency plans.

2. Any reach of the installed pipes is off line and grade by more than 50 percent of the maximum allowed.

3. When ground movement reaches 75 percent of the action levels specified herein.

The likely cause of the ground movement shall be reported to the ENGINEER and actions shall be promptly taken to limit further settlements. Actions to be taken in response to the ground movement shall be reported to the ENGINEER before being taken, except in emergency situations.

C. Immediately stop tunneling and notify the ENGINEER, perform an as-built survey of the installed jacking pipes, and provide written description of the incident and operational changes to be made when any of the following occurs:

1. The CONTRACTOR’s approved contingency plan fails to address the noncompliance issues in question.

2. When any reach of the installed jacking pipes is off line and grade by more than 100 percent of the maximum allowed.

3. When the observed or measured ground movement exceeds maximum allowable levels specified herein. The Contractor shall halt all tunneling operation and commence the pre-approved action planto arrest further settlement. The action plan shall include the following activities:
a. Install and monitor additional instruments and/or perform additional monitoring as directed by the ENGINEER.
b. Erect temporary barriers in areas of concerns limiting public access until ground movement is contained.
c. Perform a field investigation program including SPT drilling to determine the extent of the ground loss from the ground surface to the depth of the tunnel crown. The investigated area shall also include probing along the tunnel centerline as well as on both sides of the alignment. d. Perform compaction grouting to fill in loss ground area. e. Post construction monitoring of ground settlement

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Packet Pg. 270 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02443

MICROTUNNELING
El Centro
Southern Pump Station
July 2023
02443-32 ECB016200
f. Resume of tunneling operation only after receiving a written authorization from the City.

4. Inadvertent return is detected.

5. Excessive groundwater leakage into the inside of the jacking pipes.

D. The cost of actions required to comply with the trigger levels specified herein and to repair any damage and/or refurnish the roadway pavement and adjacent facilities shall be borne by the CONTRACTOR with no cost to the CITY and Caltrans.

E. Muck Volume/tonnage:

1. Collect grab samples from the muck/spoil piles at each launching shaft a minimum once a day to test for the water contents of the materials to be disposed off site.

2. Measure the average muck volume/tonnage per approved method for the entire length of each jacking pipe;
a. Continuously for every stick of the jacking pipe per MTBM heading; and b. When there is a change in the tunneling material.

3. 3. Compare calculated swell ratio with baseline assumption and update the estimated total daily muck volume/tonnage where necessary F. As-built survey: Perform as-built survey from shaft to shaft after removal of the MTBM in accordance with the following:

1. Perform as-built survey of each casing pipe joint for two-pass installation. Each surveyed location shall be at the pipe invert and within a horizontal distance of 0.25 foot from the pipe joint.

2. Record and submit to the ENGINEER quantities of water leakage at each pipe joint and the total for the entire length of the microtunnel reach.

F. Field Testing:

1. Sample and perform the necessary test to evaluate the properties of the slurry including pH, solid content, unit density and viscosity. Recover slurry samples for testing at least twice a day from both the influent and effluent sides of the slurry separation unit.

2. Sample and perform the necessary test to evaluate the properties of the lubricants including density, slump, strength, viscosity, and pH. Recover lubricant sample at least once a day from the point of injection at the batch plant.

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Packet Pg. 271 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02443

MICROTUNNELING
El Centro
Southern Pump Station
July 2023
02443-33 ECB016200
PART 4 PAYMENT

4.1 PIPE INSTALLATION
A. Payment shall per Section 01025 – Measurement and Payment. **END OF SECTION**

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Packet Pg. 272 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02510

ASPHALT CONCRETE PAVING
El Centro
Southern Pump Station
July 2023
02510-1 ECB016200
SECTION 02510

ASPHALT CONCRETE PAVING
PART 1 - GENERAL

1.1 SCOPE
This Section specifies the work necessary to furnish and install asphalt concrete pavement consisting of aggregate base, asphaltic concrete, liquid asphalt and associated materials where shown on the Plans.

1.2 QUALITY ASSURANCE
A. References
The publications referred to hereinafter form a part of these specifications to the extent referenced. The publications are referred to in the text by the basic designation only. The latest edition of referenced publications in effect at the time of the bid shall govern. In case of conflict between the requirements of this Section and the listed standards, the requirements of this Section shall prevail.

American Society for testing and Materials (ASTM) Publications ASTM D1557 Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10 lb (4.54 kg) Rammer and 18 Inch (457-mm) Drop
Federal Specifications (Fed. Spec.)
Fed. Spec. TT-P-115E Paint, Traffic, Highway, White and Yellow US Department of Commerce Standard (PS)
PS20-70 American Softwood Lumber Standard

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Packet Pg. 273 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02510

ASPHALT CONCRETE PAVING
El Centro
Southern Pump Station
July 2023
02510-2 ECB016200
State of California, Department of Transportation (CALTRANS) Publications CALTRANS Standard Specifications, State of California Business and Transportation Agency, Department of Transportation

1. State Standard Specifications: Whenever this specification is referenced, the following is understood.
a. All references to statistical testing are deleted.
b. Whenever a discrepancy occurs between the Standard Specifications and this specification, it is understood that this specification governs. c. All references to measurement and payment are deleted.

B. Testing
Testing will be conducted by the CONTRACTOR to determine compliance with the specified degree of compaction and moisture content. The CONTRACTOR shall pay for testing costs.

1.3 SUBMITTALS
The CONTRACTOR shall submit information in accordance with Section 01300, SUBMITTALS, to substantiate compliance with this specification. In addition, the following specific information shall be submitted.

A. Samples
Representative samples of acceptable materials proposed for use in the mix shall be furnished for testing.

B. Manufacturer’s Certificate
A manufacturer’s certification for asphalt products.

C. Mix Design
An asphalt concrete mix design by an independent qualified laboratory.

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Packet Pg. 274 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02510

ASPHALT CONCRETE PAVING
El Centro
Southern Pump Station
July 2023
02510-3 ECB016200
PART 2 – PRODUCTS

2.1 ROAD PAVEMENT
A. Aggregates
The grading and proportioning of aggregates shall be such that the combined mineral aggregate conforms to the specified requirements.

1. Aggregates for base course shall conform to Section 26 of the Standard Specifications, Class 2, for 3/4 in. maximum size gradation.

2. Aggregate for asphaltic concrete shall conform to Section 39 of the Standard Specifications, Type B for individual test result conforming to 3/4 in. maximum size gradation, medium.

B. Asphaltic Materials

1. Asphalt Cement: Section 92 of the Standard Specifications, PG 64-10.

2. Liquid Asphalt: Section 93 of the Standard Specifications, SC-250.

3. Asphaltic Emulsion: Section 94 of the Standard Specifications, SS1 or SS1h.

C. Paint
Paint shall comply with Fed. Spec. TT-P-115, Type III, color as indicated.

PART 3 - EXECUTION

3.1 PROTECTION
Concrete walks, curbs and bases, and other improvements adjacent to the operations shall be protected. CONTRACTOR shall be responsible for damage caused by his employees or equipment and shall make necessary repairs. Building and other surfaces shall be covered with paper or other protection, where required.

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Packet Pg. 275 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02510

ASPHALT CONCRETE PAVING
El Centro
Southern Pump Station
July 2023
02510-4 ECB016200

3.2 BASE COURSE
A. Requirements
Place aggregate base in accordance with requirements of Section 26 of the Standard Specifications and to the thickness shown. Grade and compact to at least 95% of maximum density ASTM D1557 Method D. Where aggregate base course is not required, native or fill material shall be compacted as specified on the drawings and in accordance with Section 02200, EARTHWORK.

Where aggregate base course is not required, native or fill material shall be compacted as specified on the Plans and in accordance with Section 02220, EXCAVATION, BACKFILLING, AND COMPACTION FOR STRUCTURES.

B. Maintenance
Maintain the base course until the asphaltic pavement is in place. Maintenance shall include drainage, rolling, shaping, and water as necessary to maintain the course in proper condition. Maintain sufficient moisture at the surface to prevent a dusty condition by light sprinkling with water.

C. Finish Surface
Surface tolerance shall comply with Section 26 of the Standard Specifications. The finish surface of base course, when tested for uniformity of slope, shall not deviate at any point more than 3/8 in. from bottom of a 10 ft straight edge laid in any direction. When base course is constructed in more than one layer, specified smoothness requirements shall apply to top surface.

D. Weed Control
One day before the application or placement of bituminous material on the subgrade, the surface shall be sterilized with herbicide. Apply chemical at the rate of 4 lbs/100 ft2. Apply to the surface dry or as a solution. If applied dry, add water to the surface at a rate of 4 gal/100 ft2. If applied as solution, dissolve chemical at the rate of 1 lb/gal of water and spray on at the rate of 4 gal of solution per 100 ft2
.

E. Prime Coat
Prior to the application of the asphaltic concrete, apply a bituminous prime coat of liquid asphalt on the prepared compacted base at the rate of 0.25 gal/yd2 in accordance with Sections 39 and 93 of the Standard Specifications. Apply liquid asphalt by pressure distributors. Allow sufficient time before placing the asphalt concrete to permit the prime coat asphalt to penetrate the prepared compacted base.

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Packet Pg. 276 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02510

ASPHALT CONCRETE PAVING
El Centro
Southern Pump Station
July 2023
02510-5 ECB016200
F. Paint Binder
Apply asphaltic emulsion to the existing pavement surfaces in accordance with Sections 39 and 94 of the Standard Specifications.

3.3 ASPHALT CONCRETE
A. Requirements
The bituminous concrete shall consist of mineral aggregate, uniformly mixed with bituminous material in a central plant in accordance with Section 39 of the Standard Specifications. The mixing plant and construction equipment shall conform to the requirements of Section 39 of the Standard Specifications.

The percentage of asphalt cement binder in the road pavement shall be between 5% and 7%.

B. Placing
Deliver bituminous mixtures to the roadbed at temperatures specified in Section 39 of the Standard Specifications. Spread in accordance with Section 39 of the Standard Specifications.

Cover all loads with tarpaulin or other material during transportation.

C. Compaction
Initial or breakdown rolling and the final rolling of the uppermost layer of the asphalt concrete shall be in accordance with Section 39 of the Standard Specifications. Compaction by vehicular traffic shall not be permitted.

D. Joining Pavement
Carefully make joints between old and new pavement or between successive days' work in such manner as to insure a continuous bond between old and new sections of the course.

Expose and clean edges of existing pavement. Cut edge to straight, vertical surfaces. Paint all joints with a uniform coat of paint binder before the fresh mixture is placed. Prepare joints in the new pavement in accordance with Section 39 of the Standard Specifications.

E. Bond Coat
Provide a bond coat of bitumen between courses per Standard Specifications, Section 39, applied uniformly at a rate of 0.10 gal/yd2.

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Packet Pg. 277 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02510

ASPHALT CONCRETE PAVING
El Centro
Southern Pump Station
July 2023
02510-6 ECB016200
F. Protection of Pavement
After final rolling, no vehicular traffic of any kind shall be permitted on the pavement until it has cooled and hardened and in no case less than six hours.

G. Drainage
Asphalt concrete placed within 3 feet of all structures shall be sloped a minimum of 2% to drain water away from structures unless otherwise shown on the plans.

3.4 STRIPING PARKING AREA PAVEMENTS
A. General
All pavement striping and marking shall be given one coat of paint. Repaint existing markings damaged by construction.

B. Weather Limitations
Apply paint only when the pavement is dry. Paint shall not be applied when the atmospheric temperature is neither below 50°F nor under unfavorable wind conditions.

C. Preparation of Surface for Painting
Allow new pavement surfaces to cure for a period of 21 days before paint application.

Immediately before applying the paint, the pavement surface shall be thoroughly cleaned of all dust, dirt, scale, water, oil, grease or other objectionable matter. Solvent material that will damage pavement shall not be used as cleaning agents. Clean all pavement surfaces immediately prior to painting with a power broom and a power blower using compressed air following the brooming.

E. Tolerances
Marking and striping shall be within 2 in. of the alignment as shown. Size of markings and strips shall be within 1/2 in. of the dimensions shown on the plans.

E. Application
Immediately following the preparation of the pavement surface, the paint shall be applied with a traffic stripe painting machine. The paint shall be applied at the rate of 100-110 ft2/gal of paint. The stripe painting machine shall have a compressor capacity of at least 105 ft3 and be capable of operating at an air pressure of 125 psi.

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Packet Pg. 278 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02510

ASPHALT CONCRETE PAVING
El Centro
Southern Pump Station
July 2023
02510-7 ECB016200
F. Paint
The paint shall be mechanically agitated while the machine is in operation. The striping machine shall be equipped with a pointer so designed that the machine will hold exactly to the alignment. The propelling vehicle shall be equipped with a speedometer or tacho-meter, and with a suitable device for determining the quantity of paint in the container. Clean paint container and spray nozzles on the machine before starting each day's work. The stripe shall be of the required width, with clean true edges and without sharp breaks. Provide all warning devices required to protect the painting operations and the finished work. Repaint to the applicable specifications at CONTRACTOR's expense, any portion of the stripe damaged by any type of traffic within 24 hours after the stripe has been applied.

3.5 HEADERBOARDS
All forms shall be set to true alignment and grade. Headerboard and stakes shall be either redwood (rough sawn construction heart grade), Western red cedar or pressure treated Douglas Fir at the CONTRACTOR's option, conforming to PS-20. Untreated headerboards shall be scored to prevent warping. Earth shall be placed against the outside shoulder of the forms and compacted sufficiently to prevent forms from spreading during the compaction of the pavements.
**END OF SECTION**

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Packet Pg. 279 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02644

PVC NON-PRESSURE PIPE
El Centro
Southern Pump Station
July 2023
02644-1 ECB016200
SECTION 02644

PVC NON-PRESSURE PIPE
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. The CONTRACTOR shall provide all labor, equipment, materials and incidentals to install underground PVC non-pressure pipe and all appurtenant work, complete in place as shown on the drawings and as specified herein.

1.2 RELATED SECTIONS
A. The Work of the following Sections applies to the Work of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of this Work.

1. Section 02140, Dewatering.

2. Section 02200, Earthwork.

3. Section 02210, Excavation, Backfilling and Compacting for Utilities and Pipelines.

1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Except as otherwise indicated in this Section, the CONTRACTOR shall comply with the latest adopted edition of the Standard Specifications for Public Works Construction (SSPWC) together with the latest adopted editions of the Regional and Supplement Amendments.

B. Except as otherwise indicated, the current editions of the following standards apply to the Work of this Section:

1. ASTM D1784 Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC)
Compounds

2. ASTM D 2321 Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity3. ASTM D2564 Flow Applications
Solvent Cements for Poly (Vinyl Chloride) (PVC
Plastic Piping Systems)

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Packet Pg. 280 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02644

PVC NON-PRESSURE PIPE
El Centro
Southern Pump Station
July 2023
02644-2 ECB016200

4. ASTM D2665 Specification for Poly(Vinyl Chloride) (PVC) Plastic Drain, Waste, and Vent Pipe and Fittings 2. ASTMD
3034 Type PSM Poly (Vinyl Chloride)(PVC) Sewer
Pipe and Fittings

5. ASTM F477 Elastomeric Seals (Gaskets) for Joining Plastic Pipe

6. ASTM F679 Poly (Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings

1.4 CONTRACTOR SUBMITTALS
A. The following shall be submitted in compliance with Section 01300, Submittals:

1. A copy of this specification section, with addendum updates included, and all referenced and applicable sections, with addendum updates included, with each paragraph check-marked to indicate specification compliance or marked to indicate requested deviations from specification requirements. Check marks () shall denote full compliance with a paragraph as a whole. If deviations from the specifications are indicated, and therefore requested by the CONTRACTOR, each deviation shall be underlined and denoted by a number in the margin to the right of the identified paragraph, referenced to a detailed written explanation of the reasons for requesting the deviation. The remaining portions of the paragraph not underlined will signify compliance on the part of the CONTRACTOR with the specifications. The CONSTRUCTION MANAGER shall determine the acceptability of requested deviations. Failure to include a copy of the marked-up specification sections, along with justification(s) for any requested deviations to the specification requirements, with the submittal shall be sufficient cause for rejection of the entire submittal with no further consideration.

2. Samples of all the materials proposed for use on the Work. The samples shall be clearly marked to show the manufacturer's name and product identification and shall be submitted along with the manufacturer's technical data and installation instructions.

3. Shop drawings and laying diagrams of all pipe, joints, bends, special fittings, and piping appurtenances.

1.5 OPERATIONS AND MAINTENANCE INFORMATION
A. The following shall be submitted compliance with Section 01730, Operations and Maintenance Information:

1. Manufacturer's certificates of compliance indicating that all materials furnished under this Section meet the requirements of the Contract Documents.

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Packet Pg. 281 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02644

PVC NON-PRESSURE PIPE
El Centro
Southern Pump Station
July 2023
02644-3 ECB016200

1.6 HANDLING
A. Handling of the PVC pipe shall be done in accordance with manufacturer’s instructions to ensure that the pipe is not damaged in any manner during storage, transit, loading, unloading, and installation.

1.7 FACTORY TESTING
A. The manufacturer shall perform all tests and submit the test results data and certification in compliance with SSPWC Subsection 207-17.4.

PART 2 - PRODUCTS

2.1 GENERAL
A. PVC material for sewer pipe and fittings shall comply with SSPWC Subsection 207-17 and shall conform to ASTM D1784, Class 12454-B or 12364-B. Pipe and fittings shall meet the requirements of ASTM D3034 (4-15 inch) or ASTM F679 (18-24 inch) for SDR 35 with integral-bell gasketed push-on joints. Neoprene gaskets with push-on joints shall conform to ASTM F477. Pipe joint shall conform to ASTM D3212.

B. In addition to the identification marks specified in SSPWC 207-17.2.1, the CONTRACTOR shall also require the manufacturer to mark the date of extrusion on the pipe. This dating shall be done in conjunction with records to be held by the manufacturer for 2 years, covering quality control tests, raw material batch number, and other information deemed necessary by the manufacturer.

C. All PVC pipe shall be suitable for joining by compression joints unless otherwise shown or indicated.

2.2 BEDDING MATERIAL AND BACKFILL
A. Unless otherwise indicated, all material used for pipe bedding shall conform to the requirements of SSPWC Subsection 306-1.2.13, Section 02210, Excavation, Backfilling and Compacting for Utilities and Pipelines, and trench backfill material shall comply with the requirements in Section 02210, Excavation, Backfilling and Compacting for Utilities and Pipelines.

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Packet Pg. 282 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02644

PVC NON-PRESSURE PIPE
El Centro
Southern Pump Station
July 2023
02644-4 ECB016200
PART 3 - EXECUTION

3.1 GENERAL
A. All laying, jointing, testing for defects and for leakage shall be performed in the presence of the CONSTRUCTION MANAGER, and shall be subject to his approval before acceptance.

B. Installation shall conform to the recommendations of pipe manufacturer, the requirements of ASTM D 2321, SSPWC Subsection 306-1.2.13, and as indicated herein.

C. Traffic: The CONTRACTOR’s operations shall comply in all respects with SSPWC Part 6.

D. Utility Relocation: The CONTRACTOR’s operations shall comply in all respects with SSPWC Subsection 402-4.

3.2 TRENCHING AND BACKFILL
A. Trench excavation and backfill shall conform to the requirements of Section 02210, Excavation, Backfilling and Compacting for Utilities and Pipelines and SSPWC Subsection 306-1.3.

B. The minimum depth of cover over the top of the pipe shall be 36 inches unless otherwise shown. Trench widths shall be as shown on the Drawings.

C. Continuous plastic marking tape and metallic locator tape shall be installed in accordance with the requirements of Section 02210, Excavation, Backfilling and Compacting for Utilities and Pipelines, over the pipeline at the depth and location as shown on the Drawings or as directed by the CONSTRUCTION MANAGER.

3.3 LAYING PIPE
A. Immediately before placing each section of pipe in final position for joining, the bedding for the pipe shall be checked for firmness and uniformity of surface.

B. Proper implements, tools, and facilities as recommended by the pipe manufacturer’s standard printed installation instructions shall be provided and used by the CONTRACTOR for safe and efficient execution of the Work. All pipe, fittings, valves, and accessories shall be carefully lowered into the trench by means of derrick, ropes, or other suitable equipment in such a manner as to prevent damage to pipe and fittings. Under no circumstances shall pipe or accessories be dropped or dumped into the trench.

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Packet Pg. 283 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02644

PVC NON-PRESSURE PIPE
El Centro
Southern Pump Station
July 2023
02644-5 ECB016200
C. Cutting and machining of the pipe shall be accomplished in accordance with the pipe manufacturer’s standard procedures for this operation. Pipe shall not be cut with a cold chisel, standard iron pipe cutter, nor any other method that may fracture the pipe or will produce ragged, uneven edges.

D. The pipe and accessories shall be inspected for defects prior to lowering into the trench. Any defective, damaged or unsound pipe shall be repaired or replaced. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench. Pipe shall be kept clean during and after laying. All openings in the pipe shall be closed with watertight expandable type sewer plugs or PVC test plugs at the end of each day’s operation, or whenever the pipe openings are left unattended. The use of burlap, wood, or other similar temporary plugs will not be permitted.

E. Where indicated that the grade or alignment of the pipe is obstructed by existing utility structures such as conduits, ducts, pipes, branch connections to main sewers, or main drains, the obstruction shall be permanently supported, relocated, removed, or reconstructed by the CONTRACTOR in cooperation with the owner of such utility structures. Unless otherwise indicated, this Work shall be performed at the CONTRACTOR’s expense and at no additional cost to the OWNER.

3.4 FIELD JOINTING
A. Pipe shall be jointed in compliance with manufacturer's printed instructions.

B. When pipe laying is not in progress, the open ends of the pipe shall be closed to prevent trench water from entering pipe. Adequate backfill shall be deposited on pipe to prevent floating of pipe. Any pipe that has floated shall be removed from the trench, cleaned, and replaced in an acceptable manner. No pipe shall be placed when, in the opinion of the CONSTRUCTION MANAGER, the trench conditions or weather are unsuitable for such work.

3.5 INSTALLATION OF BENDS, TEES, AND REDUCERS
A. Fittings shall be installed using standard installation procedures. Fittings shall be lowered into the trench by means of rope, cable, chain, or other acceptable means without damage to the fittings. Cable, rope, or other devices used for lowering fittings into trench shall be attached around the exterior of fitting for handling. Under no circumstances shall the cable, rope or other device be attached through the fitting’s interior for handling. Fittings shall be carefully connected to the pipe or other facility, and joints shall be checked to assure a sound and proper joint.

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Packet Pg. 284 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02644

PVC NON-PRESSURE PIPE
El Centro
Southern Pump Station
July 2023
02644-6 ECB016200

3.6 COMPACTION OF PIPE BEDDING AND BACKFILL
A. Compaction of pipe bedding and trench backfill material shall conform to the requirements of Section 02210, Excavation, Backfilling and Compacting for Utilities and Pipelines.
** END OF SECTION **

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Packet Pg. 285 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02646
PVC PRESSURE PIPE (LARGER THAN 4 INCHES)
El Centro
Southern Pump Station
July 2023
02646-1 ECB016200
SECTION 02646
PVC PRESSURE PIPE (LARGER THAN 4 INCHES)
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. The CONTRACTOR shall provide all labor, equipment, materials, and incidentals to install rubber gasketed polyvinyl chloride (PVC) pressure pipe greater than 4 inches in diameter and all appurtenant work, complete in place as shown on the Drawings and as specified herein.

1.2 RELATED SECTIONS
A. The Work of the following Sections applies to the Work of this Section. Other Sections, not referenced below, also apply to the extent required for proper performance of this Work.

1. Section 02140, Dewatering.

2. Section 02200, Earthwork.

3. Section 02210, Excavation, Backfilling and Compacting for Utilities and Pipelines.

5. Section 03300, Cast-in-Place Site Work Concrete.

6. Section 09800, Protective Coating.

1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Except as otherwise indicated in this Section, the CONTRACTOR shall comply with the latest adopted edition of the Standard Specifications for Public Works Construction (SSPWC) together with the latest adopted editions of the Regional and Supplement Amendments.

B. Except as otherwise indicated, the current editions of the following standards apply to the Work of this Section:

1. ANSI/AWWA C104/A21.4 Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water

2. ANSI/AWWA C110/A21.10 Ductile-Iron and Gray-Iron Fittings, 3-in. through 48-in. (75 mm through 1200 mm),
for Water and Other Liquids

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Packet Pg. 286 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02646
PVC PRESSURE PIPE (LARGER THAN 4 INCHES)
El Centro
Southern Pump Station
July 2023
02646-2 ECB016200

3. ANSI/AWWA C111/A21.11 Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings

4. ANSI/AWWA C217 Cold-Applied Petrolatum Tape and
Petroleum Wax Tape Coatings for the
Exterior of Special Sections, Connections,
and Fittings for Buried Steel Water Pipelines

5. ANSI/AWWA C600 Installation of Ductile-Iron Water Mains and their Appurtenances

6. ANSI/AWWA C605 Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and Fittings
for Water

7. ANSI/AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4-in. through 12-in. (100
mm through 300 mm), for Water
Distribution

8. ANSI/AWWA C905 Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 in. through 48 in.
(350mm through 1,200 mm), for Water
Transmission and Distribution

9. AWWA Manual M23 PVC Pipe - Design and Installation

1.4 CONTRACTOR SUBMITTALS
A. The following shall be submitted in compliance with Section 01300, Submittals:

1. A copy of this specification section, with addendum updates included, and all referenced and applicable sections, with addendum updates included, with each paragraph check-marked to indicate specification compliance or marked to indicate requested deviations from specification requirements. Check marks () shall denote full compliance with a paragraph as a whole. If deviations from the specifications are indicated, and therefore requested by the CONTRACTOR, each deviation shall be underlined and denoted by a number in the margin to the right of the identified paragraph, referenced to a detailed written explanation of the reasons for requesting the deviation. The remaining portions of the paragraph not underlined will signify compliance on the part of the CONTRACTOR with the specifications. The CONSTRUCTION MANAGER shall determine the acceptability of requested deviations. Failure to include a copy of the marked-up specification sections, along with justification(s) for any requested deviations to the specification requirements, with the submittal shall be sufficient cause for rejection of the entire submittal with no further consideration.

2. Shop drawings and laying diagrams of all pipe, joints, bends, special fittings, and piping appurtenances.

3. Shoring and bracing drawings in accordance with Section 02200, Earthwork.

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Packet Pg. 287 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02646
PVC PRESSURE PIPE (LARGER THAN 4 INCHES)
El Centro
Southern Pump Station
July 2023
02646-3 ECB016200

4. Manufacturer's technical data and installation instructions plus samples of all materials proposed for use on the Work. Samples shall be clearly marked to show the manufacturer's name and product identification.

5. Test Reports from:
a. Hydrostatic proof testing.
b. Sustained pressure testing.
c. Burst strength testing.

6. Thrust block calculations and details.

1.5 OPERATIONS AND MAINTENANCE INFORMATION
A. The CONTRACTOR shall provide information in accordance with Section 01730, Operations and Maintenance Information. This information shall include the manufacturer’s certificates of compliance indicating that all materials provided under this Section meet the requirements of the Contract Documents.

1.6 FACTORY INSPECTION AND TESTS
A. Quality Control: The CONTRACTOR shall comply with the requirements of Section 01400, Quality Control.

B. Inspection: All pipe shall be subject to inspection at the place of manufacture in accordance with the provisions of the referenced standards as supplemented by the requirements herein. The CONTRACTOR shall notify the CONSTRUCTION MANAGER in writing of the manufacturing starting date not less than 14 calendar days before the start of any phase of the pipe manufacture.

C. Access: During the manufacture of the pipe, the CONSTRUCTION MANAGER shall be given access to all areas where manufacturing is in process and shall be permitted to make all inspections necessary to confirm compliance with the Specifications.

D. Tests: Except as modified herein, pipe shall be tested in accordance with the requirements of this Section and AWWA C900 and C905, as applicable. The CONTRACTOR shall perform said material tests in accordance with the requirements of the Contract Documents. The CONSTRUCTION MANAGER will witness all testing conducted by the CONTRACTOR; provided, that the CONTRACTOR's schedule will not be delayed for the convenience of the CONSTRUCTION MANAGER.

E. Samples: All expenses incurred in obtaining samples for testing shall be borne by the CONTRACTOR at no additional cost to the OWNER. In addition to those tests specifically required, the CONSTRUCTION MANAGER may request additional samples of any material for testing by the OWNER. The additional samples shall be furnished at no additional cost to the OWNER.

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Packet Pg. 288 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02646
PVC PRESSURE PIPE (LARGER THAN 4 INCHES)
El Centro
Southern Pump Station
July 2023
02646-4 ECB016200

1.7 PROJECT RECORD DRAWINGS
A. For concealed field-routed piping, the CONTRACTOR shall provide Record Drawings in compliance with Section 01720, Record Documents. The Record Drawings shall be complete layout drawings indicating the location of the pipeline as installed, with dimensions, the length and depth of all pipe runs, offsets from structures and other facilities, and the locations of bends, fittings, specials, and appurtenances.

PART 2 - PRODUCTS

2.1 PIPE
A. Pipe Design: PVC pressure pipe from 4- through 12-inch diameter shall conform to the applicable requirements of ANSI/AWWA C900, and pipe from 14- through 36-inch diameter shall conform to ANSI/AWWA C905. The pressure class shall be pressure class 150 minimum.

B. Pipe Dimensions: Dimensions for PVC pressure pipe from 4- through 12-inch diameter shall conform to Table 1 of ANSI/AWWA C900 for cast iron pipe equivalent outside diameters. Dimension for PVC pressure pipe from 14- through 36-in. diameter shall conform with the requirements of Table 2 of ANSI/AWWA C905 for cast iron pipe outside diameter.

C. Pipe Marking: Pipe shall be marked in conformance with ANSI/AWWA C900 or C905, as appropriate.

2.2 FITTINGS
A. Fittings for PVC pressure pipe shall be ductile iron and shall conform to the requirements of AWWA C110/A21.10, Class 350 and ANSI/AWWA C111/A21.11. Fittings shall be lined with cement mortar of double thickness as defined in ANSI/AWWA C104/A21.4. Buried ductile iron fittings shall be coated in accordance with the requirements of Section 09800, Protective Coating.

2.3 JOINTS IN PIPE AND FITTINGS
A. PVC pressure pipe from 4- through 12-inch diameter shall have pipe ends that are either plain by elastomeric gasket bell or plain by plain. Each coupling for plain end by plain end pipe shall be furnished with two elastomeric gaskets. For pipeto-pipe connections, solvent cement or mechanical joints will not be accepted.

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Packet Pg. 289 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02646
PVC PRESSURE PIPE (LARGER THAN 4 INCHES)
El Centro
Southern Pump Station
July 2023
02646-5 ECB016200
B. PVC pressure pipe from 14- through 36-inch diameter shall have pipe ends that are plain by elastomeric gasket bell. For pipe-to-pipe connections, solvent cement or mechanical joints will not be accepted.

C. The mechanical joint restraining mechanism shall consist of a follower gland having a seal gasket and individually actuated wedges that increase their resistance to pullout as pressure or external forces increase. The system manufacturer shall provide all the components (follower ring, wedges, and gaskets) for the restraining device. The device shall be capable of full mechanical joint deflection during assembly and the flexibility of the joint shall be maintained after burial. The joint restraint ring and its wedging components shall be constructed of ductile iron conforming to ASTM A 536, Grade 60-42-10. The wedges shall be ductile iron, heat-treated to a minimum hardness of 370 BHN. Dimensions of the gland shall be such that it can be used with mechanical joint bells conforming to AWWA C111 and AWWA C153. The design shall use torque limiting twist-off nuts to provide actuation of the restraining wedges. The mechanical joint restraint shall be available in the size range of 4 through 24 inches. Minimum rated pressure shall be 350 psi for sizes 16 inches and smaller and 250 psi in sizes 18 inches and larger.

Mechanical joint restraint shall be EBAA Iron, Inc. Megalug Series 1100, or approved equal.

C. Fittings used with PVC pipe shall have mechanical joints and shall conform to the requirements of ANSI/AWWA C110/A21.10 and ANSI/AWWA C111/A21.11.

Solvent cement joints or push-on joints will not be allowed. Bolt holes in the flanges of the mechanical joint fitting shall straddle the vertical centerline of the fitting. Glands shall be made of ductile iron and shall be factory-stamped. Ductile iron from which the glands are cast shall have a minimum elongation of 5%.

Bolts shall be tee heads made of high-strength low-alloy steel or ductile iron in accordance with ANSI/AWWA C111/A21.11. Buried mechanical joint couplings shall be coated with petrolatum/wax tape in accordance with Section 09800, Protective Coating.

PART 3 - EXECUTION

3.1 GENERAL
A. All laying, jointing, and testing for defects and for leakage shall be performed in the presence of the CONSTRUCTION MANAGER, and shall be subject to approval before acceptance.

B. Installation shall conform to the requirements of AWWA M23, instructions furnished by the pipe manufacturer, ANSI/AWWA C600, ANSI/AWWA C605, SSPWC Subsection 306-1.2.13 and Supplement Amendments, and to the supplementary requirements or modifications specified herein. Wherever the requirements of this Section and the aforementioned requirements are in conflict, the more stringent provision shall apply.

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Packet Pg. 290 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02646
PVC PRESSURE PIPE (LARGER THAN 4 INCHES)
El Centro
Southern Pump Station
July 2023
02646-6 ECB016200

3.2 PROTECTIVE COATING OF EXPOSED PVC PIPING
A. Unless otherwise indicated, PVC piping exposed to sunlight shall be painted as specified in Section 09800, Protective Coating.

3.3 PIPE STORAGE
A. Storage: Pipe should be stored at the job site in unit packages provided by the manufacturer. Caution shall be exercised to avoid compression damage or deformation to bell ends of the pipe. Pipe shall be stored in such a way as to prevent sagging or bending and shall be protected from exposure to direct sunlight by covering with an opaque material while permitting adequate air circulation above and around the pipe. Gaskets should be stored in a cool, dark place out of the direct rays of the sun, preferably in original cartons.

3.4 TRENCHING AND BACKFILL
A. Trench excavation and backfill shall conform to the requirements of Section 02210, Excavation, Backfilling and Compacting for Utilities and Pipelines and as specified herein.

3.5 INSTALLATION OF PIPE
A. Where necessary to raise or lower the pipe due to unforeseen obstructions or other causes, the CONSTRUCTION MANAGER may direct a change in the alignment or the grades. Such change shall be made by the deflection of joints, by the use of bevel adapters, or by the use of additional fittings. However, in no case shall the deflection in the joint exceed the maximum deflection recommended by the pipe manufacturer. No joint shall be misfit any amount which will be detrimental to the strength and integrity of the finished joint.

B. Line and Grade Tolerance: Each section of pipe shall be laid in the order and position shown on the laying schedule. Unless indicated otherwise, the pipe shall be laid to the design line and grade, within approximately one inch plus or minus.

No tolerance is permitted on pipes designed for zero slope.

C. Curved Alignments: Where curved alignments are indicated, deflecting the joints will be allowed only in accordance with the written instructions of the pipe manufacturer and these specifications. Where a smaller radius of curvature is required than can be accommodated by deflecting the joints, sections of pipe with beveled ends may be laid unless fabricated bends are indicated. Maximum joint deflection and maximum bevel for different pipe sizes and joint designs shall be in accordance with the pipe manufacturer's recommendations and this Section.

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Packet Pg. 291 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02646
PVC PRESSURE PIPE (LARGER THAN 4 INCHES)
El Centro
Southern Pump Station
July 2023
02646-7 ECB016200
D. Cutting and machining of the pipe shall be in accordance with the pipe manufacturer's standard procedures for this operation. Pipe shall not be cut by any method that may fracture the pipe, produce ragged, uneven edges, or otherwise impair the condition of the pipe.

E. The CONTRACTOR shall install all pipe, fittings, closure pieces, bends, reducers, wyes, tees, crosses, outlets, manifolds, and other steel plate specials, bolts, nuts, gaskets, jointing materials, and all other appurtenances as indicated and as required to provide a complete and workable installation. No pipe or appurtenance shall be installed when the interior or exterior surfaces show cracks or other defects that may be harmful as determined by the CONSTRUCTION MANAGER.

Damaged interior and exterior surfaces shall be repaired to the satisfaction of the CONSTRUCTION MANAGER or a new undamaged pipe or appurtenance shall be provided.

F. Pipe laying operations shall be stopped and dewatering operations shall be adjusted to prevent the pipe from floating due to water entering the trench from any source. The CONTRACTOR shall reinstall all affected pipe to its specified condition and grade.

G. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench. Pipe shall be kept clean during and after laying.

All openings in the pipe line shall be closed with water tight expandable type sewer plugs or PVC test plugs at the end of each day's operation or whenever the pipe openings are left unattended. The use of burlap, wood, or other similar temporary plugs will not be permitted.

H. Immediately before placing each section of pipe in final position for joining, the bedding shall be checked for firmness and uniformity of surface.

I. Pipe shall be laid directly on the bedding material. No blocking will be permitted and the bedding shall form a continuous, solid bearing for the full length of the pipe.

Excavate to facilitate removal of handling devices after the pipe is laid. Bell holes shall be formed at the ends of the pipe to prevent point loading at the bells or couplings and to facilitate placement of grout bands. Excavation shall be adequate to permit access to the joints for bonding operations and for application of coating on field joints.

J. Sheet piling used for shoring shall extend at least 2-feet below the bottom of the trench. After completion of the pipe, it may be removed by cutting at least 12 inches above the top of the pipe. No vibratory methods for pile removal will be accepted, and piling lower than 12 inches above the top of the pipe shall be left in place.

K. Lay section of pipe with the bell end upgrade.

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Packet Pg. 292 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02646
PVC PRESSURE PIPE (LARGER THAN 4 INCHES)
El Centro
Southern Pump Station
July 2023
02646-8 ECB016200
L. Except for short runs which may be permitted by the CONSTRUCTION MANAGER, sections of pipe shall be laid in a sequence moving in an upgrade direction on grades exceeding 10%. Pipe which is laid in a downgrade direction shall be blocked and held in place until sufficient support is furnished by the following pipes to prevent movement.

M. Where indicated, concrete thrust blocks shall be provided.

3.6 INSTALLATION OF FITTINGS
A. Ductile iron fittings shall be installed using standard installation procedures. Fittings shall be lowered into the trench by means of rope, cable, chain, or other acceptable means without damage to the fittings or linings or coating. Cable, rope, or other devices used for lowering fittings into trench shall be attached around the exterior of fitting for handling. Under no circumstances shall the cable, rope or other device be attached through the interior for handling. Fittings shall be carefully connected to the pipe or other facility, and joints shall be checked to insure a sound and proper joint. Recoat damaged coatings.

3.7 CONNECTIONS TO EXISTING SYSTEM
A. The CONTRACTOR shall expose the existing connection points and install the new main at the alignment and grade shown on the Drawings. The CONTRACTOR shall furnish all required valves, piping, fittings, and appurtenances as shown on the Drawings.

B. The CONTRACTOR shall coordinate with the IID and the OWNER, make all arrangements for the shutdown of the existing main, and make the connections between the new and the existing water main.

3.8 SITE RESTORATION
A. The CONTRACTOR shall backfill and compact soil in accordance with Section 02210, Excavation, Backfilling and Compacting for Utilities and Pipelines.

B. The CONTRACTOR shall place subgrade and base materials in accordance with Section 02210, Excavation, Backfilling and Compacting for Utilities and Pipelines.

C. The CONTRACTOR shall replace damaged pavement, curbs, gutters, and sidewalks, shrubs, and trees as indicated in SSPWC Subsection 306-1.5.2.

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Packet Pg. 293 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02646
PVC PRESSURE PIPE (LARGER THAN 4 INCHES)
El Centro
Southern Pump Station
July 2023
02646-9 ECB016200

3.9 MARKING TAPE INSTALLATION
A. Continuous plastic marking tape and metallic locator tape shall be installed in accordance with the requirements of Section 02210, Excavation, Backfilling and Compacting for Utilities and Pipelines, over the pipeline at the depths and grades indicated on the plans or as directed by the CONSTRUCTION MANAGER. ** END OF SECTION **

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Packet Pg. 294 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02825

HEAVY INDUSTRIAL STEEL FENCES AND GATES
El Centro
Southern Pump Station
July 2023
02825-1 ECB016200
SECTION 02825

HEAVY INDUSTRIAL

STEEL GATES
PART 1 – GENERAL

1.1 WORK INCLUDED
The contractor shall provide all labor, materials and appurtenances necessary for installation of the industrial ornamental steel fence system defined herein.

1.2 RELATED WORK

1. Section 02200, Earthwork.

2. Section 03300, Cast in Place Concrete

1.3 SYSTEM DESCRIPTION
A. The Contractor shall supply a total roll gate system. The system shall include all components (i.e., pickets, rails, gate uprights, wheels and hardware) required.

B. The Contractor shall supply a pedestrian gate system of Montage Commercial® standard picket space Welded and Rackable (ATF – All Terrain Flexibility) Ornamental Steel Genesis™ design, or approved equal. The ornamental pedestrian gate system shall be 6’ height from grade. The system shall include all components (i.e., panels, posts, gates and hardware) required.

C. Gate Operators shall be Elite Access Systems, Model SL3000-501UL Slide Gate Opener, for gates weighing up to 1000 pounds, or approved equal.

1.4 QUALITY ASSURANCE
The contractor shall provide laborers and supervisors who are thoroughly familiar with the type of construction involved and materials and techniques specified.

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Packet Pg. 295 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02825

HEAVY INDUSTRIAL STEEL FENCES AND GATES
El Centro
Southern Pump Station
July 2023
02825-2 ECB016200

1.5 REFERENCES
ASTM A653/A653M - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy Coated (Galvannealed) by the Hot-Dip Process.

ASTM B117 - Practice for Operating Salt-Spray (Fog) Apparatus.

ASTM D523 - Test Method for Specular Gloss.

ASTM D714 - Test Method for Evaluating Degree of Blistering in Paint.

ASTM D822 - Practice for Conducting Tests on Paint and Related Coatings and Materials using Filtered Open-Flame Carbon-Arc Light and Water Exposure Apparatus.

ASTM D1654 - Test Method for Evaluation of Painted or Coated Specimens Subjected to Corrosive Environments.

ASTM D2244 - Test Method for Calculation of Color Differences from Instrumentally Measured Color Coordinates.

ASTM D2794 - Test Method for Resistance of Organic Coatings to the Effects of Rapid Deformation (Impact).

ASTM D3359 - Test Method for Measuring Adhesion by Tape Test.

ASTM F2408 – Ornamental Fences Employing Galvanized Steel Tubular Pickets.

1.6 SUBMITTAL
The manufacturer's submittal package shall be provided prior to installation, in compliance with Section 01300, Submittals.

1.7 PRODUCT HANDLING AND STORAGE
Upon receipt at the job site, all materials shall be checked to ensure that no damages occurred during shipping or handling. Materials shall be stored in such a manner to ensure proper ventilation and drainage, and to protect against damage, weather, vandalism and theft.

1.8 PRODUCT WARRANTY
A. All structural fence components (i.e. rails, pickets, and posts) shall be warranted within specified limitations, by the manufacturer for a period of 10 years from date of original purchase. Warranty shall cover any defects in material finish, including cracking, peeling, chipping, blistering or corroding.

B. Reimbursement for labor necessary to restore or replace components that have been found to be defective under the terms of manufactures warranty shall be guaranteed for five (5) years from date of original purchase.

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Packet Pg. 296 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 02825

HEAVY INDUSTRIAL STEEL FENCES AND GATES
El Centro
Southern Pump Station
July 2023
02825-3 ECB016200
PART 2 - MATERIALS

2.1 APPROVED MANUFACTURER
A. Ameristar Fence Products, Inc. in Tulsa, Oklahoma.

B. Approved equal

2.2 MATERIAL
A. Steel material for roll gate components (i.e. pickets, rails, diagonals and uprights),shall be commercial steel with a minimum yield strength of 45,000 psi (344 MPa).

B. Ornamental picket material shall be 3/4” square x 14 Ga. Tubing. Picket spacing shall be 4-5/8”. Material for toprails, uprights and diagonals rails shall be 2” square x 12 Ga. Material for the bottom rail shall be 2” x 4” x 11 Ga. Posts shall be a minimum of 4” square x 11 Ga.

2.3 FABRICATION
A. Pickets, rails, uprights and posts shall be precut to specified lengths. Diagonals shall be precut to specified lengths and angles. Frame materials shall be joined by welding. Pickets shall be face welded to roll gate frame, except for Invincible gates over 18’ long. Invincible style gates over 18’ long shall have pickets facewelded to 2” x 2” angle iron to form panels equal in length to the gate frame bay width.

B. The manufactured roll gates and bolt-on panels (if applicable) shall be subjected to the thermal stratification coating process (high-temperature, in-line, multistage, multi-layer) including, as a minimum, a six-stage pre-treatment/wash (with zinc phosphate), an electrostatic spray application of an epoxy base, and a separate electrostatic spray application of a polyester finish. The base coat shall be a thermosetting epoxy powder coating (gray in color) with a minimum thickness of 2 mils (0.0508mm). The topcoat shall be a “no-mar” TGIC polyester powder coat finish with a minimum thickness of 2 mils (0.0508mm). The color shall be (specify Black, Bronze, White, or Desert Sand). The stratification-coated framework shall be capable of meeting the performance requirements for each quality characteristic shown in Table 1.

C. Completed gates shall be capable of supporting a 200 lb. load applied at midspan without permanent deformation.

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HEAVY INDUSTRIAL STEEL FENCES AND GATES
El Centro
Southern Pump Station
July 2023
02825-4 ECB016200
PART 3 - EXECUTION

3.1 PREPARATION
All new installation shall be laid out by the contractor in accordance with the construction plans.

3.2 GATE INSTALLATION
A. Gateposts shall be set in accordance with the spacing’s shown in the construction plans. The “Earthwork” and “Concrete” sections of this specification shall govern post base material requirements. 6” wheels shall be bolted to the gate (between the wheel plates welded near the ends of the gate bottom rail). The gate shall be set upright with the V-grooved wheels positioned over the pre-installed steel V-track that traverses the gate opening. Roller guides shall be affixed to the gateposts at a height even with the gate toprail to hold the gate in a vertical position. Gate stops shall be welded to the end of the gate or track so gate cannot pass rollers in either direction.

B. Install gate operator in accordance with the manufacturer's printed instructions, current at the time of installation. Coordinate locations of operators with contract drawings, other trades and shop drawings.

3.3 CLEANING
Table 1 – Coating Performance Requirements
Quality
Characteristics
ASTM Test Method Performance Requirements
Adhesion D3359 – Method B Adhesion (Retention of Coating) over 90% of test area (Tape and knife test).

Corrosion B117, D714 & D1654 Corrosion Resistance over 1,000 hours

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HEAVY INDUSTRIAL STEEL FENCES AND GATES
El Centro
Southern Pump Station
July 2023
02825-5 ECB016200
The contractor shall clean the jobsite of excess materials; post hole excavations shall be scattered uniformly away from posts.
** END OF SECTION **
Resistance (Scribed per D1654; failure mode is
accumulation of 1/8” coating loss from scribe
or medium #8 blisters).

Impact
Resistance
D2794 Impact Resistance over 60 inch lb. (Forward
impact using 0.625” ball).

Weathering
Resistance
D822 D2244, D523
(60˚ Method)
Weathering Resistance over 1,000 hours
(Failure mode is 60% loss of gloss or color
variance of more than 3 delta-E color units).

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Packet Pg. 299 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03100

CONCRETE FORMWORK
El Centro
Southern Pump Station
July 2023
03100-1 ECB016200

SECTION 03100

CONCRETE FORMWORK
PART 1 - GENERAL

1.1 DESCRIPTION
A. Scope:

1. CONTRACTOR shall provide all labor, materials, equipment and incidentals as shown, specified and required to furnish and install concrete formwork. The Work also includes:
a. Providing openings in formwork to accommodate the Work under this and other Sections and building into the formwork all items such as sleeves, anchor bolts, inserts and all other items to be embedded in concrete for which placement is not specifically provided under other Sections.

B. Coordination: Review installation procedures under other Sections and coordinate the installation of items that must be installed with the formwork.

C. Related Sections:

1. Section 03200, Concrete Reinforcement.

2. Section 03251, Concrete Joints.

3. Section 03300, Cast-In-Place Concrete.

1.2 QUALITY ASSURANCE
A. Substratum Conditions:

1. CONTRACTOR shall examine the substratum and the conditions under which concrete framework is to be performed, and notify the CONSTRUCTION MANAGER in writing of unsatisfactory conditions. Do not proceed with the Work until unsatisfactory conditions have been corrected in a manner acceptable to the CONSTRUCTION MANAGER

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July 2023
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B. Reference Standards: Comply with applicable provisions and recommendations of the following, except as otherwise shown or specified:

1. ACI 301, Specifications for Structural Concrete.

2. ACI 347, Recommended Practice for Concrete Formwork.

3. US Product Standard, PS-1.

4. California Building Code (CBC) by the International Code Council (ICC), latest edition.

5. ACI 117, Standard Tolerances for Concrete Construction and Materials.

C. Allowable Tolerances:

1. Variation from plumb:
a. In lines and surfaces of columns, piers, walls, and in risers. (1) Maximum in any 10-feet of height: 1/4-inch.
(2) Maximum for entire height: ½-inch.
b. For exposed corner columns, control-joint grooves, and other exposed to view lines:
(1) Maximum in any 20-foot length: 1/4-inch.
(2) Maximum for entire length: ½-inch.

2. Variation from level or from grades specified:
a. In slab soffits, ceilings, beam soffits and in arises, measured before removal of supporting shores.
(1) Maximum in any 10-feet of length: 1/4-inch.
(2) Maximum in any bay or in any 20-foot length: 3/8-inch. (3) Maximum for entire length: ½-inch.
b. In exposed lintels, sills, parapets, horizontal grooves, and other exposed to view lines:
(1) Maximum in any bay or in 20-foot length: 1/4-inch.
(2) Maximum for entire length: ½-inch.

3. Variation of linear structure lines from established position in plan and related position of columns, walls, and partitions.
a. Maximum in any bay: ½-inch.
b. Maximum in any 20-foot of length: ½-inch.
c. Maximum for entire length: 1 inch.

4. Variation in sizes and location of sleeves, floor openings, and wall openings:

Maximum of ½-inch.

5. Variation in horizontal plan location of beam, column and wall center lines from required location: Maximum of ½-inch.

6. Variation in cross sectional dimensions of columns and beams and in thickness of slabs and walls: Maximum of -1/4-inch, +1/2-inch.

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Packet Pg. 301 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03100

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Southern Pump Station
July 2023
03100-3 ECB016200

7. Footings and foundations:
a. Variations in concrete dimensions in plan: -1/2-inch, +2-inch. b. Misplacement or eccentricity:
(1) Two percent of footing width in direction of misplacement but not more than 2-inch.
c. Thickness:
(1) Decrease in specified thickness: 5 percent.
(2) Increase in specified thickness: No limit except that which may interfere with other construction.

8. Variation in steps:
a. In a flight of stairs:
(1) Rise: 1/8-inch.
(2) Tread: 1/4-inch.
b. In consecutive steps:
(1) Rise: 1/16-inch. (
(2) Tread: 1/8-inch.

D. All items for permanent or temporary facilities shall be used in accordance with manufacturer’s instructions.

1.3 SUBMITTALS
A. Shop Drawings: Submit for information purposes copies of manufacturer's data and installation instructions for proprietary materials, including form coatings, manufactured form systems, ties and accessories.

B. Falsework Calculations and Drawings: All falsework or vertical shoring installation, where the height of the top of the sill to the soffit of the superstructure, exceeds 14 feet or where individual horizontal span length exceeds 16 feet shall be signed by a Civil Engineer, registered in the State of California. The CONTRACTOR shall submit calculations and drawings to the OWNER for their review and approval.

1.4 PRODUCT DELIVERY, STORAGE AND HANDLING
A. On delivery to job site, place materials in area protected from weather.

B. Store materials above ground on framework or blocking. Cover wood for forms with protective waterproof covering. Provide for adequate air circulation or ventilation.

C. Handle materials to prevent damage.

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Packet Pg. 302 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03100

CONCRETE FORMWORK
El Centro
Southern Pump Station
July 2023
03100-4 ECB016200
PART 2 - PRODUCTS

2.1 FORM MATERIALS
A. Forms for Exposed Finish Concrete: Unless otherwise shown or specified, construct formwork for exposed concrete surfaces with plywood, metal, metal- framed plywood-faced or other panel type materials acceptable to CONSTRUCTION MANAGER, to provide continuous, straight, smooth as-cast surfaces. Furnish in largest practical sizes to minimize number of joints and to conform to joint system shown or specified. Provide form material with sufficient thickness to withstand pressure of newly placed concrete without bow or deflection.

B. Forms for Unexposed Finish Concrete: Form concrete surfaces that will be unexposed in the finished structure with plywood, lumber, metal, or other acceptable material. Provide lumber that is dressed on at least 2 edges and 1 side.

C. Form Ties:

1. Provide factory-fabricated, removable or snapoff metal form ties, designed to prevent form deflection, and to prevent spalling of concrete surfaces upon removal. Materials used for tying forms will be subject to approval of CONSTRUCTION MANAGER. Manufacturers: Burke Penta by the Burke Company, Richmond Snap Tys by the Richmond Screw Anchor Company, or equal.

2. Unless otherwise shown, provide ties so that portion remaining within concrete after removal of exterior parts is at least 1 inch from the outer concrete surface.

Unless otherwise shown, provide form ties that will leave a hole no larger than 1 inch diameter in the concrete surface.

3. Ties for exterior walls and walls subject to hydrostatic pressure shall have waterstops. A preformed neoprene or polyurethane tapered plug sized to seat at the center of the wall shall be inserted in the hole left by the removal of the taper tie. Manufacturers: Burke Taper by the Burke Company or Taper Tye by the Richmond Screw Anchor Company, or equal.

4. Provide wood or plastic cones for ties, where concrete is exposed in the finish structure and in the interior of tanks.

D. Forms Coatings: Provide commercial formulation form-coating compounds that will not bond with, stain, nor adversely affect concrete surfaces, and will not impair subsequent treatment of concrete surfaces requiring bond or adhesion, nor impede the wetting of surfaces to be cured with water or curing compounds. For concrete surfaces which will be in contact with potable water, the form coating shall be a mineral oil base coating.

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Packet Pg. 303 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03100

CONCRETE FORMWORK
El Centro
Southern Pump Station
July 2023
03100-5 ECB016200

2.2 DESIGN OF FORMWORK
A. Design, erect, support, brace and maintain formwork so that it shall safely support vertical and lateral loads that might be applied, until such loads can be supported by the concrete structure. Carry vertical and lateral loads to ground by formwork system or in-place construction that has attained adequate strength for this purpose.

Construct formwork so that concrete members and structures are of correct size, shape, alignment, elevation and position.

B. Design forms and falsework to include values of live load, dead load, weight of moving equipment operated on formwork, concrete mix, height of concrete drop, vibrator frequency, ambient temperature, foundation pressures, stresses, lateral stability, and other factors pertinent to safety of structure during construction.

Design live load for forms and falsework to support elevated slabs shall be 50 psf (minimum).

C. Provide shores and struts with positive means of adjustment capable of taking up formwork settlement during concrete placing operations, using wedges or jacks or a combination thereof. Provide trussed supports when adequate foundations for shores and struts cannot be secured.

D. Support form facing materials by structural members spaced sufficiently close to prevent significant deflection. Fit forms placed in successive units for continuous surfaces to accurate alignment, free from irregularities and within allowable tolerances. For long span members without intermediate supports, provide camber in formwork as required for anticipated deflections resulting from weight and pressure of fresh concrete and construction loads.

E. Design formwork to be readily removable without impact, shock or damage to concrete surfaces and adjacent materials.

F. Provide formwork sufficiently tight to prevent leakage of cement paste during concrete placement. Solidly butt joints and provide backup material at joints as required to prevent leakage and fins.

PART 3 - EXECUTION

3.1 GENERAL
A. Forms to confine the concrete and shape it to the required lines shall be used wherever necessary. The CONTRACTOR shall assume full responsibility for the adequate design of all forms, and any forms which are unsafe or inadequate in

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Southern Pump Station
July 2023
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any respect shall promptly be removed from the Work and replaced at the CONTRACTOR's expense. A sufficient number of forms of each kind shall be provided to permit the required rate of progress to be maintained. The design and inspection of concrete forms, falsework, and shoring shall comply with applicable local, state and Federal regulations. Plumb and string lines shall be installed before concrete placement and shall be maintained during placement. Such lines shall be used by CONTRACTOR's personnel and by the CONSTRUCTION MANAGER and shall be in sufficient number and properly installed. During concrete placement, the CONTRACTOR shall continually monitor plumb and string line form positions and immediately correct deficiencies.

B. Concrete forms shall conform to the shape, lines, and dimensions of members as called for on the Drawings, and shall be substantial, free from surface defects, and sufficiently tight to prevent leakage. Forms shall be properly braced or tied together to maintain their position and shape under a load of freshly-placed concrete. If adequate foundation for shores cannot be secured, trussed supports shall be provided.

C. CONTRACTOR and his installer shall examine the substrate and the conditions under which Work is to be performed and notify CONSTRUCTION MANAGER of unsatisfactory conditions. Do not proceed with the Work until unsatisfactory conditions have been corrected in a manner acceptable to CONSTRUCTION MANAGER.

3.2 FORM CONSTRUCTION
A. General: Construct forms complying with ACI 347; to the exact sizes, shapes, lines and dimensions shown; as required to obtain accurate alignment, location and grades; to tolerances specified; and to obtain level and plumb work in finish structures. Provide for openings, offsets, keyways, recesses, moldings, rustications, reglets, chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other features required. Use selected materials to obtain required finishes. Finish shall be as determined by approved mock-up or sample panel, if specified.

B. Fabricate forms for easy removal without damaging concrete surfaces. Provide crush plates or wrecking plates where stripping may damage cast concrete surfaces.

Provide top forms for inclined surfaces where the slope is too steep to place concrete with bottom forms only. Kerf wood inserts for forming keyways, reglets, recesses, and the like, to prevent swelling and assure ease of removal.

C. Provide temporary openings where interior area of formwork is inaccessible for cleanout, for inspection before concrete placement, and for placement of concrete.

Brace temporary closures and set tightly to forms to prevent loss of concrete mortar. Locate temporary openings on forms in locations as inconspicuous as

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Southern Pump Station
July 2023
03100-7 ECB016200
possible, consistent with requirements of the Work. Form intersecting planes of openings to provide true, clean-cut corners, with edge grain of plywood not exposed as form for concrete.

D. Falsework:

1. Erect falsework and support, brace and maintain it to safely support vertical, lateral and asymmetrical loads applied until such loads can be supported by inplace concrete structures. Construct falsework so that adjustments can be made for take-up and settlement.

2. Provide wedges, jacks or camber strips to facilitate vertical adjustments.

Carefully inspect falsework and formwork during and after concrete placement operations to determine abnormal deflection or signs of failure; make necessary adjustments to produce finished Work of required dimensions.

E. Forms for Exposed To View Concrete:

1. Do not use metal cover plates for patching holes or defects in forms.

2. Provide sharp, clean corners at intersecting planes, without visible edges or offsets. Back joints with extra studs or girts to maintain true, square intersections.

3. Use extra studs, walers and bracing to prevent bowing of forms between studs and to avoid bowed appearance in concrete. Do not use narrow strips of form material that will produce bow.

4. Assemble forms so they may be readily removed without damage to exposed concrete surfaces.

5. Form molding shapes, recesses, rustication joints and projections with smoothfinish materials, and install in forms with sealed joints to prevent displacement.

F. Corner Treatment:

1. Form exposed corners of beams, walls, foundations, bases and columns to produce smooth, solid, unbroken lines, except as otherwise shown. Except as specified below for reentrant or internal corners, exposed corners shall be chamfered.

2. Form chamfers with 3/4-inch by 3/4-inch strips, unless otherwise shown, accurately formed and surfaced to produce uniformly straight lines and tight edge joints. Use rigid PVC chamfers for all architecturally formed concrete.

Extend terminal edges to required limit and miter chamfer strips at changes in direction.

3. Reentrant or internal corners and unexposed corners may be formed either square or chamfered.

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Packet Pg. 306 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03100

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July 2023
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G. Joints:

1. The treatment of joints shall conform to the requirement of Section 03251, Concrete Joints. Locate as shown and specified.

H. Openings and Built-In Work:

1. Provide openings in concrete formwork shown or required by other Sections or other contracts. Refer to paragraph 1.1.B herein for the requirements of coordination.

2. Accurately place and securely support items to be built into forms.

3. Pouring of walls may only be done through pouring openings on one of the wall sides. Pour windows shall be provided at four (4) feet on center for the full height of the wall.

4. CONTRACTOR shall either erect the complete form on one side of the wall then erect the form panels on the other side of the wall while the concrete pour is in progress or remove form panels from either the inside or outside formassembly before concrete pouring starts.

5. The horizontal centerline distance between such openings shall not exceed 96 inches nor shall the distance between the nearest opening and the bulkhead for the vertical joint exceed 36 inches.

6. The vertical centerline distance between horizontal rows of openings shall not exceed 96 inches.

7. The minimum pouring opening size shall be 24" X 18".

8. The bottom of the lower openings shall be no more than 48 inches from the top of the wall-footing.

9. Under no circumstances shall forming be such that the drop of concrete in the forms will exceed 4 feet in any one place.

I. Cleaning and Tightening:

1. Thoroughly clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt or other debris just before concrete is to be placed.

Retighten forms immediately after concrete placement as required to eliminate mortar leaks.

J. Full Height Pours:

1. The wall form design shall be such that wall sections can be poured full height without creating horizontal cold joints and without causing snapping of form ties which shall be of sufficient strength and number to prevent spreading of the forms during the placement of concrete and which shall permit ready removal of the forms without spalling or damaging the concrete.

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Packet Pg. 307 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03100

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July 2023
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3.3 FORM COATINGS
A. Coat form contact surfaces with a non-staining form-coating compound before reinforcement is placed. Do not allow excess form coating material to accumulate in the forms or to come into contact with surfaces which will be bonded to fresh concrete. Apply in compliance with manufacturer's instructions.

B. Coat steel forms with a non-staining, rust-preventative form oil or otherwise protect against rusting. Rust-stained steel formwork is not acceptable.

3.4 INSTALLATION OF EMBEDDED ITEMS
A. General: Set and build into the formwork, anchorage devices and other embedded items, shown, specified or required by other Sections and other contracts. Refer to paragraph 1.1.B herein for the requirements of coordination. Use necessary setting drawings, diagrams, instructions and directions.

B. Edge Forms and Screeds Strips for Slabs: Set edge forms or bulkheads and intermediate screed strips for slabs to obtain required elevations and contours in the finished slab surface. Provide and secure units to support screeds.

3.5 FIELD QUALITY CONTROL
A. Before concrete placement, CONTRACTOR shall check the formwork, including tolerances, lines, ties, tie cones, and form coatings. He shall make corrections and adjustments to ensure proper size and location of concrete members and stability of forming systems.

B. During concrete placement CONTRACTOR shall check formwork and related supports to ensure that forms are not displaced and that completed Work shall be within specified tolerances.

C. If CONTRACTOR finds that forms are unsatisfactory in any way, either before or during placing of concrete, placement of concrete shall be postponed or stopped until the defects have been corrected, and reviewed by CONSTRUCTION MANAGER.

3.6 REMOVAL OF FORMS
A. Conform to the requirements of ACI 301 and ACI 347, except as specified below.

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B. Removal of Forms and Supports:

1. Careful procedures for the removal of forms shall be strictly followed, and this work shall be done with care so as to avoid injury to the concrete. No heavy loading on green concrete will be permitted. In the case of roof slabs and above-ground floor slabs, forms shall remain in place until test cylinders for the roof concrete attain a minimum compressive strength of 75 percent of the 28-day strength specified in Section entitle, "Cast-in-Place Concrete"; 03300 provided, that no forms shall be disturbed or removed under an individual panel or unit before the concrete in the adjacent panel or unit has attained 75 percent of the specified 28-day strength. Forms for all parts of the Work not specifically mentioned herein shall remain in place for periods of time as determined by the CONSTRUCTION MANAGER.

C. Do not remove supporting forms or shoring until the members have acquired sufficient strength to safely support their weight and the load upon them. Results of suitable control tests may be used as evidence that the concrete has attained sufficient strength.

D. The time for removal of all forms will be subject to CONSTRUCTION MANAGER'S approval.

3.7 NOT USED

3.8 RE-USE OF FORMS
A. Clean and repair surfaces of forms to be re-used in the Work. Split, frayed, delaminated or otherwise damaged form facing material will not be acceptable.

Apply new form coating compound material to concrete contact surfaces as specified for new formwork.

B. When forms are extended for successive concrete placement, thoroughly clean surfaces, remove fins and laitance, and tighten forms to close all joints. Align and secure joints to avoid offsets. Do not use "patched" forms for exposed concrete surfaces. Form surfaces shall be subject to CONSTRUCTION MANAGER'S approval.
** END OF SECTION **

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Packet Pg. 309 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03200

CONCRETE REINFORCEMENT
El Centro
Southern Pump Station
July 2023
03200-1 ECB016200
SECTION 03200

CONCRETE REINFORCEMENT
PART 1 - GENERAL

1.1 DESCRIPTION
A. Scope:

1. CONTRACTOR shall provide all labor, materials, equipment and incidentals as shown, specified and required to furnish and install concrete reinforcement.

2. The extent of concrete reinforcement is shown on the Contract Drawings.

3. The Work includes fabrication and placement of reinforcement including bars, ties and supports, and welded wire fabric for concrete, encasements and fireproofing.

B. Related Sections Specified Elsewhere:

1. Section 03100, Concrete Formwork.

2. Section 03300, Cast-In-Place Concrete.

1.2 QUALITY ASSURANCE
A. Reference Standards: Comply with applicable provisions and recommendations of the following, except as otherwise shown or specified:

1. ACI 318, Building Code Requirements for Reinforced Concrete.

2. ACI 315, Manual of Standard Practice for Detailing Reinforced Concrete Structures.

3. The Building Code, as referenced herein, shall be the California Building Code of the International Conference of Building Officials (ICBO).

4. CRSI MSP-1, Concrete Reinforcing Steel Institute Manual of Standard Practice.

B. Allowable Placing Tolerances: Comply with ACI 318, Chapter 7 - Details of Reinforcement.

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Southern Pump Station
July 2023
03200-2 ECB016200

1.3 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Without limiting the generality of other requirements of these specifications, all work specified herein shall conform to or exceed the requirements of the Building Code and the applicable requirements of the following documents to the extent that the provisions of such documents are not in conflict with the requirements of this Section; provided, that for building codes, the latest edition of the codes, as adopted as of the date of award by the agency having jurisdiction, shall apply to the WORK.

1. Codes and Standards
The Building Code, as referenced herein, shall be the California Building Code of the International Conference of Building Officials (ICBO).

Minimum Specifications for Welding of Reinforcing Steel. (See Appendix this section).

2. Commercial Standards
ANSI/ACI 315-Current Details and Detailing of Concrete
Reinforcement
ANSI/ACI 318-Current Building Code Requirements for
Reinforced Concrete
WRI Manual of Standard Practice for Welded Wire
Fabric.

ASTM A 82-Current Specification for Steel Wire, Plain, for Concrete Reinforcement.

ASTM A 185-Current Specification for Welded Steel Wire Fabric for Concrete Reinforcement.

ASTM A 615-Current Specification for Deformed and Plain BilletSteel Bars for Concrete Reinforcement.

ASTM A706-Current Specification for Low-Alloy Steel Deformed Bars for Concrete Reinforcement

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Southern Pump Station
July 2023
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1.4 SUBMITTALS
A. Shop Drawings: Submit for approval the following:

1. Manufacturer's specifications and installation instructions for all materials and reinforcement accessories.

2. Drawings for fabrication, bending, and placement of concrete reinforcement.

Comply with ACI 315, Parts A and B. For walls, show elevations to a minimum scale of 1/4-inch to 1 foot. For slabs, show top and bottom reinforcing on separate plan views. Show bar schedules, stirrup spacing, diagrams of bent bars, arrangements and assemblies, as required for the fabrication and placement of concrete reinforcement unless otherwise noted.

Splices shall be kept to a minimum. Splices in regions of maximum tension stresses shall be avoided.
a. Drawings detailing the location of all construction and expansion joints shall be submitted and approved before Shop Drawings for reinforcing steel are submitted.

B. Certificates:

1. Submit 1 copy of steel producer's certificates of mill analysis, tensile and bend tests for reinforcing steel per batch.

1.5 DELIVERY, HANDLING AND STORAGE
A. Deliver concrete reinforcement materials to the site bundled, tagged and marked.

Use metal tags indicating bar size, lengths, and other information corresponding to markings shown on placement diagrams.

B. Store concrete reinforcement material at the site to prevent damage and accumulation of dirt or excessive rust. Store on heavy wood blocking so that no part of it will come in contact with the ground.

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Packet Pg. 312 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03200

CONCRETE REINFORCEMENT
El Centro
Southern Pump Station
July 2023
03200-4 ECB016200
PART 2 - PRODUCTS

2.1 MATERIALS
A. Reinforcing Bars: Provide ASTM A615 Grade 60 for all bars except for welded bars which shall conform to ASTM A706.

B. Steel Wire: ASTM A82.

C. Welded Smooth Wire Fabric: ASTM A185.

1. Furnish in flat sheets, not rolls.

D. Supports for Reinforcement: Bolsters, chairs, spacers and other devices for spacing, supporting and fastening reinforcement in place.

1. Use wire bar type supports complying with CRSI recommendations, except as specified below. Do not use wood, brick, or other unacceptable materials.

2. For slabs on grade, use precast concrete blocks.

3. For all concrete surfaces, where legs of supports are in contact with forms, provide supports complying with CRSI "Manual of Standard Practice", with either hot-dip galvanized, plastic protected or stainless steel legs.

2.2 FABRICATION
A. General: Fabricate reinforcing bars to conform to required shapes and dimensions, with fabrication tolerances complying with CRSI, Manual of Standard Practice. In case of fabricating errors, do not re-bend or straighten reinforcement in a manner that will injure or weaken the material.

B. Unacceptable Materials: Reinforcement with any of the following defects will not be permitted in the Work:

1. Bar lengths, bends, and other dimensions exceeding specified fabrication tolerances.

2. Bends or kinks not shown on approved Shop Drawings.

3. Bars with reduced cross-section due to excessive rusting or other cause.

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Packet Pg. 313 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03200

CONCRETE REINFORCEMENT
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Southern Pump Station
July 2023
03200-5 ECB016200
PART 3 - EXECUTION

3.1 INSPECTION
A. CONTRACTOR and his installer shall examine the substrate and the conditions under which concrete reinforcement is to be placed, and notify CONSTRUCTION MANAGER in writing of unsatisfactory conditions. Do not proceed with the Work until unsatisfactory conditions have been corrected in a manner acceptable to CONSTRUCTION MANAGER.

3.2 INSTALLATION
A. Placing: Reinforcing steel shall be accurately positioned as shown on the Drawings, and shall be supported and wired together to prevent displacement, using annealed iron wire ties or suitable clips at intersections. All reinforcing steel shall be supported by concrete or metal supports, spacers or metal hangers. Where concrete is to be placed on the ground, supporting concrete blocks (or dobbies) shall be used, in sufficient numbers to support the continuous length of the steel. For concrete over formwork, the CONTRACTOR shall furnish concrete, metal, plastic, or other acceptable bar chairs and spacers.

B. Where the concrete surface will be exposed to the weather in the finished structure or where rust would impair architectural finishes, the portions of all accessories in contact with the formwork shall be galvanized or shall be made of plastic.

C. Tie wires shall be bent away from the forms in order to provide the specified concrete coverage. Bars additional to those shown on the Drawings which may be found necessary or desirable by the CONTRACTOR for the purpose of securing reinforcement in position shall be provided by the CONTRACTOR at its own expense.

D. Placing Tolerances: Unless otherwise specified, reinforcement placing tolerances shall be within the limits specified in Section 7.5 of ANSI/ACE 318 except where in conflict with the requirements of the Building Code.

E. Bars may be moved as necessary to avoid interference with other reinforcing steel, conduits, or embedded items. If bars are moved more than one bar diameter, or enough to exceed the above tolerances, the resulting arrangement of bars shall be acceptable to the CONSTRUCTION MANAGER.

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Packet Pg. 314 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03200

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F. Welded wire fabric reinforcement placed over horizontal forms shall be supported on slab bolsters having gray, plastic-coated standard type legs. Slab bolsters shall be spaced not less than 30 inches on centers, shall extend continuously across the entire width of the reinforcing mat, and shall support the reinforcing mat in the plane shown on the Drawings.

G. Bar Tying: Bars shall be tied sufficiently often to prevent shifting. There shall be at least three ties in each bar length (this shall not apply to dowel laps or to bars shorter than 4 feet, unless necessary for rigidity). Slab bars shall be tied at every intersection around the periphery of the slab. Wall bars and slab bar intersections shall be tied at not less than every fourth intersection, but at not greater than the following maximum spacing:

Slab Bars Wall Bars
(inches) (inches)
Bars No. 5 and smaller 60 48
Bars No. 6 through No. 9 96 60
Bars No. 10 through No. 11 120 96
H. Where concrete surfaces shall be core-drilled to install sockets for handrail, reinforcing steel shall be placed to coordinate with handrail socket locations.

3.3 SPACING OF BARS
A. The clear distance between parallel bars (except in columns and between multiple layers of bars in beams) shall be not less than the nominal diameter of the bars nor less than 1-1/3 times the maximum size of the coarse aggregate, nor less than one inch.

B. Where reinforcement in beams or girders is placed in 2 or more layers, the clear distance between layers shall be not less than one inch.

C. In spirally-reinforced and in tied columns, the clear distance between longitudinal bars shall be not less than 1-1/2 times the bar diameter, nor less than 1-1/2 times the maximum size of the coarse aggregate, nor less than 1-1/2 inches.

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Packet Pg. 315 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03200

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July 2023
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3.4 SPLICING
A. General: Reinforcing bar splices shall only be used at locations shown on the Drawings. When it is necessary to splice reinforcement at points other than where shown, the character of the splice shall be acceptable to the CONSTRUCTION MANAGER. Welded splices shall conform to the requirements of Part 4 of this Section.

B. Splices of Reinforcement: The length of lap for reinforcing bars, unless otherwise shown on the Drawings shall be in accordance with ACI 318.

C. When shown on the Drawings, welded splices and mechanical connections shall develop at least 125 percent of the specified yield strength of the bar in tension.

D. Laps of welded wire fabric shall be in accordance with the ACI 318. Adjoining sheets shall be securely tied together with No. 14 tie wire, one tie for each 2 running feet. Wires shall be staggered and tied in such a manner that they cannot slip.

E. Splices in column spiral reinforcement, when necessary, shall be made by welding or by a lap of 1-1/2 turns.

F. Bending or Straightening: Reinforcing shall not be straightened or rebent in a manner, which will injure the material. Bars with kinks or bends not shown on the Drawings shall not be used. All bars shall be bent cold, unless otherwise permitted by the CONSTRUCTION MANAGER. No bars partially embedded in concrete shall be field-bent except as shown on the Drawings or specifically permitted by the CONSTRUCTION MANAGER.

3.5 CONCRETE COVER
A. On all formed surfaces there shall be a nominal cover over the steel of two (2) inches minimum.

B. Unless otherwise specified in these specifications or shown on the Drawings, all reinforcing steel facing subgrades in footing and floors for concrete construction shall be given a nominal protective cover of three (3) inches.

C. No “bury” or “carrier” bars will be allowed unless specifically approved by the CONSTRUCTION MANAGER.

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Packet Pg. 316 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03200

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3.6 CLEANING AND PROTECTION
A. Reinforcing steel shall at all times be protected from moisture until concrete is placed around it.

B. The surfaces of all reinforcing steel and other metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar and other foreign substances immediately before the concrete is placed.

Where there is delay in depositing concrete, reinforcing shall be reinspected and, if necessary recleaned.

3.7 INSPECTION OF REINFORCEMENT
A. Concrete shall not be placed until the reinforcing steel is inspected and permission for placing concrete is granted by the CONSTRUCTION MANAGER. All concrete placed in violation of this provision will be rejected.

3.8 MECHANICAL COUPLERS
A. Mechanical couplers shall be provided where shown and where approved by the CONSTRUCTION MANAGER. The couplers shall develop a tensile strength, which exceeds 125 percent of the yield strength of the reinforcement bars being spliced at each splice.

B. Where the type of coupler used is composed of more than one component, all components required for a complete splice shall be supplied. This shall apply to all mechanical splices, including those splices intended for future connections.

C. The reinforcement steel and coupler used shall be compatible for obtaining the required strength of the connection. Straight threaded type couplers shall require the use of the next larger size reinforcing bar or shall be used with reinforcing bars with specially forged ends which provide upset threads which do not decrease the basic cross section of the bar.

PART 4 - APPENDIX TO SECTION 03200
These specifications shall apply to the welding of reinforcing steel for splices, steel connection devices, inserts, anchors and anchorage details, as well as any other welding of reinforcing steel both in the fabricating shop and in the field. When

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Packet Pg. 317 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03200

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July 2023
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welding reinforcing steel to primary structural members, the provisions of AWS D1.1 shall also be fully satisfied. Reinforcing steel may be subject to cracking the embrittlement when welded, and special procedures are needed to minimize this problem. These are minimum specifications and shall not supersede any more restrictive specifications shown on the approved plans.

4.1 STANDARDS FOR WELDING
A. The details, procedures, workmanship and technique of reinforcing steel welding shall be in accordance with the requirements of the Reinforcing Steel Welding Code, AWS D1.4-98 as published by the American Welding Society.

B. All welding shall be performed in accordance with the requirements of an approved procedure specification.

4.2 APPROVED PROCEDURES
A. Each joint welding procedure for reinforcing bar splices, bar connections, and insert connections that are to be employed shall be established in a procedure specification and shall be qualified prior to use by tests as prescribed in AWS D1.4-98.

B. Procedure qualification tests shall be witnessed by a registered special inspector in structural steel assembly and tested by an approved testing agency. The results of successful procedure qualification tests and the approved procedure specifications shall be submitted to the CONSTRUCTION MANAGER.

C. The approved procedure specifications shall be made available at the site where welding is performed.

4.3 WELDER QUALIFICATION
A. All welders to be employed in welding reinforcing bars shall have been qualified by tests as prescribed in AWS D1.4-98, unless evidence of previous qualification is accepted by the CONSTRUCTION MANAGER and the Registered Special Inspector.

B. Welder qualification tests shall be witnessed by a Registered Special Inspector in structural steel assembly.

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Packet Pg. 318 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03200

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C. Upon request of the Registered Special Inspector or the CONSTRUCTION MANAGER, welders shall provide evidence of qualification for each process, position and type of weld to be performed.

4.4 SPECIAL INSPECTION (PERFORMED BY THE OWNER)
A. Special inspection for reinforcing steel welding shall be provided by a special inspector certified to inspect structural steel assembly.

B. The special inspector shall provide continuous inspection for all reinforcing steel welding.

C. Special inspection is required for reinforcing steel welding performed on the site (field) and off site (shop).

4.5 GENERAL
A. Arc strikes on reinforcing steel outside the area of permanent welds shall be avoided.

B. Tack welds shall be made using preheat and quality requirements applicable to permanent welds. Tack welds that do not become a part of permanent welds are prohibited. Under no circumstances should stressed bars be tack welded along their length.
** END OF SECTION **

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Packet Pg. 319 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03251

CONCRETE JOINTS
El Centro
Southern Pump Station
July 2023
03251-1 ECB016200
SECTION 03251

CONCRETE JOINTS
PART 1 - GENERAL

1.1 DESCRIPTION
A. Scope:

1. CONTRACTOR shall provide all labor, materials, equipment and incidentals as shown, specified and required to furnish and install concrete joints.

2. The types of concrete joints required include the following:
a. Construction joints.
b. Waterstops.

B. General: All joints subject to hydrostatic pressure shall be provided with continuous waterstop.

C. Related Sections:

1. Section 03100, Concrete Form Work.

2. Section 03300, Cast-In-Place Concrete.

3. Section 03600, Grout.

1.2 QUALITY ASSURANCE
A. Reference Standards: Comply with applicable provisions and recommendations of the following, except as otherwise shown or specified:

1. ACI 301, Specifications for Structural Concrete.

2. ACI 318, Building Code Requirements for Structural Concrete

3. ACI 350, Code Requirements for Environmental Engineering Concrete Structure

4. ASTM A 36, Structural Steel.

5. ASTM D 1752, Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction.

6. CRD-C572, Corps of Engineers Specifications for Polyvinyl- Chloride Waterstop.

7. ASTM Cellular Elastomeric Preformed Gasket and Sealing Materials.

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Packet Pg. 320 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03251

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B. Waterstop Inspection: It is required that all waterstop field joints shall be subject to rigid inspection, and no such work shall be scheduled or started without having made prior arrangements with the CONSTRUCTION MANAGER to provide for the required inspections. Not less than 24 hours’ notice shall be provided to the CONSTRUCTION MANAGER for scheduling such inspections.

C. All field joints in waterstops will be subject to rigid inspection for misalignment, bubbles, inadequate bond, porosity, cracks, offsets, and other defects which would reduce the potential resistance of the material to water pressure at any point.

All defective joints shall be replaced with material which will pass said inspection, and all faulty material shall be removed from the site and disposed of by the CONTRACTOR at its own expense.

D. The following defects represent a partial list of defects, which shall be grounds for rejection:

1. Offsets at joints greater than 1/32 inch or 15 percent of material thickness, at any point, whichever is less.

2. Exterior crack at joint, due to incomplete bond, which is deeper than 1/32 inch at any point.

3. Any combination of offset or exterior crack which will result in a net reduction in the cross section of the waterstop in excess of 1/32 inch or 15 percent of material thickness at any point, whichever is less.

4. Misalignment of joint, which result in misalignment of the waterstop in excess of ½ inch in 10 feet.

5. Porosity in the welded joint as evidenced by visual inspection.

6. Bubbles or inadequate bonding, which can be detected with a penknife test. (If, while prodding the entire joint with the point of a penknife, the knife breaks through the outer portion of the weld into a bubble, the joint shall be considered defective).

E. Waterstop Samples: Prior to use of the waterstop material in the field, a sample of a fabricated mitered cross and a tee constructed of each size or shape of material to be used shall be submitted to the CONSTRUCTION MANAGER for review.

These samples shall be fabricated so that the material and workmanship represent in all respects the fittings to be furnished under this contract. Field samples of fabricated fittings (crosses, tees, etc.) will be selected at random by the CONSTRUCTION MANAGER for testing by a laboratory at the OWNER’s expense. When tested, they shall have a tensile strength across the joints equal to at least 600 psi.

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Packet Pg. 321 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03251

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July 2023
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F. Construction Joint Sealant: The CONTRACTOR shall prepare adhesion and cohesion test specimens as specified herein, at intervals of 5 working days while sealants are being installed.

G. The sealant material shall show no signs of adhesive or cohesive failure when testing in accordance with the following procedure in laboratory and field tests:

1. Sealant specimen shall be prepared between 2 concrete blocks (1-inch by 2-inch by 3-inch). Spacing between the blocks shall be ½-inch. Coated spacers (2-inch by 1 ½-inch by ½-inch) shall be used to insure sealant crosssections of ½-inch by 2 inches with a width of ½-inch.

2. Sealant shall be cast and cured according to manufacturer’s recommendations except that curing period shall not exceed 24 hour.

3. Following curing period, the gap between blocks shall be widened to 1 inch.

Spacers shall be used to maintain this gap for 24 hours prior to inspection for failure.

H. All manufactured items shall be installed in accordance with manufacturer's instructions.

1.3 SUBMITTALS
A. Samples: Submit for approval the following:

1. Polyvinyl chloride waterstops for joints, including a fabricated mitered cross and a tee constructed of each size or shape of material to be used.

2. Preformed plastic adhesive waterstop.

3. Construction joint sealant.

4. Field samples of fabricated fittings (crosses, tees, etc.) selected at random by the CONSTRUCTION MANAGER for testing by a laboratory at the OWNER’s expense (Minimum tensile strength across the joint equal to at least 600 psi).

B. Shop Drawings: Submit for approval the following:

1. Manufacturer's specifications and installation instructions for all materials required.

2. Layout of all construction joint locations prior to the submittal of steel reinforcing drawings.

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Packet Pg. 322 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03251

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C. Certifications: Submit the following:

1. Certified test reports from the sealant manufacturer on the actual batch of material being supplied indicating compliance with the above requirements shall be furnished the CONSTRUCTION MANAGER before the sealant is used on the job.

2. Shipping Certification: The CONTRACTOR shall provide written certification from the manufacturer as an integral part of the shipping form, to show that all of the material shipped to this project meets or exceeds the physical property requirements of the Contract Documents. Supplier certificates are not acceptable.

1.4 TYPES OF JOINTS
A. Construction Joints: When fresh concrete is placed against a hardened concrete surface, the joint between the two pours is called a construction joint. When required on the Drawings, such a joint will be provided with a waterstop and/or sealant groove of the shape specified and detailed on the Drawings. The surface of the first pour may also be required to receive a coating of bond breaker as called for on the detail Drawings.

B. Weakened Plane Joints: The function of the weakened plane joint is to provide a weaker plane in the concrete, where shrinkage cracks will probably occur. A groove, of the shape and dimensions shown on the Drawing, is formed or saw-cut in the concrete. This groove is afterward filled with a joint sealant material as specified in Subsection 2.6 “Joint Sealant.”

1.5 GUARANTEE
A. The CONTRACTOR shall provide a 5-year written guarantee of the entire sealant installation against faulty and/or incompatible materials and workmanship, together with a statement that it agrees to repair or replace, to the satisfaction of the OWNER, at no additional cost to the OWNER, any such defective areas which become evident within said 5-year guarantee period.

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Packet Pg. 323 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03251

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Southern Pump Station
July 2023
03251-5 ECB016200
PART 2 - PRODUCTS

2.1 GENERAL
A. All joint materials specified herein shall be classified as acceptable for potable water use by the Environmental Protection Agency, within 30 days of application.

2.2 WATERSTOPS
A. General: Waterstops shall be extruded from an elastomeric polyvinylchloride compound containing the plasticizers, resins, stabilizers, and other materials necessary to meet the requirements of these Specifications. No reclaimed or scrap material shall be used. The CONTRACTOR shall obtain from the waterstop manufacturer and shall furnish to the CONSTRUCTION MANAGER for review, current test reports and a written certification of the manufacturer that the material to be shipped to the job meets the physical requirements as outlined in the U.S.

Army Corps of Engineers Specification CRD-C572 and listed in Paragraph E, below.

B. Flatstrip Waterstops: Flatstrip waterstops shall be as detailed and as manufactured by: Kirkhill Rubber Co., Brea, California; Water Seals, Inc., Chicago, Illinois; Progress Unlimited, Inc., New York, New York; Vinylex Corporation; Greenstreak, or equal; provided, that at no place shall the thickness of flatstrip waterstops be less than 3/16 inch.

C. Preformed Plastic Adhesive Waterstop: Preformed plastic adhesive waterstops shall be used where indicated. Waterstop shall be as detailed and manufactured by SYNKO-FLEX or SIKA.

D. Waterstop Testing Requirements: When tested in accordance with the specified test standards, the waterstop material shall meet or exceed the following requirements:

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Packet Pg. 324 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03251

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Physical Property, Sheet Material Value ASTM Std.

Tensile Strength-min (psi)
Ultimate Elongation-min (percent)
Low Temp. Brittleness-Max
(degrees F)
Stiffness in Flexure-min (psi)
2000
350
-35
400
D 638-82a, Type IV
D638-82a, Type IV
D 746-79
D 747-70 (1981)
Accelerated Extraction (CRD-C572)
Tensile Strength-min (psi)
Ultimate Elongation-min (percent)
1500
300
D 638-82a, Type IV
D 638-82a, Type IV
Effect of Alkalies (CRD-C572)
Change in Weight (percent) +0.25/-0.10 -----
Finish Waterstops
Tensile Strength (psi) 2,000 (ASTM D-412)
Ultimate elongation (percent) 350 (ASTM D-412)
Shore hardness 75A5 (ASTM D-2240)
Specific gravity 1.3 (ASTM D-792)
Stiffness in flexure (psi) 1300 (ASTM D-747)
Cold brittleness (F) -35° (ASTM D-746)
Water absorption: 48 hours 0.32% max (ASTM D-570)
Tear resistance (lb/in) 290 (ASTM D-624)

2.3 NOT USED

2.4 CONCRETE CONSTRUCTION JOINT ROUGHENER
A. Provide a water-soluble non-flammable, surface-retardant roughener.

B. Product and Manufacturer: Provide one of the following:

1. Rugasol-S by Sika Corporation for horizontal joints only.

2. EAC-S by Preco Industries, Ltd. for horizontal joints only.

3. Tuf-Cote (Deep Etch) by Preco Industries Ltd. for vertical joints.

4. Or equal.

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Packet Pg. 325 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03251

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2.5 EPOXY BONDING AGENT
A. Where indicated, provide an epoxy-resin bonding agent, two-component type.

B. Product and Manufacturer: Provide one of the following:

1. Sikadur 32 Hi-Mod LPL by Sika Corporation.

2. Eucopoxy LPL by the Euclid Chemical Company.

3. Or equal.

2.6 JOINT SEALANT
A. Joint sealant shall be polyurethane polymer designed for bonding to concrete which is continuously submerged in potable water. No material will be acceptable which has an unsatisfactory history as to bond or durability when used in the joints of water retaining structures.

B. Joint sealant material shall meet the following requirements:

Work Life @ 75° 4 hours
Cure Time @ 40° 5 days maximum w/ primer
Ultimate Hardness 30 - 40 Shore "A"
Tensile Strength 150 psi, minimum
Ultimate Elongation 500 percent, minimum
Tear Resistance (Die C 75 pounds per inch of
ASTM D 624) thickness, minimum
Color Light Gray
C. All polyurethane sealants for waterstop joints in concrete shall conform to the following requirements:

1. Sealant shall be 2-part polyurethane with the physical properties of the cured sealant conforming to or exceeding the requirements of ANSI/ASTM C 920 or Federal Specification TT-S-00227 E(3) for 2-part material, as applicable.

2. For sloping joints, vertical joints and overhead horizontal joints, only “nonsag” compounds shall be used; all such compounds shall conform to the requirements of ANSI/ASTM C 920 Class 12-1/2, or Federal Specification TT-S-0027 E(3), Type II.

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3. For plane horizontal joints, the self-leveling compounds which meet the requirements of ANSI/ASTM C 920 Class 25, or Federal Specification TT- S0027 E(3), Type I shall be used. For joints subject to either pedestrian or vehicular traffic, a compound providing non-tracking characteristics, and having a Shore “A” hardness range of 25 to 35, shall be used.

4. Primer materials, if recommended by the sealant manufacturer, shall conform to the printed recommendations of the sealant manufacturer.

D. All sealants, wherever shown on the Drawings or required hereunder shall be Rubbercalk 2101 or 220 as manufactured by Products Research Company; GS 102 or GS 1102 as manufactured by Federal Sealants Corp.; Pacific Polymers Elasto-Thane Type 227R, or equal.

2.7 BACKING ROD
A. Backing rod, where indicated, shall be an extruded closed-cell, polyethylene foam rod. The material shall be compatible with the joint sealant material used and shall have a tensile strength of not less than 40 psi and a compression deflection of approximately 25 percent at 8 psi. The rod shall be 1/8-inch larger in diameter than the joint width except that a 1 inch diameter rod shall be used for a 3/4-inch wide joint.

2.8 BOND BREAKER
A. Bond breaker shall be Super Bond Breaker as manufactured by Burke Company, San Mateo, California; Hunt Process 225-TU as manufactured by Hunt Process Company, Santa Fe Springs, California; Select Cure CRB as manufactured by Select Products Co., Upland, California; or equal. It shall contain a fugitive dye so that areas of application will be readily distinguishable.

PART 3 - EXECUTION

3.1 GENERAL
A. Unless otherwise shown on the Drawings, waterstops of the type specified herein shall be embedded in the concrete across joints as shown. All waterstops shall be fully continuous for the extent of the joint. Splices necessary to provide such continuity shall be accomplished in conformance to printed instructions of manufacturer of the waterstops. The CONTRACTOR shall take suitable precautions and means to support and protect the waterstops during the progress

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Packet Pg. 327 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03251

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of the WORK and shall repair or replace at its own expense any waterstops damaged during the progress of the WORK. All waterstops shall be stored so as to permit free circulation of air around the waterstop material.

B. When any waterstop is installed in the concrete on 1 side of a joint, while the other half or portion of the waterstop remains exposed to the atmosphere for more than 2 days, suitable precautions shall be taken to shade and protect the exposed waterstop from direct rays of the sun during the entire exposure and until the exposed portion of the waterstop is embedded in concrete.

3.2 SPLICES IN WATERSTOPS
A. Splices in waterstops shall be performed by heat-sealing the adjacent waterstop sections in accordance with the manufacturer’s printed recommendations. It is essential that:

1. The material not be damaged by heat sealing.

2. The splices have a tensile strength of not less than 60 percent of the unspliced material’s tensile strength.

3. The continuity of the waterstop ribs and of its tubular center axis be maintained.

B. Butt joints of the ends of 2 identical waterstop sections may be made while the material is in the forms.

C. All joints in waterstop involving more than 2 ends to be jointed together, and all joints which involve an angle cut, alignment change, or the joining of 2 dissimilar waterstop sections shall be prefabricated by the CONTRACTOR prior to placement in the forms, allowing not less than 24-inch long strips of waterstop material beyond the joint. Upon being inspected and approved, such prefabricated waterstop joint assemblies shall be installed in the forms and the ends of the 24-inch strips shall be butt welded to the straight run portions of waterstop in place in the forms.

3.3 JOINT CONSTRUCTION
A. Setting Waterstops: In order to eliminate faulty installation that may result in joint leakage, particular care shall be taken of the correct positioning of the waterstops during installation. Adequate provisions must be made to support the waterstops during the progress of the WORK and to insure the proper imbedment in the concrete. The symmetrical halves of the waterstops shall be equally divided

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Packet Pg. 328 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03251

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between the concrete pours at the joints. The center axis of the waterstops shall be coincident with the joint openings. Maximum density and imperviousness of the concrete shall be insured by thoroughly working it in the vicinity of all joints.

B. In placing flat-strip waterstops in the forms, means shall be provided to prevent them from being folded over by the concrete as it is placed. Horizontal waterstops shall be held in place with continuous supports to which the top edge of the waterstop shall be tacked. Unless otherwise shown, vertical waterstops shall be held in place with light wire ties on 12-inch centers, which shall be passed through the edge of the waterstop and tied to the curtain of reinforcing steel. In placing concrete around waterstops, concrete shall be worked under the waterstops by hand so as to avoid the formation of air and rock pockets.

C. Joint Preparation: Construction joints shall be provided where shown on the Drawings. Special care shall be used in preparing concrete surfaces at joints where bonding between 2 sections of concrete is required. Unless otherwise shown on the Drawings, such bonding will be required at all horizontal joints in walls.

Surfaces shall be prepared in accordance with the requirements of Section 03300 “Cast-in-Place Concrete.” Except on horizontal wall construction joints, wall to slab joints or where otherwise shown or specified, at all joints where waterstops are required, the joint face of the first pour shall be coated with a bond breaker as specified herein.

D. Adequate means shall be provided for anchoring the waterstop in concrete.

Waterstops shall be positioned so that they are equally embedded in the concrete on each side of the joint.

E. Sealant application shall be in accordance with the manufacturer’s printed instructions. The surfaces of the groove for the sealant shall not be coated. Concrete next to waterstops shall be placed in accordance with the requirements of Section 03300 “Cast-in-Place Concrete.”
F. Construction Joint Sealant: Where shown, construction joints in floor slabs shall be provided with tapered grooves, which shall be filled with a construction joint sealant. The material used for forming the tapered grooves shall be left in the grooves until just before the grooves are cleaned and filled with joint sealant.

After removing the forms from the grooves, all laitance and fins shall be removed, and the grooves shall be sandblasted. The grooves shall be allowed to become thoroughly dry, after which they shall be blown out; immediately thereafter, they shall be primed and filled with the construction joint sealant. The primer used shall be supplied by the same manufacturer supplying the sealant. No sealant will be

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CONCRETE JOINTS
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July 2023
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permitted to be used without a primer. Care shall be used to completely fill the sealant grooves. Areas designated to receive a sealant filler shall be thoroughly cleaned, as outlined for the tapered grooves, prior to application of the sealant.

G. The primer and sealant shall be placed strictly in accordance with the printed recommendations of the manufacturer, taking special care to properly mix the sealant prior to application. All sealant shall cure at least 7 days before the structure is filled with water.

H. All sealant shall be installed by a competent waterproofing specialty contractor who has a successful record of performance in similar installations. Before work is commenced, the crew doing the WORK shall be instructed as to the proper method of application by a representative of the sealant manufacturer.

I. Thorough, uniform mixing of 2-part, catalyst-cured materials is essential; special care shall be taken to properly mix the sealer before its application. Before any sealer is placed, the CONTRACTOR shall arrange to have the crew doing the WORK carefully instructed as to the proper method of mixing and application by a representative of the sealant manufacturer.

J. Any joint sealant which, after the manufacturer’s recommended curing time for the job conditions of the WORK hereunder, fails to fully and properly cure shall be completely removed; the groove shall be thoroughly sandblasted to remove all traces of the uncured or partially cured sealant and primer, and shall be re-sealed with the specified joint sealant. All costs of such removal, joint treatment, re- sealing, and appurtenant work shall be at the expense of the CONTRACTOR. ** END OF SECTION **

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Packet Pg. 330 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03300

CAST-IN-PLACE CONCRETE
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Southern Pump Station
July 2023
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SECTION 03300

CAST-IN-PLACE CONCRETE
PART 1 – GENERAL

1.1 DESCRIPTION
A. Scope:

1. CONTRACTOR shall provide all labor, materials, equipment and incidentals as shown, specified and required to furnish and install cast-in- place concrete.

2. The Work includes providing concrete consisting of Portland cement, fine and coarse aggregate, water, and approved admixtures; combined, mixed, transported, placed, finished and cured. The Work also includes:
a. Providing openings in concrete to accommodate the Work under this and other Sections and building into the concrete all items such as sleeves, frames, anchor bolts, inserts and all other items to be embedded.

B. Coordination:

1. Review installation procedures under other Sections and coordinate the installation of items that must be installed in the concrete.

C. Related Sections:

1. Section 03100, Concrete Formwork.

2. Section 03200, Concrete Reinforcement.

3. Section 03251, Concrete Joints.

4. Section 03600, Grout.

1.2 QUALITY ASSURANCE
A. Reference Standards: Comply with the applicable provisions and recommendations of the following, except as otherwise shown or specified.

1. ACI 211.1, Recommended Practice for Selecting Proportions for Normal and Heavyweight Concrete.

2. ACI 214, Recommended Practice for Evaluation of Compression Test Results of Field Concrete.

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3. ACI 301, Specifications for Structural Concrete.

4. ACI 304, Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete.

5. ACI 305, Recommended Practice for Hot Weather Concreting.

6. ACI 306, Recommended Practice for Cold Weather Concreting.

7. ACI 309, Recommended Practice for Consolidation of Concrete.

8. ACI 311, Recommended Practice for Concrete Inspection.

9. ACI 318, Building Code Requirements for Reinforced Concrete.

10. ACI 350R, Environmental Engineering Concrete Structures.

11. AASHTO M 182, Burlap Cloth Made From Jute or Kenaf.

12. The California Building Code (CBC) of the International Conference of Building Officials (ICBO), latest edition.

13. ACI 315, Details and Detailing of Concrete Reinforcement.

14. ACI 347, Recommended Practice for Concrete Formwork.

15. ACI 117, Standard Tolerances for Concrete Construction and Materials.

B. Concrete Testing Service:

1. CONTRACTOR shall employ, at his own expense, a testing laboratory experienced in design and testing of concrete materials and mixes to perform material evaluation tests and to design concrete mixes. a. Testing agency shall meet the requirements of ASTM E 329. b. Selection of a testing laboratory is subject to CONSTRUCTION MANAGER'S approval.
c. Submit a written description of the proposed concrete testing laboratory giving qualifications of personnel, laboratory facilities and equipment, and other information which may be requested by CONSTRUCTION MANAGER.

2. Materials and installed Work may require testing and retesting, as directed by CONSTRUCTION MANAGER, at any time during the progress of the Work. Allow free access to material stockpiles and facilities at all times. Tests not specifically indicated to be done at OWNER'S expense, including the retesting of rejected materials and installed Work, shall be done at CONTRACTOR'S expense.

C. Qualifications of Water-Reducing Admixture Manufacturer:

1. Water-reducing admixtures shall be manufactured under strict quality control in facilities operated under a quality assurance program. CONTRACTOR shall furnish copy of manufacturer's quality assurance handbook to document the existence of the program. Manufacturer shall maintain a concrete testing laboratory which has been approved by the Cement and Concrete Reference Laboratory at the Bureau of Standards, Washington, D.C.

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2. When requested by CONSTRUCTION MANAGER, provide a qualified concrete technician employed by the admixture manufacturer to assist in proportioning the concrete for optimum use of the admixture. The concrete technician, when requested, shall advise on proper addition of the admixture to the concrete and on adjustment of the concrete mix proportions to meet changing jobsite conditions.

D. Tests for Concrete Materials:

1. Submit written reports to CONSTRUCTION MANAGER, for each material sampled and tested, prior to the start of Work. Provide the Project identification name and number, date of report, name of CONTRACTOR, name of concrete testing service, source of concrete aggregates, material manufacturer and brand name for manufactured materials, values specified in the referenced specification for each material, and test results. Indicate whether or not material is acceptable for intended use.

1.3 SUBMITTALS
A. Samples: Submit samples of materials as specified and as otherwise may be requested by CONSTRUCTION MANAGER, including names, sources and descriptions.

B. Shop Drawings: Submit for approval the following:

1. Manufacturer's specifications with application and installation instructions for proprietary materials and items, including admixtures and bonding agents.

2. List of concrete materials and concrete mix designs proposed for use. Include the results of all tests performed to qualify the materials and to establish the mix designs.

3. The following information, if ready-mixed concrete is used. a. Physical capacity of mixing plant.
b. Trucking facilities available.
c. Estimated average amount, which can be produced and delivered to the site during a normal 8-hour day, excluding the output to other customers.

C. Laboratory Test Reports: Submit copies of laboratory test reports for concrete cylinders, materials and mix design tests. CONSTRUCTION MANAGER'S review will be for general information only. Production of concrete to comply with specified requirements is the responsibility of CONTRACTOR.

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D. Submit notarized certification of conformance to referenced standards when requested by CONSTRUCTION MANAGER.

1. Delivery Tickets: Furnish to CONSTRUCTION MANAGER copies of all delivery tickets for each load of concrete delivered to the site. Provide items of information as specified in ASTM C 94.

1.4 PRODUCT DELIVERY, STORAGE AND HANDLING
A. All materials used for concrete must be kept clean and free from all foreign matter during transportation and handling and kept separate until measured and placed in the mixer. Bins or platforms having hard clean surfaces shall be provided for storage. Suitable means shall be taken during hauling, piling and handling to insure that segregation of the coarse and fine aggregate particles does not occur and the grading is not affected.

PART 2 - PRODUCTS

2.1 CONCRETE MATERIALS
A. Cement:

1. Portland cement, ASTM C 150, Type V, blended with ASTM C618 pozzolan or fly ash.

2. The pozzolan or fly ash content shall not exceed 25 percent by weight of the total cementitious material.

3. Use Portland cement made by a well-known acceptable manufacturer and produced by not more than one plant. A single brand of cement shall be used throughout the Work.

4. Do not use cement which has deteriorated because of improper storage or handling.

B. Aggregates: ASTM C 33 and as herein specified.

1. Do not use aggregates containing soluble salts or other substances such as iron sulfides, pyrite, or other materials that can cause stains on exposed concrete surfaces.

2. Fine Aggregate: Clean, sharp, natural sand free from loam, clay, lumps or other deleterious substances.
a. Dune sand, bank run sand and manufactured sand are not acceptable.

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3. Coarse Aggregate: Clean, uncoated, processed aggregate containing no clay, mud, loam, or foreign matter, as follows:
a. Crushed stone, processed from natural rock or stone. b. Washed gravel, either natural or crushed. Use of slag and pit or bank run gravel is not permitted.

C. Water: Clean, free from injurious amounts of oils, acids, alkalis, organic materials or other substances that may be deleterious to concrete or steel.

2.2 CONCRETE ADMIXTURES
A. Provide admixtures produced by established reputable manufacturers, and use in compliance with the manufacturer's printed instruction. Do not use admixtures, which have not been incorporated and tested in the accepted mixes, unless otherwise authorized in writing by CONSTRUCTION MANAGER.

B. Air-Entraining Admixtures: ASTM C 260.

1. Product and Manufacturer: Provide one of the following:
a. SIKA AER, as manufactured by Sika Chemical Corporation. b. MB-VR, as manufactured by Master Builders Company.
c. Daravair, as manufactured by W.R. Grace & Company.
d. Or equal.

2. Sufficient air-entraining agent shall be used to provide a total air content of 3 to 5 percent; provided that, when the main daily temperature in the vicinity of the worksite falls below 40 degrees F for more than one day, the total air content provided shall be 5 to 7 percent. The air-entraining agent shall be added to the batch in a portion of the mixing water. The solution shall be batched by means of a mechanical batcher capable of accurate measurement. Air content shall be tested at the point of placement.

C. Water-Reducing Admixture: ASTM C 494, Type A.

1. Proportion all concrete with non-air entraining, normal setting, waterreducing, aqueous solution of a modification of the salt of polyhydroxylated organic acids. The admixture shall not contain any lignin, nitrates or chlorides added during manufacture. The required quantity of cement shall be used in the mix regardless of an admixture.

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2. Product and Manufacturer: Provide one of the following:
a. Eucon WR-75, as manufactured by The Euclid Chemical Company. b. Pozzolith 322N, as manufactured by Master Builders Company. c. WRDA, as manufactured by W.R. Grace & Company.
d. PRO-KRETE-R, as manufactured by Protex Industries.
e. Plastiment, as manufactured by Sika Chemical Corporation. f. Or equal.

3. Calcium Chloride: Do not use calcium chloride in concrete. Do not use admixtures containing calcium chloride.

E. Fly ash or pozzalan shall conform to ASTM C618, Class F.

2.3 PROPORTIONING AND DESIGN OF MIXES
A. Proportioning:

1. Concrete shall be composed of cement, admixtures, aggregates, and water.

These materials shall be on the qualities specified. The exact proportions in which these materials are to be used for different parts of the Work shall be determined by the CONTRACTOR and submitted to the CONSTRUCTION MANAGER for review prior to use in the Work. In general, the mix shall be designed to produce a concrete capable of being deposited so as to obtain maximum density and minimum shrinkage and, where deposited in forms, to have maximum smoothness of surface. Mix designs with more than 41 percent of sand of the total weight of fine and coarse aggregate shall not be permitted. The proportions shall be changed whenever necessary or desirable to meet the required results at no additional cost to the OWNER. All changes shall be reviewed by the CONSTRUCTION MANAGER.

2. The minimum compressive strength and cement content of concrete shall be not less than that shown in the following tabulation. The CONSTRUCTION MANAGER may order the cement content for any class of concrete to be increased over the quantity specified in the tabulation if he or she determines that such increase is necessary to attain the required strength. Such increased quantities of cement, if so ordered, shall be furnished by the CONTRACTOR at no additional cost to the OWNER.

Concrete Min.
28-day
Compressive Strength
(psi)
Max.

Size Aggregate
(in.)
Min. Cement
per cu yd
(lbs)
Max. W/C Ratio
(by weight)
4,500 1 658 0.45

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B. Use an independent testing facility acceptable to CONSTRUCTION MANAGER for preparing and reporting proposed mix designs.

1. The testing facility shall not be the same as used for field quality control testing.

C. Proportion mixes by either laboratory trial batch or field experience methods, using materials to be employed on the Project for concrete required. Comply with ACI 211.1 and report to CONSTRUCTION MANAGER the following data:

1. Complete identification of aggregate source of supply.

2. Tests of aggregates for compliance with specified requirements.

3. Scale weight of each aggregate.

4. Absorbed water in each aggregate.

5. Brand, type and composition of cement.

6. Brand, type and amount of each admixture.

7. Amounts of water used in trial mixes.

8. Proportions of each material per cubic yard.

9. Gross weight and yield per cubic yard of trial mixtures.

10. Measured slump.

11. Measured air content.

12. Compressive strength developed at 7 days and 28 days, from not less than 3 test cylinders cast for each 7-day and 28-day test, and for each design mix.

D. Submit written reports to CONSTRUCTION MANAGER of proposed mix of concrete at least 15 days prior to start of Work. Do not begin concrete production until mixes have been approved by CONSTRUCTION MANAGER.

E. Laboratory Trial Batches: When laboratory trial batches are used to select concrete proportions, prepare test specimens and conduct strength tests as specified in ACI 301. However, 4,500 psi concrete mixes need not be designed for greater than 5,000 psi regardless of the production facilities standard deviation.

1. The trial batch shall be prepared using the aggregates, cement and admixture proposed for the project. The trial batch shall be of a quantity such that the testing laboratory can obtain 3 drying shrinkage and 6 compression test specimens from each batch.

2. Three compression test cylinders shall be tested at 7-days and 3 at 28-days.

The average compressive strength for the 3 cylinders prepared for any given trial batch shall be not less than 125 percent of the specified compressive strength.

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F. Shrinkage Tests:

1. Drying shrinkage tests will be made for the trial batch and during construction to ensure continued compliance with these Specifications. One set of 3 specimens shall be taken from the first pour of each class of concrete having a 28-day strength of 4,500 psi or higher, and additional set of 3specimens of each type shall be taken during construction, as required by the CONSTRUCTION MANAGER.

2. The maximum concrete shrinkage for specimens cast in the laboratory from the trial batch, as measured at 21-day drying age or at 28-day drying age shall be 0.036 percent or 0.042 percent, respectively. The CONTRACTOR shall only use a mix design for construction that has first met the trial batch shrinkage requirements.

3. If the required shrinkage limitation is not met during construction, the CONTRACTOR shall be required to take any or all of the following actions, at no additional cost to the OWNER, for securing the specified shrinkage requirements. These actions may include changing the source of aggregates, cement and/or admixtures; reducing water content; washing of aggregate to reduce fines; increasing the number of construction joints; modifying the curing requirements; or other actions designed to minimize shrinkage or the effects of shrinkage.

G. Adjustment to Concrete Mixes: Mix design adjustments may be requested by CONTRACTOR when characteristics of materials, job conditions, weather, test results, or other circumstances warrant; at no additional cost to the OWNER and as accepted by CONSTRUCTION MANAGER. Laboratory test data for revised mix designs and strength results must be submitted to and accepted by CONSTRUCTION MANAGER before using the revised mixes.

H. Admixtures:

1. Use air-entraining admixture in all concrete, except interior slabs subject to abrasion, unless otherwise shown or specified. Add air-entraining admixture at the manufacturer's prescribed rate to result in concrete at the point of placement having air content within the prescribed limits.

2. Use amounts of admixtures as recommended by the manufacturer for climatic conditions prevailing at the time of placing. Adjust quantities and types of admixtures as required to maintain quality control.

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Southern Pump Station
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I. Slump Limits:

1. Use of a high-range water reducer is permitted and is required for walls and columns. Slump limits for concrete with high-range water reducer are 8 inches maximum and 5 inches minimum. The product shall be manufactured by one of the following:
a. Daracem 100 or WRDA 19 by W.R. Grace.
b. Sikament FF or Sikament 86 by Sika Corporation.
c. Rheobuild 1000 or Rheobuild 716 by Master Builders.
d. Or equal.

2.4 EPOXY BONDING AGENT
A. Where indicated, provide an epoxy-resin bonding agent, two component, polysulfide type, for bonding freshly-mixed plastic concrete to hardened concrete.

B. Product and Manufacturer: Provide one of the following:

1. Sikadur 32, Hi-Mod LPL, as manufactured by Sika Chemical Corporation.

2. Eucopoxy LPL, as manufactured by the Euclid Chemical Company.

3. Epoxtite Binder (Code #2390) by A.C. Horn, Incorporated.

4. Or equal.

2.5 CONCRETE CURING MATERIALS
A. Absorptive Cover: Burlap cloth made from jute or kenaf, weighing approximately 10 ounces per square yard and complying with AASHTO M182, Class 3.

B. Moisture-Retaining Cover: One of the following, complying with ASTM C 171.

1. Waterproof paper.

2. Polyethylene film.

3. White burlap-polyethylene sheet.

C. Curing Compound: ASTM C 309 Type 1-D (water retention requirements):

1. Product and Manufacturer: Provide one of the following:
a. Super Aqua Cure VOX, as manufactured by The Euclid Chemical Company.
b. Sealtight 1100, as manufactured by W.R. Meadows, Incorporated. c. Mastercure, as manufactured by Master Builders.

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d. Hunt Process clear ARB as manufactured by Hunt Process Co. e. Select Cure CRB as manufactured by Select Products Co. f. Or equal.

2. The product shall meet volatile organic compound restrictions of C.A.R.B.

3. Provide fugitive dye.

2.6 EMBEDDED ITEMS
A. Items such as plates, angles, inserts, bolts and similar items not specified elsewhere shall be provided and installed under this Section. All embedded items shall be hot dip galvanized after fabrication. After galvanizing, coat with zinc chromate paint.

Stainless steel items shall not be galvanized.

PART 3 - EXECUTION

3.1 INSPECTION
A. CONTRACTOR and his/her installer shall examine the substrate and the conditions under which Work is to be performed and notify CONSTRUCTION MANAGER of unsatisfactory conditions. Do not proceed with the Work until unsatisfactory conditions have been corrected in a manner acceptable to CONSTRUCTION MANAGER. Provide 24 hours’ notice to CONSTRUCTION MANAGER of intended concrete placements.

3.2 CONCRETE MIXING
A. General:

1. Concrete may be produced at batch plants or it may be produced by the ready-mixed process. Batch plants shall comply with the recommendations of ACI 304, and shall have sufficient capacity to produce concrete of the qualities specified, in quantities required to meet the construction schedule.

All plant facilities are subject to testing laboratory inspection and acceptance of CONSTRUCTION MANAGER.

2. Mixing:
a. Mix concrete with an approved rotating type batch machine, except where hand mixing of very small quantities may be permitted. b. Remove hardened accumulations of cement and concrete frequently from drum and blades to assure acceptable mixing action. c. Replace mixer blades when they have lost 10 percent of their original height.

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d. Use quantities such that a whole number of bags of cement is required, unless otherwise permitted.

B. Ready-Mix Concrete:

1. Comply with the requirements of ASTM C 94, and as herein specified.

Proposed changes in mixing procedures, other than herein specified, must be accepted by CONSTRUCTION MANAGER before implementation. a. Plant equipment and facilities: Conform to National Ready-Mix Concrete Association "Plant and Delivery Equipment Specification". b. Mix concrete in revolving type truck mixers which are in good condition and which produce thoroughly mixed concrete of the specified consistency and strength.
c. Do not exceed the proper capacity of the mixer.
d. Mix concrete for a minimum of two minutes after arrival at the job site, or as recommended by the mixer manufacturer.
e. Do not allow the drum to mix while in transit.
f. Mix at proper speed until concrete is discharged.
g. Maintain adequate facilities at the job site for continuous delivery of concrete at the required rates.
h. Provide access to the mixing plant for CONSTRUCTION MANAGER at all times.

C. Maintain equipment in proper operating condition, with drums cleaned before charging each batch. Schedule rates of delivery in order to prevent delay of placing the concrete after mixing, or holding dry- mixed materials too long in the mixer before the addition of water and admixtures.

3.3 TRANSPORTING CONCRETE
A. Transport and place concrete not more than 90 minutes after water has been added to the dry ingredients.

B. Take care to avoid spilling and separation of the mixture during transportation.

C. Do not place concrete in which the ingredients have been separated.

D. Do not retemper partially set concrete.

E. Use suitable and approved equipment for transporting concrete from mixer to forms.

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3.4 CONCRETE PLACEMENT
A. General: Place concrete continuously so that no concrete will be placed on concrete, which has hardened sufficiently to cause the formation of seams or planes of weakness within the section. If a section cannot be placed continuously, provide construction joints as specified in Section 03251 of these Specifications and approved in writing by the CONSTRUCTION MANAGER. Deposit concrete as nearly as practical in its final location to avoid segregation due to rehandling or flowing. Do not subject concrete to any procedure, which will cause segregation.

1. Screed concrete, which is to receive other construction to the proper level to avoid excessive skimming or grouting.

2. Do not use concrete which becomes non-plastic and unworkable, or does not meet the required quality control limits, or which has been contaminated by foreign materials. Do not use retempered concrete. Remove rejected concrete from the job site and dispose of it in an acceptable location.

3. Do not place concrete until all forms, bracing, reinforcement, and embedded items are in final and secure position.

4. Unless otherwise approved, place concrete only when CONSTRUCTION MANAGER is present.

5. Allow a minimum of 3 days before placing concrete against a slab or wall already in place.
a. In order to minimize the effects of shrinkage, concrete shall be placed in units as bounded by construction joints shown on the Contract Drawings.

The placing of units shall be done by placing alternate units in a manner such that each unit placed shall have cured for at least seven (7) calendar days before a contiguous unit or units are placed, except that the corner sections of vertical walls shall not be placed until all the adjacent wall panels have cured at least fourteen (14) calendar days.

B. Concrete Conveying:

1. Handle concrete from the point of delivery and transfer to the concrete conveying equipment and to the locations of final deposit as rapidly as practical by methods, which will prevent segregation and loss of concrete mix materials.

2. Provide mechanical equipment for conveying concrete to ensure a continuous flow of concrete at the delivery end. Provide runways for wheeled concrete conveying equipment from the concrete delivery point to the locations of final deposit. Keep interior surfaces of conveying equipment, including chutes, free of hardened concrete, debris, water, snow, ice and other deleterious materials.

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3. Do not use chutes for distributing concrete unless approved in writing by CONSTRUCTION MANAGER.
a. Provide sketches showing methods by which chutes will be employed when requesting such approval.
b. Design chutes, if permitted, with proper slopes and supports to permit efficient handling of the concrete.

4. Pumping concrete is permitted, however do not use aluminum pipe for conveying.

C. Placing Concrete into Forms:

1. Deposit concrete in forms in horizontal layers not deeper than 18 inches and in a manner to avoid inclined construction joints. Where placement consists of several layers, place concrete at such a rate that concrete which is being integrated with fresh concrete is still plastic.

2. Do not permit concrete to free-fall within the form from a distance exceeding 4 feet. Windows shall be placed in the forms at four 4 feet on center for the full height of the wall.

3. Remove temporary spreaders in forms when concrete placing has reached the elevation of such spreaders.

4. Consolidate concrete placed in forms by mechanical vibrating equipment supplemented by hand spading, rodding or tamping. Use equipment and procedures for consolidation of concrete in accordance with the applicable recommended practices of ACI 309. Vibration of forms and reinforcing will not be permitted, unless otherwise accepted by CONSTRUCTION MANAGER.

5. Do not use vibrators to transport concrete inside of forms. Insert and withdraw vibrators vertically at uniformly spaced locations not farther than the visible effectiveness of the machine. Place vibrators to rapidly penetrate the layer of concrete and at least 6 inches into the preceding layer. Do not insert vibrators into lower layers of concrete that have begun to set. At each insertion, limit the duration of vibration to the time necessary to consolidate the concrete and complete embedment of reinforcement and other embedded items without causing segregation of the mix.

6. Do not place concrete in beam and slab forms until the concrete previously placed in columns and walls is no longer plastic.

7. Force concrete under pipes, sleeves, openings and inserts from one side until visible from the other side to prevent voids.

8. CONTRACTOR shall provide illumination into bottom of wall forms.

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D. Placing Concrete Slabs:

1. Deposit and consolidate concrete slabs in a continuous operation, within the limits of construction joints, until the placing of a panel or section is completed.

2. Consolidate concrete during placing operations using mechanical vibrating equipment, so that concrete is thoroughly worked around reinforcement and other embedded items and into corners.

3. Consolidate concrete placed in beams and girders of supported slabs, and against bulkheads of slabs on ground, as specified for formed concrete structures.

4. Bring slab surfaces to the correct level. Smooth the surface, leaving it free of humps or hollows. Do not sprinkle water on the plastic surface. Do not disturb the slab surfaces prior to beginning finishing operations.

E. Bonding for Next Concrete Pour: Roughen surfaces of set concrete at all joints, except where bonding is obtained by use of a concrete bonding agent.

Construction joints shown on the Drawings are specified in Section 03251 of these Specifications. Clean surfaces of laitance, coatings, loose particles, and foreign matter. Roughen surfaces in a manner to expose bonded aggregate uniformly and to not leave laitance, loose particles of aggregate, or damaged concrete at the surface.

1. Prepare for bonding of fresh concrete to new concrete that has set but is not fully cured, as follows:
a. Thoroughly wet the surface but allow no freestanding water. b. For horizontal surfaces place a 2-inch layer of mortar, 1-part sand and 1-part cement with water, over the hardened concrete surface. c. Place fresh concrete before the mortar has attained its initial set.

2. Bonding of fresh concrete to fully cured hardened concrete or existing concrete, and horizontal surfaces, which will receive a topping, shall be accomplished as indicated.

F. Quality of Concrete Work:

1. Make all concrete solid, compact and smooth, and free of laitance, cracks and cold joints.

2. All concrete for liquid retaining structures, and all concrete in contact with earth, water, or exposed directly to the elements shall be watertight.

3. Cut out and properly replace to the extent ordered by CONSTRUCTION MANAGER, or repair to the satisfaction of the CONSTRUCTION MANAGER, surfaces which contain cracks or voids, are unduly rough, or are in any way defective. Thin patches or plastering will not be acceptable.

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4. All leaks through concrete, and cracks, holes or other defective concrete in areas of potential leakage, shall be repaired and made watertight by CONTRACTOR.

5. Repair, removal, and replacement of defective concrete as ordered by CONSTRUCTION MANAGER shall be at no additional cost to OWNER.

G. Cold Weather Placing:

1. Protect all concrete Work from physical damage or reduced strength, which could be caused by frost, freezing actions, or low temperatures, in compliance with the requirements of ACI 306 and as herein specified.

2. When the air temperature has fallen to or may be expected to fall below 40
F, provide adequate means to maintain the temperature, in the area where concrete is being placed, at between 50
F and 70
F for at least seven days after placing.

Provide temporary housings or coverings including tarpaulins or plastic film.

Maintain the heat and protection, if necessary, to insure that the ambient temperature does not fall more than 30
F in the 24 hours following the sevenday period. Avoid rapid dry-out of concrete due to overheating, and avoid thermal shock due to sudden cooling or heating.

3. When air temperature has fallen to or is expected to fall below 40
F, uniformly heat all water and aggregates before mixing as required to obtain a concrete mixture temperature of not less than 55
F and not more than 85
F at point of placement.

4. Do not use frozen materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials. Ascertain that forms, reinforcing steel, and adjacent concrete surfaces are entirely free of frost, snow and ice before placing concrete.

5. Do not use salt and other materials containing antifreeze agents or chemical accelerators, or set-control admixtures, unless approved by CONSTRUCTION MANAGER, in mix designs.

H. Hot Weather Placing:

1. When hot weather conditions exist that would seriously impair the quality and strength of concrete, place concrete in compliance with ACI 305 and as herein specified.

2. Cool ingredients before mixing to maintain concrete temperature at time of placement below 85
F when the temperature is rising and below 85
F when the temperature is falling. Mixing water may be chilled, or chopped ice may be used to control the concrete temperature provided the water equivalent of the ice is calculated in the total amount of mixing water.

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3. Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that the steel temperature will not exceed the ambient air temperature immediately before embedment in concrete.

4. Wet forms thoroughly before placing concrete.

5. Do not place concrete at a temperature so as to cause difficulty from loss of slump, flash set, or cold joints.

6. Do not use set-control admixtures unless approved by CONSTRUCTION MANAGER in mix designs.

7. Obtain CONSTRUCTION MANAGER'S approval of other methods and materials proposed for use.

3.5 FINISH OF FORMED SURFACES
A. Rough Form Finish:

1. Standard rough form finish shall be the concrete surface having the texture imparted by the form material used, with tie holes and defective areas repaired and patched with mortar of 1 part cement to 1-½ parts sand and all fins and other projections exceeding 1/4 inch in height rubbed down or chipped off.

2. Use rough form finish for the following:
a. Exterior vertical surfaces up to 1 foot below grade. b. Interior exposed vertical surfaces of liquid containers up to 1 foot below liquid level.
c. Interior and exterior exposed beams and undersides of slabs. d. Other areas shown.

B. Smooth Form Finish:

1. Produce smooth form finish by selecting form materials which will impart a smooth, hard, uniform texture. Arrange panels in an orderly and symmetrical manner with a minimum of seams. Repair and patch defective areas as above with all fins or other projections completely removed and smoothed.

2. Use smooth form finish for surfaces that are to be covered with a coating material. The material may be applied directly to the concrete or may be a covering bonded to the concrete such as waterproofing, dampproofing, painting or other similar system.

C. Smooth Rubbed Finish:

1. Provide smooth rubbed finish to concrete surfaces which have received smooth form finish as follows:
a. Rubbing of concrete surfaces not later than the day after form removal.

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b. Moistening of concrete surfaces and rubbing with carborundum brick or other abrasive until a uniform color and texture is produced. Do not apply cement grout other than that created by the rubbing process.

2. Except where surfaces have been previously covered as specified above, use smooth rubbed finish for the following:
a. Interior exposed walls and other vertical surfaces.
b. Exterior exposed walls and other vertical surfaces down to 1 foot below grade.
c. Interior and exterior horizontal surfaces, except exterior exposed slabs and steps.
d. Interior exposed vertical surfaces of liquid containers down to 1 foot below liquid level.
e. Other areas shown.

D. Related Unformed Surfaces:

1. At tops of walls, horizontal offsets, and similar unformed surfaces occurring adjacent to formed surfaces, strike off smooth and finish with a texture matching the adjacent formed surfaces. Continue the final surface treatment of formed surfaces uniformly across the adjacent unformed surfaces, unless otherwise shown.

3.6 MONOLITHIC SLAB FINISHES
A. Float Finish:

1. After placing concrete slabs, do not work the surface further until ready for floating. Begin floating when the surface water has disappeared or when the concrete has stiffened sufficiently. Check and level the surface plane to a tolerance not exceeding 1/4 inch in 10 feet when tested with a 10 foot straightedge placed on the surface at not less than 2 different angles. Cut down high spots and fill all low spots. Uniformly slope surfaces to drains.

Immediately after leveling, refloat the surface to a uniform, smooth, granular texture.

2. Use float finish for the following:
a. Interior exposed horizontal surfaces of liquid containers except those to receive grout topping.
b. Exterior below grade horizontal surfaces.

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B. Trowel Finish:

1. After floating, begin the first trowel finish operation using a power-driven trowel. Begin final troweling when the surface produces a ringing sound as the trowel is moved over the surface.

2. Consolidate the concrete surface by the final hand troweling operation. Finish shall be free of trowel marks, uniform in texture and appearance, and with a surface plane tolerance not exceeding 1/8 inch in 10 feet when tested with a 10-foot straight edge. Grind smooth surface defects, which would telegraph through applied floor covering system.

3. Use trowel finish for the following:
a. Interior exposed slabs unless otherwise shown or specified. b. Slabs to receive resilient floor finishes.

C. Non-Slip Broom Finish:

1. Immediately after float finishing, slightly roughen the concrete surface by brooming in the direction perpendicular to the main traffic route. Use fiberbristle broom unless otherwise directed. Coordinate the required final finish with CONSTRUCTION MANAGER before application.

2. Use Non-Slip Broom Finish for the following:
a. Exterior exposed horizontal surfaces subject to light foot traffic. b. Interior and exterior concrete steps and ramps.
c. Horizontal surfaces which will receive a grout topping or a concrete equipment base slab.

3.7 CONCRETE CURING AND PROTECTION
A. General:

1. Protect freshly placed concrete from premature drying and excessive cold or hot temperature, and maintain without drying at a relatively constant temperature for the period of time necessary for hydration of the cement and proper hardening of the concrete.

2. Start initial curing after placing and finishing concrete as soon as free moisture has disappeared from the concrete surface. Keep continuously moist for not less than 72 hours.

3. Begin final curing procedures immediately following initial curing and before the concrete has dried. Continue final curing for at least 7 days and in accordance with ACI 301 procedures. For concrete sections over 30 inches thick and formed walls, continue final curing for an additional 7 days, minimum. Avoid rapid drying at the end of the final curing period.

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B. Curing Methods:

1. Perform curing of concrete by moist curing, or by moisture- retaining cover curing. Use curing compound only in cold weather and only when permitted by CONSTRUCTION MANAGER.
a. For curing, use water that is free of impurities which could etch or discolor exposed, natural concrete surfaces.

2. Provide moisture curing by any of the following methods:
a. Keeping the surface of the concrete continuously wet by covering with water.
b. Continuous water-fog spray.
c. Covering the concrete surface with the specified absorptive cover, thoroughly saturating the cover with water, and keeping the absorptive cover continuously wet with sprinklers or porous hoses. Place absorptive cover so as to provide coverage of the concrete surfaces and edges, with a 4-inch lap over adjacent absorptive covers.

3. Provide moisture-retaining cover curing as follows:
a. Cover the concrete surfaces with the specified moisture- retaining cover for curing concrete, placed in the widest practical width with sides and ends lapped at least 3 inches and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during the curing period using cover material and waterproof tape.

4. Provide liquid curing compound as follows:
a. Apply the specified curing compound to all concrete surfaces when permitted by CONSTRUCTION MANAGER. Slabs to receive terrazzo floors, chemical resistant heavy-duty concrete topping or ceramic tile, shall not be cured with liquid curing compound, but shall be moisture cured. The compounds shall be applied immediately after final finishing in a continuous operation by power spray equipment in accordance with the manufacturer's directions. Recoat areas, which are subjected to heavy rainfall within 3 hours after initial application. Maintain the continuity of the coating and repair damage to the coat during the entire curing period. For concrete surfaces, which will be in contact with potable water, the manufacturer shall certify that the curing compound used is EPA and NSF approved.

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C. Curing Formed Surfaces:

1. Cure formed concrete surfaces, including the undersides of girders, beams, supported slabs and other similar surfaces by moist curing with the forms in place for the full curing period or until forms are removed. If forms are removed, continue curing by methods specified above, as applicable.

D. Curing Unformed Surfaces:

1. Initially cure unformed surfaces, such as slabs, floor topping, and other flat surfaces by using the appropriate method specified above.

2. Final cure unformed surfaces, unless otherwise specified, by utilizing methods specified above, as applicable.

E. Temperature of Concrete During Curing:

1. When the atmospheric temperature is 40
F and below, maintain the concrete temperature between 50
F and 70
F continuously throughout the curing period. When necessary, make arrangement before concrete placing for heating, covering, insulation or housing as required to maintain the specified temperature and moisture conditions continuously for the concrete curing period. Provide cold weather protection complying with the requirements of ACI 306.

2. When the atmospheric temperature is 80
F and above, or during other climatic conditions which will cause too rapid drying of the concrete, make arrangements before the start of concrete placing for the installation of wind breaks or shading, and for fog spraying, wet sprinkling, or moisture- retaining covering. Protect the concrete continuously for the concrete curing period.

Provide hot weather protection complying with the requirements of ACI 305, unless otherwise specified.

3. Maintain concrete temperature as uniformly as possible, and protect from rapid atmospheric temperature changes. Avoid temperature changes in concrete which exceed 5
F in any one hour and 50
F in any 24-hour period.

F. Protection from Mechanical Injury:

1. During the curing period, protect concrete from damaging mechanical disturbances including load stresses, heavy shock, excessive vibration, and from damage caused by rain or flowing water. Protect all finished concrete surfaces from damage by subsequent construction operations.

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3.8 FIELD QUALITY CONTROL
A. Field quality control testing shall be performed by the OWNER.

CONSTRUCTION MANAGER will make slump tests and will direct the number of tests and cylinders required. The OWNER will make standard compression test cylinders and entrained air tests as specified below. CONTRACTOR shall furnish all necessary assistance required by CONSTRUCTION MANAGER. The CONTRACTOR shall be charged for the cost of any additional tests and investigation on work performed which does not meet the specifications.

3.9 MISCELLANEOUS CONCRETE ITEMS
A. Curbs:

1. Provide monolithic finish to interior curbs by stripping forms while concrete is still green and steel-troweling surfaces to a hard, dense finish with corners, intersections, and terminations slightly rounded.

2. Exterior curbs shall have rubbed finish for vertical surfaces and a broomed finish for top surfaces.

B. Equipment Bases:

1. Unless specifically shown otherwise, provide concrete bases for all pumps and other equipment. Construct bases to the dimensions shown, or as required to meet manufacturers; requirements and Drawing elevations. Where no specific elevations are shown, bases shall be 6 inches thick and extend 3 inches outside the metal equipment base or supports. Bases to have smooth trowel finish, unless a special finish such as terrazzo, ceramic tile or heavy-duty concrete topping is required. In those cases, provide appropriate concrete finish.

2. Include all concrete equipment base work not specifically included under other Sections or other contracts.

3. In general, place bases up to 1 inch below the metal base. Properly shim equipment to grade and fill 1 inch void with non-shrink grout as specified in Section 03600, Grout.

3.10 CONCRETE REPAIRS
A. Repair of Formed surfaces:

1. Repair exposed-to-view formed concrete surfaces that contain defects, which adversely affect the appearance of the finish. Surface defects that require repair include color and texture irregularities, cracks, spalls, air bubbles,

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honeycomb, rock pockets, and holes left by the rods and bolts; fins and other projections on the surface; and stains and other discolorations that cannot be removed by cleaning.

2. Repair concealed formed concrete surfaces that may contain defects that adversely affect the durability of the concrete. Surface defects that require repair include cracks in excess of 0.01-inch wide, cracks of any width and other surface deficiencies which penetrate to the reinforcement or completely through non-reinforced sections, honeycomb, rock pockets, holes left by tie rods and bolts, and spalls except minor breakage at corner.

3. Repair structural cracks and cracks in water-holding structures.

B. Method of Repair of Formed Surfaces:

1. Repair and patch defective areas with cement mortar immediately after removal of forms and as directed by CONSTRUCTION MANAGER.

2. Cut out honeycomb, rock pockets, voids over ½-inch diameter, and holes left by tie rods and bolts, down to solid concrete but, in no case, to a depth of less than 1 inch. Make edges of cuts perpendicular to the concrete surface. Before placing the cement mortar, thoroughly clean, dampen with water, and brush-coat the area to be patched with the specified bonding agent.
a. For exposed-to-view surfaces, blend white Portland cement and standard Portland cement so that, when dry, the patching mortar color will match the color of the surrounding concrete. CONTRACTOR shall impart texture to repaired surfaces to match texture of existing adjacent surfaces.

Provide test areas at inconspicuous locations to verify mixture, texture and color match before proceeding with the patching. Compact mortar in place and strike off slightly higher than the surrounding surface.

3. Cracks which require repair shall be pressure grouted using one of the following. Apply in accordance with the manufacturer's directions and recommendations.
a. Sikadur Hi-Mod and Gel, as manufactured by Sika Chemical Company. b. Euco Epoxy #452 Epoxy System, as manufactured by The Euclid Chemical Company.
c. Or equal.

4. Fill holes extending through concrete by means of a plunger- type gun or other suitable device from the least exposed face, using a flush stop held at the exposed face to ensure completely filling.

5. Waterblast exposed-to-view surfaces that require removal of stains, grout accumulations, sealing compounds, and other substances marring the surfaces.

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C. Repair of Unformed Surfaces:

1. Test unformed surfaces, such as monolithic slabs, for smoothness and to verify surface plane to the tolerances specified for each surface and finish.

Correct low and high areas as herein specified.

2. Test unformed surfaces sloped to drain for trueness of slope, in addition to smoothness, using a template having the required slope. Correct high and low areas as herein specified.

3. Repair finish of unformed surfaces that contain defects which adversely affect the durability of the concrete. Surface defects, as such, include crazing, cracks in excess of 0.01-inch wide or which penetrate to the reinforcement or completely through non-reinforced sections regardless of width, spalling, popouts, honeycomb, rock pockets, and other objectionable conditions.

4. Repair structural cracks and cracks in water-holding structures.

D. Methods of Repair of Unformed Surfaces:

1. Correct high areas in unformed surfaces by grinding, after the concrete has cured sufficiently so that repairs can be made without damage to adjacent areas.

2. Correct low areas in unformed surfaces during, or immediately after completion of surface finishing operations by cutting out the low areas and replacing with fresh concrete. Finish repaired areas to blend into adjacent concrete. Use one of the following. Apply in accordance with the manufacturer's directions and recommendations.
a. Poly-Patch, as manufactured by The Euclid Chemical Company. b. Sikatop, as manufactured by Sika Chemical Company.
c. Or equal.

3. Repair defective areas, except random cracks and single holes not exceeding 1 inch diameter, by cutting out and replacing with fresh concrete. Remove defective areas to sound concrete with clean, square cuts, and expose reinforcing steel with at least 3/4-inch clearance all around. Dampen all concrete surfaces in contact with patching concrete and brush with the specified bonding agent. Place patching concrete before grout takes its initial set.

Mix patching concrete of the same materials and proportions to provide concrete of the same type or class as the original adjacent concrete. Place, compact and finish as required to blend with adjacent finished concrete. Cure in the same manner as adjacent concrete.

4. Repair isolated random cracks, and single holes not over 1-inch diameter, by the dry-pack method. Groove the top of cracks, and cut out holes to sound concrete and clean of dust, dirt and loose particles. Dampen all cleaned concrete surfaces and brush with the specified bonding agent. Place drypack before the cement grout takes its initial set. Mix dry-pack, consisting

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of 1 part Portland cement to 2-1/2 parts fine aggregate passing a No. 16 mesh sieve, using only enough water as required for handling and placing.

Compact dry-pack mixture in place and finish to match adjacent concrete.

Keep patched areas continuously moist for not less than 72 hours.

5. Cracks which require repair shall be pressure grouted using one of the following. Apply in accordance with the manufacturer's directions and recommendations.
a. Sikadur Hi-Mod L.V. and Gel, as manufactured by Sika Chemical Company.
b. Euco Epoxy #452 Epoxy System, as manufactured by The Euclid Chemical Company.
c. Or equal.

6. Assure that surface is acceptable for flooring material to be installed in accordance with manufacturer's recommendations.

E. Other Methods of Repair:

1. Repair methods not specified above may be used if approved in writing by CONSTRUCTION MANAGER.
** END OF SECTION **

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Packet Pg. 354 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03481

POLYMER CONCRETE MANHOLES
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Southern Pump Station
July 2023
03481-1 ECB016200
SECTION 03481

POLYMER CONCRETE MANHOLES
PART 1 GENERAL

1.1 SCOPE
This specification covers polymer concrete manholes intended for as shown on the approved plans.

1.2 REFERENCES
ASTM C 478 (most current) Standard Specification for Precast Reinforced Concrete Manhole Sections
ASTM C 579 (most current) Standard Test Methods for Compressive Strength of ChemicalResistant Mortars, Grouts, Monolithic, Surfacing, and Polymer Concretes ASTM C 443 (most current) Standard Specification for Joints for Concrete Pipe and Manholes Using Rubber Gaskets
ASTM C 580 (most current) Standard Test Method for Flexural Strength and Modulus of Elasticity of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes
ASTM C 857 (most current) Standard Practice for Minimum Structural Design Loading for Underground Utility Structures
ACI 350-06 Code Requirements for Environmental Engineering Concrete Structures & Commentary
ACI 440.1R-15 Guide for the Design and Construction of Structural Concrete Reinforced with Fiber-Reinforced Polymer (FRP) Bars
ACI 548.6R-96 Polymer Concrete-Structural Applications State-of-the-Art Report ASTM D 648 (most current) Test Method for Deflection Temperature of Plastics Under Flexural Load in Edgewise Position

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Packet Pg. 355 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03481

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ASTM D 6783 (most current) Standard Specification for Polymer Concrete Pip ASTM D 2584 (most current) Test Method for Ignition Loss of Cured Reinforced Resins ASTM C 923 (most current) Standard Specifications for Resilient Connectors between Concrete Manholes Structures and Pipe
ASTM C 990 (most current) Standard Specification for Joints for Concrete Pipe, Manholes and Precast Box Sections using Preformed Flexible Joint Sealants ASTM C 497 (most current) Test Methods for Concrete Pipe, Manhole Sections, or Tile California Greenbook Standard Specifications for Public Works Construction Section 211-2

1.3 SUBMITTALS
A. Conform to bid document requirements
B. Submit manufacturer’s data and details of following items for approval:

1. Shop drawings of manhole sections, base units and construction details, jointing methods, materials, and dimensions

2. Summary of criteria used in manhole design including, as minimum, material properties, loading criteria, and dimensions assumed. Include certification from manufacturer that polymer concrete manhole design meets or exceeds the load and strength requirements of ASTM C 478 and ASTM C 857, reinforced in accordance with ACI 440.1R-15. Include current ISO 9001:2018 certification

3. Frames, grates, rings, and covers

4. Materials to be used in fabricating pipe drop connections

5. Materials to be used for pipe connections

6. Materials to be used for stubs and stub plugs, if required

7. Proof of independent Chemical Resistance testing conducted in accordance with the Standard Specifications for Public Works Construction (California Greenbook) Section 211- 2 C. Submitted sealed drawings by a registered Professional Engineer in state of construction

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PART 2 PRODUCTS

2.1 POLYMER CONCRETE MANHOLES
A. Provide polymer concrete manhole sections, monolithic base sections and related components referencing to ASTM C 478. ASTM C 478 material and manufacturing is allowed compositional and dimensional differences required by a polymer concrete product.

B. Provide base riser section with monolithic floors, unless shown otherwise.

C. Provide riser sections joined with bell and spigot / ship-lap design seamed with butyl mastic and/or rubber gaskets (ASTM C 990) so that on assembly, manhole base, riser and top section make a continuous and uniform manhole structure.

D. Construct riser sections for polymer concrete manholes from standard polymer concrete manhole sections of the diameter indicated on drawings. Use various lengths of polymer concrete manhole sections in combination to provide correct height with the fewest joints.

E. Design wall sections for depth and loading conditions with wall thickness as designed by polymer concrete manufacturer.

F. Provide tops to support AASHTO HL-93 vehicle loading for highway traffic loading as required and receiving cast iron frame covers or hatches, as indicated on drawings .

2.2 DESIGN CRITERIA:

Polymer Concrete Manhole risers, cones, flat lids, grade rings and manhole base sections shall be designed by manufacturer to meet the intent of ASTM C 478 with allowable compositional and sizing differences as designed by the polymer concrete manufacturer.

1. AASHTO HL-93 design for highway traffic applied to manhole cover and transition and base slabs.

2. Polymer manholes will be designed based upon live and dead load criteria in ASTM C 857 and ACI 350-06.

3. Unit soil weight of 120 pcf located above portions of manhole, including base slab projections.

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4. Internal liquid pressure based on unit weight of 63 pcf

5. Dead load of manhole sections fully supported by polymer concrete manhole base

6. Assume groundwater at 10 feet below finished grade.

2.3 DESIGN:

Polymer Concrete Manhole risers, cones, flat lids, grade rings and manhole base sections shall be designed by manufacturer to meet loading requirements of ASTM C 478, ASTM C 857 and ACI 350-06 as modified for polymer concrete manhole design as follows:

1. Polymer Concrete Mix Design shall consist of thermosetting resin, sand, and aggregate. No Portland cement shall be allowed as part of the mix design matrix. All sand and aggregate shall be inert in an acidic environment

2. Reinforcement – Shall use acid resistant reinforcement (FRP Bar) in accordance with ACI 440.1R-06 as applicable for polymer concrete design

3. The wall thickness of polymer concrete structures shall not be less than that prescribed by the manufacturer’s design by less than 95% of stated design thickness

4. Each polymer concrete manhole component shall be free of all defects, including indentations, cracks, and foreign inclusions that, due to their nature and degree or extent, detrimentally affect the strength and serviceability of the component part. Cosmetic defect shall not be cause for rejection. The nominal internal diameter of manhole components shall not vary more than 2%.

5. Marking and Identification - Each manhole shall be marked with the following information - Manufacturer’s name or trademark, Manufacturer’s location and Production Date

6. Manhole joints shall be assembled with a bell/spigot or shiplap butyl mastic and/or gasketed joint so that on assembly, manhole base, riser and top section make a continuous and uniform manhole. Joint sealing surfaces shall be free of dents, gouges and other surface irregularities that would affect joint integrity

7. Minimum clearance between wall penetrations and joints shall be per manufacturer’s design

8. Construct invert channels to provide smooth flow transition with minimal

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disruption of flow at pipe-manhole connections. Invert slope through manhole is as indicated on drawings. All precast base sections to be cast monolithically.

Polymer bench and channel are to be constructed with all polymer concrete material, monolithically. Extended ballast slab requirements for buoyancy concerns can be addressed with cementitious concrete material

9. Provide resilient connectors conforming to requirements of ASTM C 923 or other options as avaliable. All connectors are to be water tight. Install approved resilient connectors at each pipe entering and exiting manholes in accordance with manufacturer’s instructions

2.4 QUALITY CONTROL
Facility Quality Control should be maintained by adhearing to ISO 9001:2018 for manufacturing. All fabricators will be ISO 9001:2018 Certifiied and provide documentation of current certification. All manufacturing will take place in an all polymer concrete facility.

At no time will the polymer concrete manufacturing facility share the facility with a cementitious precast product production facility. Fabricator is also to provide references of 5 previous projects in the last 5 years performed with both owner and contractor for reference and review by owner. Polymer concrete shall be cast in a polymer only facility and shall not be manufactured in a cementitious concrete facility

2.5 GROUTING
All materials needed for grouting and patching will be a polyester mortar compound provided by the manufacturer or an approved equal by the manufacturer

2.6 MANUFACTURER

1. Armorock Polymer Concrete, www.armorock.com 702-824-9702 PART 3 - EXECUTION

3.1 INSTALLATION
A. CONTRACTOR shall pothole all existing utilities and field verify pipe design alignments, complete construction staking, confirm pipeline alignments, pipe angles for pre cast bases, pipe invert elevations, and base configurations prior to ordering and shipping manholes and manhole bases.
** END OF SECTION **

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Packet Pg. 359 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03600
GROUT
El Centro
Southern Pump Station
July 2023
03600-1 ECB016200
SECTION 03600
GROUT
PART 1 - GENERAL

1.1 DESCRIPTION
A. Scope:

1. CONTRACTOR shall provide all labor, materials, equipment, and incidentals as shown, specified and required to furnish and install grout.

2. Grout shall be placed at the following locations:
a. Column and beam bearing.
b. Equipment bases.
c. Handrails and railings.

3. The types of grout include the following:
a. Non-shrink, epoxy type.
b. Non-shrink, non-metallic type. This grout shall be used wherever grout is required unless specified otherwise.
c. Ordinary cement-sand.

B. Classes of Ordinary Cement Type Grout:

1. Class "A" ordinary cement type grout shall have a compression strength of 4000 psi.

C. Related Sections Specified Elsewhere:

1. Section 03251, Concrete Joints.

2. Section 03300, Cast-In-Place Concrete.

1.2 QUALITY ASSURANCE
A. Reference Standards: Comply with applicable provisions and recommendations of the following, except as otherwise shown or specified.

1. ASTM C 150, Portland Cement.

2. ASTM C 109, Compressive Strength of Hydraulic Cement Mortars (using 2- in. or 50 mm. Cube Specimens).

3. ASTM C 191, Time of Setting of Hydraulic Cement by Vicat Needle.

4. CRD-C-588, Specifications for Non-Shrink Grout.

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Packet Pg. 360 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03600
GROUT
El Centro
Southern Pump Station
July 2023
03600-2 ECB016200

5. CRD-C-619, Specification for Grout Fluidifier.

6. ASTM C531, Test Method for Linear Shrinkage and Coefficient of Thermal Expansion of Chemical - Resistant Mortars, Grouts, and Monolithic Surfacings.

1.3 SUBMITTALS
A. Submit for approval the following:

1. Manufacturer's specifications and installation instructions for all proprietary materials.

2. For ordinary cement grout, submit copies of grout design mix and laboratory test reports for grout strength tests.

B. Reports and Certificates:

1. For proprietary materials, submit copies of reports on quality control tests.

2. For nonproprietary materials, submit certification that materials meet specification requirements.

1.4 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Delivery of Materials: Grout materials from manufacturers shall be delivered in unopened containers and shall bear intact manufacturer's labels.

B. Storage of Materials: Grout materials shall be stored in a dry shelter and shall be protected from moisture.

PART 2 - PRODUCTS

2.1 MATERIALS
A. Non-metallic, 100 percent solids, high strength epoxy grout.

1. Use clean well graded sand with epoxy resins suitable for use on dry or damp surfaces.

2. Product and Manufacturer. Provide one of the following:
a. Euco High Strength Grout by The Euclid Chemical Company. b. Sikadur 42 Grout by Sika Chemical Company.
c. Five Star Epoxy Grout by U.S. Grout Corporation.
d. Or equal.

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Packet Pg. 361 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03600
GROUT
El Centro
Southern Pump Station
July 2023
03600-3 ECB016200
B. Non-Shrink, Non-Metallic Grout:

1. Pre-mixed non-staining cementious grout requiring only the addition of water at the job site.

2. Product and Manufacturer. Provide one of the following:
a. Euco N-S by The Euclid Chemical Company.
b. Masterflow 713 by Master Builders Company.
c. Sika Grout 212 by Sika Chemical Company.
d. Or equal.

C. Ordinary Cement-Sand Grout: Prepare design mixes of ordinary cement grout.

Mixes subject to the following limitations:

1. Cement:
a. Portland cement, ASTM C150, Type V.

2. Aggregates: ASTM C33 and as herein specified.
a. Do not use aggregates containing soluble salts or other substances such as iron sulfides, pyrite, marcasite, ochre, or other materials that can cause stains on exposed concrete surfaces.
b. Fine Aggregate: Clean, sharp, natural sand free from loam, clay, lumps or other deleterious substances.
(1) Dune sand, bank run sand and manufactured sand are not acceptable.
c. Coarse Aggregate: Clean, uncoated, processed aggregate containing no clay, mud, loam, or foreign matter, as follows:
(1) Crushed stone, processed from natural rock or stone. (2) Washed gravel, either natural or crushed. Use of slag and pit or bank run gravel is not permitted.
(3) Coarse Aggregate Size: Size shall conform to ASTM C33.

Coarse aggregate is not permitted in Class "A" grout.

3. Admixtures: Provide admixtures produced by established reputable manufacturers, and use in compliance with the manufacturer's printed instruction. Do not use admixtures, which have not been incorporated and tested in the accepted mixes, unless otherwise authorized in writing by CONSTRUCTION MANAGER. Refer to Section 03300, Cast-In-Place Concrete, for additional admixtures requirements.

4. Proportioning and Design of Mixes: Prepare design mixes for each class of grout. Mixes subject to the following limitations:
a. Class "A" Grout:
(1) Specified 28-day Compressive Strength: 4,000 psi.
(2) Maximum Water-Cement Ratio by Weight: 0.45.
(3) Fine Aggregate meeting ASTM C33.

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Packet Pg. 362 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03600
GROUT
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Southern Pump Station
July 2023
03600-4 ECB016200
(4) Air Content Percentage: Refer to Paragraph 2.1.C.10. (5) Minimum Cement Content in Pounds per Cubic Yard: 658.

5. Use an independent testing company acceptable to CONSTRUCTION MANAGER for preparing and reporting proposed mix designs. a. The testing company shall not be the same as used for field quality control testing unless approved by CONSTRUCTION MANAGER.

6. Proportion mixes by either laboratory trial batch or field experience methods, using materials to be employed on the Project for grout required. Comply with ACI 211.1 and report to the CONSTRUCTION MANAGER the following data:
a. Complete identification of aggregate source of supply. b. Tests of aggregates for compliance with specified requirements. c. Scale weight of each aggregate.
d. Absorbed water in each aggregate.
e. Brand, type and composition of cement.
f. Brand, type and amount of each admixture.
g. Amounts of water used in trial mixes.
h. Proportions of each material per cubic yard.
i. Gross weight and yield per cubic yard of trial mixtures. j. Measured slump.
k. Measured air content.
l. Compressive strength developed at 7-days and 28-days, from not less than 3 test specimens cast for each 7-day and 28-day test, and for each design mix.

7. Submit written reports to CONSTRUCTION MANAGER of proposed mix of grout at least 30-days prior to start of Work. Do not begin grout production until CONSTRUCTION MANAGER has approved mixes.

8. Laboratory Trial Batches: When laboratory trial batches are used to select grout proportions, prepare test specimens and conduct strength tests as specified in ACI 301, for quality assurance. However, 4,500-psi mixes need not be designed for greater than 5,000-psi, regardless of the production facilities standard deviation.

9. Field Experience Method: When field experience methods are used to select grout proportions, establish proportions as specified in ACI 301.

10. Admixtures: Use air-entraining admixture in all grout. Provide not less than 4-1/2 percent nor more than 7-1/2 percent entrained air. Use amounts of admixtures as recommended by the manufacturer for climatic conditions prevailing at the time of placing. Adjust quantities and types of admixtures as required to maintain quality control. Do not use admixtures, which have not been incorporated and tested in the accepted design mix, unless otherwise authorized in writing by CONSTRUCTION MANAGER.

11. Slump Limits: Proportion and design mixes to result in grout slump at the point of placement of not more than 5 inches.

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Packet Pg. 363 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 03600
GROUT
El Centro
Southern Pump Station
July 2023
03600-5 ECB016200
D. Water:

1. Use clean, fresh, potable water free from injurious amounts of oils, acids, alkalies or organic matter.

PART 3 - EXECUTION

3.1 INSPECTION
A. CONTRACTOR and his installer shall examine the substrate and conditions under which grout is to be placed, and notify CONSTRUCTION MANAGER in writing of unsatisfactory conditions. Do not proceed with the work until unsatisfactory conditions have been corrected in a manner acceptable to CONSTRUCTION MANAGER.
** END OF SECTION **

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Packet Pg. 364 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 05500

MISCELLANEOUS METALS
El Centro
Southern Pump Station
July 2023
05500-1 ECB016200
SECTION 05500

MISCELLANEOUS METALS
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. The CONTRACTOR shall provide miscellaneous metals and appurtenances, complete, in accordance with the Contract Documents.

B. WORK Included in this Section. Principal items are:

1. Shop/erection drawings and samples.

2. Steel pipe handrailing.

3. Steel channels and/or angle frames and thresholds with anchors.

4. Welding electrodes.

5. Shop prime paint.

6. Pipe supports with saddles, hangers, bracing and attachments as detailed and required, except as provided by other trades.

7. Guard post assemblies of removable and stationary types.

8. Miscellaneous iron and steel items indicated, specified, or required for completion of the Contract, unless included under other Sections.

9. Galvanizing and shop primer finishes, including field touch-up.

1.2 RELATED SECTIONS
A. The WORK of the following Sections apply to the WORK of this Section. Other, not referenced below, shall also apply to the extent required for proper performance of this WORK.

1. Section 03200, CONCRETE REINFORCEMENT.

2. Section 03300, CAST-IN-PLACE CONCRETE.

3. Section 03600, GROUT.

4. Section 05035, STANDARDS FOR ALUMINUM WORK.

5. Section 05503, ANCHOR BOLTS, ADHESIVE ANCHORS, EXPANSION ANCHORS AND CONCRETE INSERTS.

6. Section 05521, ALUMINUM RAILINGS.

7. Steel supports, hangers, brackets and other miscellaneous items accessory to mechanical and electrical installations indicated on the Drawings, or covered in Divisions 15 and 16.

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Packet Pg. 365 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 05500

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Southern Pump Station
July 2023
05500-2 ECB016200

1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. The current edition of the International Building Code (IBC).

B. Except as otherwise indicated, the current editions of the following Federal Specifications apply to the WORK of this Section:

1. QQ-F-461 Floor Plate, Steel, Rolled

2. MIL-G-18015 A (Ships) Aluminum Planks. (6063-T6)

3. MIL-A-907E Anti-seize Thread Compound, High Temperature C. Except as otherwise indicated, the current editions of the following commercial standards apply to the WORK of this Section:

1. Commercial Standards:

AA-M32C22A41 Aluminum Association
AASHTO Standard Specification for Highway Bridges
AISC Specification for Design, Fabrication and Erection of Structural Steel for Buildings with Commentary and Code of Standard Practice for Steel Buildings and Bridges
AISC Manual of Steel Construction
AISI Design of Light Gauge, Cold-Formed Steel Structural Members
AWS B2.1 Welding Procedures and Performance Qualifications AWS D1.1 Structural Welding Code - Steel
AWS D1.2 Structural Welding Code - Aluminum
AWS QC1 Standard for AWS Certification of Welding Inspectors NFPA 101 Life Safety Code
NAAMM National Association of Architectural Metal Manufacturers Metal Stairs Manual
AWS-AS Welding of Stainless Steel with Electrodes and Techniques

2. ASTM Standards in Building Codes:

ASTM A36 Specification for Structural Steel
ASTM A48 Specification for Gray Iron Castings
ASTM A53 Specification for Pipe, Steel, Black and Hot-Dipped, ZincCoated Welded and Seamless ASTM A123 Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
ASTM A125 Specification for Steel Springs, Helical, Heat Treated ASTM A153 Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware
ASTM A167 Specification for Stainless and Heat-Resisting ChromiumNickel Steel Plate, Sheet and Strip ASTM A193 Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service

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Southern Pump Station
July 2023
05500-3 ECB016200
ASTM A194 Specification for Carbon and Alloy Steel Nuts for Bolts for High Pressure and High-Temperature Service
ASTM A276 Specification for Stainless Steel Bars and Shapes ASTM A283 Specification for Low and Intermediate Tensile Strength Carbon Steel Plates
ASTM A307 Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile
ASTM A320 Specification for Alloy-Steel Bolting Material for LowTemperature Service ASTM A325 High Strength Bolts for Structural Steel Joints ASTM A424 Specification for Steel, Sheet, for Porcelain Enameling ASTM A500 Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes
ASTM A536 Specification for Ductile Iron Casting
ASTM A563 Specification for Carbon and Alloy Steel Nuts ASTM A569 Specification for Steel, Carbon (0.15 Maximum Percent), Hot Rolled Sheet and Strip Commercial
Quality
ASTM A575 Specifications for Steel Bars, Carbon, Merchant Quality, M-Grades
ASTM A786 Specification for Rolled Steel Floor Plates
ASTM A992 Steel for Structural Shapes for Use in Building Framing ASTM B98 Specification for Copper-Silicon Alloy Rod, Bar, and Shapes
ASTM B210 Specification for Aluminum and Aluminum-Alloy Drawn Seamless Tubes
ASTM B221 Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Shapes, and Tubes
ASTM B438 Specification for Sintered Bronze Bearings (Oil3. Trade Standards:

Impregnated)
Welded Austenitic Chromium-Nickel Stainless Steel Technique and Properties, as Published by the International Nickel Company, Inc., New York, New York. Porcelain Enamel Institute, Inc.

1.4 CONTRACTOR SUBMITTALS
A. Shop Drawings: Shop Drawings shall be submitted in accordance with Section 01300, SUBMITTALS.

B. Layout Drawings: Layout Drawings for grating shall be submitted showing the direction of span, type and depth of grating, size and shape of grating panels, seat angle details, and details of grating hold down fasteners. Load and deflection tables shall be submitted for each style and depth of grating used.

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Southern Pump Station
July 2023
05500-4 ECB016200
C. Product List and Product Data Sheets: Protective Coating, a product list shall be submitted with product data sheets of intended shop coats.

1.5 QUALITY ASSURANCE
A. Miscellaneous metals shall be fabricated and erected in accordance with the latest edition of the AISC "Specification for the Design, Fabrication and Erection of Steel for Buildings", and "Code of Standard Practice for Steel Buildings and Bridges", except whenever there is a discrepancy between the design drawings and this specification, the Drawings shall govern.

B. Aluminum work shall be fabricated and erected in conformance with applicable requirements of the IBC and referenced standards of the Aluminum Association.

C. Continuous Inspections: All welding and high strength bolting of structural steel assemblies shall be conducted under the continuous inspection of an International Conference of Building Officials (ICBO) certified "Special Inspector" selected by the CONSTRUCTION MANAGER with costs borne by the OWNER. Should such fabrication be performed in the shop of a licensed fabricator approved by the governing building official and certified by the ICBO Evaluation Services, Inc., only the field welding and high strength bolting of structural steel assemblies will be required to be performed under continuous inspection of the ICBO-certified "Special Inspector." The CONSTRUCTION MANAGER shall be notified at least 24-hours in advance of needed inspections. Copies of inspection reports shall be provided to the CONSTRUCTION MANAGER, and governing building official.

PART 2 - PRODUCTS

2.1 MATERIALS
A. Steel: Steel shall conform to the following requirements:

1. Shapes, Plates, Bars ASTM A992.

2. Pipe, Pipe Columns, Bollards ASTM A 53, Type E or S, Grade B Schedule 40, unless noted otherwise.

3. Tubes: ASTM A 500, Grade B
B. Aluminum: Aluminum structural shapes shall be new and conform to applicable Federal Specification for 6061-T6 alloy, unless otherwise noted. Aluminum Pipe shall conform to Schedule 40, or greater.

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Southern Pump Station
July 2023
05500-5 ECB016200
C. Stainless Steel: Unless otherwise designated or approved, stainless steel alloy types shall conform to ASTM A167 and ASTM A276 as follows:

1. Stainless steel plates, pipe and structural shapes: Type 316L.

2. Stainless steel bolts, nuts and washers: Type 316L where connecting or bearing on aluminum.

D. Cast Iron: Cast iron shall conform to ASTM A48, except as otherwise noted.

E. Ductile Iron: Ductile iron shall conform to ASTM A536, using Grade 60-40-18 or better, except as otherwise noted.

2.2 STEEL PIPE HANDRAILS
A. Steel Pipe Handrails: Steel pipe handrails, including brackets and related hardware, which may be partially or wholly submerged, or which are located inside a hydraulic structure, shall be entirely of Type 316L stainless steel. All other steel pipe handrails shall be standard 1 inch black steel pipe made up by welding. All steel pipe handrail shall be picked at fabrication plant and shall be hot-dip galvanized after fabrication.

2.3 CAST-IN-PLACE THRESHOLD
A. Threshold: The cast-in-place threshold at overhead roll-up doors shall be a steel threshold embedded in the concrete floor slab. The threshold shall be the product of Eastern Metal Products Co., Elizabeth City, NC (telephone: (919) 335-5451; or equal.

2.4 GALVANIZING
A. Galvanizing for Iron and Steel: Galvanizing for iron and steel shall conform to ASTM A123, with the average weight of 2.0 ounces per square foot, and not less than 1.8 ounces per square foot.

B. Ferrous Metal Hardware Items: Ferrous metal hardware items shall conform to ASTM A153, with average coating weight of 1.3 ounces per square foot.

2.5 WELDING ELECTRODES
A. Steel Electrodes: Welding electrodes shall conform with AWS D1.1, except E7024 rods or electrodes shall not be used.

B. Aluminum Electrodes: Contingent upon alloys being welded, all welds shall conform to the requirements of AWS D1.2.

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Southern Pump Station
July 2023
05500-6 ECB016200
C. Stainless Steel Electrodes: Welding of stainless steel with electrodes and techniques shall conform to the pertinent AWS A5 series specification, and as recommended in Welded Austenitic Chromium-Nickel Stainless Steel Techniques and Properties as published by the International Nickel Company, Inc., New York, New York.

2.6 BOLTS
A. Bolt Requirements: Bolts shall comply with the following:

1. Nuts shall be capable of developing the full strength of the bolts. Threads shall be Coarse Thread Series conforming to the requirements of the American Standard for Screw Threads. Bolts and cap screws shall have hexagon heads and nuts shall be Heavy Hexagon Series.

2. The length of all bolts shall be such that after joints are made up, each bolt shall extend through the entire nut, but in no case more than 1/2-inch beyond the nut.

B. Standard Service Bolts (Not Buried or Inside Tanks or Channels): Except where otherwise indicated, bolts and nuts shall be steel and shall be galvanized after fabrication. Threads on galvanized bolts and nuts shall be formed with suitable taps and dies such that they retain their normal clearance after hot-dip galvanizing. Except as otherwise indicated herein, steel for bolts, anchor bolts and cap screws shall be in accordance with the requirements of ASTM A325, or threaded parts of ASTM A36. ASTM A325 bolts and nuts shall not be galvanized.

C. Bolts Buried or Inside Tanks or Channels: Unless otherwise indicated, bolts, anchor bolts, nuts and washers which are buried, submerged, or below the top of the wall inside any hydraulic structure shall be of Type 316 stainless steel.

2.7 SHOP PRIME PAINT
A. Shop Prime Paint: To ensure compatibility with deferred field-applied paint or coating systems, for ferrous metals other than stainless steel, galvanized steel and cast iron, provide surface preparations, and use shop prime paint product and manufacturer as painting, or protective coating system intended for field application specified in Section 09800, PROTECTIVE COATING. Shop prime shall not be provided on portions of WORK immediately adjacent to intended field welds, nor portions intended for embedment. Steel stair nosings shall be painted with industrial "Safety Yellow" enamel prime and finish coats conforming to California OSHA requirements.

2.8 MANUFACTURERS
A. Products of the type or model (if any) indicated shall be manufactured by one of the following (or equal):

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Packet Pg. 370 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 05500

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Southern Pump Station
July 2023
05500-7 ECB016200

1. Steel Gratings:
a. Irving Type IWA.
b. Gary Type GW.
c. Grating Pacific, Inc.

2. Floor and Cover Plates:
a. Alcoa C-102 Aluminum Tread Plate.
b. Reynolds Diamond Tread Plate.

3. Floor Hatches:
a. Babcock Davis.
b. Bilco Company.
c. Inryco-Milcor.
d. Milcor.

4. Fall Prevention System:
a. Research and Trading Corporation, Wilmington, Delaware Everest Lifeline System Model No. 6006.
b. North Consumer Products, Inc., California Saf-T-Climb.

5. Manhole Frames and Covers:
a. Neenah Foundry Company R-1642 with Self-Sealing Cover. b. Phoenix Iron Works P-1090 R/G.

6. Field Repairs to Galvanizing:
a. “Galvinox”.
b. “Galvo-Weld”.

7. Aluminum Grating:
a. Gary Galok.
b. Seidelhuber.
c. Grating Pacific, Inc.

PART 3 - EXECUTION

3.1 FABRICATION AND INSTALLATION REQUIREMENTS
A. Fabrication and Erection: Except as otherwise indicated, the fabrication and erection of structural steel shall conform to the requirements of the American Institute of Steel Construction "Manual of Steel Construction:

1. The WORK of this Section shall be coordinated with related trades. Particular attention is required for items to be embedded in concrete WORK. All punchings and drillings, indicated or required, shall be provided for attachment of other WORK to that of this Section.

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Packet Pg. 371 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 05500

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Southern Pump Station
July 2023
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2. Compliance with Safety Requirements. Dimensions required for the fabrication and installation of handrails, ladders, grating, plate, pipe hangers, etc., which are not shown on the Drawings, shall conform to the Division of Occupational Health and Safety, General Industrial Safety Orders, State of California.

B. Protection: The CONTRACTOR shall provide and be responsible for protection and repair of adjacent surfaces and areas which may become damaged as a result of WORK in this Section. WORK performed hereunder shall be protected until completion and final acceptance of project by the OWNER. The CONTRACTOR shall repair or replace all damaged or defective WORK to original specified condition at no additional cost.

1. Finished floor surfaces and adjacent WORK shall be protected from damage. Concrete floors shall not be overloaded. Mobile equipment used in placing steel shall have pneumatic tires. Steel members shall not be placed directly on floors; pads of timber or other material shall be used for cushioning.

2. Where welding is done in proximity to glass or finished surfaces, such surfaces shall be protected from damage due to weld sparks, spatter or tramp metal.

C. Ladders: Bracketed units of steel or aluminum shall be fabricated as shown on the Drawings. Ladder fabrication shall conform to requirements shown on the Drawings, and CAL/OSHA (and/or OSHA). Aluminum units shall have a flaw-free polish finish. Rails shall be extended where indicated. Aluminum units shall be secured with stainless steel anchoring devices. Fall prevention systems shall be provided on all ladders used to ascend heights exceeding 20 feet unless otherwise indicated on the Drawings.

D. Pipe Rails and Railings: Pipe rails and railing shall be fabricated complete with stanchions, toe plates, welded and bolted fittings, attachments and expansion/contraction provisions true to size configurations to meet or exceed the requirements of CAL/OSHA, and as shown on the Drawings. The CONTRACTOR shall grind and polish welds flush and smooth.

Curves, where indicated or necessary, shall be bent on a radius of not less than 5 inches.

1. Safety chains shall be 1/2-inch link chain of same material as the railing with stainless steel harness-type snap to meet or exceed the requirements of CAL/OSHA.

2. Provisions shall be made to drain water from rail systems by drilling weep holes in concealed locations at the lowest possible elevations.

E. Pipe and Conduit Supports and Bracing: Supports and bracing for pipe and conduit shall be fabricated and installed as detailed on the Drawing in a fully coordinated manner with the WORK of other trades. Where shown or indicated, hot-dip galvanized shall be provided after fabrication, with touch-up of abraded or burned galvanizing using materials specified in this Section. Unless otherwise indicated, members shall be shop primed with a rustinhibitive primer conforming with requirements of Section 09800, PAINTING AND SPECIAL COATING SYSTEMS.

F. Embedded Steel Channel and Angle Frames: Embedded steel channel and angle frames shall have continuously welded joints. Exposed welds shall be ground flush. Hot-dip galvanizing shall be provided after fabrication.

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3.2 WELDING
A. Welding Steel: Welding shall be performed in accordance with the "Structural Welding Code-Steel", AWS D1.1, and current revisions, except where the Gas Metal Arc Welding (GMAW) process is used, the short-circuited mode shall only be used for light gauge material (12 gauge and lighter). Welders shall be qualified by tests in accordance with AWS B2.1.

3.3 GALVANIZING
A. Galvanizing: All structural steel plates shapes, bars and fabricated assemblies required to be galvanized shall, after the steel has been thoroughly cleaned of rust and scale, be galvanized in accordance with the requirements of ASTM A 123. Any galvanized part that becomes warped during the galvanizing operation shall be straightened. Bolts, anchor bolts, nuts and similar threaded fasteners, after being properly cleaned, shall be galvanized in accordance with the requirements of ASTM A 153. Field repairs to galvanizing shall be made using "Galvinox," "Galvo-Weld," or approved equal.

3.4 PAINTING
A. Painting: One or more shop coats of paint shall be given on all ferrous metals, except cast-iron, ductile iron, stainless steel and galvanized metals. Before priming, surfaces shall be thoroughly cleaned. Shop coats shall be allowed to dry before materials are loaded for delivery to the job site. After erection, all areas shall be painted where the shop coats have been rubbed off or omitted, and all field bolting and welding areas as specified for shop priming. See Section 09800, PAINTING AND SPECIAL COATING SYSTEMS for surface preparation, prime coatings, finish painting and coatings.

B. Isolation of Dissimilar Metals: Aluminum members shall be isolated from contact with dissimilar metals, concrete and masonry to provide protection from electrolytic deterioration. The CONTRACTOR shall use nonabsorptive tape or gaskets, a heavy brush coat of approved zinc chromate primer made with a synthetic resin vehicle, or a heavy coat of approved alkali, resistant bituminous paint in accordance with Section 05035, STANDARDS FRO ALUMINUM WORK Part 3.5.C.
** END OF SECTION **

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PAINTING AND SPECIAL COATING SYSTEMS
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Southern Pump Station
July 2023
09800-1 ECB016200
SECTION 09800

PAINTING AND SPECIAL COATING SYSTEMS
PART 1 - GENERAL

1.1 SCOPE
The Work covered by this Section consists of furnishing all labor, equipment and material necessary to perform surface preparation and to furnish and apply all paint, protective coatings and finishes as specified herein and/or as indicated on the Plans.

1.2 QUALITY ASSURANCE
A. References
The publications referred to hereinafter form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. The latest edition of referenced publications in effect at the time of the bid shall govern. In case of conflict between the requirements of this Section and the listed standards, the requirements of this Section shall prevail.

American Society for Testing and Materials Publication (ASTM) ASTM D1653 Test Method for Water Vapor Permeability of OrganicCoating Films ASTM D2200 Pictorial Surface Preparation Standards for Painting Steel Surfaces ASTM D3960 Practice for Determining Volatile Organic Contents (VOC) of Paints and Related Coatings
ASTM D4258 Practice for Surface Cleaning Concrete for Coating ASTM D4259 Standard Practice for Abrading Concrete
ASTM D4585 Standard Practice for Testing Water Resistance of Coatings Using Controlled Condensation
ASTM E84 Test Method for Surface Burning Characteristics of Building Materials Federal Specifications (Fed. Spec.) Publications
Fed. Spec. TT-C-555 Coating, Textured (for Interior and Exterior Masonry Surfaces) The Society for Protective Coatings; formally known as Steel Structures Painting Council (SSPC) Specifications
SSPC-SP-1 Solvent Cleaning
SSPC-SP-2 Hand Tool Cleaning
SSPC-SP-5/NACE 1 White Metal Blast Cleaning

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Packet Pg. 374 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 09800

PAINTING AND SPECIAL COATING SYSTEMS
El Centro
Southern Pump Station
July 2023
09800-2 ECB016200
SSPC-SP-6/NACE 3 Commercial Blast Cleaning
SSPC-SP-7/NACE 4 Brush-Off Blast Cleaning
SSPC-SP-10/NACE 2 Near-White Blast Cleaning
B. Experience
The Coating subcontractor shall hold a current C-33 painting and decorating license and have a minimum of 5 years practical experience and successful history in the application of specified products to surfaces.

1.3 SUBMITTALS
The CONTRACTOR shall submit information in accordance with Section 01300, SUBMITTALS, to substantiate compliance with this specification. In addition, the following specific information shall be provided.

A. Manufacturer’s Data

1. Manufacturer's Product Data Sheets including complete data on each type of paint and primer.

2. Material Safety Data Sheets (MSDS).

3. Manufacturer's published surface preparation application instructions.

1.4 DELIVERY AND STORAGE
All materials shall be delivered to the site in the manufacturer's sealed containers. Each container shall be labeled by the manufacturer, and the label shall be intact upon delivery.

Labels shall give the manufacturer's name, brand, type of paint, batch number, color of paint, date of manufacture, storage life and instructions for reducing.

The Contractor shall store all materials and equipment in a storage place protected from weather and excessive heat and cold. Necessary precautions shall be taken to reduce hazards to a minimum. Materials exceeding the storage life recommended by the manufacturer shall be removed from the site.

Where shop-primed or shop-finished items are to be shipped to the job site, protect coatings from damage by the use of battens, padded straps, and nonmetallic slings.

Excessive shipping damage will be considered grounds for rejection of shop primers and shop finishes.

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Packet Pg. 375 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 09800

PAINTING AND SPECIAL COATING SYSTEMS
El Centro
Southern Pump Station
July 2023
09800-3 ECB016200

1.5 ENVIRONMENTAL CONTROLS
A. Provide ambient temperatures recommended by manufacturer of material to be applied.

B. Provide adequate ventilation and safety measures for CONTRACTOR's employees.

C. Provide adequate illumination on all surfaces in areas to be painted, including floors, walls and ceilings, even though they do not require painting.

D. Use temporary dust barriers to close off areas being painted from areas where other work is being performed.

1.6 COMPLIANCE WITH REGULATORY REQUIREMENTS
All applicable federal, state, and local regulatory agency requirements shall be complied with during the course of the Work. The CONTRACTOR’s attention is directed to the following list of agency requirements that generally apply to coatings work; the CONTRACTOR is responsible for identifying and complying with any other agencies or requirements not listed.

1. OSHA - Personnel protection during all phases of work, including exposure to airborne solvents, dust, and lead.

2. CAL/OSHA - Personnel protection; requirements may supersede OSHA regulations.

3. California Title 22 - Environmental requirements, including definition of abrasive blast materials and residue relative to hazardous waste disposal requirements.

PART 2 - PRODUCTS

2.1 MATERIALS
All paint and coating materials furnished for each coating system shall be new products of a single manufacturer.

Only compatible materials shall be used in the Work. Particular attention shall be directed to compatibility of primers and finish coats.

The volatile organic content (VOC) of the applied coatings, as determined in accordance with ASTM D3960, shall comply with prevailing air pollution regulations.

Regulations prohibit the manufacture, sale, or application of Architectural Coatings and Specialty Coatings having greater than stipulated levels of volatile organic compounds measured in grams per liter by weight of coating as applied, after January 1, 1988.

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Packet Pg. 376 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 09800

PAINTING AND SPECIAL COATING SYSTEMS
El Centro
Southern Pump Station
July 2023
09800-4 ECB016200
The CONTRACTOR shall base his own bid on using the products specified. If the specified products are not available in formulations that meet applicable regulations on VOC levels at time of application, the CONTRACTOR shall submit for review products of equivalent quality and function that comply with regulations in effect at that time.

If the CONTRACTOR applies any coatings which do not meet regulations as referred to in this Section for VOC content, or if he applies coatings that have been modified or thinned other than as recommended by manufacturer, he shall be responsible for any fines, costs, remedies, or legal actions that may result.

The paints, primers and coating shall be the product of the Ameron Protective Coatings Group, Brea, CA; Sherwin-Williams, Industrial Maintenance Coatings, Cleveland, OH; Tnemec Company, Inc., North Kansas City, MO; ICI-Devoe Coatings, Cleveland, OH; the Carboline Company, St. Louis, MO, or equal. The "or equal" clause refers to dry film thickness (solids content), generic type of primer, paint, or coating, and ingredients in the coating system. The coating must be recommended for each service.

No request for substitution for an "or equal" will be considered which decreases the film thickness designated, the number of coats to be applied, solids content by volume, the general type of coating, paint, or primer, or the quantity, quality and type of ingredients in the coatings specified.

The CONTRACTOR shall provide a list of references where coating of the same generic type has been applied on similar projects. The reference list shall give the project name, city, state, OWNER, phone number of OWNER, coating system reference and number, and year coating was applied.

PART 3 - EXECUTION

3.1 COATINGS/LININGS
A. General
Adequate ventilation shall be used at all times. Adequate illumination shall be provided on all surfaces in areas to be painted.

B. Coating Systems
Except as noted elsewhere on the plans or in the specifications, coating materials shall be as specified herein or approved equal. See Specification Section 11750 for pump station equipment and appurtenance lining and coating. For manhole lining and coating, refer to the plans. All colors and shades of colors of all coats of protective coating material shall be as selected by the OWNER.

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Packet Pg. 377 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 09800

PAINTING AND SPECIAL COATING SYSTEMS
El Centro
Southern Pump Station
July 2023
09800-5 ECB016200

1. Service Condition
All ferrous metals subject to outdoor exposure such as outdoor tanks, piping, valves, and equipment, etc. shall receive the following surface preparation and coating:
a. Surface Preparation
Surface Preparation: All exterior metal surfaces which are to be painted shall be commercial blast cleaned per Specification SP-6 (commercial blast cleaning) except as otherwise specified, in locations where sandblasting would damage previously coated surfaces and installed equipment, and in locations where dry sandblasting is prohibited. The above locations in which SP-6 commercial sandblasting is not possible shall be given a SP-3 power tool cleaning. This sandblasting shall be done not more than 8 hours ahead of the painting, subject to humidity and weather conditions between the time of sandblasting and painting operations. If any rusting or discoloration of sandblasted surfaces occurs before painting, such rusting or discoloration shall be removed by additional sandblasting.

Sandblasted surfaces shall not be left overnight before painting. b. Application
Application shall be in strict accordance with manufacturer's recommendations. The minimum and maximum required times between coats shall be per the manufacturer's product data sheet. Written requests for shop surface preparation and application of the prime coat shall be reviewed and approved by OWNER on a case-by-case basis. If approved by OWNER, shop applied prime coat surface shall be field scarified by brush-blasting prior to application of intermediate coat. c. Coating System
Use one of the following alternatives or approved equal:

Coating (Tnemec Alternate): Prime coat or spot prime coat as required shall be Tnemec Series 4 Versare primer applied to a dry-film thickness of 2 to 3.5 mils.

Two or more finish coats of Tnemec Series 2H Tneme-Gloss enamel shall be applied to a thickness of 1.5 to 3.5 mils. Total dry-film thickness of the complete system shall be 7 mils, minimum.

Coating (Devoe Alternate): Prime coat or spot prime as required shall be 4140 Q.D.

Alkyd Primer. Two or more finish coats of Devshield 4328 Alkyd applied to a dryfilm thickness of 1.5 to 2 mils, each. Total dry-film thickness of the complete system shall be 5 mils, minimum.

2. Service Condition B
All ferrous metals submerged or intermittently submerged in sewage or similar corrosive liquid shall receive the following surface preparation and coating:
a. Surface Preparation
All surfaces shall be field sandblasted in conformance with SSPC- SP10 and NACE No. 2 (Near-White Blast Cleaning) to achieve a 2-4 mil (50-100 micron) blast profile.

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Packet Pg. 378 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 09800

PAINTING AND SPECIAL COATING SYSTEMS
El Centro
Southern Pump Station
July 2023
09800-6 ECB016200
b. Application
Application shall be in strict accordance with manufacturer's recommendations. If recoating is required to correct pinholes, holidays or insufficient coating thickness; surfaces shall be scarified by brush-blasting prior to recoat. c. Coating System
Use one of the following alternatives or approved equal:

Coating (Tnemec Alternate): Prime coat shall be Tnemec Series 69 Epoxoline II applied to a dry-film thickness of 4 to 6 mils. Two finish coats of Tnemec Series 69 Epoxoline II shall be applied to a dry-film thickness of 4 to 6 mils each coat. Total try-film thickness of the complete system shall be a minimum of 12 mils.

Coating (Devoe Alternate): Apply two coats of Bar-Rust 233H Epoxy applied to a dry-film thickness of 6 to 8 mils each coat. Total dry-film thickness of the complete system shall be a minimum of 12 mils.

3. Service Condition C
All buried metal surfaces shall receive the following surface preparation and coating:
a. Surface Preparation
All surfaces shall be cleaned in conformance with SSPC-SP3 (Power Tool Cleaning) or SSPC-SP6 and NACE No. 3 (Commercial Blast Cleaning). b. Application
Application shall be in strict accordance with manufacturer's recommendations. The minimum time required between coats and prior to backfilling shall be per the manufacturer's product data sheet.
c. Coating System
Use one of the following alternatives or approved equal:

Coating (Tnemec Alternate): Prime none. Finish with two coats of Tnemec Series 46-465 H.B. Tnemecol or equal at 10 to 12 mils dry-film thickness, each. Total dryfilm thickness shall be 20 mils minimum. Except as otherwise noted, two or more coats shall be applied to a minimum total dry film thickness of 30 mils.

Coating (Devoe Alternate): Prime with Devtar 221 (5A) Epoxy applied at 8 mil dry-film thickness. Two coats of Devtar (5A) Epoxy applied at 8 mils dry-film thickness, each. Total dry-film thickness shall be 24 mils, minimum.

4. Service Condition D
All valves except check valves and plug valves, as noted in Specification Section 11750-

2.5, shall be lined and coated as follows:
a. Exterior Coating: Coat metal valves located above ground, in vaults or in structures the same as the adjacent piping. If the adjacent piping is not coated, then coat valves per this Specification section unless otherwise noted. Apply the specified prime coat at the place of manufacture. Apply intermediate and finish coats in the field. Finish

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Packet Pg. 379 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 09800

PAINTING AND SPECIAL COATING SYSTEMS
El Centro
Southern Pump Station
July 2023
09800-7 ECB016200
coat shall match the color of the adjacent piping. Coat handwheels and floor stands the same as the valves. Coat the exterior of buried metal valves at the place of manufacture per this specification.
b. Coating (Devoe Alternate): Prime coat shall be BarRust 231 or Devran 200 applied at 2 to 3 mils dry-film thickness. Intermediate coat shall be Devran 224H Epoxy applied at 2 to 4 mils dry-film thickness. Finish coat shall be 379 Urethane applied at 2 to 3 mils dry-film thickness.
c. Interior Lining: Valves 4 inches and larger shall be coated on their interior metal surfaces excluding seating areas and bronze and stainless-steel pieces. Sandblast surfaces in accordance with SSPC-SP-10 (near white blast cleaning). Remove all protuberances which may produce pinholes in the lining. Round all sharp edges to be coated. Remove any contaminants which may prevent bonding of the lining. Coat the interior ferrous surfaces using one of the following methods:

1. Apply powdered thermosetting epoxy per the manufacturer's application recommendations to a thickness of 10 to 12 mils.

2. Apply two coats of polyamide epoxy to a dry-film thickness of 10 to 12 mils total. Follow the manufacturer's application recommendations including minimum and maximum drying time between the required coats.

3. Apply two coats of Tnemec Series 140 (for potable water) or Series 69 (for nonpotable water), or equal, to a dry film thickness of 10 to 12 mils total. Follow manufacturer's application recommendations including minimum and maximum drying time between required coats.

4. Apply two coats of Devoe Bar-Rust 233H Epoxy applied to a dry-film thickness of 6 to 8 mils, each. Total dry-film thickness shall be 10 to 12 mils minimum. d. All epoxy lining shall be applied at the factory by the manufacturer of the valve, and shall meet current Volatile Organic Compound (VOC) content regulations. Epoxy lining for potable water valves shall also be listed by National Sanitation Foundation (NSF) for contact with potable water.
e. Test the valve interior linings at the factory with a low-voltage holiday detector.

The lining shall be holiday free.
**END OF SECTION**

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Packet Pg. 380 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 10441

WARNING SIGNS
El Centro
Southern Pump Station
July 2023
10441-1 ECB016200
SECTION 10441

WARNING SIGNS
PART 1 - GENERAL

1.1 WORK OF THIS SECTION
A. This Section specifies informational and accident prevention signs.

1.2 OPERATING AND DESIGN REQUIREMENTS
A. General: Accident prevention signs shall conform as to design with OSHA Section 1910.145 of Subpart J, Part 1910, Chapter XVII, Title 29 of the Code of Federal Regulations. Exit signs shall conform with Section 1910.37(g) of the OSHA Safety and Health Standard for General Industry, Article 10, Section 10.113 of the Uniform Fire Code, and where applicable with local fire regulations.

B. Design Requirements:

1. SIZE: Sign size shall be as follows:

A - 14 inch x 20 inch
B - 10 inch x 14 inch
C - 7 inch x 10 inch

2. Languages: English

3. TYPE:
a. The English sign type shall be as follows:

Type Message
I
II
III
IV
V
VI
VII
VIII
IX
X
XI
XII
XIII

CAUTION--AUTOMATIC EQUIPMENT MAY START AT

ANY TIME
DANGER--480 VOLTS

CAUTION--CORROSIVE CHEMICALS

NOTICE--NON-POTABLE WATER--DO NOT DRINK

NO SMOKING

EMERGENCY EYEWASH AND SAFETY SHOWER

DANGER--KEEP OUT

DANGER--HIGH VOLTAGE

DANGER--CONFINED SPACE ENTRY

DANGER--CONFINED SPACE--HAZARDOUS

ATMOSPHERE

EAR PROTECTION REQUIRED BEYOND THIS POINT

CAUTION--HIGH TEMPERATURE

RESTRICTED AREA-AUTHORIZED PERSONNEL ONLY

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Packet Pg. 381 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 10441

WARNING SIGNS
El Centro
Southern Pump Station
July 2023
10441-2 ECB016200
Type Message
XIV
XV
XVI
XVII
XVIII
XIX
XX

RADIATION HAZARD

HARD HAT AREA

LOCK OUT SWITCH BEFORE WORKING ON EQUIPMENT

NO SWIMMING

CAUTION-- -FOOT VERTICAL DROP

CAUTION--AUTOMATIC DOOR

DO NOT STARE AT WELDING FLAME
XXI
XXII
XXIII
XXIV

CAUTION--PROTECTIVE GEAR REQUIRED WHILE

SERVICING

CAUTION--MOVING MACHINERY

TRIP MAIN BREAKER INSIDE BUILDING PRIOR TO

WORKING ON TRANSFORMER
EXIT
PART 2 - PRODUCTS

2.1 GENERAL
Sign lettering shall be single stroke and shall contrast in color with the background.

For those messages for which there are international symbols, the international symbols shall be used. Chain mounted signs shall have lettering on both sides.

2.1 MATERIALS
Signs shall be 0.100-inch thick fiberglass with embedded fade-proof legends.

PART 3 - EXECUTION
Signs shall be placed next to the equipment and distributed as follows:

Type Message
I
IV
V
VI
VIII
XIII
XVI

CAUTION--AUTOMATIC EQUIPMENT MAY START AT

ANY TIME

NOTICE--NON-POTABLE WATER--DO NOT DRINK

NO SMOKING

EMERGENCY EYEWASH AND SAFETY SHOWER

DANGER--HIGH VOLTAGE

RESTRICTED AREA-AUTHORIZED PERSONNEL ONLY

LOCK OUT SWITCH BEFORE WORKING ON EQUIPMENT
** END OF SECTION **

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Packet Pg. 382 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 11000

GENERAL REQUIREMENTS FOR EQUIPMENT
El Centro
Southern Pump Station
July 2023
11000-1 ECB016200
SECTION 11000

GENERAL REQUIREMENTS FOR EQUIPMENT
PART 1 - GENERAL

1.1 SCOPE
This Section specifies general requirements which are applicable to all mechanical equipment. The CONTRACTOR is responsible for ensuring that all mechanical equipment meets the requirements of this Section in addition to the specific requirements of the individual equipment specification Section.

1.2 QUALITY ASSURANCE
The manufacture, fabrication and assembly of the equipment and all its parts shall be in accordance with the latest provisions and recommendations of codes and standards authorities like ASTM, ASME, AGMA, ANSI, which are applicable and commonly applied by the water and wastewater equipment manufacturing industries in the manufacturing of such equipment, when it is not specifically indicated in this and other Sections of these specifications.

A. References
The publications referred to hereinafter form a part of these specifications to the extent referenced. The publications are referred to in the text by the basic designation only. The latest edition of referenced publications in effect at the time of the bid shall govern. In case of conflict between the requirements of this Section and the listed standards, the requirements of this Section shall prevail.

American Bearing Manufacturers Association, Inc. (AFBMA) Publications:

ABMA Std 9 Load Ratings and Fatigue Life for Ball Bearings ABMA Std 11 Load and Fatigue Life for Roller Bearings American National Standards Institute (ANSI) Publications:

ANSI B1.1 Unified Screw Threads
ANSI B1.20.1
ANSI B2.1 Pipe Threads (Except Dupeal)
ANSI B16.1 Cast Iron Pipe Flanges and Flanged Fittings, Class 125 ANSI B16.5 Steel Pipe Flanges, Flanged Valves and Fittings, Class 150 ANSI B18.2.1 Square and Hex Bolts and Screws, Including Askew Head Bolts, Hex Cap Screws, and Log Screws
ANSI B18.2.2 Square and Hex Nuts

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Packet Pg. 383 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 11000

GENERAL REQUIREMENTS FOR EQUIPMENT
El Centro
Southern Pump Station
July 2023
11000-2 ECB016200
American Society for Testing and Materials (ASTM) Publications ASTM A193 Alloy-Steel and Stainless Steel Materials for High- Temperature Service
ASTM A194 Carbon and Alloy Steel Nuts for Bolts for High-Pressure and HighTemperature Service ASTM A449 Standard Specification for Quenched and Tempered Steel Bolts and Studs B. Design Requirements
All equipment shall be of new sturdy construction of ample strength for all stresses which may occur during fabrication, transportation, erection and during continuous or intermittent operations and shall be adequately stayed, or braced and anchored, and shall be installed in a neat and workmanlike manner. Appearance as well as utility shall be given consideration in the design of details.

All equipment shall include all production line improvements made up to the delivery or contract date.

The furnishing and installation of equipment shall include testing, painting, checking levels and alignment, furnishing and placing of lubricants of whatever type, and furnishing of factory trained service mechanics or engineers where called for. All equipment when finally installed shall be complete and ready for operation without binding or overloading of critical components or motors. The CONTRACTOR shall furnish at no extra cost to the OWNER all appurtenances, piping, valves, fittings, wiring, supports, hangers, etc. as are required to place the equipment in first class operating condition and in a neat and workmanlike manner.

All fasteners for aluminum shall be stainless steel. All steel other than stainless steel shall be isolated from aluminum with stainless steel, neoprene, or other approved material.

C. Arrangement
The arrangement of equipment shown on the Plans is based upon information available at the time of design and is not intended to show exact dimensions peculiar to a specific manufacturer. The Plans are, in part, diagrammatic, and some features of the illustrated equipment installation may require revision to meet actual equipment installation requirements. Structural supports, foundations, connected piping and valves shown may have to be altered to accommodate the equipment provided. No additional payment will be made for such revisions and alterations which shall be accomplished by the CONTRACTOR and approved by the CONSTRUCTION MANAGER.

D. Unit Responsibility
Equipment systems made up of two or more components shall be provided as a unit by the responsible manufacturer. Unless otherwise specified, the CONTRACTOR shall obtain each system from the supplier of the driven equipment, for which supplier shall provide all

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Packet Pg. 384 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 11000

GENERAL REQUIREMENTS FOR EQUIPMENT
El Centro
Southern Pump Station
July 2023
11000-3 ECB016200
components of the system to enhance compatibility, ease of construction and efficient maintenance. CONTRACTOR is responsible to the OWNER for performance of all systems.

F. Mounting
Support, anchorage, and mounting of all piping, and equipment shall be provided by the CONTRACTOR according to the Uniform Building Code and the manufacturer’s recommendations, unless otherwise specified. All elements required to resist the calculated forces described herein or required by the equipment manufacturer shall be provided by the CONTRACTOR.

1.3 SUBMITTALS
A. The CONTRACTOR shall submit information in accordance with Section 01300, SUBMITTALS, to substantiate compliance with this specification. In addition, the following specific information shall be submitted.

B. Submittals shall be made as specified for each equipment item or group of related equipment items.

C. Identify the equipment by the number listed in the specification section, manufacturer and type designation.

D. Anchor bolt, vibration isolation and seismic restraint design shall be made and signed by a civil or structural CONSTRUCTION MANAGER currently registered in the State of California. Inasmuch as all anchorage of equipment is to be made of poured-in-place concrete elements, it is imperative that types of anchorage be coordinated with the concrete construction so that anchorage may be installed at time of pouring. If calculations and anchorage details are not submitted prior to pouring of concrete, the CONTRACTOR shall become responsible for any strengthening of concrete elements because of superimposed seismic loading.

1.4 OPERATION AND MAINTENANCE INSTRUCTIONS
Submit operation and maintenance instructions in accordance with Section 01730, OPERATING AND MAINTENANCE INFORMATION. A copy of Section 01730 with each paragraph check marked to show compliance shall be submitted. O&M instructions shall be submitted after the submittals specified in Part 1.03, Submittals have been returned “NO EXCEPTIONS TAKEN” or “MAKE CORRECTIONS NOTED.” O&M instructions shall reflect the approved materials and equipment.

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Packet Pg. 385 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 11000

GENERAL REQUIREMENTS FOR EQUIPMENT
El Centro
Southern Pump Station
July 2023
11000-4 ECB016200
PART 2 - PRODUCTS

2.1 FLANGES AND PIPE THREADS
A. Flanges on equipment and appurtenances provided under this Section shall conform in dimensions and drilling to ANSI B16.1, Class 125 or ANSI B16.5, Class 150, as applicable.

Pipe threads shall conform in dimension and limits of size to ANSI B1.1, coarse thread series, Class 2 fit.

B. Threaded flanges shall have a standard taper pipe thread conforming to ANSI B1.20.1.

Unless otherwise specified, flanges shall be flat faced.

C. Flange assembly bolts shall be heavy pattern, hexagonal head carbon steel machine bolts, ASTM A449, with heavy pattern, hot pressed hexagonal nuts conforming to ANSI B18.2.1 and ANSI B18.2.2. Submerged equipment shall have Type 316 stainless steel, ASTM A193, Grade B8M bolts and Type 316 stainless steel ASTM A194 hexagonal nuts conforming to ANSI B18.2.1 and ANSI B18.2.2. Threads shall be Unified Screw Threads, Standard Coarse Thread Series, Class 2A and 2B, ANSI B1.1.

2.2 BEARINGS
A. Unless otherwise specified, equipment bearings shall be oil or grease lubricated, ball or roller type, designed to withstand the stresses of the service specified. Each bearing shall be rated in accordance with the latest revisions of ABMA Methods of Evaluating Load Ratings of Ball and Roller Bearings. Unless otherwise specified, equipment bearings shall have a minimum L-10 rating life of 50,000 hours. The rating life shall be determined using the maximum equipment operating speed.

B. Grease lubricated bearings, except those specified to be factory sealed and lubricated, shall be fitted with easily accessible grease supply, flush, drain and relief fittings. Extension tubes shall be used when necessary. Grease supply fittings shall be standard hydraulic Alemite type.

C. Oil lubricated bearings shall be equipped with either a pressure lubricating system or a separate oil reservoir type system. Each oil lubrication system shall be of sufficient size to safely absorb the heat energy normally generated in the bearing under a maximum ambient temperature of 60°C and shall be equipped with a filler pipe and an external level indicator gage.

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Packet Pg. 386 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 11000

GENERAL REQUIREMENTS FOR EQUIPMENT
El Centro
Southern Pump Station
July 2023
11000-5 ECB016200

2.3 SEALS
A. Mechanical
Unless otherwise specified in the equipment Sections, rotating shafts shall be provided with mechanical seals and stuffing boxes tapped for flushing seal faces. Seals shall be factory installed. Seals shall be internal, single or double as specified, and unbalanced; except balanced seals shall be provided when shaft speed is greater than 3,600 rpm or when pressures are greater than shown in the following table.

Seal Inside Diameter Shaft Speed Sealing Pressure
(inches) (rpm) (psig)
1/2 to 2 Up to 1,800 100
1,801 to 3,600 50
Over 2 up to 4 Up to 1,800 50
1,801 to 3,600 25
Single unbalanced seals shall be Crane 8-1, Durametallic RO, or approved equal unless specified otherwise. Single balanced seals shall be Chesterton 880, Crane 8B-I, or equal.

Double seals shall be Chesterton 241, Durametallic RO/RD, or equal unless specified otherwise.

To maintain the necessary minimum or maximum pressure across the seal faces, spring pressure shall be uniformly distributed to the sealing faces by a coil spring or multiple springs. The rotating seal element shall be clamped to the shaft and provided with an O-ring seal. The stationary seal element shall be sealed with O-ring or gasket material.

Seal faces shall be either tungsten carbide, carbon, silicon carbide or ceramic. Elastomeric materials shall be Viton. Metal parts shall be Type 316 stainless steel.

B. Shaft Packing
Where shaft packing is specified, stuffing boxes shall be tapped to permit introduction of seal liquid and shall hold a minimum of five rows of packing and a bronze lantern ring.

Packing shall be die-molded graphite impregnated non-asbestos packing rings of material suitable for the intended service and as recommended by the manufacturer. Lantern rings shall be of two piece construction and shall be provided with tapped holes to facilitate removal.

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Packet Pg. 387 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 11000

GENERAL REQUIREMENTS FOR EQUIPMENT
El Centro
Southern Pump Station
July 2023
11000-6 ECB016200

2.4 COUPLINGS
Unless otherwise specified in the particular equipment sections, equipment with a driver greater than 1/2 hp, and where the input shaft of a driven unit is directly connected to the output shaft of the driver, shall have its two shafts connected by a flexible coupling which can accommodate angular misalignment, parallel misalignment, end float, and which cushions shock loads and dampens torsional vibrations. The flexible member shall consist of a tire with synthetic tension members bonded together in rubber. The flexible member shall be attached to flanges by means of clamping rings and cap screws, and the flanges shall be attached to the stub shaft by means of taperlock bushings which shall give the equivalent of a shrunk-on fit.

There shall be no metal-to-metal contact between the driver and the driven unit. Each coupling shall be sized and provided as recommended by the coupling manufacturer for the specific application, considering horsepower, speed of rotation, and type of service.

Where torque or horsepower capacities of couplings of the foregoing type is exceeded, Thomas-Rex, Falk Steel Flex, or equal, couplings will be acceptable provided they are sized in accordance with the equipment manufacturer's recommendations and sizing data are submitted. They shall be installed in conformance with the coupling manufacturer's instructions.

The use of mechanical couplings as specified above shall not relieve the CONTRACTOR of his responsibility for precise alignment of all driver and driven units. All metal parts shall be Type 316 stainless steel.

2.5 GUARDS
Exposed moving parts shall be provided with guards which meet the requirements of OSHA.

Guards shall be fabricated of 14 gage steel, 1/2-13-15 expanded metal screen to provide visual inspection of moving parts without removal of the guard. Guards shall be galvanized after fabrication and painted with the equipment. Guards shall be designed to be readily removable to facilitate maintenance of moving parts. Provisions shall be made to extend lube fittings through guards. Any holes in the guards shall be reinforced.

2.6 CAUTION SIGNS
Equipment with guarded moving parts which operate automatically or by remote control shall be identified by signs reading "CAUTION AUTOMATIC EQUIPMENT MAY START AT ANY TIME".

Signs shall be constructed of corrosion proof material. Signs shall be installed near guarded moving parts. Signs shall be in accordance with Section 10441, WARNING SIGNS.

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Packet Pg. 388 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 11000

GENERAL REQUIREMENTS FOR EQUIPMENT
El Centro
Southern Pump Station
July 2023
11000-7 ECB016200

2.7 PRESSURE TAPS, TEST PLUGS AND GAGES
Pressure taps shall be provided on the suction and discharge sides of all pumps and compressors. Pressure and vacuum test plugs and gages shall be provided where specified.

2.8 NAMEPLATES
Nameplates shall be provided on each item of equipment and shall contain the specified equipment name or abbreviation and equipment number. Equipment nameplates shall be engraved or stamped on stainless steel and fastened to the equipment in an accessible location with stainless steel screws or drive pins.

2.9 LUBRICANTS
The CONTRACTOR shall provide for each item of mechanical equipment a supply of the lubricant required for the commissioning period. Lubricants shall be of the type recommended by the equipment manufacturer. The CONTRACTOR shall limit the various types of lubricants by consolidating them, with the equipment manufacturer's approval, into the least number of different types. Not less than 90 days before the date shown in his construction schedule for starting, testing and adjusting equipment, the CONTRACTOR shall provide the CONSTRUCTION MANAGER with 3 copies of a list showing the required lubricants, after consolidation, for each item of mechanical equipment. The list shall show estimated quantity of lubricant needed for a full year's operation, assuming the equipment will be operating continuously.

2.10 SPARE PARTS
Where spare parts are required by the specifications, the spare parts for each separate piece of equipment shall be packed in a heavily constructed painted wood box with hinged cover and a locking clasp. The top of the cover shall be painted with the words "SPARE PARTS" followed by the name and number of the piece of equipment involved.

Each part shall be individually wrapped in a waterproof container and tagged. Spare bearings shall be encapsulated in an airtight plastic film.

Spare parts shall not be used by the CONTRACTOR during the startup and commissioning of equipment.

2.11 SPECIAL TOOLS AND ACCESSORIES
Any and all tools, instruments or accessories of a special nature which are required to assemble, disassemble, maintain or repair any item of equipment shall be furnished by the CONTRACTOR with that piece of equipment. Special tools shall be tagged and well

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Packet Pg. 389 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 11000

GENERAL REQUIREMENTS FOR EQUIPMENT
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Southern Pump Station
July 2023
11000-8 ECB016200
marked indicating their service and the piece of equipment for which their use is intended.

Operation and maintenance manuals shall contain a list and description or pictorial representation of all special tools required for a given piece of equipment.

2.12 LIFTING EYES
Lifting eyes shall be provided on all equipment weighing over 80 lb.

2.13 EQUIPMENT BASES
A. General
Unless the equipment incorporates unit construction using an integral rigid frame, or is specified otherwise, each item of mechanical equipment, together with its driver, shall be mounted on a rigid steel or cast iron base. Cast iron bases are acceptable only if the equipment is not furnished with a vibration isolation system. Steel or cast bases shall be hot-dip galvanized after fabrication and rigidly grouted into place with non-shrink grout. (Finish painting shall be in accordance with Section 09800, PAINTING AND SPECIAL COATING SYSTEMS). Motor mounting hardware for any belt driven configuration shall allow for belt tension adjustment.

PART 3 - EXECUTION

3.1 FACTORY APPLIED COATINGS
Unless otherwise noted, each item of equipment shall be shipped to the site of the Work with a shop applied prime coating meeting the requirements of Section 09800, PAINTING AND SPECIAL COATING SYSTEMS. The prime coating shall be applied over clean, dry surfaces prepared in accordance with Section 09800, PAINTING AND SPECIAL COATING SYSTEMS. The prime coating will serve as a base for field applied finish coats.

3.2 PROTECTION DURING SHIPMENT
Equipment shall be shipped in sealed, weathertight, enclosed conveyances and protected against damaging stresses during transport and handling.

Bearing housings shall be wrapped or otherwise sealed to prevent contamination by grit and dirt; and ventilation and other types of openings shall be taped closed.

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Packet Pg. 390 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 11000

GENERAL REQUIREMENTS FOR EQUIPMENT
El Centro
Southern Pump Station
July 2023
11000-9 ECB016200
Damage shall be corrected to conform to the requirements of the Contract before the assembly is incorporated into the work. The CONTRACTOR shall bear the costs arising out of dismantling, inspection, repair and reassembly.

3.3 INSTALLATION AND TESTING
Equipment shall be provided and tested within the tolerances recommended by the equipment manufacturer.

The CONTRACTOR shall cause each item of equipment to be installed, aligned and tested under the direction of installation engineers who have been factory trained by the equipment manufacturer. Upon completion of the project and as a condition precedent to final acceptance, the CONTRACTOR shall furnish written certification from the equipment manufacturers that each item has been installed, aligned and tested correctly and that the installation meets all of the manufacturer's requirements for efficient, trouble-free operation all in accordance with manufacturers' recommendations.. This provision, however, shall not be construed as relieving the CONTRACTOR of his responsibility for this portion of the work. The CONTRACTOR shall furnish all fuel, lubricants, and other required materials for testing and shall perform all work,

3.4 EQUIPMENT MOUNTING
A. Equipment
Each piece of equipment shall be anchored to resist a minimum lateral force required by the UBC or the manufacturer of the equipment, whichever is greater. This force shall be considered acting at the center of gravity of the piece under consideration. No equipment shall be anchored to vertical structural elements without written approval of the CONSTRUCTION MANAGER.

Equipment which is not vibration isolated shall be anchored directly to the supporting floor system. In addition to the anchorage, all such equipment shall be internally designed so that all static and moving parts are anchored to the supporting framework to resist the imposed seismic force. All forces must be transmitted to the base in order to be anchored as required.

Vibration isolated equipment shall be specially designed to meet these same requirements.

B. Piping
All piping, raceways, accessories, and appurtenances furnished with equipment shall be anchored to resist a lateral seismic force of 40% of its operating weight without excessive deflection. This force shall be considered acting at the center of gravity of the piece under consideration.

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Packet Pg. 391 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 11000

GENERAL REQUIREMENTS FOR EQUIPMENT
El Centro
Southern Pump Station
July 2023
11000-10 ECB016200
Piping with flexible connections and/or expansion joints shall be anchored such that the intended uses of these joints are maintained in the piping system.

C. Ductwork
All ductwork for both heating and ventilating and for mechanical equipment shall be anchored to the floor system(s), walls, or to the roof as shown.

3.5 ROMTEC FURNISHED EQUIPMENT AND FACILITIES
A. The Contractor shall install the Romtec supplied facilities. In general these facilities include the wetwell system, the valve vault system, the control building and appurtenances, the generator and the odor control system. See Appendix C for a complete description of the Romtec Scope of Supply and the supplied facilities. The Contractor is responsible for supply and installation of all other items indicated on final plans or required by building codes, which are not supplied by Romtec.
**END OF SECTION**

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Packet Pg. 392 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
Southern Pump Station
July 2023
11750-1 ECB016200
Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION
SECTION 11750

PRE-PACKAGED

WASTEWATER PUMP

STATION
PART 1 - GENERAL

1.1 DESCRIPTION
A. The work shall include designing and supplying the pumping equipment, piping, valves, meter, vaults, controls, and appurtenances within and adjacent to the 10 ft. diameter wet well as a complete, pre-designed, packaged pump station as shown on drawings and as specified herein. (See Appendix C: Romtec Utilities Scope of Supply and Design Submittal). All components shall be supplied by a single package pump station supplier.

B. This Section includes furnishing and installing a Romtec Utilities, Inc., corrosion proof pre-cast polymer concrete wet well structure with self-cleaning pre-cast bottom and top slab assemblies and other appurtenances as specified or required for a complete installation and for satisfactory operation.

C. Contractor shall be responsible for structural design and calculations of the entire system including wet well and valve vault structures, including top slabs and bottom slabs. Structural design and calculations shall be signed and stamped by a Professional Engineer Registered in CA.

Calculations shall consider presence of groundwater and potential for liquefiable soils.

1.2 SCOPE
A. Package pump station with all listed components supplied by Romtec Utilities, Inc., hereafter designated as the package pump station supplier. The package pump station supplier shall be solely responsible for proper integration, supply, performance, and warranty of all package pump station components delineated in this specification and as shown in Appendix C: Romtec Utilities Scope of Supply and Design Submittal, which shall be used as a guide of the minimum product specifications that shall be met.

B. The package pump station supplier work shall include designing and supplying the piping, mechanical, and appurtenances within and adjacent to the wet well as a complete, pre-designed, packaged pump station as described herein.

C. The package pump station supplier shall provide complete submittal documentation for review including mechanical and electrical component drawings, data sheets and the layout of the package pump station.

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Packet Pg. 393 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
Southern Pump Station
July 2023
11750-2 ECB016200
Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION
D. Package pump station supplier to have a minimum of ten (10) years' experience in complete lift station design and supply.

E. Alternate package pump station suppliers shall demonstrate that they have designed, engineered, produced, and delivered at minimum ten (10) other functioning pump stations of similar type.

Project completion date and a reference contact from the owner of each project must be provided.

Alternate suppliers must also meet all of the requirements of this section and provide references to the Project Manager along with any submittals.

F. Within seven (7) days of contract award, the Contractor shall submit one (1) copy of the drawings and specifications for the prepackaged wastewater pump station described in this section. The drawings shall be of sufficient detail for the Engineer to review for conformity to the contract.

All drawings shall include elevations on the same datum point as in the contract plans.

Contractors wanting to supply products different than what is specified are required to prepare a complete submittal package with all mechanical, structural and electrical items provided by a single package pump station supplier. This shall be submitted ten (10) calendar days prior to the bid opening date. Submittals will be approved or denied prior to bid opening date. Incomplete submittals will be rejected and returned to the bidder.

G. All work performed under this section shall be in accordance with all approved trade practices and manufacturers' recommendations.

H. Complete submittal documentation to be provided by the package pump station supplier.

I. Complete Operation & Maintenance manuals to be provided by the package pump station supplier.

J. A representative of the package pump station supplier must be present the day the lift station is installed to provide technical advice to the contractor.

K. A technician of the package pump station supplier must be present for the initial start-up of the lift station to provide technical advice and training. Start-up to include two (2) days of on-site field service supplied by the package pump station supplier.

L. Package pump station supplier services shall include direction of the pump station field-testing outlined in the Scope of Supply and Design Submittal and activation of the warranty.

M. Pumping equipment shall be furnished with all motors, power cables, pump bases, guide bars and brackets, discharge piping, fittings, anchors, anchor bolts, anchor bolt sleeves and other appurtenances as specified or required for complete installation and for satisfactory operation.

N. All Work performed under this Section shall be in accordance with all approved trade practices and manufacturers' recommendations.

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Packet Pg. 394 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
Southern Pump Station
July 2023
11750-3 ECB016200
Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION
O. A representative of the manufacturer of the pumps shall provide start-up services and training in the operation and maintenance of the equipment.

1.3 SUBMITTAL DOCUMENTATION
The following sections shall be included in the package pump station supplier’s submittal. Incomplete submittals will be rejected and returned to the bidder.

A. INTRODUCTION
B. PRODUCTS AND SERVICES SUPPLIED BY PACKAGE PUMP STATION

SUPPLIER
C. PRODUCTS AND SERVICES NOT SUPPLIED BY PUMP STATION SUPPLIER D. WARRANTY
E. PROJECT DESIGN CRITERIA
F. MECHANICAL
Includes detailed drawings and specifications to be supplied by package pump station supplier.

G. STRUCTURAL
Includes detailed drawings and specifications to be supplied by package pump station supplier.

H. ELECTRICAL
Includes detailed drawings and specifications to be supplied by package pump station supplier.

PART 2 – PRODUCTS

2.1 APPROVED MANUFACTURERS
A. Romtec Utilities, Inc.
18240 North Bank Rd. Roseburg, OR. 97470
Tel: 541-496-9678; Fax: 541-496-0182; Email: [email protected] Web: www.Romtecutilities.com
B. Requests for substitutions will be considered in accordance with provisions of Section 1.

2.2 WET WELL

PREFABRICATED POLYMER WET WELL AND MECHANICAL EQUIPMENT A. Precast 10’ diameter polymer wet well and top slab with hatch and cast-in vent.

Polymer wet well shall be manufactured by Armorck Polymer Concrete.

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Packet Pg. 395 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
Southern Pump Station
July 2023
11750-4 ECB016200
Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION
B. At minimum the wet wall shall be H-20 occasional rated.

C. The safety grate shall be hinged but non-removable and provide fall-through protection per OSHA standards.

D. The hatch shall be able to accommodate Vaughn pump guide brackets and lifting chains.

E. All cored holed with pipe boots as needed
F. Joint sealant as required
G. 10” 304SS discharge piping
H. Alignment brackets
I. The wet well depth will be as shown on approved plans from the rim to the floor.

2.3 WET WELL ACCESS HATCH
A. The hatch shall be H-20 occasional rated.

B. The hatch shall be supplied as shown on the contract drawings. All hardware shall be stainless steel. The hatch shall have a minimum inside opening as shown on the contract drawings.

C. The safety grate shall be hinged but non-removable and provide fall-through protection per OSHA standards.

D. The hatch shall be able to accommodate pump guide brackets and lifting chains.

2.4 SUBMERSIBLE PUMPS
A. Pump characteristics are as follows:

1. Manufacturer: Vaughan Chopper

3. Pumping Rate: 1500 gpm

4. Setup: Duplex

5. Discharge Piping: 10 in. Ductile Iron
B. Motor characteristics are as follows:

1. Horse Power: 40 HP, explosion proof

2. Power: 460 Volt / 3-Phase

3. Impeller Trim: 9.40 in.

C. Pumps, mechanical seals and motor units provided shall be from the same pump manufacturer in order to achieve standardization of operation, maintenance, spare parts, service and warranty.

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Packet Pg. 396 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
Southern Pump Station
July 2023
11750-5 ECB016200
Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION
D. Pumping equipment shall be furnished with all motors, power cables, pump bases, guide bars and brackets, discharge piping, fittings, anchors, anchor bolts, anchor bolt sleeves and other appurtenances as specified or required for complete installation and for satisfactory operation.

E. Each pump to be furnished with a guide rail system consisting of a dual rail system connected to the discharge head and to an upper guide bar holder mounted to the access frame. The guide rail system shall consist of stainless steel guide bar brackets and Schedule 40 type 304 stainless steel pipe.

F. Each pump shall be equipped with complete attachments necessary for lifting the pump and motor from the wet well. Pump lifting sling cables shall be coated to resist the atmospheric conditions present in the wet well.

G. The pump discharge elbows and associated anchors shall be pre-installed in the base at the manufacturer’s facility to provide a complete and integrated installation.

2.5 DISCHARGE PIPING, FITTINGS AND VALVE VAULTS
A. All discharge piping & fittings shall be ductile iron, as shown on the contract drawings.

1. All ductile iron pipe shall be centrifugally cast in conformance to AWWA C-151 unless otherwise specified.

2. All ductile iron pipe & fittings shall be Class 53 thickness.

3. All ductile iron pipe shall be as manufactured by US Pipe or approved equal.

4. Exterior surfaces of all pipe and fittings shall be primed with 3-5 mils of Tnemec N140 and coated with Tnemec 431 Permashield PL, or approved equal. Surface preparation shall be in accordance with manufacturer’s recommendations.

5. All pipe and fittings shall be lined with Protecto 401 epoxy lining, or approved equal.

6. Gaskets and glands shall be provided by the manufacturer of the fitting on which they are to be used and shall be specifically designed for the pipe O.D. equivalent used.

7. All bolts and nuts shall be stainless steel. All bolts and nuts, and all components of mechanical joints shall conform to the requirements of AWWA C-111.

8. Flanged joints for ductile iron pipe shall conform to the requirements of AWWA C-115.

Unless otherwise shown or specified, flanged spools shall be minimum Class 53 thickness.

Gaskets shall be 1/8-inch thick rubber, full face, conforming to the pipe manufacturer's requirements and AWWA C-111.

9. Adaptor Flanges for use in making custom ductile iron spools in exposed (not buried) locations shall be Megaflange Series 2100 for pipe 4 inches through 12 inches in diameter, as manufactured by EBAA Iron, Inc., or approved equivalent. Gaskets shall conform to AWWA C-111 and shall be provided by the manufacturer of the adaptor flange.

B. Check valves shall be Val-Matic Surgebuster Check Valve with a rubber flapper swing check valve, a ductile iron body and cover, and with mechanical indicator. One valve shall also include a backflow actuator. The body shall be long pattern design (not wafer), with integrally cast-on 125 pound, fullfaced end flanges, drilled per ANSI B16.1. Valve shall be fusion bonded epoxy lined and coated.

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Packet Pg. 397 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
Southern Pump Station
July 2023
11750-6 ECB016200
Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION
C. Plug valves shall be Val-Matic Cam-Centric Plug Valve, non-lubricated eccentric plug valves. Plug valves shall be resilient faced plug style and include bi-directional eccentric seating so that the opening movement of the plug results in the plug rising off of the body seat contact. Shall include valve operating key. These valves will have a worm gear assisted actuator. Plug valves shall be fusion bonded epoxy lined and coated.

D. The valve vault shall include a pumping port. See drawings for design configuration.

E. Valves shall be located inside the concrete valve vault as shown on the drawings.

F. The valve vault structure shall be designed to resist all soil and hydraulic pressures, including lateral and hydraulic uplift pressure.

G. Pre-cast valve vault base slab, top slabs and riser sections rings shall conform to the requirements of ASTM C857 except as modified herein.

H. All pre-cast concrete shall be 4500 psi at 28 days. All bar reinforcing shall be grade 60 deformed bars conforming to ASTM A-615 or ASTM-616.

I. The vault shall be an 810 vault design as shown in the drawings. Each cored hole shall have an associated Kor-N-Seal for each particular pipe size entering and exiting the valve vault to ensure no water leakage outside the valve vault.

J. Sealant shall be provided for each section of the valve vault to ensure no water leakage through the joints.

K. Pressure gauges shall be provided.

L. Rough dimensions of the vault is 8’ x 10’ x 7’
M. Meter vault shall include an Endress + Hauser flow meter and all associated wiring and appurtenances to provide flow metering.

N. The hatch shall be H-20 occasional traffic rated.

O. The hatch shall have a minimum inside opening as shown on the contract drawings.

2.6 LEVEL CONTROL SYSTEM
A. The primary level sensing device for pump control shall be a Siemens XPS-15 ultrasonic transducer as shown on the Romtec Utilities, Inc., system drawing.

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Packet Pg. 398 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
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July 2023
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Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION
B. The secondary level sensing device for pump control shall be two (2) floats as manufactured by Nolta with a cable length of 20 m.

Note: The proper mounting bracket shall be included with each level sensing device supplied.

2.7 ODOR CONTROL
A. The odor control system shall be a scrubber by Syneco Systems as defined in the attached Romtec Utilities Scope of Supply and Design Submittal. Syneco Systems – PEACEMAKER Prefilter/H2S Converter, Oxidizing Dry Air Scrubber.

2.8 GENERATOR
A. The generator shall be a 125KW, natural gas powered, shall be sized for two pumps to run together for back-up power per Cummins model 100 GGHH as defined in the attached Romtec Utilities Scope of Supply and Design Submittal or approved equal..

B. The automatic transfer switch shall be an OTEC 225 manufactured by Cummins.

2.9 CONTROLS
A. Pump circuits provided must be adequate to meet all the requirements of the system.

B. Pump motor soft starters shall be rated and properly sized to ensure proper operation of the pumps.

C. Pump circuit breakers rated properly to ensure proper operation of the pumps.

D. All applications single or three phase require surge protection.

E. Transformers shall be fused on the primary and secondary side of the windings.

F. Transformers shall be sized properly to accommodate all controls functions.

G. The controls shall include an intrinsically safe barrier for connection to level sensing devices.

H. The control panel shall be fed and operate on a three phase, 480 Volt circuit.

2.10 PUMP CONTROL PANEL
A. The control panel and associated field devices shall be provided by the package pump station supplier. The control panel shall be prewired and factory tested. The control panel shall be UL listed relating to hazardous locations with intrinsically safe circuit extensions. The pump station control panel shall house the complete electrical system to operate the pump station.

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Packet Pg. 399 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
Southern Pump Station
July 2023
11750-8 ECB016200
Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION
The control panel shall be manufactured by a UL certified panel facility and shall meet all UL698A standards (Industrial control equipment with circuit extensions into hazardous locations). All components shall be UL recognized or listed including those supplied by the pump manufacturer and the control panel shall house all necessary controls including circuit breakers, motor starters, and other equipment specified herein. The panel shall be built to meet NEMA Type 3R ratings and shall in all respects conform to the National Electric Code and all other state and local codes which may apply. The control panel shall include the following:

B. Enclosure

1. Free standing, NEMA 3R painted steel, with inner swing door, 3-point latching mechanism and locking handle. Dimensions 60 in. x 48 in. x 12 in.

C. The control panel features and operation shall be as defined in the attached Romtec Utilities Scope of Supply and Design Submittal.

1. Main Circuit Breaker with operator handle on dead front.

2. Phase monitor - used to prevent pumps from running in a failed position

3. Enclosure Fan Kit

4. Transient voltage surge suppression

5. Allen-Bradley SMC150-C60NBD Soft Starters. These starters shall have an Illuminated pushbutton reset mounted on the control front for electric reset.

6. Pump motor circuit breakers, MCP style, with operator handle through dead front.

7. Pump circuit breakers shall be capable of being locked in the off position.

8. 20A, 2-pole, 480V circuit breaker with field terminals to supply 7.5KW lighting transformer and lighting panel. Panel and transformer supplied by installing contractor. Blower scrubber motor contactor 230V,1-PH, 3.7FLA

9. Hydroranger 400 Level controller to control start and stop levels.

10. HOA selector switches for manual pump control (1 per pump)

11. 2-Position selector switch for blower motor control

12. Elapsed time meters, one per pump

13. Intrinsically safe relays for redundant back-up control.

14. ISB1 = Back-up Stop Float and redundant "High Level Alarm".

15. ISB2 = Back-up Start Float.

16. 5A Circuit breaker mounted on the operator interface to control the Convenience outlet.

17. One GFCI receptacle mounted on dead front door.

18. 2KVA Control power transformer, 1 phase, 480/120VAC

19. Alarm beacon red flashing light

20. Enclosure shall have filtered cooling fans thermostatically controlled.

21. Thermal and Leak detection devices for Vaughan pumps mounted on dead front panel.

22. Enclosure heater and thermostat if low Ambient temperature is below 40 degrees F.

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Packet Pg. 400 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
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July 2023
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Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION

23."Run" pilot light, green, push to test, located on dead front

24. "High Level" pilot light, red, push to test, located on dead front

25. 8"H x 10"W panel space for future RTU equipment

26. All telemetry signals wired to terminal strips directly below the future RTU equipment space.

27. Non-concurrent motor starting on standby power.

28. 1/4 x 1-1/4 Fuse indicating fuse holder for future RTU equipment

29. Terminal blocks used for interconnecting to field devices.

D. Pump Controller
i. The Pump Station Controller shall be a Siemens HydroRanger. ii. The Pump Station Controller shall provide control of a typical pump station, with an intuitive user-interface. The product shall come with pre-built configuration parameters which are selectable via the user interface, including:

1. Functionality for advanced pump control

2. Pump mode, for each pump, between Auto/ Manual / Off a. In manual control (semi-automatic manual) pump switches off at deactivation setpoint and reverts to Auto mode to prevent accidental pump run on b. To pump beyond off set point in manual button must be held down (full manual)

2. Setpoint adjustment for pump activation/deactivation and level alarms

3. Level device from 4-20mA, ultrasonic transducer or remote level a. Redundant level device handling

4. Alternation schemes including:
a. Fixed lead/duty
b. Alternation
c. Alternation by hours run or starts

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Packet Pg. 401 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
Southern Pump Station
July 2023
11750-10 ECB016200
Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION
iii. The field hardware shall include a user interface for operations and configuration. The display shall provide status of most aspects of the pump station, control of pumps, resetting of faults, and configuration of parameters.

2.11 ELECTRICAL REQUIREMENTS
A. Panel wiring to be numbered.

B. Controls shall be pre-wired and tested by a reputable control manufacturing company with a minimum of ten (10) years of custom control fabrication.

C. Control wiring schematics shall be located on the inner door front.

D. Warning labels applied to outer door as per National Electric Code.

2.12 DAVIT CRANE
A. Thern Commander Series 5PT20G Davit Crane shall be supplied for mounting on the wet well top slab.

B. The crane shall include a pedestal type mount.

C. The crane shall include a hand winch with worm gears and brake.

D. The crane shall include lifting cable of sufficient length and strength to lower and lift pumps in and out of the wet well.

E. The crane finish shall be galvanized.

PART 3 - EXECUTION

3.1 PREPARATION
Make field measurements needed to install pumps before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

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Packet Pg. 402 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
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July 2023
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Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION

3.2 INSTALLATION
A. Refer to General Provisions and Specification Section 11000 for basic execution and installation requirements.

B. Furnish and install pumps at location shown on Approved Plans and Submittals.

C. The following installation standards shall be followed:

1. Manufacturer’s installation and warranty requirements

2. Applicable OSHA and Cal OSHA regulations

3. Applicable building, fire, plumbing, and electrical code requirements D. Refer variances between the above documents and Contract Documents to Owner’s Representative.

E. Install pumps to tolerances recommended by Manufacturer. Unless otherwise shown, install pumps true and level using precision gauges and levels.

3.3 TESTING
A. Provide services of factory authorized representative on-site to witness and inspect startup of pump operation. Before startup, check all equipment for proper lubrication, alignment, rotation, and freedom from excessive vibration. Factory authorized representative shall notify Contractor and Owner of any irregularities of installation which might render the Manufacturer’s warranty null and void.

B. Conduct field performance test in presence of Owner’s Representative and Owner’s personnel after at least 24 hours of field operation have occurred to burn in the system.

C. In the event field performance tests show excessive vibration or fail to demonstrate compliance with requirements of Contract Documents or certified curves furnished, Owner shall have the right to either:

1. Decline acceptance of the failing pumps and require Contractor to replace them or

2. Deduct an agreed upon allowance for Owner’s incremental cost of additional power from payment due Contractor.

3.4 FIELD TRAINING OF OWNER’S PERSONNEL
A. In addition to the above, provide services of pump manufacturer’s factory authorized representative on-site for a minimum of eight man-hours (travel time excluded) to provide classroom instruction of Owner’s personnel in proper recommended lubrication, operation, and maintenance procedures, as well as procedures for proper lockout out of each energy sources.

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Packet Pg. 403 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
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July 2023
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Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION
B. The following handouts shall be provided by the manufacturer’s factory authorized representative to all attendees during classroom instruction:

1. Listing of any actions (or inactions) by the Owner which would render the manufacturer’s warranty null and void.

2. Written description of proper lubrication procedures.

3. Written list of all required scheduled maintenance including recommended service intervals to ensure warranty remains valid and to ensure equipment remains functional.

4. Written description of procedures for lockout of each energy source.

3.5 WARRANTY
A. Package pump station supplier shall provide complete system warranty for one (1) year.

B. Manufacturer warranties outside of one (1) year to be provided by component manufacturers.

3.6 SERVICES
A. After installation, a package pump station start-up shall be performed by the installing contractor under the supervision of the package pump station supplier’s authorized representative.

B. Start-up to include two (2) days of on-site field service.

C. Services shall include, but not be limited to, inspection of the completed package pump station installation to ensure that it has been performed in accordance with the D. Pump Manufacturer’s instructions and recommendations, supervision of all field testing and activation of the warranty.

E. The Contractor shall be responsible for coordinating the required field services with the package pump station supplier.

3.7 O&M MANUAL
A. The package pump station supplier is to supply an electronic copy of the Operation & Maintenance manual for all components in this prepackaged wastewater pump station. Separate sections include, but not limited to the following: pumps, controls, and mechanical components.

B. O&M manuals to include all submittal documentation modified, if required, to reflect the as-built condition along with parts lists, maintenance manuals, and electrical schematics.

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Packet Pg. 404 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) El Centro
Southern Pump Station
July 2023
11750-13 ECB016200
Section 11750

PRE-PACKAGED WASTEWATER PUMP STATION

3.8 SPARE PARTS
Furnish the following spare parts for each pump:

QUANTITY PART
1 Mechanical seal
2 Sets of all gaskets and o-rings
1 Duplicate nameplate for each pump and motor provided
** END OF SECTION **

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Packet Pg. 405 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 13121

PRE-ENGINEERED CONTROL BUILDING
El Centro
Southern Pump Station 13121-1 ECB016200
July 2023
SECTION 13121

PRE-ENGINEERED CONTROL BUILDING

PART I-GENERAL

1.1 DESCRIPTION
This Section includes all materials and labor required in the placement and erection of the Romtec Control Building as described herein. Materials shall be supplied by Romtec Inc. (herein referred to as Romtec) or the building Installer (specific supplier indicated for each item). Generally, Work will include: site preparation and grading, excavations for structures, backfill or structural backfill, foundation and pad construction and building construction as shown in the construction drawings.

Contractor shall be responsible for structural design and calculations of the control building, including bottom slab. Structural design and calculations shall be signed and stamped by a Professional Engineer Registered in CA.

A. The work shall include furnishing the sealed architectural, structural, mechanical, and electrical plan sets as well as the structural, mechanical, and electrical building components as a complete, pre-designed packaged control building as shown on drawings and with top mounted AC for cooling, as specified herein.

1.2 SCOPE
A. Packaged control building and all associated design and engineering, with all listed components supplied by Romtec, Inc., hereafter designated as the building supplier. The building supplier shall be a single source design, engineering, and manufacturer who shall supply the packaged control building and meet all the following scope requirements.

B. The contractor is responsible for building installation, hereafter designated as the building installer. Building installer work will generally include: site preparation and grading, excavations for structures, backfill and/or structural backfill, foundation and pad construction, and building construction.

Note: Romtec, Inc., does not serve as the building installer. Romtec, Inc., is only the packaged control building supplier.

C. The packaged control building should be the latest standard product of a building supplier regularly engaged and having at least ten (10) years of experience in packaged control building engineering, design, supply, and construction.

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Packet Pg. 406 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 13121

PRE-ENGINEERED CONTROL BUILDING
El Centro
Southern Pump Station 13121-2 ECB016200
July 2023
D. The building supplier must meet or exceed the product specification which was prepared using the Romtec, Inc., building as a guide and example. Said product specification defines the requirements and specifications for the complete packaged control building.

E. Alternate building suppliers shall demonstrate that they have designed, engineered, produced, delivered, and constructed at minimum ten (10) other functioning packaged control buildings of similar type. Project completion date and a reference contact from the owner of each project must be provided. Building supplier must also meet all of the requirements of this section and provide reference to the project manager with any submittals provided. Alternate building suppliers must also disclose all instances of any prior municipal or landscape architect’s rejection of the same or similar product as an “or equal” to the specified basis of design building package.

F. Contractors wanting to propose an “or equal” building supplier other than Romtec Inc. are required to submit a complete submittal package with full sealed plan sets, calculations, and all pre-engineered structural items, ten (10) calendar days prior to the bid opening date. Any products proposed as “or equal” that are not as specified must be specifically listed and accompanied by the manufacturer’s data sheets for review. This will be approved or denied prior to the bid opening. Incomplete submittals will be rejected and returned to the bidder.

G. The building and its concrete footings, foundation, and slab are to be engineered by the building supplier to meet site specific conditions including wind and snow loading, local frost depth, and ground conditions.

H. Footings are to be dug by the building installer and poured on site to meet local code or permanent structures. A prefabricated, modular mat placed on compacted base is not an accepted equal to a site specific, site poured, engineered foundation.

I. Typical fasteners such as nails, staples, and screws shall be supplied by building installer.

Atypical fasteners shall be supplied by building supplier.

J. Building is to be designed and constructed on site to meet local codes and approvals for permanent structures. Any building that is temporary, permanently relocatable, prefabricated modular, an offsite constructed product, or pre-cast is not an accepted equal to permanent, on site, conventional construction.

K. No outside entity approval will override the local building authority’s codes and inspections.

Seals meant for modular homes and production plant certifications will not be allowed in lieu of sealed plans from a licensed engineer and conventional inspection during construction.

L. Building sidings, treatments, and roofing are to be as specified. Precast buildings with painted textures are not to be considered architecturally equivalent.

M. Within three (3) weeks of contract award, the building supplier shall submit the packaged control building preliminary Scope of Supply and Design Submittal (SSDS), including the plan set drawings with all footings, foundations, slab, and structural details.

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Packet Pg. 407 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 13121

PRE-ENGINEERED CONTROL BUILDING
El Centro
Southern Pump Station 13121-3 ECB016200
July 2023
N. The SSDS is reviewed by the necessary parties and returned to the building supplier with any revisions to the contractual language, product data sheets, and/or plan set drawings. The drawings shall be of sufficient detail for the engineer(s) to review for conformity to the contract.

O. One full round of SSDS revisions are to be provided by the building supplier in the design and engineering services before additional fees apply.

P. The building supplier shall submit complete, code compliant building plans including plans, elevations, sections, and details, under seal of a National Kitchen and Bathroom Association (NKBA) certified technical designer.

Q. The building supplier shall submit complete structural calculations meeting code loads, design loads, and seismic design under seal of a professional Engineer with current license in the state of California.

R The building supplier does not provide a final site plan.

S. The reviewing authority reserves the right to review or reject all submittals at their sole discretion.

T. All work and materials shall comply with the latest industry building codes and regulations for the state of California.

U. Americans with Disabilities Act Accessibility Guidelines (ADAAG) will be followed in design, manufacture, and construction.

V. The specific supplier is indicated for each item. Building supplier, building installer, and owner supplied components are listed as such. Products not listed as building supplier or building installer supplied, are to be owner supplied.

1.3 SUBMITTAL DOCUMENTATION

PRE-ENGINEERED UTILITY BUILDING SUBMITTAL PROCESS
Within three (3) weeks of contract award, the building supplier shall submit the packaged utility building preliminary Scope of Supply and Design Submittal (SSDS) for review that includes the sections defined below, including plan view and elevation drawings. The drawings shall be of sufficient detail for the engineer(s) to review for conformity to the contract.

A. The SSDS is reviewed by the necessary parties and returned to the building supplier with any revisions to the contractual language, product data sheets, and/or plan set drawings.

B. Once the submittal, including plan view and elevation drawings, is approved, the building supplier shall produce full sealed plan sets, including drawings with all footings, foundations, slab, and structural details.

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Packet Pg. 408 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 13121

PRE-ENGINEERED CONTROL BUILDING
El Centro
Southern Pump Station 13121-4 ECB016200
July 2023
The following sections shall be included in the building supplier’s Scope of Supply and Design Submittal. Incomplete submittals will be rejected and returned to the bidder.

A. INTRODUCTION
B. BUILDING SUPPLIER PRODUCTS & SERVICES
C. PRODUCTS & SERVICES NOT SUPPLIED BY BUILDING SUPPLIER D. WARRANTY & LIMITATIONS
E. PROJECT DESIGN

1.4 WARRANTY
A. The building and all its associated components shall be warranted against defects in materials and workmanship for a period of not less than one (1) year from date of final acceptance.

B. Final acceptance is defined as the date that the goods supplied by the building supplier are delivered. In the event that delivery is delayed after a delivery date is agreed upon, the warranty shall begin on the date the goods were originally ready to deliver.

1.5 MAINTENANCE
A. The building supplier does not supply maintenance for the packaged control building.

B. Building maintenance is by the owner
PART 2 – PRODUCTS

2.1 APPROVED MANUFACTURERS
A. Romtec, Inc.
18240 North Bank Rd. Roseburg, OR. 97470
Tel: 541-496-3541; Fax: 541-496-0803; Email: [email protected] Web: www.Romtec.com
B. Requests for substitutions will be considered in accordance with provisions of Section 1.

2.2 BUILDING DESCRIPTION
A. Refer to plans for quantities, dimensions, locations, and installation methods for the materials and items described in this section. The building supplier reserves the right to make substitutions of equivalent materials and items without notice.

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Packet Pg. 409 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 13121

PRE-ENGINEERED CONTROL BUILDING
El Centro
Southern Pump Station 13121-5 ECB016200
July 2023
B. Building dimensions shall match what is indicated on drawings.

2.3 CAST IN-PLACE CONCRETE
A. All equipment, labor, trades and materials shall be supplied by building installer.

1. Includes all materials and labor for foundations/footings, interior slabs, exterior/entry slabs, and sidewalks.

B. Engineered fill shall be ¾” minus crushed aggregate around footings, foundations, and slabs as required.

C. Slab vapor barrier shall be 6-mil continuous plastic under the concrete slab.

D. The foundation shall be installed as designed with all cast in-place concrete poured to dimensions specified in final plans.

1. Footings will be built to 24” depth or local frost depth, whichever is deeper.

2. Minimum compressive strength of 3000 psi at 28 days, 4+/-1” slump, with max ¾” aggregate, cured in accordance with ACI 308.

3. Slabs shall have a fine broom finish with joints required in flat work as shown on plans.

4. Steel rebar shall be installed as specified in final plans.

E. Concrete slab sealer shall be a water-based transparent curing, sealing and dust proofing compound with two (2) coats to be applied per manufacturer’s instructions.

F. Refer to drawings for sidewalks and entry slabs.

1. Minimum concrete compressive strength of 2500 psi at 28 days.

2. Remesh or rebar reinforcement shall be used in sidewalks.

3. All sidewalks shall be finished with a fine broom with control joints installed per local code.

2.4 WALLS
A. Concrete Masonry Units (CMU) shall be supplied by building supplier.

1. Walls shall be constructed of 8"W x 16"L x 8"H mortar joint concrete masonry units (concrete blocks).

2. Blocks shall be manufactured to ASTM C90 designation for load bearing concrete masonry units.

3. Blocks have split exterior face and smooth interior surfaces.

4. Interior wall finish shall be R-13 insulation covered by FRP.

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Packet Pg. 410 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 13121

PRE-ENGINEERED CONTROL BUILDING
El Centro
Southern Pump Station 13121-6 ECB016200
July 2023
B. Masonry (concrete) grout shall be supplied by building installer.

1. Grout shall have a minimum compressive strength of 2500 psi at 28 days, 9+/-1” slump, with max ½” aggregate.

2. Fine or coarse grout may be used in accordance with 2009 UBC.

3. All CMU must be fully grouted and may not be wetted.

4. Hydratite shall be mixed with grout, in a continuous bed for the first course of blocks for a watertight seal at the base of the walls.

C. Rebar in walls shall be supplied by building installer.

1. All walls have # 4 and # 5 rebar, see plans for spacing.

2. All rebar used in building must meet ASTM A615 manufacturing standards and is to be placed per plans.

D. Lexan, steel framed gable windows shall be supplied by building supplier.

E. Door system components shall be supplied by building supplier.

1. Door shall be Steelcraft® SL-18 Series Flush door with honeycomb core, 18 gauge galvannealed A-60 steel, and powder coated.

2. Double door frame shall be pre-welded Steelcraft® 3-Sided flush frame, 16 gauge galvannealed A-60 steel, and powder coated.

3. Masonry door clips (3/16” dia.) for door frame shall be fitted between the doorframe and concrete blocks to bond frame to wall. Door clips allow full internal grouting of the frame during installation.

4. Door hinges shall be ANSI A5112 with non-removable pin and two ball bearings.

5. Door closer shall have double heat treated steel tempered springs, and a triple heat treated steel spindle.

6. Kick plate shall be 34” x 10” with stainless steel finish, preinstalled on door.

7. Door louvers shall be 18” x 18”.

8. Door locks shall be ADA compliant, cylinder deadbolt with stainless steel pull plate and handle.

2.5 ROOFING
A. Roof shall be supplied by building supplier except where noted.

B. Glulam beams shall be 24F-V4 and architectural grade.

1. Seal shall be supplied by building installer.

C. Roof system shall consist of prefabricated structural insulated panels.

1. Panels shall be constructed of expanded polystyrene foam, OSB, and urethane adhesives.

2. Interior finish shall be FRP.

D. Architectural composition roofing shall have a 5-5/8 in. exposure and a nominal size of

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Packet Pg. 411 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 13121

PRE-ENGINEERED CONTROL BUILDING
El Centro
Southern Pump Station 13121-7 ECB016200
July 2023
13-1/4 in. x 39-3/8 in.

2.6 ELECTRICAL
A. Electrical rough-in, installation and trim shall be supplied by building installer.

1. All underground and/or overhead service to building shall be as specified in the final site plan.

2. Electric meter base and all rough wiring, switches, plugs and circuit breakers shall be as shown on final plans. The building supplier does not supply the meter base and meter.

3. Building installer is responsible for all necessary wire, connectors, grounding, conduit etc. to install the components and meet national and local code. The installation of these components shall comply with all state and/or local codes.

B. A top mounted HVAC system for cooling shall be supplied by building supplier.

1. HVAC system shall have a heating capacity of 8,100 BTU/h, wireless thermostat and occupancy sensor, along with tangential fan.

C. Light fixtures shall be supplied by building supplier.

1. Interior wall mounted light fixtures shall have a durable polycarbonate housing, highimpact polycarbonate refractor, and tamperproof screws.

2. Ceiling mounted light fixtures shall be 48” fluorescent.

3. LED wall packs shall be included on each external building side.

D. Main breaker panel shall be single phase main lug load center, Eaton BR2024L125G supplied by building supplier.

1. Breakers hold down kit shall be Eaton BREQS125.

2. Breaks shall be:
(a) 2-Pole, 40A Circuit Breaker Eaton BR240
(b) 2-Pole, 20A Circuit Breaker Eaton BR220
(c) 1-Pole, 20A Circuit Breaker Eaton BR120

3. This panel has been sized to accept only the loads of the building supplier electrical fixture package. The building supplier has the right to modify the main breaker panel to be most efficient based on any changes.

E. Light Transformer shall be 7.5 kW 240/480 x 120/240 acme T-2-53515-3S shall be supplied by building supplier.

2.7 OTHER MATERIALS & EQUIPMENT
A. Unless otherwise specified, the following products and materials are NOT supplied by building supplier.

1. All items not listed in building supplier Products.

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Packet Pg. 412 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 13121

PRE-ENGINEERED CONTROL BUILDING
El Centro
Southern Pump Station 13121-8 ECB016200
July 2023

2. Any item listed as supplied by “owner” or “others”.

B. Unless specified in the plans or submittals, building supplier does not supply the following:

1. Asphalt paving

2. Masonry pavers

3. Sidewalks

4. Landscaping

5. Site grading beyond a ten-foot perimeter outside of the building footprint

6. Drain valves and backflow check valves

7. Drinking fountain guardrails

8. Irrigation Equipment

9. Gutters and downspouts

10. Fire alarm and fire suppression equipment

11. Lighting equipment not attached to the building

12. Electrical and plumbing equipment not included in the plans or data sheets

13. All other items indicated on final plans or required by building codes which are not specifically stated as supplied by Romtec. The Contractor is responsible for supply and installation of all other items indicated on final plans or required by building codes, which are not supplied by Romtec.

PART 3 - EXECUTION
Install the control building and appurtenances in conformance with Romtec Scope of Supply and Design in Appendix C.

3.1 SPECIAL INSPECTION
A If required, special inspection shall be owner supplied.

B. If special inspection is required per the building department or other regulatory agencies, then the building supplier can assist but NOT provide this service.

3.2 INSTALLATION
A. All components to be installed according to the plan sets and/or manufacturer’s instructions.

B. Building supplier is not responsible for final site plan.

3.3 OPERATION & MAINTENANCE MANUALS
A. Upon installation, do not throw away the Operations & Maintenance manuals that are provided by some manufacturers in their packaging. Requests for additional copies from the building supplier will result in subsequent charges.
**END OF SECTION**

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Packet Pg. 413 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15000

PIPING COMPONENTS
El Centro
Southern Pump Station
July 2023
15000-1 ECB016200
SECTION 15000

PIPING COMPONENTS
PART 1 - GENERAL

1.1 WOR K OF THIS SECTION
A. The CONTRACTOR shall furnish and install all piping systems shown and specified, in accordance with the requirements of the Contract Documents. Each system shall be complete with all necessary fittings, hangers, supports, anchors, seismic restraints, expansion joints, flexible connectors, valves, accessories, heat tracing, insulation, lining and coating, testing, disinfection, excavation, backfill and encasement, to provide a complete and functional installation.

B. The piping shown in the Drawings is intended to define the general layout, configuration, routing, methods of support, pipe size, and pipe type. The Drawings are not pipe construction or fabrication drawings. It is the CONTRACTOR's responsibility to develop the details necessary to construct all mechanical piping systems, to accommodate the specific equipment provided, and to provide and install all spools, spacers, adapters, connectors, and other appurtenances for a complete and functional system.

1.2 RELATED SECTIONS
A. The Work of the following Sections applies to the Work of this Section. Other Sections, not referenced below, shall also apply to the extent required for proper performance of this Work.

1. Section 05500, Miscellaneous Metals Work

2. Section 09800, Protective Coating.

3. Section 11000, Equipment General Provisions.

4. Section 15140, Piping Supports.

1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. The Work of this Section shall comply with the current editions of the following codes as adopted by the authority having jurisdiction over the Work:

1. Uniform Mechanical Code.

2. Uniform Plumbing Code.

3. Uniform Fire Code.

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Packet Pg. 414 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15000

PIPING COMPONENTS
El Centro
Southern Pump Station
July 2023
15000-2 ECB016200
B. Except as otherwise indicated in this Section of the Specifications, the CONTRACTOR shall comply with the latest adopted edition of the Standard Specifications for Public Works Construction (SSPWC) together with the latest Regional and Supplement Amendments.

C. Commercial Standards: All equipment, products, and their installation shall be in accordance with the following standards, as applicable, and as indicated in each Section:

1. American Society for Testing and Materials (ASTM).

2. American National Standards Institute (ANSI).

3. American Society of Mechanical Engineers (ASME).

4. American Water Works Association (AWWA).

5. American Welding Society (AWS).

6. American Iron and Steel Institute (AISI).

7. National Fire Protection Association (NFPA).

D. The following standards have been referenced in this Section:

1. ANSI/ASME B1.20.1 Pipe Threads, General Purpose (inch)

2. ANSI B16.5 Pipe Flanges and Flanged Fittings, NPS 1/2 through NPS 24

3. ANSI/AWWA C207 Steel Pipe Flanges for Water Works Service, Sizes 4 in through 144 in.

4. ANSI/AWWA C606 Grooved and Shouldered Joints

5. ANSI/AWS D1.1 Structural Welding Code B Steel

6. ASTM A 36 Specification for Carbon Structural Steel

7. ASTM A 283 Specification for Low and Intermediate Tensile Strength Carbon Steel Plates

8. ASTM A 285 Specification for Pressure Vessel Plates, Carbon Steel, Low- and Intermediate-Tensile Strength

9. ASTM A 307 Specification for Carbon Steel Bolts and Studs, 60000 PSI Tensile Strength

10. ASTM A 325 Specification for High-Strength Bolts for Structural Steel Joints

11. ASTM A 563 Specification for Carbon and Alloy Steel Nuts

12. ASTM D 2000 ClassificationSystem for RubberProducts Automo in tive Applications

13. ASTM/AWWA C219 Bolted, Sleeve-Type Couplings for Plain-End Pipe

14. AWWA Manual M11 Steel Pipe - A Guide for Design and Installation

1.4 CONTRACTOR SUBMITTALS
A. The CONTRACTOR shall furnish submittals in accordance with Section 01300, Submittals.

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Packet Pg. 415 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15000

PIPING COMPONENTS
El Centro
Southern Pump Station
July 2023
15000-3 ECB016200
B. The CONTRACTOR shall submit complete Shop Drawings and certificates, test reports, affidavits of compliance, of all piping systems for review by the CONSTRUCTION MANAGER in accordance with the requirements in Section 01300, Submittals, and as indicated in the individual piping sections. The Shop Drawings shall include dimensions and details on pipe joints, fittings, fitting specials, harnessed joints, valves, and appurtenances, and shall include design calculations and material lists. The submittals shall include detailed layout, spool, or fabrication drawings which show all pipe spools, spacers, adapters, connectors, fittings, and pipe supports and seismic restraints necessary to accommodate the equipment and valves and to provide a complete and functional system.

C. The CONTRACTOR shall submit information in compliance with Section 01730, Operations and Maintenance Information, containing the following:

1. Manufacturer’s product data.

2. Manufacturer’s installation instructions.

3. Manufacturer’s certification of compliance.

4. Statement from the pipe fabricator certifying that all pipe will be fabricated subject to a Quality Control Program.

5. Outline of Quality Control Program.

1.5 QUALITY ASSURANCE
A. Inspection: All pipe shall be subject to inspection at the place of manufacture. The CONTRACTOR shall notify the CONSTRUCTION MANAGER in writing of the date for the start of each phase of pipe production and the dates for the proof of design tests. The notification shall be given at least 14 days prior to the start of the pipe manufacture. During the manufacture of the pipe, the CONSTRUCTION MANAGER shall be given access to all areas where manufacturing is in progress and shall be permitted to make all inspections necessary to confirm compliance with the Specifications.

B. Tests: Except where otherwise indicated, all materials used in the manufacture of the pipe shall be tested in accordance with the applicable specifications and standards.

Welds shall be tested as indicated. The CONTRACTOR shall perform all tests at no additional cost to the OWNER. Copies of all test reports shall be furnished to the CONSTRUCTION MANAGER.

C. Welding Requirements: All welding procedures used to fabricate pipe shall be prequalified under the provisions of ANSI/AWS D1.1. Welding procedures shall be required for, but not necessarily limited to, longitudinal and girth or spiral welds for pipe cylinders, spigot and bell ring attachments, reinforcing plates and ring flange welds, and plates for lug connections.

D. Welder Qualifications: All welding shall be done by skilled welders and welding operators who have certified experience in the methods and materials to be used.

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Packet Pg. 416 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15000

PIPING COMPONENTS
El Centro
Southern Pump Station
July 2023
15000-4 ECB016200
Welders shall be qualified under the provisions of ANSI/AWS D1.1 by an independent, local, approved testing agency not more than 6 months prior to commencing Work on the pipeline. Machines and electrodes similar to those proposed for use in the Work shall be used in qualification tests. The CONTRACTOR shall furnish all material and bear the expense of qualifying welders at no additional cost to the OWNER.

1.6 MANUFACTURER'S SERVICE REPRESENTATIVE
A. Where the assistance of a manufacturer's service representative is necessary to obtain correct pipe joints, supports, or special connections, the CONTRACTOR shall furnish such assistance at no additional cost to the OWNER.

1.7 MATERIAL DELIVERY, STORAGE, AND PROTECTION
A. All piping materials, fittings, valves, and accessories shall be delivered in a clean and undamaged condition and shall be stored off the ground to provide protection against oxidation caused by ground contact. All defective or damaged materials shall be replaced with new materials at no additional cost to the OWNER.

1.8 CLEANUP
A. Upon completion of the Work, the CONTRACTOR shall remove all remaining pipe cuttings, joining and wrapping materials, and other scattered debris, from the site and dispose of all waste materials and debris in accordance with local regulations. The entire piping system shall be handed over to the OWNER in a clean and functional condition.

PART 2 - PRODUCTS

2.1 GENERAL
A. All pipes, fittings, and appurtenances shall be furnished in accordance with the requirements of the applicable Sections of Divisions 2 and 15 and this Section.

B. Pipe Supports: All pipes shall be adequately supported in accordance with the requirements of Section 15140, PIPING SUPPORTS, and as indicated.

C. Lining: The thickness, application, and curing of pipe lining shall be in accordance with the requirements of the applicable Sections of Division 2, unless otherwise indicated.

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Packet Pg. 417 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15000

PIPING COMPONENTS
El Centro
Southern Pump Station
July 2023
15000-5 ECB016200
D. Coating: The thickness, application, and curing of pipe coating shall be in accordance with the requirements of the applicable Sections of Division 2, unless otherwise indicated. Pipes installed above ground or in structures shall be field-painted in accordance with Section 09800, PAINTING AND SPECIAL COATING SYSTEMS.

E. Pressure Rating: All piping systems shall be designed for the maximum expected pressure or as indicated on the piping schedule.

F. Grooved Piping Systems: Grooved couplings on buried piping shall be bonded. All grooved fittings, couplings, and valves shall be from the same manufacturer.

2.2 PIPE FLANGES
A. Flanges: Where the design pressure is 150 psi or less, flanges shall conform to either ANSI/AWWA C207 Class D or ANSI B16.5 150-pound class. Where the design pressure is greater than 150 psi, up to a maximum of 275 psi, flanges shall conform to either ANSI/AWWA C207 Class E, Class F, or ANSI B16.5 150-pound class.

Where the design pressure is greater than 275 psi up to a maximum of 700 psi, flanges shall conform to ANSI B16.5 300-pound class. Flanges shall have flat faces and shall be attached with bolt holes straddling the vertical axis of the pipe unless otherwise shown. Attachment of the flanges to the pipe shall conform to the applicable requirements of ANSI/AWWA C207.

B. Blind Flanges: Blind flanges shall be in accordance with ANSI/AWWA C207. All blind flanges for pipe diameters 12 inches and over shall be provided with lifting eyes in the form of welded or screwed eyebolts.

C. Flange Coating: All machined faces of metal blind flanges and pipe flanges shall be coated with a temporary rust-inhibitive coating to protect the metal until the installation is completed.

D. Flange Bolts: All bolts and nuts shall conform to Section 05500, MISCELLANEOUS METALS. Studs and bolts shall extend through the nuts a minimum of 1/4-inch. All-thread studs shall be used on all valve flange connections, where space restrictions preclude the use of regular bolts.

E. Insulated Flanges: Insulated flanges shall have bolt holes 1/4-inch diameter greater than the bolt diameter.

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Packet Pg. 418 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15000

PIPING COMPONENTS
El Centro
Southern Pump Station
July 2023
15000-6 ECB016200

2.3 MECHANICAL-TYPE COUPLINGS (GROOVED OR BANDED PIPE)
A. General: Cast mechanical-type couplings shall be provided where shown. The couplings shall conform to the requirements of ANSI/AWWA C606. Bolts and nuts shall conform to the requirements of Section 05500, Miscellaneous Metals. All gaskets for mechanical-type couplings shall be compatible with the piping service and fluid utilized, in accordance with the coupling manufacturer's recommendations.

The wall thickness of all grooved piping shall conform to the coupling manufacturer's recommendations to suit the highest expected pressure. To avoid stress on equipment, all equipment connections shall have rigid-grooved couplings, or harness sets in sizes where rigid couplings are not available, unless thrust restraint is provided by other means. The CONTRACTOR shall have the coupling Manufacturer's service representative verify the correct choice and application and workmanship of all couplings and gaskets to assure a correct installation.

B. Manufacturers of Couplings for Steel Pipe, or Equal:

1. Victaulic Style 41 or 44 (banded, flexible).

2. Victaulic Style 77 (grooved, flexible).

3. Victaulic Style 07 or HP-70 (grooved, rigid).

C. Manufacturers of Ductile Iron Pipe Couplings, or Equal:

1. Victaulic Style 31 (flexible or rigid grooving), furnished with flush seal gaskets.

D. Manufacturers of Couplings for PVC Pipe, or Equal:

1. Victaulic Style 775, furnished with radius cut or standard roll grooved pipe ends.

2.4 SLEEVE-TYPE COUPLINGS
A. Construction: Sleeve-type couplings shall be provided as shown on the Drawings in accordance with ANSI/AWWA C219 unless otherwise indicated, and shall be of steel with steel bolts, without pipe stop, and shall be of sizes to fit the pipe and fittings. The middle ring shall be not less than 1/4-inch in thickness and shall be either 5 or 7 inches long for sizes up to and including 30 inches and 10 inches long for sizes greater than 30 inches, for standard steel couplings, and 16 inches long for long-sleeve couplings. The followers shall be single-piece contoured mill section welded and cold-expanded as required for the middle rings. They shall be of sufficient strength to accommodate the number of bolts necessary to obtain adequate gasket pressures without excessive rolling. The shape of the follower shall be designed to provide positive confinement of the gasket. Bolts and nuts for buried couplings shall be Type 316 stainless steel. Bolts and nuts for exposed couplings

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Packet Pg. 419 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15000

PIPING COMPONENTS
El Centro
Southern Pump Station
July 2023
15000-7 ECB016200
shall conform to the requirements of Section 05500, Miscellaneous Metals and shall be coated in accordance with Section 09800, Painting and Special Coating Systems.

Buried sleeve-type couplings shall be fusion bonded epoxy lined and coated at the factory in accordance with AWWA C213, and shall also receive a petrolatum/wax tape coating in accordance with Section 09800, Protective Coating.

B. Pipe Preparation: The ends of the pipe, where indicated, shall be prepared for flexible steel couplings. Plain ends for use with couplings shall be smooth and round for a distance of 12 inches from the ends of the pipe, with outside diameter not more than 1/64-inch smaller than the nominal outside diameter of the pipe. The middle ring shall be tested by cold-expanding a minimum of one percent beyond the yield point, to proof-test the weld to the strength of the parent metal. The weld of the middle ring shall be subjected to air test for porosity.

C. Gaskets: Gaskets for sleeve-type couplings shall be rubber-compound material that will not deteriorate from age or exposure to air under normal storage or use conditions. Gaskets for wastewater and sewerage applications shall be Buna "N," grade 60, or equivalent suitable elastomer. Gaskets shall be immune to attack by impurities normally found in water or wastewater. All gaskets shall meet the requirements of ASTM D 2000, AA709Z, meeting Suffix B13 Grade 3, except as noted above. All gaskets shall be compatible with the piping service and fluid conveyed. The rubber in the gasket shall meet the following specifications:

1. Color - Jet Black.

2. Surface – Nonblooming.

3. Durometer Hardness - 74 ± 5.

4. Tensile Strength - 1,000 psi minimum.

5. Elongation - 175 percent minimum.

D. Restrained Joints: Sleeve-type couplings on pressure lines shall be harnessed, unless thrust restraint is provided by other means. Harnesses shall conform to the requirements of the appropriate reference standard, to the requirements specified herein, or to the Drawings.

1. Joint Harnesses for Sleeve-Type Couplings on Steel Water Pipelines: Bolts and stud materials shall conform to ASTM A307, Grade B. Nuts shall conform to ASTM A563, Grade A, heavy hex. Lug material shall conform to one of the following: ASTM A36; ASTM A283 Grade B, Grade C, or D; or ASTM A285, Grade C. Lug dimensions shall be as shown in AWWA Manual M11.

Lugs shall be Type P for pipe from 6- through 10-inch diameter, and Type RR for pipe 12-inch diameter and larger.

2. End Thrust: Joint harnesses shall be designed to accommodate the design working pressure as shown on the drawings plus a surge allowance of 25 percent.

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Packet Pg. 420 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15000

PIPING COMPONENTS
El Centro
Southern Pump Station
July 2023
15000-8 ECB016200

3. Coating of Joint Harnesses: Coatings for joint harnesses shall conform to Section 09800, PAINTING AND SPECIAL COATING SYSTEMS. Buried joint harnesses shall be coated with a petrolatum/wax tape coating in accordance with Section 09800, PAINTING AND SPECIAL COATING SYSTEMS.

E. Manufacturers, or Equal:

1. Dresser, Style 38.

2. Ford Meter Box Co., Inc., Style FC1 or FC3.

3. Smith-Blair, Style 411.

2.5 FLEXIBLE CONNECTORS
A. Flexible connectors shall be installed in all piping connections to engines, compressors, and other vibrating equipment, and where shown on the Drawings.

Flexible connectors for service temperatures up to 180 degrees F shall be flanged, reinforced Neoprene or Butyl spools, rated for a working pressure of 40 to 150 psi, or reinforced, flanged duck and rubber, as best suited for the application, unless otherwise shown. Flexible connectors for service temperatures above 180 degrees F shall be flanged, braided stainless steel spools with inner, annular, corrugated stainless steel hose, rated for minimum 150 psi working pressure, unless otherwise shown on the Drawings. The connectors shall be 9 inches long, face-to-face flanges, unless otherwise shown on the Drawings. The material selection shall be as recommended by the manufacturer. The CONTRACTOR shall submit manufacturer's Shop Drawings and calculations to the CONSTRUCTION MANAGER.

2.6 EXPANSION JOINTS
A. All piping subject to expansion and contraction shall be provided with sufficient means to compensate for such movement, without transfer of undue forces to equipment or structures. This may be accomplished with expansion loops, bellowstype expansion joints, or sliding-type expansion joints. Expansion joints shall be of stainless steel, monel, rubber, or other materials suited for the type of service expected. The CONTRACTOR shall submit to the CONSTRUCTION MANAGER detailed calculations and manufacturer's Shop Drawings, guaranteeing satisfactory performance of all proposed expansion joints, piping layouts showing all anchors and guides, and information on materials, temperature and pressure ratings.

2.7 PIPE THREADS
A. All pipe threads shall be in accordance with ANSI/ASME B1.20.1

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Packet Pg. 421 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15000

PIPING COMPONENTS
El Centro
Southern Pump Station
July 2023
15000-9 ECB016200

2.8 FLEXIBILITY
A. Unless otherwise specified, piping 2 inches in diameter and larger passing from concrete to earth shall be provided with two pipe couplings or flexible joints as specified within 2 feet or one pipe diameter of the structure, whichever is greater.

Where required for resistance to pressure, mechanical couplings shall be restrained in accordance with AWWA M11, paragraph 13.10, Tables 13-6 and 13-7, and Figure 13-17.

PART 3 - EXECUTION

3.1 GENERAL
A. All pipes, fittings, and appurtenances shall be installed in accordance with the requirements of Divisions 2 and 15. The lining manufacturer shall have full responsibility for the complete, final product and its application. All pipe ends and joints at screwed flanges shall be epoxy-coated to assure continuous protection.

B. Where core drilling is required for pipes passing through existing concrete, the core drilling locations shall be determined by radiograph of the concrete structure to avoid damage to embedded raceways, conduit, pipe, and reinforcing steel. ** END OF SECTION **

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Packet Pg. 422 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15107

SPECIALTY VALVES
El Centro
Southern Pump Station
July 2023
15107-1 ECB016200
SECTION 15107

SPECIALTY VALVES
PART 1 - GENERAL

1.1 SCOPE
This Section specifies specialty valves which are auxiliary to process piping systems. Refer to Section 11000, GENERAL REQUIREMENTS FOR EQUIPMENT, for additional requirements that apply.

1.2 QUALITY ASSURANCE
A. References
The publications referred to hereinafter form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. The latest edition of referenced publications in effect at the time of the bid shall govern. In case of conflict between the requirements of this Section and the listed standards, the requirements of this Section shall prevail.

American National Standards Institute (ANSI) Publications:

ANSI B16.1 Cast Iron Pipe Flanges and Flanged Fittings
American Society for Testing and Materials (ASTM) Publications:

ASTM A536 Ductile Iron Castings
ASTM B62 Composition Bronze or Ounce Metal Castings
B. Experience
All equipment furnished under this Section shall be of a manufacturer who has been regularly engaged in the design and manufacture of the equipment for a period not less than 5 years. The supplier shall submit evidence of his experience and the successful operation of equipment of similar size, rating, and application at a minimum of three facilities.

C. Equipment Warranty and Guarantees
The equipment manufacturer shall warrant the units being supplied to the OWNER against defects in workmanship and material for a period of one year from the date of equipment startup. In the event that the equipment fails to perform as specified, the equipment manufacturer shall promptly repair or replace the defective equipment at no cost to the OWNER.

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Packet Pg. 423 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15107

SPECIALTY VALVES
El Centro
Southern Pump Station
July 2023
15107-2 ECB016200

1.3 SUBMITTALS
The CONTRACTOR shall submit information in accordance with Section 01300, SUBMITTALS, to substantiate compliance with this specification. In addition, the following specific information shall be submitted:

A. Manufacturer's Data
Catalog cuts showing manufacturer’s name and catalog number.

Flow and pressure ratings; materials of construction; details of end connections; protective coatings; operator types.

B. Specification Compliance
A copy of this specification section, with addenda updates, and all referenced sections, with addenda updates, with each paragraph check marked to show specification compliance or marked to show deviation.

A copy of the portion of Section 01300, SUBMITTALS that applies to this submittal shall be neatly and clearly marked by a check mark or circled indicating it has been reviewed and, as a minimum, complies with each requirement outlined or marked to show any deviation.

1.4 OPERATION AND MAINTENANCE INSTRUCTIONS
Submit operation and maintenance instructions in accordance with Section 01730, OPERATING AND MAINTENANCE INFORMATION. A copy of Section 01730 with each paragraph check marked to show compliance shall be submitted. O&M instructions shall be submitted after the submittals specified in Part 1.03 of this section have been returned “NO EXCEPTIONS TAKEN” or “MAKE CORRECTIONS NOTED”. O&M instructions shall reflect the approved materials and equipment.

PART 2 – PRODUCTS

2.1 AIR RELEASE VALVES
A. Combination Air and Vacuum Valves
Combination air/vacuum air release valves shall be float operated, simple lever type. Valves shall be suitable for pressures up to 150 psi. Body and cover shall be cast iron, float shall be Type 316 stainless steel, seat shall be synthetic rubber, and other internal parts shall be Type 316 stainless steel. Valves shall be APCO Model 145C, Crispin UL20, or approved equal.

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Packet Pg. 424 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15107

SPECIALTY VALVES
El Centro
Southern Pump Station
July 2023
15107-3 ECB016200
B. Air Release Valves
Air release valve bodies and covers shall be constructed of cast iron. The float shall be stainless steel and all other internal metal parts shall be stainless steel. The valve seat shall be BUNAN. Valve size shall be 1-inch and the orifice size shall be 3/32 inch. Valves shall be APCO Model 50, Crispin, or approved equal.

2.2 HOSE VALVES
Unless specified otherwise, hose valves shall be a 1.5-inch diameter, brass angle valve, composition disc, Crane 17, Lunkenheimer 214, Powell 151, or approved equal with threaded nipple adapter for hose connection.

2.5 STOP AND DRAIN VALVES
Stop and drain valves shall be Hays 1000, James Jones Co., or approved equal.

PART 3 - EXECUTION

3.1 PREPARATION FOR SHIPMENT
Insofar as is practical, the equipment specified herein shall be factory assembled. Parts and assemblies that are of necessity shipped disassembled shall be packaged and tagged in a manner that will protect the equipment from damage and facilitate the final assembly in the field. Generally, machined and unpainted parts shall be protected from damage by the elements with the application of strippable, protective coatings. Provide all lubricant required for initial lubrication.

3.2 INSTALLATION
Specialty valves shall be installed in accordance with the manufacturer's recommendations and as shown on the Plans.

3.3 FIELD TESTING
Field testing shall demonstrate proper operation of the equipment and compliance with the plans and these specifications. All equipment that fails any test shall be rejected, and complete retesting shall be required at the CONTRACTOR's expense after the CONTRACTOR makes corrections or modifications to equipment which has previously failed any test. All field tests shall be witnessed by the CONSTRUCTION MANAGER. Installation shall be complete and the units shall be serviced, tested, adjusted, and ready for use before the field tests are

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Packet Pg. 425 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15107

SPECIALTY VALVES
El Centro
Southern Pump Station
July 2023
15107-4 ECB016200
scheduled. Written notice of the scheduled dates for the field tests shall be given to the CONSTRUCTION MANAGER at least 10 days prior to the field test dates. The notice shall include a written test schedule listing the tests, the test procedure, the criteria for a satisfactory test, and special measurement equipment to be employed. If minor repairs or adjustments are made during the tests, additional testing shall be performed as required by the CONSTRUCTION MANAGER.
**END OF SECTION**

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Packet Pg. 426 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15140

PIPING SUPPORTS
El Centro
Southern Pump Station
July 2023
15140-1 ECB016200
SECTION 15140

PIPING SUPPORTS
PART 1 - GENERAL

1.1 SCOPE
This Section includes the requirements for furnishing and installation of all piping supports.

1.2 SUBMITTALS
The CONTRACTOR shall submit information in accordance with Section 01300, SUBMITTALS, to substantiate compliance with this Specification. In addition, the following shall be submitted:

A. Detail Drawings indicating types of supports and their location.

B. Catalog cuts of proposed products.

C. Legend including Plan number, pipe services, pipe weight (in service), support type, support material or finish, distance to floor, support spacing and maximum vertical load.

D. Seismic loading of support shall also be included (i.e., seismic spacing, seismic load and allowable load.)
E. Seismic calculations signed by a Licensed Professional Engineer.

PART 2 - PRODUCTS

2.1 GENERAL
A. All piping shall be supported against sag, lateral and vertical movement in a manner which will prevent undue strain on any valve, fitting, pipe or piece of equipment. Unless otherwise indicated on the Plans, exposed piping shall be supported at the base of all risers, at intervals not to exceed 5 feet on all horizontal runs of pipe 2 inches and smaller, at intervals not to exceed 8 feet on all horizontal runs of pipe 2-1/2 inches through 4 inches, and at intervals not to exceed 12 feet on all horizontal runs of pipe larger than 4 inches.

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Packet Pg. 427 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15140

PIPING SUPPORTS
El Centro
Southern Pump Station
July 2023
15140-2 ECB016200
B. Plastic piping (Schedule 80 PVC at 100°F) less than 4-inch diameter shall be supported at intervals not to exceed 5-feet; 4-6-inch in diameter may be supported at intervals not exceeding 7-feet, pipe 8-inch and above at intervals not to exceed 10- feet. (For other plastics, other schedules and temperatures over 100°F, pipe support spacing shall be reduced as recommended by the pipe Manufacturer).

C. In addition, pipe supports shall be provided at changes in direction or elevation, adjacent to flexible couplings, at pipe connections to equipment, and where otherwise shown. Pipe supports and hangers shall not be installed in equipment access areas.

D. Pipe support system components shall be designed to withstand the dead loads imposed by the weight of pipes filled with water and shall have a minimum factor of safety of five (5). In addition, all piping 2 1/2-inch inside diameter and larger, shall be braced for Seismic Zone 4 forces in accordance with Section 2312(g) of the Uniform Building Code, current edition.

E. Piping shall be supported as described hereinafter and as shown by the pipe support details on the Plans. Manufacturer's catalog figure numbers are typical of the types and quality of standard pipe supports and hangers to be employed. Special support and hanger details are shown for locations where standard catalog supports are not applicable.

F. No attempt has been made to indicate all required pipe supports on the Plans. The absence of pipe supports and details on any Plans shall not relieve the CONTRACTOR of the responsibility for providing a satisfactory piping support system in conformance with the functional and specific support spacing requirements of these Specifications. Where a specific type of support or anchorage is shown on the Plans, however, only that type support shall be furnished.

G. No use shall be made of wire, straps, chains, or such for supporting piping. Expansion shields may only be used for anchoring support brackets to existing walls. No pipe shall be supported from the pipe below it or hung from the pipe above it unless approved in writing by the CONSTRUCTION MANAGER.

2.2 HANGERS AND SUPPORTS
A. In general, all piping in galleries, along walls and ceilings, buildings and other exposed areas shall be supported by a steel metal frame support system, Unistrut, Elcen, or approved equal.

All brackets, clamps, hangers, fittings, accessories, nuts, bolts, and anchor bolts utilized with the channels shall be as recommended by the Manufacturer. Materials shall be galvanized steel except in the following circumstances where materials shall be Type 316 stainless steel:

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Packet Pg. 428 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 15140

PIPING SUPPORTS
El Centro
Southern Pump Station
July 2023
15140-3 ECB016200
1) When indicated on the Plans,
2) If support is submerged or within 10-feet of the water surface or 3) Within a chemical room or hazardous environment.

Where a metal frame pipe support system is not used, horizontal piping shall be supported by Fee and Mason 100 Series; Anvil Company Inc., Figure 260 or 590; or approved equal, clevis hangers with threaded rods sized according to the Plans and with concrete inserts, Fee and Mason, Anvil Company Inc., Figure 28 or approved equal. Where it is not possible to cast inserts in the concrete, use may be made of clevis plates, Anvil Figure 49; Fee and Mason; or approved equal, with Type 316 stainless steel concrete anchors. Vertical riser clamps shall be Bergen Paterson Inc., Part No. 126; Anvil Company Inc., Figure 261; or approved equal. All supports shall be hot-dip galvanized unless specified otherwise.

Pedestal pipe supports shall be adjustable, with stanchion, saddle, and anchoring flange as shown, Anvil, Fee, and Mason, or approved equal. All pedestal supports shall be hot-dip galvanized unless noted otherwise. Provide neoprene waffle isolation pad under anchoring flanges, adjacent to equipment or where otherwise required to provide vibration isolation.

Pads shall be Mason Industries Inc., Type W; Fabreeka Products Company; or approved equal.

PART 3 - EXECUTION

3.1 PAINTING
Supports shall be field primed and painted as specified in Section 09800-PAINTING AND SPECIAL COATING SYSTEMS. Colors shall match pipe service color, wall or ceiling color.

3.2 INSTALLATION
Nonshrink grout shall be used under the floor flanges to give level bearing, and floor flanges shall be bolted to the floor with four (4) stainless steel bolts cast in the concrete, if possible, or using Type 316 stainless steel concrete anchors.

Where concrete supports are used under piping, the supports shall be placed 1-inch low, then, not earlier than 1-day later, the piping grouted in place with nonshrink grout.

Valves in plastic pipelines shall be secured and anchored so there will be no apparent movement in the valve body and pipe during normal operation of the valve. **END OF SECTION **

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Packet Pg. 429 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 16050

BASIC ELECTRICAL MATERIALS AND METHODS
El Centro
Southern Pump Station 16050-1 ECB016200
July 2020
SECTION 16050

BASIC ELECTRICAL MATERIALS AND METHODS
PART 1 - GENERAL

1.1 RELATED DOCUMENTS
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

1.2 SUMMARY
A. This Section includes the following:

1. Electrical equipment coordination and installation.

2. Common electrical installation requirements.

1.3 DEFINITIONS
ATS: Acceptance Testing Specifications.

1.4 QUALITY ASSURANCE
Test Equipment Suitability and Calibration: Comply with NETA ATS, “Suitability of Test Equipment” and “Test Instrument Calibration.”

1.2 COORDINATION
A. Coordinate chases, slots, inserts, sleeves, and openings with general construction work and arrange in building structure during progress of construction to facilitate the electrical installations that follow.

1. Set inserts and sleeves in poured-in-place concrete, masonry work, and other structural components as they are constructed.

B. Sequence, coordinate, and integrate installing electrical materials and equipment for efficient flow of the Work. Coordinate installing large equipment requiring positioning before closing in the building.

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Packet Pg. 430 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 16050

BASIC ELECTRICAL MATERIALS AND METHODS
El Centro
Southern Pump Station 16050-2 ECB016200
July 2020
C. Coordinate electrical service connections to components furnished by utility companies.

1. Coordinate installation and connection of exterior underground and overhead utilities and services, including provision for electricity-metering components.

2. Comply with requirements of authorities having jurisdiction and of utility company providing electrical power and other services.

PART 2 – PRODUCTS (NOT USED)
PART 3 – EXECUTION

3.1 COMMON REQUIREMENTS FOR ELECTRICAL INSTALLATION
A. Comply with NECA 1.

B. Measure indicated mounting heights to bottom of unit for suspended items and to center of unit for wall-mounting items.

C. Headroom Maintenance: If mounting heights or other location criteria are not indicated, arrange and install components and equipment to provide maximum possible headroom consistent with these requirements.

D. Equipment: Install to facilitate service, maintenance, and repair or replacement of components of both electrical equipment and other nearby installations. Connect in such a way as to facilitate future disconnecting with minimum interference with other items in the vicinity.

E. Right-of-Way: Give to raceways and piping systems installed at a required slope.

3.2 FIRESTOPPING
Apply firestopping to cable and raceway penetrations of fire-rated floor and wall assemblies to achieve fire-resistance rating of the assembly. Firestopping materials and installation requirements are specified in Division 7.

3.3 FIELD QUALITY CONTROL
Inspect installed sleeve and sleeve-seal installations and associated firestopping for damage and faulty work.

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Packet Pg. 431 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 16050

BASIC ELECTRICAL MATERIALS AND METHODS
El Centro
Southern Pump Station 16050-3 ECB016200
July 2020

3.4 REFINISHING AND TOUCHUP PAINTING
A. Refinish and touch up paint. Paint materials and application requirements are specified in Division 9.

1. Clean damaged and disturbed areas and apply primer, intermediate, and finish coats to suit the degree of damage at each location.

2. Follow paint manufacturer's written instructions for surface preparation and for timing and application of successive coats.

3. Repair damage to galvanized finishes with zinc-rich paint recommended by manufacturer.

4. Repair damage to PVC or paint finishes with matching touchup coating recommended by manufacturer.

3.5 CLEANING AND PROTECTION
A. On completion of installation, including outlets, fittings, and devices, inspect exposed finish. Remove burrs, dirt, paint spots, and construction debris.

B. Protect equipment and installations and maintain conditions to ensure that coatings, finishes, and cabinets are without damage or deterioration at time of Substantial Completion.
**END OF SECTION**

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Packet Pg. 432 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 16055

OVERCURRENT PROTECTIVE DEVICE COORDINATION
El Centro
Southern Pump Station 16055-1 ECB016200
July 2020
SECTION 16055

OVERCURRENT PROTECTIVE DEVICE COORDINATION
PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section

1.2 SUMMARY
A. This Section includes computer-based, fault-current and overcurrent protective device coordination studies, and the setting of these devices.

1. Coordination of series-rated devices is permitted where indicated on Drawings.

1.3 SUBMITTALS
A. Product Data: For computer software program to be used for studies.

B. Product Certificates: For coordination-study and fault-current-study computer software programs, certifying compliance with IEEE 399.

C. Qualification Data: For coordination-study specialist.

D. Other Action Submittals:

1. Coordination-study input data, including completed computer program input data sheets.

2. Coordination-study report.

3. Equipment evaluation report.

4. Setting report.

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Packet Pg. 433 Attachment: Volume II - Technical Specifications (4185 : Approval of Plans and Specifications - Southern Pump Station Project) Section 16055

OVERCURRENT PROTECTIVE DEVICE COORDINATION
El Centro
Southern Pump Station 16055-2 ECB016200
July 2020

1.4 QUALITY ASSURANCE
A. Studies shall use computer programs that are distributed nationally and are in wide use.

Software algorithms shall comply with requirements of standards and guides specified in this Section. Manual calculations are not acceptable.

B. Coordination-Study Specialist Qualifications: An organization experienced in the application of computer software used for studies, having performed successful studies of similar magnitude on electrical distribution systems using similar devices.

Testing Agency Qualifications: Member company of the InterNational Electrical Testing Association (NETA).

1. Testing Agency's Field Supervisor: Person currently certified by the InterNational Electrical Testing Association (NETA) to supervise testing specified in Part 3.

C. Comply with IEEE 399 for general study procedures.

D. Comply with IEEE 242 for short-circuit currents and coordination time intervals.

PART 2 - PRODUCTS

2.1 COMPUTER SOFTWARE DEVELOPERS
A. Computer Software Developers: Subject to compliance with requirements, provide computer software programs developed by one of the following:

B. Manufacturers.

1. Easy Power

2. SKM Systems Analysis, Inc

2.2 COMPUTER SOFTWARE PROGRAM REQUIREMENTS
A. Comply with IEEE 399.

B. Analytical features of fault-current-study computer software program shall include "mandatory," "very desirable," and "desirable" features as listed in IEEE 399, Table 7-4.

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OVERCURRENT PROTECTIVE DEVICE COORDINATION
El Centro
Southern Pump Station 16055-3 ECB016200
July 2020
C. Computer software program shall be capable of plotting and diagramming time-currentcharacteristic curves as part of its output. Computer software program shall report device settings and ratings of all overcurrent protective devices.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Examine Project overcurrent protective device submittals for compliance with electrical distribution system coordination requirements and other conditions affecting performance.