Agenda packet — San Carlos City Council, February 9, 2026 (part 2 of 3)

G. A copy of the approved discharge permit, if permit is required.

H. The CITY’s review of Dewatering Control Plan or any other Plan shall not relieve the CONTRACTOR from his obligation to meet these Specifications, applicable OSHA, and Cal/OSHA requirements for excavation safety, or any other worker safety provisions.

I. Submit a copy of Cal/OSHA excavation permit prior to excavation work.

J. Submit drawings and data showing the method to be employed in dewatering excavated areas thirty (30) days before commencement of excavation.

1. Material shall include: location, depth and size of headers, sumps, ditches, size and location of discharge lines, capacities of pumps and standby units, and detailed description of dewatering methods to be employed to convey the water from site to adequate disposal.

2. Include a written report outlining control procedures to be adopted if dewatering problem arises.

3. Material submitted shall be in a format acceptable for inclusion in required permit applications to any and all regulatory agencies for which permits for discharge water from the dewatering system are required due to the discharge reaching regulated bodies of water.

K. Inspection reports.

L. All other required permits.

1.05 PROJECT CONDITIONS

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A. Contractor shall assume the presence of groundwater will exist, assume groundwater will be within 3-feet of existing grade.

B. Groundwater elevations along Shoreway Road will likely match the tidal/sea level elevations due to proximity to Steinberger Slough.

C. Groundwater levels may fluctuate due to tidal influences, seasonally, and/or over a period of years,
D. Repair, subjected to the ENGINEER’s acceptance, any damage, disruption, or interference resulting directly or indirectly from dewatering operations.

E. Make dewatering facilities accessible to the CITY at any time for monitoring purposes.

1.06 DESIGN CRITERIA
A. Design dewatering systems to satisfy the following objectives:

1. Effectively control water to provide a dewatered and stable work area required to safety complete the Work.

2. Provide continuous control of water and the safety of dewatered areas at all times during the course of construction, including weekends and holidays and during period of work stoppage.

3. Provide adequate backup systems to provide for (1) and (2), above.

4. If the CONTRACTOR chooses to use electric driven pumping equipment, a backup power source shall be provided. Should the CONTRACTOR choose to use engine driven pumps, he shall maintain, on site, sufficient fuel reserves to operate the pumps for a period of at least 8 hours.

5. Meet the requirements of all applicable legislative statutes, judiciary decisions, codes, ordinances, and regulations, including those pertaining to the local noise ordinances.

B. Include the monitoring and recording system in the design, and criteria for achievement or objectives.

C. Include proof that design is viable and not expected to create problems.

D. Treatment may be required to limit the turbidity below the threshold of the receiving City storm drain pipe, All sediment or other matter removed during treatment shall be properly disposed of. CONTRACTOR is responsible to limit dewatering turbidity below that of permit requirements. CONTRACTOR shall make adjustments to dewatering system as directed by ENGINEER to comply with permit requirements.

E. Temporary dewatering structures shall consist of clean washed gravel, sandbags, or other non-erodible material and shall be completely removed from the work area at project completion.

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F. CONTRACTOR shall design the dewatering system to limit lowering of the water table and prevent settlement of surrounding improvements, PART 2 PRODUCTS

2.01 EQUIPMENT
A. Provide dewatering equipment with totalizing flow meters to accurately determine flow rates and the quantity of water pumped. Install flow meters no close than five (5) feet from any bend in the discharge pipe or further if recommended by the flow meter manufacturer. Monitor and record the volume of water pumped per calendar day.

B. Provide a Section of clear piping, a minimum of twelve (12) inches long, for observation of turbidity in the discharge piping. Maintain as necessary to allow for observation of flow.

PART 3 EXECUTION

3.01 EQUIPMENT
A. Equipment shall be suitable for the work to be done and shall be in good operating condition. Equipment operator sand workmen are to be skilled in such operations and shall be completely supervised.

3.02 SITE CONDITIONS
A. Prior to bidding on the Work, the CONTRACTOR shall familiarize himself with the project site conditions. No allowance will be made by the CITY for unfavorable conditions or events which should have been foreseen from the through examination of the Contract Documents and the site working conditions.

3.03 INSTALLATION
A. Install a dewatering system to lower and control all sources of water in order to permit the execution of work to be performed under dry conditions as specified herein.

B. Install piping, fittings, equipment, and materials in accordance with the approved Dewatering Control Plan.

3.04 OPERATION
A. Prior to any excavation or any other work below the ground water table, place system into operation to lower water table as required and operate it continuously 24 hours a day, 7 days a week until utilities and structures have been satisfactorily constructed, which include the placement of backfill materials and dewatering is no longer required.

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B. Place an adequate weight of backfill materials to prevent buoyancy prior to discontinuing operation of the system.

3.05 WATER DISPOSAL AND DISCHARGE
A. Dispose of water removed from channels, excavation or other structures in such a manner as:

1. Will not endanger portion of work under construction or completed.

2. Will cause no inconvenience to Operations or others working near site.

3. Will comply with the stipulations of required permits for disposal of water.

4. Will control runoff: The CONTRACTOR shall be responsible for control of runoff in all work areas including but not limited to excavations, access roads, parking areas, lay down, and staging areas. The CONTRACTOR shall provide, operate, and maintain all ditches, basins, sumps, culverts, site grading, and pumping facilities to divert, collect, and remove all water from the work areas. All water shall be removed from the immediate work areas and shall be disposed of in accordance with applicable permits.

B. Excavation Dewatering:

1. The CONTRACTOR shall be responsible for providing all facilities required to divert, collect, control, and remove water from all construction work areas and excavations.

2. Drainage features shall have sufficient capacity to avoid flooding work areas.

3. Drainage features shall be arranged or altered as required to avoid degradation of the final excavated surface(s).

4. The CONTRACTOR shall utilize all necessary erosion and sediment control measures as described herein to avoid construction related degradation of the natural water quality.

C. Secure all applicable permits for discharge of water, as required to accomplish the Work.

D. CONTRACTOR shall make adequate provisions for the removal of sediment from water prior to discharge. Water discharged shall not have a turbidity level (as measured using Nephelometric Turbidity Units, NTU) greater than 10 percent of the receiving water, if the receiving water’s level is greater than 50 NTU, or 250 NTU, whichever is less.

E. Provide a method of disposal that satisfies the requirement of the authority having jurisdiction. The CITY may also conduct quality assurance testing and determine sediment levels independently.

F. Discharge conveyance through onsite storm water pipes, structures, pump station and any other facilities must not cause flooding by overloading or blocking the flow in the drainage facilities. Leave the facilities unrestricted and as clean as

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originally found. Repair or restore any damage to existing facilities as directed by the ENIGNEER or the authority having jurisdiction.

G. Manage dewatering effluent in a manner that prevents releasing hazardous substances to surface or subsurface soil or groundwater.

H. Discharge of pumped water to the ground surface around the work site is not permitted.

3.06 CONTROL OF WATER
A. CONTRACTOR shall control site water so that work may be done in the dry in a safe working environment according to relevant provisions of the Safety Orders.

B. The CONTRACTOR shall prevent water from any source from flooding the project site.

C. Groundwater will be encountered and the site will likely have to be continuously dewatered for the removal of groundwater during the Work.

D. Perform dewatering to the extent required to lower groundwater levels in the excavations to facilitate the work and to provide a stable, dewatered subgrade for the execution of the project Work.

E. Dewatering devices shall be adequately filtered to prevent the removal of fines from the soil.

F. The CONTRACTOR shall be responsible for any damage to foundations, the existing storm drain pipes or other parts of existing structures or of any of the new work, caused by the failure of any part of the CONTRACTOR’s protective works.

3.07 OPERATION
A. Maintain dewatering systems as necessary to complete the Work or until authorized by the ENGINEER to be removed.

B. Maintain and operate the dewatering system on a continuous basis. Provide a qualified person on site at all times to oversee the operation of the system or as otherwise approved by the ENGINEER.

C. Immediately repair any leaks or spills in a dewatering system and clean up the spill.

D. The CONTRACTOR will need to provide dewatering pumps, hoses, and appurtenances to completely dewater the project site.

E. Water removed from the project site excavation using pumps provided by the CONTRACTOR shall at a minimum be treated for sediment using a weir tank.

F. Based on the CONTRACTOR’s pumping rate and weird tank performance, additional treatment methods or equipment may be required. Thy include but are

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not limited to additional weir tanks, sand media particulate filters, and upstream cartridge filters. Additional treatment methos shall be discussed in the Dewatering Control Plan.

3.08 CORRECTIVE ACTION
A. If dewatering requirements are not satisfied due to inadequacy or failure of the dewatering system (loosening of the foundation strata, or instability of slopes, or damage to foundations or structures), perform work necessary for reinstatement of foundation soil and damage structures resulting from such inadequacy or failure by CONTRACTOR at no additional cost to the CITY.

3.09 DAMAGES
A. Immediately repair damages to adjacent facilities caused by dewatering operations.

3.10 HAZARDOUS MATERIALS
A. Hazardous materials encountered during dewatering shall be disposed of in accordance with applicable Federal, State, County, and City laws.

3.11 DEWATERING EQUIPMENT REMOVAL
A. Ensure compliance with all conditions of regulating permits and provide such information to the ENGINEER. Obtain written approval from the CITY and ENGINEER before discontinuing operation for dewatering systems.

B. After dewatering is no longer necessary, all dewatering pumps and appurtenances shall be removed by the CONTRACTOR.

END OF SECTION

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SECTION 02 2200

SITE PREPARATION
PART 1 – GENERAL

1.01 WORK INCLUDED
A. Section includes: Clearing, grubbing, and stripping project site.

B. Related Sections:

1. Section 02 1000 – Clearing and Demolition

1.02 DEFINITIONS
A. Clearing : Clearing shall consist of cutting, removing, and disposing of trees, shrubs, brush, limbs, and other vegetative growth. Clearing shall also include the removal and disposal of trash piles, rubbish and fencing, and the preservation of trees, shrubs, and vegetative growth which are not designated for removal.

B. Grubbing : Grubbing is the removal and disposal of wood or root matter below the ground surface remaining after clearing.

C. Stripping : Stripping refers to the removal and disposal of all organic sod, topsoil, grass, and grass roots; all evidence of surfacing improvements and other objectionable material remaining after clearing and grubbing.

D. Demolition : The removal of existing structures, portions of existing structures, equipment, utilities, concrete curbs, sidewalks, and driveways, pipelines and other appurtenances.

1.03 QUALITY ASSURANCE
A. Regulatory Requirements: Verify and comply with applicable regulations governing noise, dust, nuisances, drainage and runoff, fire protection, and disposal
B. Pre-construction Conference: Discuss order and method of work.

1.04 PROJECT CONDITIONS
A. Environmental Requirements:

1. Reserved
B. Existing Conditions:

1. Verify characters and amount of clay, sand, gravel, quicksand, water, rock, hardpan, and other materials involved and work to be performed.

C. The CONTRACTOR shall adhere to appropriate methods recommended by the Bay Area Air Quality Management District to minimize airborne pollution,

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including but not limited to frequent watering of open trenches, covering of excavated dirt and related actions.

1.05 SEQUENCING AND SCHEDULING
A. Clearing and Grubbing: Perform clearing and grubbing in advance of grading operations.

PART 2 – PRODUCT – NOT USED
PART 3 – EXECUTION

3.01 EXAMINATION
A. Verification of Conditions: Examine site and verify existing conditions for beginning work.

3.02 PREPARATION
A. Protect existing improvements from damage by site preparation work.

3.03 INSTALLATION
A. Clearing:

1. Clear areas where construction is to be performed and other areas as indicated on the Drawings or specified in this Section of pavement, fences, lumber, walls, stumps, brush, roots, weeds, trees, shrubs, rubbish, and other objectionable material of any kind which, if left in place, would interfere with proper performance or completion of work, would impair its subsequent use, or form obstruction therein.

2. Do not incorporate organic material from clearing and grubbing operations in fills and backfills

3. CONTRACTOR's Construction Facilities: Fill or remove pits, fill, and other earthwork required for erection of facilities, upon completion of the work, and level to meet existing contours of adjacent ground.

B. Grubbing:

1. From Excavated Areas: Grub stumps, roots, and other obstructions 1 inch or over in diameter to depth of not less than 36 inches below finish grade.

2. Backfill and compact cavities left below subgrade elevation by removal of stumps or roots to density of adjacent undisturbed soil.

C. Stripping:

1. Remove soil material containing sod, grass, or other vegetation to depth of 6 inches from areas to receive fill or pavement and from area within 5 feet outside foundation walls.

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2. Deposit stripped material in accordance with following requirements:
a. At locations designated as temporary spoils area.
b. Reuse accepted material in top six (6) inches of areas to be used for future planting.

3.04 PRESERVATION OF PROPERTY
A. The project area shall be cleared and grubbed only to the extent necessary to accommodate the work in conformance with the notes and details shown on the Plans. Trees or growth shall not be trimmed back unnecessarily.

B. CONTRACTOR shall take extreme care not to damage shrubs, trees, fences, irrigation systems and other improvements of adjacent property owners.

C. All existing improvements not specifically designated on the plans to be removed or relocated shall remain in their original condition and location undisturbed.

However, upon written permission by the Engineer, existing improvements may, for the convenience of the Contractor, and at his expense, be removed and temporarily relocated during construction and shall be replaced in their original location in as good or better condition as when the Contractor entered upon the work site.

3.05 DEMOLITION OF SURFACE IMPROVEMENTS
A. Removal of sidewalks, curbs and gutters, driveways, concrete slabs and pavement, if necessary, shall be in accordance with the provisions of Section 15- 3 of the State Standard Specifications. Curbs, gutters, sidewalks, driveways, slabs and pavement shall be removed by full depth saw cut to the nearest joint from the lines shown on the Plans or as directed by the ENGINEER.

B. Where the Plans indicate construction under existing asphalt pavement or the replacement of existing asphalt pavement, the existing pavement shall be removed and disposed of off-site.

3.06 REMOVAL OF DEBRIS
A. All demolished and cleared materials and equipment shall become the property of the CONTRACTOR and shall be legally disposed of by the CONTRACTOR.

B. Demolished concrete shall not be buried in the structure backfill areas.

END OF SECTION

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SECTION 02 2600

EXCAVATION SUPPORT AND PROTECTION
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Requirements for designing, furnishing, and installing, maintaining, and removing excavation support and protection.

B. Related Sections:

1. Special Provisions

2. Section 02 3180 - Trenching

3. Section 02 3000 - Earthwork

1.02 REFERENCES
A. American Institute of Steel Construction, Inc. (AISC)

1. Manual of Steel Construction Allowable Stress Design B. American Society of Civil Engineers (ASCE):

1. Guidelines of Engineering Practice for Braced and Tied-Back Excavations C. California Code of Regulations (CCR):

1. Title 8 – Construction Safety Orders

2. Title 24 – California Building Code
D. California Labor Code Section 6705 to 6707 (CLC)
E. Department of the Navy Naval Facilities Engineering Command (NAVFAC):

1. NAVFAC Design Manual 7.2 – Foundations and Earth Structures

2. NAVFAC Design Manual 7.3 – Soil Dynamics Deep Stabilization and Special Geotechnical Construction
F. State of California Department of Transportation (CALTRANS):

1. CALTRANS Trenching and Shoring Manual
G. United States Steel Corporation (USS):

1. USS Steel Sheet Piling Design Manual

1.03 DEFINITIONS

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

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

1.04 CONTRACTOR RESPONSIBITIES
A. CONTRACTOR assumes full and complete responsibility for excavation support and protection, including shoring design and installation.

B. The review of CONTRACTOR’s shoring system design, submittals and/or installations by the ENGINEER does not relieve CONTRACTOR of his responsibility for excavation safety. This requirement shall apply continuously and is not limited to normal working hours.

C. CONTRACTOR’s reliance upon documents furnished by CITY does not provide relief from these requirements.

1.05 SYSTEM DESCRIPTION
A. Where General Engineering Design Practice is specified, provide drawings and signed calculations and have design performed by civil or structural engineer registered in California.

1. Provide design calculations that clearly disclose assumptions made, criteria followed, and stress values used for the materials being used.

2. Furnish references acceptable to ENGINEER substantiating appropriateness of design assumptions, criteria, and stress values.

B. Design Requirements:

1. General:
a. Design means for safe and stable excavations in accordance with general engineering design practice.
b. Design steel members in accordance with the California Building Code and the AISC Manual of Steel Design.
c. Design shoring involving materials other than steel in accordance with California Building Code.
d. When electing to design with material stresses for temporary construction higher than allowable stresses prescribed in the Manual of Steel Construction and the California Building Code, increase in such stresses shall not exceed 10 percent of values of prescribed stresses.
e. Minimum safety factor used for design shall not be less than

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f. The calculated minimum depth of penetration of shoring below the bottom of the excavation shall be increased not less than 30 percent if the full value of passive pressure is used in the design.
g. The maximum height of cantilever shoring above the bottom of excavation shall not exceed 15 feet. Use braced shoring when the height of shoring above the bottom of excavation exceeds 15 feet.
h. The location of the point of fixity for shoring shall not be less than half the calculated minimum embedment depth below the bottom of the excavation.
i. Generally acceptable references for the design of shoring and excavations are as follows:

1. CALTRANS Trenching and Shoring Manual

2. NAVFAC Design Manual 7.2 – Foundations and
Earth Design

3. NAVFAC Design Manual 7.3 – Soil Dynamics Deep
Stabilization and Special Geotechnical Construction

4. USS steel Sheet Piling Design Manual

5. Guidelines of Engineering Practice for Braced and
Tied-Back Excavation published by ASCE
j. Shoring design shall be performed by a Civil or Structural Engineer licensed to practice in California. Include costs for this shoring design in the bid.

2. Soldier Piles and Lagging:
a. Soldier pile and lagging systems shall not be used in areas where bay mud soils are present.
b. Provide lagging over the full face of the excavation. Joints between pieces of lagging shall be tight to prevent loss of soil. c. Provide full face lagging all around penetrations through the lagging.
d. If the soldier piles are installed in predrilled holes, the predrilled holes shall be filled with control density backfill after the soldier piles are installed.
e. The effective width of driven soldier piles for passive soil resistance shall not exceed 2 times the width of the pile. The effective width of concrete encased soldier piles for passive soil resistance shall not exceed 2 times the width of the concrete encasement.
f. Fill voids behind lagging with gravel or other material acceptable to the ENGINEER.

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g. Apply loads from tie back soil, rock, or deadman anchors concentrically to soldier piles or wales spanning between soldier piles. Wales shall be back-to-back double channels or other members acceptable to the ENGINEER. Eccentrically loaded with section soldies piles or wales are not acceptable. h. Tie back shall not be used in bay mud soils.

3. Soil Anchors, Rock Anchors, and Deadmen Anchors:
a. Design tie back anchors for a safety factor of not less than 2 times the calculated load from the shoring.
b. Proof load all production anchors to not less than 125 percent of the calculated load from the shoring. Lock off anchors at the calculated anchor load.
c. The length of soil anchors used to calculate resistance to load from the shoring, shall not include any length within the potential active pressure soil failure zone behind the face of shoring.
d. Apply load from anchors concentrically to wales and other shoring members.
e. Design tie rods for anchors for 130 percent of the calculated load from the shoring.
f. Design tie rods for anchors for 150 percent of the calculated load from the shoring when tie rod couplers are used and for other conditions where stress concentrations can develop.

C. Performance Requirements:

1. General:
a. Support faces of excavations and protect structures and improvements in vicinity of excavations from damage and loss of function due to settlement or movement of soils, alterations in ground water level caused by such excavations, vibration associated with installation and removal of excavation support structures, and related operations.
b. Herein Specified Provisions:

1. Complement, but do not substitute or diminish,
obligations of CONTRACTOR for the furnishing of a
safe place of work pursuant to provisions of the
Occupational Safety and Health Act of 1970 and its
subsequent amendments and regulations and for
protection of the Work, structures, and other
improvements.

2. Represent minimum requirement for:
i. Number and types of means needed to
maintain soil stability.

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ii. Strength of such required means.
iii. Methods and frequency of maintenance and
observations of means used for maintaining
soil stability.

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

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

4. Provide shoring:
a. Where, as result of excavation work and analysis performed pursuant to general engineering design practice, as defined in this Section:

1. Excavated face or surrounding soil mass may be
subject to slides, caving, or other types of failures.

2. Stability and integrity of structures and other
improvements may be compromised by settlement
or movement of soils, or changes in soil load on
structures and other improvements.
b. For trenches five (5) feet and deeper
c. For trenches less than five (5) feet in depth, where there is a potential for cave-in.
d. Where indicated on the Drawings.

5. For safe and stable excavations, use appropriate design and procedures for construction and maintenance to minimize settlement of supported ground and to prevent damage to structures and other improvements, including:
a. Using stiff support systems.
b. Following appropriate construction sequence.
c. Preventing soil loss through or under support systems.

1. Provide support system that is tight enough to
prevent loss of soil and extend deep enough to
prevent heave or flow of soils from supported soil
mass into the excavation.
d. Providing surface runoff routing and discharge away from excavations.
e. Where dewatering is necessary, recharge groundwater as necessary to prevent settlement in area surrounding
excavation.
f. Where sheet piling is used, use interlocking type sheets including interlocking corners. The sheet piles shall be

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continuous and driven in interlock. If the bottom of the excavation is located below the water table, use “thumb and finger” type interlock.
g. Not applying shoring loads to existing structures and other improvements.
h. Not changing existing soil loading on existing structures and other improvements.
i. Provide welded steel packing between soil retaining members such as sheet piles and wales and similar members where the gap exceeds 1/2 inch before the wales are loaded.

6. Do not use cantilever sheet pile shoring. When sheet piling is used, provide a braced system with a minimum of 2 levels of wales and braces.

Locate top level of wales and bracing within 5 feet of the top of the sheets.

7. Use template for driving sheet piles to minimize need for pulling and redriving sheet piles in the attempt to drive them plumb in areas where bay mud is present.

1.06 SUBMITTALS
A. Shop Drawings and Calculations:

1. In accordance with requirements in California Labor Code for trench excavations 5 feet or more in depth and for trenches less than 5 feet in depth when there is potential for cave-in. Submit in advance of excavation work, detailed drawings showing means for safe and stable excavations. a. Where such drawings vary from excavation support standards set forth in California Code of Regulations Title 8 -
Construction Safety Orders, submit design calculations
pursuant to general engineering design practice.
b. Provide means for safe and stable excavations that are not less effective than required in CCR Title 8 - Construction Safety Orders.

2. For excavations other than trenches, submit, in advance of excavation work, design calculations as performed pursuant to general engineering design practice, as specified in this Section, and detail drawing showing means for safe and stable excavations. In design calculations and detail drawing, cover, as a minimum:
a. Excavations adjacent to structures and other improvements, and
b. Excavations five (5) feet or more in depth, or less than five (5) feet in depth when there is potential for cave-in, at other locations.

3. Submit Following:
a. Provide calculations for the different load, support, and other conditions that occur during the sequence of installation of

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shoring, construction of facilities protected by the shoring, and sequence of removal of shoring.
b. Provide sketches showing the condition at various stages of installation and removal of shoring.
c. Show structures, pipelines, and other improvements located near the shoring, and the shoring on a plan.
d. When utilities penetrate the shoring, submit an elevation of all sides of the shoring showing the locations of the penetrations.

Submit details on ground support and sealing around utility penetrations.

B. Control Points and Schedule of Measurements:

1. Submit location and details of control points and method and schedule of measurements in accordance with requirements of this Section.

2. Promptly upon constructing control points and making measurements at such control points, as specified in this Section, submit copy of field notes with such measurements. The field notes shall show the current measurement and the change in measurement from the first measurement taken.

C. Detailed Sequence of Installation and Removal of Shoring:

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

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

3. Clay and silt may stick to sheet piles when sheet piles are removed.

D. Submit submittals for stability of excavations as a complete package and include all items required in this section. Incomplete submittals will not be reviewed and will be returned for resubmittal as a complete package. Complete submittal shall include all necessary information regarding the dewatering system as specified in Section 02 1400.

1.07 SEQUENCING AND SCHEDULING
A. Do not begin work on excavations, trenches, and means for providing stability of excavation and trenches until submittals have been accepted by ENGINEER and until materials necessary for installation are on site.

B. Submit submittals a minimum of thirty (30) days prior to the scheduled date to begin excavation work.

C. Do not begin construction of any shoring or excavation operations until:

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

PART 2 – PRODUCT – NOT USED

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PART 3 – EXECUTION

3.01 INSTALLATION AND REMOVAL
A. Install means for providing safe and stable excavations as indicated in the submittals section of these specifications.

B. Except for concrete encased soldier piles, slurry walls, and similar shoring systems, remove shoring by completion of the Work. Select shoring system and method of removal, which will minimize soil that sticks to shoring from creating large voids and causing settlement. To prevent settlement caused by pulling shoring, fill voids with sand, pea gravel, or pressure injected grout. The methods used shall prevent settlement. Pressure preservative treated wood lagging may be left in place when acceptable to the ENGINEER.

3.02 MAINTENANCE
A. Where loss of soil occurs, plug gap in shoring and replace lost soil with fill material acceptable to ENGINEER.

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

END OF SECTION

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SECTION 02 2800

EXISTING FACILITIES
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Requirements for connection to and abandonment of existing facilities.

B. Related Sections:

1. All related work specified elsewhere, or in other codes or standards, will be as last revised, unless a specific date of issuance is called out in opposition to later revision date(s).

2. Section 02 3180 - Trenching

1.02 SUBMITTALS
A. Submit a Connection Plan detailing the schedule and methods for transitioning from existing to new facilities.

1.03 CONDITION OF EXISTING FACILITIES
A. The Owner does not warranty the condition, size, material, and location of existing facilities.

1.04 LOCATION
A. The CONTRACTOR shall be responsible for potholing and verifying in advance the location of existing pipelines as shown on the Plans. Discrepancies shall be reported to the ENGINEER, prior to the fabrication of, or purchase of material affected by the discrepancy.

1.05 PROTECTION OF EXISTING UTILITIES AND FACILITIES
A. The CONTRACTOR shall be responsible for the care and protection of all existing sewer pipe, storm drains, water pipe, gas mains, culverts, power or communications lines, sidewalks, curbs, pavement, or other facilities and structures that may be encountered in or near the area of the work.

B. It shall be the duty of the CONTRACTOR to notify Underground Service Alert and each agency of jurisdiction and make arrangements for locating their facilities prior to beginning construction.

C. In the event of damage to any existing facilities during the progress of the work, the CONTRACTOR shall be responsible for the cost of all repairs and protection to said facilities. The CONTRACTOR's work may be stopped until repair operations are complete.

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1.06 PROTECTION OF LANDSCAPING
A. The CONTRACTOR shall be responsible for the protection of all the trees, shrubs, irrigation systems, fences, and other landscape items adjacent to or within the work area, unless they are directed to do otherwise on the Plans.

B. In the event of damage to landscape items, the CONTRACTOR shall replace the damaged items to the satisfaction of the ENGINEER and the Owner, or pay damages to the property Owner as directed by the Owner.

C. When the proposed pipeline is to be within planted or other improved areas in public or private easements, the CONTRCTOR shall restore such areas to the original condition after completion of the work. This restoration shall include grading, a placement of 5 inches of good top soil, re-sodding, and replacement of all landscape items indicated.

D. If the CONTRACTOR does not proceed with the restoration after completion of the work or does not complete the restoration in a satisfactory manner, the ENGINEER reserves the right to have the work done and to charge the CONTRACTOR for the actual cost of the restoration including all labor, material, and overhead required for restoration.

PART 2 – MATERIALS
All materials used in making the connection or removing the facility from service shall conform to the applicable sections of these specifications.

2.01 GROUT
A. Grout used for filling or plugging abandoned facilities shall be in accordance with Section 03 6000.

2.02 CONCRETE
A. Concrete used for the replacement of damage or removed facilities shall be in accordance with Section 03 0000 and shall match the mix design of the existing facilities and per the requirement of the jurisdiction agency.

PART 3 – EXECUTION

3.01 CONNECTION TO EXISTING FACILITIES
A. All connections shall be made by the CONTRACTOR unless shown otherwise on the Plans or specified herein.

B. When customers are affected, the CONTRACTOR shall notify the Owner a minimum of seven (7) working days before the time of any proposed shutdown of existing mains or services. The Owner’s inspector may postpone or reschedule any shutdown operation if for any reason he feels that the Contractor is improperly prepared with competent personnel, equipment, or materials to proceed with the connection work.

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C. When no customers are affected, the CONTRACTOR shall notify the Owner a minimum of two (2) working days before the time of any proposed shutdown of existing mains or services. The Owner’s inspector may postpone or reschedule any shutdown operation if for any reason he feels that the Contractor is improperly prepared with competent personnel, equipment, or materials to proceed with the connection work.

D. Connections shall be made only in the presence of the Owner or Owner’s inspector, and no connection work shall proceed until the ENGINEER has given notice to proceed. If progress is inadequate during the connection operations to complete the connection in the time specified, the ENGINEER shall order necessary corrective measures. All costs for corrective measures shall be paid by the CONTRACTOR.

E. The CONTRACTOR shall furnish all pipe and materials including furnishing all labor and equipment necessary to make the connections, all required excavation, backfill, pavement replacement, lights, and barricades, and may be required to include a water truck, high line hose, and fittings as part of this equipment for making the connections. In addition, the CONTRACTOR shall assist the Owner in alleviating any hardship incurred during the shutdown for connections.

Standby equipment or materials may be required by the ENGINEER.

F. The CONTRACTOR shall dewater existing mains, as required, in the presence of the Owner’s inspector.

G. Connections shall be made with as little change as possible in the grade of the new main. If the grade of the existing pipe is below that of the new pipeline, a sufficient length of the new line shall be deepened so as to prevent the creation of any high spot or abrupt changes in grade of the new line. Where the grade of the existing pipe is above that of the new pipeline, the new line shall be laid at specified depth, except for the first joint adjacent to the connection, which shall be deflected within the allowances of the pipe manufacturer as necessary to meet the grade of the existing pipe. If sufficient change in direction cannot be obtained by the limited deflection of the first joint, a fitting of the proper angle shall be installed. Where the connection creates a high or low spot in the line, a standard air release or blow off assembly shall be installed as directed by the ENGINEER.

H. Tapping connection can be made to the existing system while it is either in service or shut down depending on the District’s prior direction. A tapping valve shall be used when the existing system is maintained in service during connection. Tapping shall be in accordance with the specification requirements for the pipe being tapped.

3.02 REMOVAL FROM SERVICE OF EXISTING MAINS AND APPURTENANCES A. Existing mains and appurtenances shall be removed from service at the locations shown on the Plans or as directed by the ENGINEER.

B. Abandoned pipe shall be filled with flowable fill in accordance with Section 03 3000.

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C. Existing pipe and appurtenance removed from the ground will require backfill and repair of surface in accordance with Section 02 3180.

D. Removed pipe and appurtenances shall be temporarily stockpiled on the job in a location that will not disrupt traffic or be a safety hazard, disposed of in a proper manner as determined by the ENGINEER. The CONTRACTOR shall remove and dispose of all removed pipe at his own expense to a landfill permitted to accept such materials.

E. Before excavating for installing mains that are to replace existing pipes and/or services, the CONTRACTOR shall make proper provisions for the maintenance and continuation of service as directed by the ENGINEER unless otherwise specified.

3.03 CUTTING AND RESTORING STREET SURFACING
A. In cutting or breaking up street surfacing, the Contractor shall not use equipment that will damage adjacent pavement.

B. All asphalt and/or Portland cement concrete surfaces shall be scored with sawing equipment of a type meeting the approval of the Owner; providing however, that any cement concrete base under an asphaltic mix surface will not be required to be scored by sawing. Existing paving surfaces shall be sawcut back beyond the edges of the trenches to form neat square cuts before repaving is commenced.

C. Pavement, sidewalks, curbs, or gutters removed or destroyed in connection with performance of the work shall be saw cut to the nearest score marks, if any, and shall be replaced with pavement sidewalks, curbs, or gutters of the same kind, or better by the Contractor in accordance with the latest specifications, rules, and regulations and subject to the inspection of the agency having jurisdiction over the street or highway.

D. Aggregate base shall be placed beneath the restored pavement to the thickness required by the agency having jurisdiction.

END OF SECTION

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SECTION 02 3000

EARTHWORK
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Removal of excess and unsuitable material from the site.

2. Excavation of material to allow for the placement of underground structures, including any necessary shoring and bracing.

3. Backfilling of underground conduit, pipe, and structures.

4. Preparation of subgrade for concrete slab work and pavement.

5. Furnish and compact artificial fill.

6. Finish grading.

B. Related Sections:

1. Section 01 1100 – Summary of Work and Work Restrictions

2. Section 02 2600 - Excavation Support and Protection

3. Section 02 3180 - Trenching

4. Section 02 7220 - Aggregate Base Course

5. Section 03 3000 - Case-in-Place Concrete

6. Section 03 4000 - Precast Concrete

1.02 REFERENCES
A. Associated General Contractors (AGC):

1. Manual of Accident Prevention in Construction (Section 9) B. American Society for Testing and Materials (ASTM):

1. ASTM C 131 - Test Method for Resistance to Degradation of Small-Size Course Aggregate by Abrasion and Impact in the Los Angeles Machine

2. ASTM C 136 - Test Method for Sieve Analysis of Fine and Course Aggregates

3. ASTM D 422 - Standard Test Method for Particle - Size Analysis of Soils

4. ASTM D 1556 - Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method

5. ASTM D 1557 - Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft lbf/ft3 (2,700 kN m/m)

6. ASTM D 2419 - Test Method for Sand Equivalent Value of Soils and Fine Aggregate

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7. ASTM D 4253 - Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table

8. ASTM D 2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)

9. ASTM D 3017 - Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)

10. ASTM D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
C. Division of Industrial Safety (DIS):

D. Institute of Makers of Explosives (IOMOE):

E. Occupational Safety and Health Act (OSHA):

F. State of California Department of Transporatation (CALTRANS):

1.03 DEFINITIONS
A. Excavation : Consists of satisfactory loosening, removing, loading, transporting, depositing, and compacting in final location, wet and dry materials, necessary to be removed for purposes of construction, or as required for ditches, grading, roads, and such other purposes as are indicated on the Plans.

B. Backfill Adjacent to Structure : Is backfill around the exterior surfaces of a structure from the bottom of the excavation to finish grade.

C. In-Place Density of Compacted Backfill : Is density determined in accordance with ASTM D 1556, or with ASTM D 2922 and ASTM D 3017.

D. Maximum Density : Is maximum density obtained in laboratory when tested in accordance with ASTM D 1557 and ASTM D4253 for levee toe drain aggregate.

E. Definitions Related to Compaction of Coarse Fill:

1. One Pass: Defined as one movement of roller over area being compacted.

2. Measurement of Pass Width: Measure width of pass between centers of outside ties or outside edge of roller wheel.

F. Optimum Moisture Content : Is the optimum content at the maximum density when tested in accordance with ASTM D 1557.

1.04 SYSTEM DESCRIPTION
A. Performance Requirements:

1. General:
a. Obtain acceptable material from other sources if surplus or borrow materials obtained within project site do not conform to

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specified requirements or are not sufficient in quantity for structural backfill.
b. No extra compensation will be made for hauling fill materials or for water required to compact fills.

2. Subgrade Preparation:
a. Where mud or other soft or unstable material is encountered, remove such material. The bottom of the over-excavation should then be completely covered with geotextile and
backfilled with stabilization material to a minimum depth of 24 inches. The stabilization fabric should be wrapped around the backfill up to the bottom of the excavation. The ends of the geotextile should be overlapped on top of the stabilization material for a minimum distance of 2 feet to provide continuity of the fabric.
b. If over-excavation reaches firm soil, a layer of compacted drain rock may provide feasible stabilization. Contractor shall advise CITY if firm soil is reached. Contractor shall receive written permission from the CITY and the ENGINEEER, to proceed
with drain rock. Geotexile fabric shall be wrapped around the drain rock. Drain rock shall have a minimum thickness of 18- inches.

3. Compacted Fills:
a. Provide specified compaction for backfill, fill, and other earthwork.
b. The CITY will perform confirmation tests to verify and confirm that work has complied, and is complying at all times, with requirements specified in this Section concerning field quality control testing.

4. Borrow Area:
a. Where borrow material is required, provide such material from source selected by the CONTRACTOR, subject to acceptance by the ENGINEER, but not necessarily from within project site. b. Use of imported borrow shall not cause additional cost to the Contract.

5. Environmental Requirements:
a. Keep excavations reasonably free from water.
b. During dewatering operations, provide standby power to ensure continuous dewatering in case of power failure.

1.05 SUBMITTALS
A. Product Data: Submit material source, gradation, and testing data for all materials, including imported and on-site materials.

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B. Test Reports: Submit certified test reports of all tests specified to be performed by the Contractor. Test reports shall be signed and sealed by a registered Geotechnical Engineer in the State of California.

C. Excavation Plan: Submit proposed excavation plan which shall include a detailed description of materials and equipment to be used, limits of excavation, material stockpile locations, and a shoring plan in accordance with Section 02 2600.

D. Dewatering Plan: Proposed Dewatering Plan including arrangement, location, and depths of system components, type, and sizes of filters, and required permits

1.06 QUALITY ASSURANCE
A. Compaction Sequence Requirements: Until specified degree of compaction on previously specified amounts of earthwork is achieved, do not perform additional earthwork of the same kind.

B. After satisfactory conclusion of initial compaction demonstration and at any time during construction, provide confirmation tests as directed by the ENGINEER.

C. Dewatering: Dispose of water from dewatering in accordance with Section 02 1400.

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

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

PART 2 – PRODUCTS

2.01 MATERIALS
A. Water for Compacting Fills: Use water from source acceptable to ENGINEER.

B. Fill Materials:

1. General
a. Provide aggregate base course, select material, bedding, engineered fill and native material, where required for fill and backfill.
b. Obtain material for fills from cut sections or from borrow sources.
c. Provide material having maximum particle size not exceeding 3 inches and that is free of trash, lumber, debris, leaves, grass, roots, stumps, and other vegetable matter.
d. Fill materials provided shall be non-hazardous, free of organic matter and environmental contaminants.

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e. Materials derived from processing demolished or removed asphalt concrete are not acceptable.
f. Proposed imported fill shall be approved by the Engineer at least five (5) working days prior to site delivery. Compliance testing for aggregate base may require up to ten (10) days.

2. Stabilization Material:
a. Clean, angular, reasonably well-graded mixture of crushed rock that is free of cleavage planes
b. Percent of material by weight passing 6” sieve shall be 100, 2” shall be 0 to 50, and ¾” shall be 0 to 10, when tested in accordance with ASTM C136.
c. Durability Index: Minimum of 40.

3. Drain Rock:
a. Drain Rock shall be 1.5 inches by ¾-inch nominal size coarse aggregate conforming to Section 90-1.02C(2), 90-1.02C(4)(a), and 90-1.02C(4)(b) of 2018 Caltrans Standard Specifications.

4. Aggregate Base Course: As specified in Section 02 7220.

5. Controlled Density Fill (CDF): CDF shall be self compacting upon backfilling placement and shall be composed of cementitious materials, aggregates, water, and an air-entraining admixture, as follows:
a. Cementitious materials shall be Portland cement in
combination with fly ash.
b. Admixture shall be an air-entraining agent.
c. CDF admixture shall contain no aggregate larger than 3/8 inch. Amount passing a No. 200 sieve shall not exceed 12 percent. No plastic fines shall be present.
d. Total calculated air content shall not exceed 30 percent, as tested in accordance with ASTM C231.
e. CDF shall have an unconfined compressive strength at 28 days from a minimum of 50 psi to a maximum of 150 psi.

6. Lightweight Engineered Fill: See Section 03 3400.

7. Pipe Bedding Material:
a. Reference the standard Trench Detail on the Plans for pipe bedding materials extents. Pipe bedding material for storm drain lines and force mains shall be Class I, Type A
Permeable Aggregate per Section 02 7220.

8. General Fill:
a. Material for general site filling should be obtained from suitable native or import material as described herein.

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b. Trench backfill above the bedding zone shall be Class 2 Aggregate Base as specified in Section 02 7220 and shall adhere to the standard Trench Detail on the Plans.

9. Native Material:
a. Sound, earthen material passing 1 inch sieve.
b. Free from sod, large lumps, boulders, rocks, roots, brush, or other objectionable material, and free of hazardous materials as defined by Section 25117 of the State Health and Safety Code.
c. Percent of material by weight passing Number 200 sieve shall not exceed 20 when tested in accordance with ASTM C 136. d. Liquid Limit less than 35.
e. Plasticity Index less than 12.
f. The use of Bay Mud as fill material is unacceptable.

10. Imported Materials:
a. Imported materials shall be in conformance with Section 19 of the State Standard Specifications, these Special Provisions for their intended use, and approved by the ENGINEER prior to use. The CONTRACTOR shall submit for review information on all backfill materials to be used on the project giving a description of the source of the material, environmental history and past uses of the property at the source location, quantity of material and the purpose for which it is intended.
b. Imported materials shall conform to the following gradation as tested in accordance with ASTM D422:

PART 3 – EXECUTION

3.01 EXAMINATION
A. Verification of Conditions:

B. Verification of Prepared Subgrade prior to Constructing Improvements:

3.02 REMOVAL FROM SERVICE OF EXISTING MAINS AND APPURTENANCES A. Existing mains and appurtenances shall be removed from service at the locations shown on the Plans or as directed by the ENGINEER.

B. Abandoned pipe shall be filled with flowable fill in accordance with Section 03 3400.

C. Existing pipe and appurtenance removed from the ground will require backfill and repair of surface in accordance with Section 02 3180.

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3.03 CUTTING AND RESTORING STREET SURFACING
A. In cutting or breaking up street surfacing, the CONTRACTOR shall not use equipment that will damage adjacent pavement.

D. Aggregate base shall be placed beneath the restored pavement to the thickness required by the agency having jurisdiction.

END OF SECTION

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SECTION 02 3150

STRUCTURAL FILL
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Filling, backfilling, and compacting for building volume below grade, footings, pile caps, slab-on-grade, site structures, and utilities.

2. Filing holes, pits, and excavations generated as a result of removal (demolition) operations.

B. Related Sections:

1. Section 02 2500 - Structural Excavation

2. Section 02 3000 - Earthwork

3. Section 02 3400 - Filter Fabric and Geotextile

4. Section 03 3000 - Case-in-Place Concrete

1.02 SUBMITTALS
A. Product Data: Manufacturers catalog sheets including instructions for use and description of application shall be provided on each of the following materials:

1. Geotextile Filter Fabric
B. Site location for earthwork materials: The CONTRACTOR shall submit a list of sites and location of each, proposed to be used by contractor to provide each of the following materials:

1. Imported Borrow

2. Structure Backfill

3. Pervious Backfill Material

1.03 QUALITY ASSURANCE
A. Codes and Standards: Comply with all Federal, State and Local Codes and Safety Regulations. In addition, comply with the provisions of the following codes, specifications, and standards, except where more stringent requirements are shown or specified.

1. State of California, Department of Transportation Standard Specifications, current governing edition.

B. Testing and Inspection

1. Contractor:

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a. The CONTRACTOR will cooperate with and notify the ENGINEER at least 48 hours in advance of the inspections required. b. Should the materials at the site proposed by the CONTRACTOR fail to meet the specified requirements, the CONTRACTOR shall propose another site to provide required material and pay for any subsequent inspections and testing necessary to verify
compliance of proposed materials to those specified.
c. At least sixty (60) days before any backfill work is to be done, the CONTRACTOR shall clear the site proposed to provide imported borrow, structure backfill, or pervious backfill and allow the ENGINEER to take samples as required to test for conformance of these specifications.

PART 2 – PRODUCTS

2.01 FILL MATERIALS
A. Structural Fill: Conforming to the requirements of Section 02 3000.

B. Imported Borrow: Conforming to the requirements of Section 02 3000.

C. Pervious Backfill Material: Conforming to the requirements of Section 02 3000.

D. Concrete for Fill: Lean concrete as defined in Section 02 3000.

E. Granular Fill: Conforming to the requirements of Section 02 3000.

2.02 ACCESSORIES
A. Unless noted otherwise, geotextile filter fabric shall be Mirafi 600X or equal.

PART 3 – EXECUTION

3.01 EXAMINATION
A. Identify required lines, levels, contours, and datum locations.

B. Verify subdrainage, dampproofing, or waterproofing installation has been inspected.

C. Verify underground tanks are anchored to their own foundations to avoid flotation after backfilling.

D. The geocomposite core material and filter fabric shall be capable of maintaining the drainage void for the entire height of geocomposite drain,

3.02 PREPARATION
A. Cut out soft areas of subgrade not capable of compaction in place. Backfill with general fill.

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B. Compact subgrade to density equal to or greater than requirements for subsequent fill material.

C. Until ready to fill, maintain excavations and prevent loose soil from falling into excavation.

D. The filter fabric shall overlap a minimum of 2 feet to provide continuity of the fabric and prevent potential migration of fine-grained soil through the gaps.

E. The damaged filter fabric shall be replaced completely or repaired by placing a piece of fabric that is large enough to cover the damaged area and provide a minimum 3 feet overlap in all direction.

3.03 FILLING
A. Maintain optimum moisture content of fill materials to attain required compaction density.

B. Slope grade away from building minimum 2 inches in 10 feet, unless noted otherwise. Make gradual grade changes. Blend slope into level areas.

C. Correct areas that are over-excavated.

END OF SECTION

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SECTION 02 3180

TRENCHING
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Trench excavation, fine grading, pipe bedding, backfilling, and compaction for the following:
a. Storm Drain Piping
B. Related Sections:

1. Special Provisions

2. Section 02 2600 - Excavation Support and Protection

3. Section 02 3000 - Earthwork

1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):

1. ASTM C 131 - Test Method for Resistance to Degradation of Small-Size Course Aggregate by Abrasion and Impact in the Los Angeles Machine

2. ASTM C 136 - Test Method for Sieve Analysis of Fine and Course Aggregates

3. ASTM D 1556 - Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method

4. ASTM D 1557 - Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft.lbf/ft^3 (2,700 kN.m/m^3))

5. ASTM D 2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)

6. ASTM D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

1.03 SUBMITTALS
A. Product Data: For all proposed bedding and backfill materials

1. Material source

2. Gradation

3. Testing data and testing laboratory qualifications including lab certification B. Trench excavation Plan, Drawings, and Calculations as specified in Section 02 2600.

PART 2 – PRODUCTS

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2.01 MATERIALS
A. General:

1. Provide bedding and backfill material per Section 02 3000.

2.02 CONDUCTIVE TRACER
A. Detection tape, 3 inches wide; aluminum foil core, 0.5 mil thick, encased in a protective inert plastic jacket; 5,000 psi min tensile strength; 2.5 lbs per inch per 1,000 ft min mass; color coded in accordance with APWA Uniform Color Code; Pro-Line Safety Products “Detectable Tape”, or Reef Industries “Terra Tape”.

B. Install 14 AWG solid tracer wire along length of the HDPE Forcemain pipe. Land tracer wire at the access hatch of the valve vault and at the manhole lid at the discharge point. Tracer wire shall be color green.

PART 3 – EXECUTION

3.01 PREPARATION
A. General:

1. Trench Condition:
a. Install pipe and materials as specified herein and detailed on the Drawings and per City Standard Detail No. 18.

2. Embankment Condition:
a. Exist where width of pipe trench exceeds limits specified herein. b. Before laying pipes in fill, place fill and compact it to not less than 2 feet above top of pipe or conduit.
c. After placing and compacting fill, excavate through fill and fine grade as required in this Section.

B. Protection: Stabilize excavation as specified in Section 02 2600.

C. Control of Water: See section 02 1400.

3.02 INSTALLATION
A. Trench Excavation:

1. General Requirements:
a. If because of soil conditions, safety requirements or other reasons, trench width at top of pipe is increased beyond width specified in this Section and shown on the Plans, upgrade laying conditions or install stronger pipe designed in conformance with Specification for increased trench width, without additional cost. b. Pipe Conduits:
i. Lay pipe in open trench, install pipe bedding as shown on the Plans.

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ii. If the bottom of excavation is found to consist of rock or any material that by reason of its hardness cannot be
excavated to provide uniform bearing surface, remove
such rock or other material to a depth of not less than 4 inches below bottom of pipe and refill to grade with
bedding material placed at uniform density, with minimum possible compaction, at no additional cost.
iii. If bottom of excavation is found to consist of soft or unstable material which is incapable of properly supporting pipe, remove unstable materials. The bottom of the over- excavation should then be completely covered with
geotextile and backfilled with stabilization material to a minimum depth of 24 inches. The stabilization fabric
should be wrapped around the backfill up to the bottom of the excavation. The ends of the geotextile should be
overlapped on top of the stabilization material for a
minimum distance of 2 feet to provide continuity of the fabric. See Section 02 3000 for Subgrade Preparation and Stabilization Material.
c. Trench Widths: As shown on Drawings
d. For Manholes or Other Accessories:
i. Provide excavation sufficient to leave at least twelve (12) inches clear between their outer surfaces and
embankment or shoring which may be used to hold banks
and protect them.
ii. Do not backfill with earth under manhole
iii. Fill any unauthorized excess excavation below elevation indicated on the Drawings for foundation of any structure with crushed rock at no additional cost. Backfill material may be substituted for crushed rock in areas where
foundation material is not required and when approved by the ENGINEER.
iv. Backfilling of Manhole Excavation: Conform to backfilling requirements as specified for trenches in this Section.

B. Pipe Bedding:

1. Bedding material shall be as scheduled herein unless otherwise specified or shown on the Drawings.

2. General:
a. Over excavate bottom of trench to allow installation of 6 inches plus 1/4 outside diameter of pipe.

3. Bell or Coupling Holes:
a. Dig holes after trench fine grading has been placed.

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

4. Depression for Joints, Other than Bell-and-Spigot:
a. Make in accordance with recommendations of joint manufacturer for particular joint used.

5. Bedding Material shall be as scheduled herein unless otherwise specified.

6. After Pipe Laid:
a. Place bedding material under, around, and above pipe to 6 inches maximum above top of pipe in maximum 6-inch lifts and compact in conformance with City’s Standard Trench Detail UT-2.

7. Pipe Displacement:
a. Take necessary precautions in placement and compaction of bedding material to prevent displacement of piping.
b. In event there is movement or floating, re-excavate, re-lay, and backfill the pipe.

8. Consolidation:
a. Bedding shall be mechanically compacted at optimum moisture content or above according to ASTM D1557 with vibratory or other compaction equipment. Water settling methods such as flooding and poling or jetting are prohibited.

C. Trench Backfill:

1. Backfill material shall be as specified in Section 02 3000.

2. Place and compacted backfill in accordance with the following requirements:
a. Match finish grade as indicated on the Drawings.
b. Trench backfill compacted to 95 percent of maximum density in paved area and 95 percent of maximum density in unimproved areas.
c. Existing Conditions: Where existing underground pipes or conduits larger than 3 inches in diameter cross trenches above new work:
i. Backfill from bottom of intersecting trench to spring line of intersecting pipe or conduit with backfill material.
a. Provide controlled density fill material as specified in Section 02 3000 below existing pipe or conduit
where backfill cannot be placed and compacted as
specified. Controlled density fill shall have a
minimum thickness of 12 inches beneath the

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existing pipe or conduit and shall extend up to the
springline of the pipe or conduit. Controlled density
fill shall extend to the edge of the trench crossing
the pipe or conduit.
ii. Extended backfill material 2 feet on either side of intersecting pipe or conduit to ensure that material remains in place while other backfill is placed.
d. Backfill shall be mechanically compacted at optimum moisture content or above according to ASTM D1557 with vibratory equipment weighting no more than 12 tones static weight. All backfill shall be placed in maximum 8-inch lifts. Water settling methods such as flooding and poling or jetting are prohibited.

D. Native or Import Material:

1. Native or Imported Material meeting the requirements within Section 02 3000 shall be used as backfill.

E. Excess Material:

1. Remove excess excavated material and any excavated Bay Mud from the project site and dispose of legally off-site.

3.03 FIELD QUALITY CONTROL
A. Shall meet the compaction and testing requirements in Section 02 3000.

END OF SECTION

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FILTER FABRIC AND GEOTEXTILES 02 3400-1

SECTION 02 3400

FILTER FABRIC AND GEOTEXTILES
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Engineering Fabrics (Geotextiles).

1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):

1. ASTM D 3776 - Test Methods for Mass per Unit Area (Weight) of Woven Fabric

2. ASTM D 4491 - Test Methods for Water Permeability of Geotextiles by Permittivity

3. ASTM D 4632 - Test Method for Grab Breaking Load and Elongation of Geotextiles

1.03 DEFINITIONS
A. Filter Fabrics for Drains and Underdrains: Nonwoven filter fabric manufactured from polyester, nylon, or polypropylene material, or any combination thereof.

B. Geotextile: Woven polypropylene geotextile fabric.

C. Geogrid: Woven polyester biaxial geogrid for base course reinforcement and subgrade stabilization applications.

1.04 PROJECT CONDITIONS
A. Take field measurements to determine the exact lengths and dimensions of the surfaces to receive the fabric.

1.05 SUBMITTALS
A. Product Data
B. Samples
C. Quality Control Submittals:

1. Certification of Compliance

2. Manufacturer’s Instructions
PART 2 – PRODUCTS

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FILTER FABRIC AND GEOTEXTILES 02 3400-2

2.01 MANUFACTURERS
A. Filter Fabric for pipe trenches – one of the following or equal:

1. Mirafi, 600X
B. Geotextile for separation and stabilization over very weak subgrades – one of the following or equal:

1. Mirafi, 600X
C. Geotextile for base course reinforcement and stabilization under asphaltic concrete or permeable pavement – one of the following or equal:

1. Mirafi, 600X
PART 3 – EXECUTION

3.01 PREPARATION
A. Surface Preparation: During grading operations, take care not to disturb or scarify the subgrade. This may require use of lightweight dozers for low strength soils such as saturated, cohesionless, or low cohesion soils. Recompact to minimum 95 percent at maximum density if subgrade is scarified.

B. Prior to placement of fabric; prepare surface to smooth conditions free of debris, depressions, or obstructions which may damage the fabric.

3.02 INSTALLATION
A. Follow manufacturer's installation instructions and as complimented herein.

B. Place the fabric smoothly without folds or wrinkles
C. Use special care when placing the fabric in contact with the soil so that no void spaces occur between the geotextile and the prepared surfaces.

D. Overlap the fabric sheets at a minimum 2-feet or as indicated on the Drawings or according to manufacturer’s installation, whichever is greater.

E. Place stabilization material and drainage aggregate on the geotextile as specified.

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

END OF SECTION

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UTILITY STRUCTURES 02 5300-1

SECTION 02 5300

UTILITY STRUCTURES
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. On-site utility structures as shown on the Drawings or required for completion of the Work.

B. Related Sections:

1. Section 02 2600 - Excavation Support and Protection

2. Section 02 2500 - Structural Excavation

3. Section 02 3150 - Structural Fill

4. Section 02 3180 - Trenching

5. Section 03 3000 - Cast-in-Place Concrete

1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):

1. ASTM A48 – Gray Iron Castings

2. ASTM A276 – Stainless Steel Bars and Shapes

3. ASTM C150 – Portland Cement

4. ASTM C361 – Reinforced Concrete Low-Head Pressure Pipe

5. ASTM C478 – Circular Precast Reinforced Concrete Manhole Sections

6. ASTM C857 – Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures

7. ASTM C858 - Underground Precast Concrete Utility Structures

8. ASTM C913 – Precast Concrete Water and Wastewater Structures

1.03 SYSTEM DESCRIPTION
A. Rectangular Precast Structure:

1. Rectangular structures shall meet all requirements of circular manholes stated herein as applicable to rectangular structures.

B. Performance Requirements:

1. Underground utility structures: Underground utility structures, manholes and appurtenances shall be made watertight and free from infiltration or exfiltration.

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UTILITY STRUCTURES 02 5300-2

2. Grades at the site will be elevated up to 10 feet in the future. Design of Manhole shall account for proposed increase in grade and be installed to ensure cone can easily be removed and accommodate addition risers in the future.

1.04 SUBMITTALS
A. Shop Drawings: Submit shop drawings for all proposed precast utility structures.

1.05 DESIGN
A. The design of precast concrete junction structures and storm drain manholes is left to the manufacturers of these structures. Calculations and design shall be prepared by a Civil Engineer or Structural Engineer licensed in California. Design parameters include sectional configuration, joints, wall thickness, and reinforcement. All design shall conform to the UBC and ACI Code. The following loading conditions shall be used to design structures suitable for the dimensions and conditions shown on the drawings:

1. Surface Live Load: HS-20

2. Unit Weight of Backfill : 140 pcf

3. Lateral Soil Load (undrained condition): 85 psf equivalent fluid pressure per foot depth
B. Passive Soil Resistance: 150 psf equivalent fluid pressure per foot depth.

Neglect the upper 12 inches of soil when determining passive resistance.

Loading Conditions: Concrete structures shall be designed for:

1. Full hydrostatic uplift (groundwater at surface) with no water on the inside of the structure; and

2. A fully surcharged pipe or culvert with hydraulic grades one foot above the ground surface with no groundwater outside the pipe or culvert.

PART 2 – PRODUCTS

2.01 MANUFACTURED UNITS
A. Precast Concrete Manholes:

1. Construct precast concrete manholes in accordance with design, size, shape, form, details, and at locations indicated on the Drawings and specified.

2. Construct manholes of precast eccentric manhole units in accordance with the requirements indicated on the Drawings and specified.

3. Provide precast, cylinder units, taper sections, and eccentric flat top sections meeting strength requirements of ASTM C 478.

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UTILITY STRUCTURES 02 5300-3

4. Base design and manufacture to A-16 (HS 20-44) loading in accordance with ASTM C857.

2.02 ACCESSORIES
A. Precast Concrete Manholes:

1. Joint Sealing Compound: Preformed cold-applied ready-to-use plastic joint sealing compound. Manufacturer or equal:
a. K. T. Snyder Company, Ram-Nek.

2. Manhole Frames and Cover Sets
a. Material:

1. Gray iron castings, ASTM A48, Class 30 B.

2. Stainless steel, ASTM A276.
b. Type:

1. Heavy-duty traffic type, or H-20 loading, with combined set weight of minimum 265 pounds.
c. Machine horizontal and vertical bearing surfaces to fit neatly, with easily removable cover bearing firmly in frame without rocking. d. Frame:

1. Bottom flange type.

2. Approximately 4 1/2 inches frame height.

3. 24-inch diameter clear inside dimension, unless otherwise indicated on the Drawings.

4. Approximately 32 inches bottom flange outside diameter. e. Cover:

1. Skid-resistant grid pattern design stamped with name of utility service provided by manhole, such as
"ELECTRICAL," "SEWER," "TELEPHONE," or "WATER."

2. Solid type without ventilation holes.
f. Finish: Unpainted.

3. Drop Manhole Fittings:
a. Drop Tee and Other Fittings: Vitrified clay pipe or as otherwise specified or indicated on the Drawings.

PART 3 – EXECUTION

3.01 INSTALLATION
A. Concrete Manholes:

1. Excavation and Backfill: As specified in Section 02 2500, 02 300, 02 3150, and 02 3180.

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UTILITY STRUCTURES 02 5300-4

2. Precast Concrete Manholes
a. Manholes Bases:
i. Form and place concrete on Class 2 aggregate base
compacted to 95 percent of maximum density. Provide
geotextile fabric as indicated on the Drawings and as
specified.
ii. Form that portion of base above invert elevation of storm drain pipe to provide smooth channel section as indicated on the Drawings.
iii. Check forms for accuracy of dimensions and relative smoothness prior to placing concrete for base. Channels shall vary uniformly in size and shape from inlet to outlet if required.
iv. Construct of Class A concrete in accordance with Section 03 30 00 to form and dimensions indicated on the
Drawings.
v. Place base concrete as monolith.
b. Manhole Sections:
i. Set each manhole section perfectly plumb.
ii. Use sections of various heights and adjustment rings in order to bring top of manhole ring and cover to required elevation.
c. Joints:
i. Seal joints with joint sealing compound unless otherwise indicated on the Drawings.
ii. Clean joints with brush and prime.
iii. Apply sealing compound as follows, except where
instructions differ from manufacturer's printed instructions.

Where these instructions differ from manufacturer's
instructions, install sealing compound in accordance with manufacturer's written instructions.
a. Remove silicon treated protective paper from one
side of preformed rope and lay preformed rope,
paper side up, on cleaned joint surface. Press
surface firmly end-to-end around entire joint,
making minimum 1-inch laps where necessary.
b. Remove protective paper from preformed rope and
lower next section into place.
iv. Seal joints watertight.
d. Manhole Frame and Cover Sets:

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UTILITY STRUCTURES 02 5300-5

i. Install manhole frames and cover sets at locations
indicated.
ii. Setting:
a. Set manhole frames and covers at elevations and
requirements indicated on the Drawings. Set
manhole covers flush with paving. Where no paving
exists, set manhole cover six (6) inches above
surrounding grade.
b. Where structure is outside limits of traveled
shoulder but not in roadside ditch, place structure
1/10 foot or more above existing ground surface.
c. Where cover is in existing pavement or in traveled
way of existing road shoulder, place cover flush
with existing surface.
d. Where manhole cover falls in existing roadside
ditch or right of way, place manhole cover
approximately 1-1/2 feet above existing ground
surface.
e. Set manhole frames at required grade and securely
attach to top of precast manhole shaft unit or on
adjustment rings, using cement mortar.
f. Setting Covers: After frames are securely set in
place in accordance with requirements specified
herein, install covers and perform necessary
cleaning and scraping of foreign materials from
frames and covers as required to accomplish and
to assure proper fit. Any frame and cover which
creates noise when passed over by traffic shall be
replaced.

3. Drop Manholes:
a. Construct drop manholes at locations and in conformance with the details indicated on the Drawings.
b. Provide inside diameter of drop inlet pipe the same as intercepted storm drain unless otherwise indicated on the Drawings or specified in this Section.
c. Furnish and set fittings in manner as indicated on the Drawings.

4. Pipe Stubs:
a. Provide pipe stubs at manhole locations and in conformance with details indicated on the Drawings and as specified. Plugs shall be appropriate to provide a watertight seal for the pipe materials specified.

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UTILITY STRUCTURES 02 5300-6

3.02 FIELD QUALITY CONTROL
A. Tests:

1. Sanitary Sewer and Storm Drain Manholes: Vacuum test all manholes.

Use following vacuum test procedures and requirements:
a. After completion of the manhole barrels but prior to backfilling and grade ring installation, seal all openings in the manhole with plugs and a rubber ring "donut" type plug inserted inside the opening of the cone.
b. Attach a small vacuum pump to a hose connected to the plug and apply 4 pounds per square inch of vacuum. Allow vacuum to stabilize at 3.5 pounds per square inch for 1 minute, then begin the test. The manhole must maintain vacuum such that no greater than 0.5 pounds per square inch of vacuum is lost during the specified test period.
c. The specified test period is as follows:

Manhole Depth
(feet)
Minimum Test Period
(minutes)
0-5 4.5
5-10 5.5
10-15 6.0
Greater than 15 6.5
d. Patch as required and retest manholes that fail the test. e. Provide a vacuum regulator on the vacuum pump such that no greater than 10 pounds per square inch can be applied to the manhole during the test. Repair all manholes that do not meet the leakage test or are unsatisfactory from visual inspection. Retest after repair is completed.

2. At the Contractor’s option, and with the Engineer’s approval, hydrostatic testing may be substituted for vacuum testing. The test shall consist of plugging all inlets and outlets and filling the manhole with water to a height determined by the Engineer. Leakage in each manhole shall not exceed 0.1 gallon per hour per foot of head above the invert. All manholes not passing the leakage test or that are unsatisfactory from a visual inspection shall be repaired to the Engineer’s satisfaction.

END OF SECTION

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AGGREGATE BASE COURSE 02 7220-1

SECTION 02 7220

AGGREGATE BASE COURSE
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Aggregate base course

1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):

1. ASTM C 117 - Test Method for Material Finer than 75 nM (Number 200) Sieve in Mineral Aggregate by Washing.

2. ASTM C 136 - Method for Sieve Analysis of Fine and Coarse Aggregates.

3. ASTM D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

B. State California Department of Transportation (CALTRANS):

1. CALTRANS - Standard Specification

1.03 SUBMITTALS
A. Product Data:

1. Source, gradation, and testing data for aggregate base course.

B. Quality Control:

1. Test Reports: Reports for tests required by Sections of CALTRANS Standard Specifications.

2. Certification of Compliance: Certificates as required by Sections of CALTRANS Standard Specifications.

PART 2 – PRODUCTS

2.01 MATERIALS
A. Class I Aggregate Subbase Course:

1. Class 1 Type A permeable aggregate subbase shall consist of crushed stone or gravel, free from vegetable matter and other deleterious substances, and of such nature that aggregate can be compacted readily under watering and rolling to form a firm, stable base.

2. Grade within the limits and conform to quality requirements as follows when tested in accordance with California Test 202:

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AGGREGATE BASE COURSE 02 7220-2

Sieve Sizes
(Square Openings)
Percent by Weight
Passing Sieve
1” 100
¾” 90-100
½” 35-65
3/8” 20-45
Number 4 0-10
Number 8 0-5
Number 200 0-3

B. Class II Aggregate Base Course:

1. Class 2, 3/4-inch maximum aggregate size free from vegetable matter and other deleterious substances, and of such nature that aggregate can be compacted readily under watering and rolling to form a firm, stable base.

2. Materials derived from processing demolished or removed asphalt concrete are not acceptable.

3. Coarse aggregate material retained in Number 4 sieve shall consist of material of which at least 25 percent by weight shall be crushed particles when tested in accordance with California Test 205.

4. Aggregate shall not be treated with lime, cement, or other chemical material before the Durability Index test is performed.

5. Aggregate grading and sand equivalent tests shall be performed to represent not more than 500 cubic yards or one day's production of material, whichever is smaller.

6. Grade within the limits and conform to quality requirements as follows when tested in accordance with California Test 202:

Sieve Sizes
(Square Openings)
Percent by Weight
Passing Sieve
(3/4-inch Maximum)
2 inch -
1-1/2 inch -
1 inch 100
3/4 inch 90-100
Number 4 35-60
Number 30 10-30
Number 200 2-9

Quality Requirements
Description California Test Minimum Test Result
Resistance (R Value) 301 78
Sand Equivalent (Min) 217 22
Durability Index 229 35

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AGGREGATE BASE COURSE 02 7220-3

PART 3 – EXECUTION

3.01 EXAMINIATION
A. Verification of Conditions: Examine conditions upon which the work specified in this Section depends for defects that may influence installation and performance.

B. Do not proceed with installation until unsatisfactory conditions have been corrected.

3.02 PREPARATION
A. Subgrade Preparation: Prepare as specified in Section 02 3000.

3.03 INSTALLATION
A. Furnish, spread, and compact aggregate base course material to the lines, grades, and dimensions indicated on the Drawings and per City Standard Detail No. 18.

1. Spreading: Spread in accordance with sections of CALTRANS Standard Specifications.

2. Compacting: Compact in accordance with sections of CALTRANS Standard Specifications.

3.04 FIELD QUALITY CONTROL
A. Tests: Perform field tests as required by sections of CALTRANS Standard Specifications.

END OF SECTION

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CLOSED CIRCUIT TV INSPECTION OF PIPE 02 7320-1

SECTION 02 7320

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF PIPE
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Initial and/or final closed circuit television (video) inspection of utility pipelines.

2. Supplying all labor, materials, equipment and apparatus not specifically mentioned herewith or noted on the plans, but which are incidental and necessary to complete the work specified.

B. Related Sections:

1. Section 01 5500 - Traffic Regulation

1.02 REFERENCES
A. Standard Specifications for Public Works Construction (latest edition) – refer as the Green Book here

1. Section 500.3.4 - Television Inspection

1.03 JOB CONDITIONS
A. The CONTRACTOR shall conduct operations and schedule cleanup in a manner to cause the least possible obstruction and inconvenience to traffic, pedestrians and to adjacent property owners or tenants.

B. Videotapes and TV log of existing pipelines, if available, will be provided upon request for general guidance only. The CONTRACTOR is responsible for all findings made from these logs.

1.04 SUBMITTALS
A. The CONTRACTOR shall submit a plan for bypassing influent flows around the work area and facilities where flows must be interrupted to carry the work. The plan shall conform to 02 7400 of these specifications and be reviewed by the ENGINEER and shall be acknowledged as acceptable before any work is started.

B. Certification of CCTV operators: NASSCO certified for PACP, LACP, and MACP inspections.

C. For each of the initial and/or final inspection, CONTRACTOR shall submit to an external hard drive containing all the videos, images, and inspection reports in Wincan VX or current CITY’s inspection software format and PACP exchange

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CLOSED CIRCUIT TV INSPECTION OF PIPE 02 7320-2

format with audio of all pipeline reaches inspected. Work will not be considered complete until the following items have been received and approved by the CITY.

1. Initial and final video inspection shall be in digital format using Wincan VX or current CITY’s Inspection software recorded digitally to an external drive. At the beginning of the inspection, the information of the inspection shall be displayed in the following PACP format:
a. Surveyed by
b. Street
c. Locations Code
d. Direction of inspection
e. Pipe material
f. Pipe diameter
g. Length of reach to be televised
h. Structure or Manhole number from which the camera is traveling i. Structure or Manhole number to which the camera is traveling j. Pipe ID
k. Inspection Time/Date
In addition, each recording shall continuously display while not obstructing the view of the video, the following information:
l. CITY
m. Number of the structure or manhole from which the camera is traveling
n. Number of the structure or manhole to which the camera is traveling
o. Direction of flow (indicated by arrow)
p. Date of recording
q. Pipe diameter
r. Pipe material
s. Footage

2. The video shall be labeled with the CONTRACTOR's name, date televised, street name, identification of the utility reach(es) inspected, and run number. The audio portion of the CCTV inspection shall be in English and intelligible in its entirety. If the CCTV inspection are of such poor quality that the ENGINEER is unable to evaluate the condition of the utility, locate utility service connections, or verify cleaning, the CONTRACTOR shall re-televise the pipeline and provide a new CCTV inspection of good quality at the CONTRACTOR’s expense

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CLOSED CIRCUIT TV INSPECTION OF PIPE 02 7320-3

PART 2 – PRODUCTS – NOT USED
PART 3 – EXECUTION

3.01 INITIAL AND/OR FINAL CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION A. The CONTRACTOR shall be required to conduct a structure to structure (i.e. manhole, curb inlet, etc.) Closed Circuit Television (CCTV) survey of the lines to determine the general condition of the utility pipeline, to determine defective pipe sections for point repairs, to log the location of all service connections and to verify location of active connections.

B. The CONTRACTOR will abide by the requirements of the “Standard Specifications for Public Works Construction latest Edition,” (refer as the Green Book herein) Section 500-3.4 - Television Inspection - and the following additions and added subsections.

C. Add the following to Section 500-3.4 of the Green Book to read:

1. When utility pipeline depth of flow at the upstream structure of the section being televised is above the maximum allowable for television inspection, the CONTRACTOR shall reduce the flow in accordance with Subsection 500 - 3.3 of the Pipe Cleaning Specification above to permit proceeding with the television inspection.

Depth of flow shall not exceed that shown below for the respective pipe sizes as measured in the structure or manhole when performing television inspection, joint testing and/or sealing.

Maximum Depth of Flow in Inches
Pipe Sizes (in.) Television Inspection Joint Testing/Sealing 6 1.20 1.50
8 1.60 2.00
10 2.00 2.50
12 3.00 3.00
15 3.75 4.50
18 4.50 5.40
21 5.25 6.30
24 6.00 7.20
27 8.10 9.45
30 9.00 10.50
33 and up 30% of Pipe Diameter 35% of Pipe Diameter
Amount of the flow allowed in utility pipeline shall be in accordance with the manufacturer’s recommendations and as approved by the ENGINEER.

When flow control and bypassing are required, the CONTRACTOR shall conform to Section 02 7400 of these specifications

2. Television inspection shall be done one utility section at a time. The section being inspected shall be isolated from the remainder of the utilities with upstream flow at acceptable depth. The camera shall be moved through the utility section in either direction at a uniformly slow

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CLOSED CIRCUIT TV INSPECTION OF PIPE 02 7320-4

rate of means of power cable winches at each structure or manhole, stopping at each defect to allow adequate evaluation

3. Should the camera get stuck in the utility line, the CONTRACTOR shall be responsible for all costs involved in extracting it. Costs related to difficulties encountered during internal television inspection are incidental to the Contract and claims, therefore, will not be considered.

D. Add the following subsections to Section 500-3.4 of the Green Book to read:

1. Initial CCTV Inspection
a. For pipeline projects, the CONTRACTOR is required to clean the utility pipelines and structures per Section 500-3.3 and television inspect all proposed rehabilitative pipes and/or utility crossings shown on plans.
i. The method of rehabilitation/replacement of each utility pipeline will be re-evaluated by the ENGINEER on the
basis of the television inspection information furnished by the CONTRACTOR and the replacement/rehabilitation
method will be changed if it is determined necessary or advisable. No construction work shall be started on a
particular utility pipeline unless the ENGINEER has had five working days to review the video inspection
documentation for the utility pipeline.
b. As directed by the ENGINEER, at locations where CCTV inspection or pipe installation work is hampered by an obstruction which cannot be removed by conventional pipe cleaning
equipment or by other approved internal means. Spot excavations or point repairs shall be performed to expose and remove the obstruction per Section 02 7330 of these specifications.

E. Additional Requirement for performing Closed Circuit Television (CCTV) inspection of utility pipeline.

1. CONTRACTOR shall take at least one picture of all mid-to-major defects in pipe that will be in JPEG format. Each JPEG file will be named in accordance with the line and footage. One photograph shall also be taken of each lateral connection looking up into the lateral.

2. CONTRACTOR shall setup at the upstream structure whenever possible to video inspect with the flow. The camera will move at a uniform rate at a speed no greater than 30 feet per minute. Distance of the line will be measured and recorded from the center of structure to the center of the next structure. The distance will be accurate within 2 feet of every 1000 linear feet inspected. If more than one structure reach is inspected in a single run, the footage counter shall be reset to zero at the center of all intermediate structures. The camera shall pause for a sufficient amount of time to adequately document and provide accurate distance measurements of all defects in pipe and the connections observed in the line. The camera shall rotate and look directly at each defect and look into each connection to thoroughly document the conditions and determine if

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the lateral is in service. CONTRACTOR shall capture photos of any moderate and above damages or abnormal conditions.

3. The recording shall include an audio portion describing the condition of the lines with the video image. The audio portion will be sufficiently free of background noise to produce an oral report that clear and easily discernible. At the beginning of each inspection run, the audio shall identify CONTRACTOR’s name, the crew member, date, time, street location, name of line, pipe size, pipe material, direction of inspection, and the pipe numbers at the beginning and end of the reach. The audio shall note during the inspection the location and condition of the pipe defects, including all cracks, breaks, cracked or misaligned joints, root intrusion, infiltration, missing pieces of pipe, corrosion, deposits, obstructions, and any other items which reflect the condition of the utility line. The audio shall also note the location of the connections, and whether the connection is in service. All observations shall be included on the inspection report.

4. Continuous digital recordings of the inspection view as it appears on the monitor shall be stored. A digital recording will be made of the entire inspection. The video will be recorded in MP4 unless prior arrangements are made between the CITY and CONTRACTOR.

5. In case the camera cannot pass from upstream to downstream, a reverse setup shall be attempted. In case of this type of setup, a separate MP4 file will be stored. Inspection data shall be obtained using WinCan software. This shall include data tables, observations, pictures, and video.

CONTRACTOR shall use standard observation codes consistent with PACP coding. Once all inspections are complete, CONTRACTOR shall give the CITY of San Carlos a hard drive that details all of the captured information, and WinCan reader program that has full rights for viewing all videos, pictures, and observations.

END OF SECTION

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FLOW BYPASS SYSTEMS 02 7400-1

SECTION 02 7400

FLOW BYPASS SYSTEMS
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Temporary bypass pumping may be necessary for the rehabilitation of existing pipeline, installation of new service laterals, installation and rehabilitation of manholes and pipeline point repairs. The CONTRACTOR shall conduct the flow bypass system in accordance with the specified requirements as stated herein.

1.02 SYSTEM DESCRIPTION
A. Performance Requirements:

1. Contractor shall ensure the existing storm drain system remains operational throughout the duration of the Project to ensure no overflows occur upstream of the projects.

2. Provide, maintain, and operate all temporary facilities such as dams, plugs, flow-through plugs, pumping equipment, conduits, and all necessary power to intercept the flow before it reaches the point where it would interfere with the Work, carry it past the Work, and return it to the existing pipeline downstream of the Work.

3. Design, install, and operate the temporary pumping systems.

4. Convey the influent flow safely past the Work area. Do not stop or impede storm water flows under any circumstances.

5. Maintain flow around the Work area in a manner that will not cause surcharging of sewers or storm drains, damage to sewers or storm drains, and that will protect public and private property from damage and flooding, including the routing of overflow in the event of failure of any bypass system.

6. Protect water resources, wetlands, and other natural resources.

B. Design Requirements:

1. Provide flow-through plugs, dams, and/or pumps of adequate size to handle peak flow as defined below and temporary discharge piping, to ensure that the total flow of the utility pipeline and service connections can be safely diverted around the section to be replaced.

2. CONTRACTOR is responsible for continuously conveying nuisance and groundwater infiltration flows at each project site. The pumping system shall be of sufficient capacity to handle existing flow plus additional flow as calculated by the CONTRACTOR and approved by the CITY or as defined by the ENGINEER that may occur during a rainstorm.

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FLOW BYPASS SYSTEMS 02 7400-2

3. If pumping is required on a 24-hour basis, engines shall be equipped in a manner to keep noise to a minimum. All pumps shall be on-line, isolated by individual valves, and be ready for immediate use in the event of an emergency or breakdown of an on-line pump.

4. Bypass pumping system shall be of adequate size to convey the required flow without causing upstream pipelines to surcharge to more than 24 inches above the crown of the pipeline and 3 feet below the rim elevation.

5. Provide onsite portable lights for emergency use only.

6. Provide standby generation facilities for emergency use if pumps are equipped with electric motors. Standby generators shall be noise-rated for residential zones, meet air quality exhaust criteria of BAAQMD, as applicable, and shall meet the City’s ordinances.

1.03 SUBMITTALS
A. CONTRACTOR shall submit a bypass pumping/piping plan and an emergency plan for each bypass setup. The bypass pumping/piping plans are required for mainline bypass and shall include:

1. A site plan showing dimensions, layout and list of equipment on each site and how the facilities will be protected from public access during use.

2. Detailed description of each bypass system including connection, testing, operation, alarm and control functions, and disconnection.

3. Contingency plans for power or equipment failure shall also be included where pumps are used.

4. Schematic Map showing route of discharge, discharge locations, areas to be fenced, and where and how discharge piping will be hardened to allow traffic access.

B. Where pumping is required, submit complete information and calculations on pumping system to meet or exceed peak flow conditions. Calculations shall show the performance of pumps (where used) against friction and minor losses in each bypass system.

C. Where standby generators are required, submit complete information and calculations on generation system.

1.04 QUALITY ASSURANCE
A. The CONTRACTOR is responsible for the operation and maintenance of the bypass systems. These systems will operate 24-hours a day for 7 days a week for as long as bypassing is necessary.

B. CONTRACTOR to be completely responsible for any overflow or spillage of raw sewage due to failure of any bypass system.

C. CONTRACTOR to pay any fines or costs associated with such spillages.

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D. CONTRACTOR to be responsible for any cleanup or restoration resulting from such spillages.

E. CONTRACTOR shall be responsible for coordination between SVCW, the CITY, and the ENGINEER prior to and for the duration of all Bypassing PART 2 – PRODUCTS

2.01 PUMP SYSTEMS
A. Noise control levels shall be within the City’s noise ordinance.

B. Pumps may be gas, electric, or diesel powered.

C. Pumps may be end suction or submersible.

D. Bypass piping shall be rubber gasketed, with no visible leaks under operating conditions.

PART 3 – EXECUTION

3.01 GENERAL
A. CONTRACTOR shall determine where bypass pumping is required. As an alternative to bypass pumping, flow control methods may be used if the upstream system. CONTRACTOR shall submit flow control methods outlined in this section. No flow control or related work shall be performed until favorable review of Bypass Plan by the ENGINEER, SVCW, and the CITY.

B. Under no circumstances will dumping of raw sewage or stormwater be allowed on private property or public rights-of-way.

C. Remove bypass pumping and/or flow control after work is completed.

D. If pumping is required across a pedestrian walkway, street or driveway that cannot be closed to traffic, the discharge piping shall be temporarily buried, backfilled, and paved.

E. Where a potential system failure may result in spillage, full-time monitoring shall be provided.

F. Contractor shall conform to all safety provisions pertaining to confined space entry when entering any manhole.

END OF SECTION

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SECTION 02 7420

ASPHALTIC CONCRETE PAVING
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Asphalt pavement on prepared subgrade or aggregate base course or on existing pavement to lines, grades and compacted thickness as indicated on the Drawings.

B. Related Sections:

1. Section 02 7220 - Aggregate Base Course

1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):

1. ASTM D1557 - Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort.

2. ASTM D1561 - Practice for Preparation of Bituminous Mixture Test Specimens by Means of California Kneading Compactor
B. State California Department of Transportation (CALTRANS) Standard Specifications, latest edition (CALTRANS Standard Specifications)

1. Section 37 - Bituminous Seals

2. Section 39 - Asphalt Concrete

3. Section 92 - Asphalts

4. Section 93 - Liquid Asphalts

5. Section 94 - Asphaltic Emulsions
C. CALTRANS Standard Test Methods:

1. Test 202 - Sieve Analysis of Fine and Coarse Aggregates

2. Test 304 - Preparation of Bituminous Mixtures for Testing

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

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

5. Test 379 - Determining Asphalt Content in Bituminous Mixtures (Troxler Nuclear Gage Model 3241)

1.03 SYSTEM DESCRIPTION

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

B. In general, asphalt concrete and asphalt concrete base shall conform to Section 39 “Hot Mix Asphalt” and all applicable referenced sections of the CALTRANS Standard Specifications.

1. Where conflicts exist, this specification shall govern.

1.04 DEFINITIONS
A. “Asphalt Concrete” as used by CALTRANS shall be considered the “Surface Course” or the final lift of the pavement section.

B. “Asphalt Concrete Base” as used by CALTRANS shall be the remaining portion of the asphalt pavement section excluding the final lift.

C. “Asphalt Pavement” shall be the total pavement section of asphalt including Asphalt Concrete and Asphalt Concrete Base.

1.05 SUBMITTALS
A. Proposed Mix Design and Gradation of Materials
B. Shop Drawings
C. Product Data:

1. Asphalt

2. Asphalt aggregate

3. Pavement reinforcing fabric
D. Quality Control Submittals:

1. Test results

2. Certificate of Compliance

3. Certificate of Competence
E. Equipment List

1.06 DELIVERY, STORAGE, AND HANDLING
A. Asphalt Pavement Delivery:

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

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

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

1.07 PROJECT CONDITIONS
A. Environmental Requirements:

1. Asphalt Concrete:
a. Place asphalt concrete only when surface is dry, when atmospheric temperature in the shade is 40 degrees F and rising, or above 50 degrees F if falling.
b. Treat bodies as necessary to prevent material from sticking to the bodies.
c. Cover each load with canvas or other suitable material of sufficient size and thickness to protect the asphalt mixture from the weather.

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

PART 2 – PRODUCTS

2.01 ASPHALT PAVEMENT MATERIALS
A. Aggregate Base Course:

1. See Section 02 7220
B. Asphalt Aggregate:

1. Aggregate for asphalt concrete shall conform to Section 39-1.02 of the CALTRANS Standard Specification for Type B grading, ½-maximum.

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

2.02 ASPHALT BASE COURSE
A. Aggregate base shall conform to Section 02 7220.

B. Aggregate Base Course shall be placed at the following locations:

1. Under all asphalt pavement.

C. Compacted thickness of Aggregate Base Course shall be as indicated on the Plans.

2.03 EQUIPMENT

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A. Spreading and Compacting Equipment:

1. Spreading equipment shall conform to Section 39-3.03 and all applicable referenced sections, of the CALTRANS Standard Specifications. a. Only in areas inaccessible to the machine, by approval of the ENINGEER, will hand spreading be permitted.

2.04 SOURCE QUALITY CONTROL
A. The ENGINEER will perform sampling and tests of materials in accordance with California Test Method Number 304 and California Test Method Number 362 or 379, as applicable. Samples will be taken from materials as delivered to the site.

PART 3 – EXECUTION

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

3.02 PREPARATION
A. Protection:

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

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

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

B. Subgrade Preparation:

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

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

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surface, the CONTRACTOR shall roughen and clean vertical surface as required for proper bonding of asphalt immediately before applying prime coat or tack coat.

C. Removal of Preparation of Existing Pavement:

1. Cut existing asphalt pavement to be removed with wheel cutter or other device capable of making a neat, reasonably straight and smooth cut without damaging the adjacent pavement to remain.

2. Cut and trim existing pavement after placement of specified base course material and just prior to placement of new asphaltic concrete pavement.

Trimmed edges shall be coated with prime or tack coat as specified immediately prior to installing new abutting asphalt pavement.

3. All removed aggregate base material and asphaltic concrete pavement and any excess new material shall be removed from the project site and legally disposed of by the CONTRACTOR.

3.03 PRIME COAT AND TACK COAT
A. Prime Coat:

1. A prime coat of liquid asphalt shall be applied on all surface of base course materials to be paved.

2. Prime coat shall be applied at a rate of 0.25 gallons per square yard, and shall conform to Section 93 of the CALTRANS Standard Specification for the distributor application of the grade of liquid asphalt being used.

B. Tack Coat:

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

2. Tack coat shall be applied in one application at a rate of 0.1 gallons per square yard of surface covered.

3.04 ASPHALT PAVEMENT
A. Placing materials in a window, then picking it up and placing it in the asphalt paver with loading equipment will not be permitted.

B. Unless lower temperatures are directed by the ENGINEER, asphalt concrete shall be spread, and the first coverage of initial or breakdown compaction shall be performed when the temperature of the mixture is not less than 250 degrees F, and all breakdown compaction shall be completed before the temperature of the mixture drops below 205 degrees F.

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

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

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

Total
Thickness
Indicated on
Drawings
Number
of Lifts
Top Layer
Thickness
Next Lower Layer
Thickness
All Other Lower
Layer Thickness
Min Max Min Max Min Max
< 2¾” 1 ----- ----- ----- ----- ----- -----
3” 2 1¼” 1½” 1¼” 1½” ----- -----
3¼” - 4¾” 2 1¾” 2¼” 1¾” 3” ----- -----
> 5” (2) 1¾” 2¼” 1¾” 3” 1¾” 4¾”
(1) When pavement reinforcing fabric is shown to be placed between layers of asphalt pavement, the thickness of asphalt pavement above the pavement reinforcing fabric shall be considered to be the “Total Thickness Indicated on the Drawings” for the purpose of spreading and compacting the asphalt pavement above the pavement reinforcing fabric.
(2) At least two layers shall be placed if the total thickness is less than 5”.

At least three layers shall be placed if the total thickness is more than 5”, and less than 10½”. At least four layers shall be placed if the total thickness is greater than 10½”.

D. A layer shall not be placed over another layer which exceeds 3 inches in compacted thickness until the temperature of the layer which exceeds 3 inches in compacted thickness is less than 160 degrees F at mid depth.

1. If the temperature of any layer drops below 140 degrees F, or if directed by the ENGINEER, apply tack coat before placing next layer E. Unless otherwise indicated on the Drawings, asphalt mixtures shall not be handled, spread or windrowed in a manner that will stain the finished surface of any pavement or other improvements.

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

G. Spreading:

1. All layers of asphalt pavement shall be spread with an asphalt paver and shall conform to Section 39-3.03 and all applicable referenced sections of the CALTRANS Standard Specifications.

2. At locations where the asphalt pavement is to placed over areas inaccessible to spreading and rolling equipment, all layers of asphalt pavement shall be distributed directly out of the back of the dump truck and spread by hand.
a. Asphalt pavement spread by hand shall be compacted thoroughly to the required lines, grades and cross-sections by means of

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pneumatic tampers, or by other methods that will produce the same degree of compaction as pneumatic tampers.

H. Compaction:

1. Compaction of asphalt pavement shall conform to Section 39-3.03 and all applicable referenced sections of the CALTRANS Standard Specifications.

2. Minimum required density for each layer of asphalt pavement shall be 95 percent of that obtained in the laboratory according to ASTM Test Method D-1561.

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

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

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

3.05 FIELD QUALITY CONTROL
A. The CONTRACTOR shall control the quality of Work and shall provide adequate testing to assure compliance with these Specifications.

1. The type and size of the samples shall be suitable to determine conformance with stability, density, thickness and other specified requirements. Use an approved power saw or core drill for cutting samples. Furnish all tools, labor, and materials for cutting samples, testing, and replacing the pavement where samples were removed. Take a minimum of 1 sample for every 500 square feet of asphalt pavement placed.

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

1. After completion of paving work, all paving shall be flooded with water.

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

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

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

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

3.07 WORKMANSHIP AND WARRANTY
A. CONTRACTOR shall provide written warranty against defects in materials for a period of not less than 1 year upon completion of Work
B. See General Provisions Section 11 for workmanship guaranty.

END OF SECTION

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PAVEMENT RESTORATION AND REHABILITATION 02 9900-1

SECTION 02 9900

PAVEMENT RESTORATION AND REHABILITATION
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Resurfacing roads and paved surfaces in which surface is removed or damaged by installation of new work. Depth of aggregate base course shall match depth of existing aggregate base course or shall be a minimum of 10 inches, whichever is greater, unless otherwise indicated on the Drawings.

B. Related Sections:

1. Section 02 7220 - Aggregate Base Course

2. Section 02 7420 - Asphaltic Concrete

3. Section 03 3000 - Cast-in-Place Concrete

1.02 SYSTEM DESCRIPTION
A. Performance Requirements:

1. Limiting Dimensions:
a. Determine the exact length and dimensions of such roads, pavements, parking areas, and walks that will require removal and replacement for new work.
b. Join existing surfaces to terminals of new surfacing in smooth juncture.

1.03 SUBMITTALS
A. Mix Designs:

1. Prior to placement of asphalt concrete, submit full details, including design and calculations for the asphalt concrete mix proposed.

2. Submit gradation of aggregate base.

3. Submit proposed mix design of Portland cement concrete.

PART 2 – PRODUCTS

2.01 MATERIALS
A. Aggregate Base Course: As specified in Section 02 7220.

B. Asphalt Pavement: As specified in Section 02 7420.

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C. Portland Cement Concrete Replacement Material: Class A concrete as specified in Section 03 3000.

2.02 EQUIPMENT
A. Roads, Pavements, Parking Areas, and Walks:

1. Equipment Requirements: Good condition, capable of performing work intended in satisfactory manner.

2.03 ACCESSORIES
A. Material for Painting Asphalt Concrete Pavement: Tack coat as specified in Section 02 7420.

PART 3 – EXECUTION

3.01 INSTALLATION
A. Aggregate Surface Removal Replacement:

1. When trench cut is in aggregate surfaced areas, replace aggregate base course material with material matching existing material compacted to 95 percent of its maximum density. Depth of aggregate base course shall match depth of existing aggregate base course or shall be a minimum of 10 inches, whichever is greater, unless otherwise indicated on the Drawings.

B. Pavement Removal and Temporary Asphalt Replacement:

1. Install temporary asphalt pavement or first course of permanent pavement replacement immediately following backfilling and compaction of trenches that have been cut through existing pavement.

2. Except as otherwise provided, maintain this temporary pavement in a safe and reasonably smooth condition until required permanent pavement is installed.

3. Remove and dispose of temporary paving from project site.

4. Where longitudinal trench is partly in pavement, replace pavement to original pavement edge, on a straight line, parallel to centerline of roadway.

5. Where no part of longitudinal trench is in pavement, surfacing replacement shall only be required where existing surfacing materials have been removed.

C. Asphalt Pavement Replacement:

1. Replace asphalt pavement to same thickness as adjacent pavement and match as nearly as possible adjacent pavement in texture, unless otherwise indicated on the Drawings.

2. Cut existing asphalt pavements to be removed for trenches or other underground construction by wheel cutter, clay spade, or other device

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capable of making neat, reasonably straight, and smooth cut without damaging adjacent pavement. Cutting device operation shall be subject to acceptance of ENGINEER.

3. Cut and trim existing pavement after placement of required aggregate base course and just prior to placement of asphalt concrete for pavement replacement, and paint trimmed edges with material for painting asphalt concrete pavement immediately prior to constructing new abutting asphalt pavements. No extra payment will be made for these items, and all costs incurred in performing this work shall be incidental to pipe laying or pavement replacement.

4. Conform replacement of asphalt pavement to contour of original pavement.

D. Portland Cement Concrete Pavement Replacement:

1. Where trenches lie within Portland cement concrete section of streets, alleys, sidewalks, and similar concrete construction, saw cut such concrete (to a depth of not less than 1 1/2 inches) to neat, vertical, true lines in such manner adjoining surfaces are not damaged.

2. Place portland cement concrete replacement material to dimension as indicated on the Drawings.

3. Provide expansion joints that match existing.

4. Before placing replacement concrete, thoroughly clean edges of existing pavement and wash with neat cement and water.

5. Surface Finish: Wood float finish.

E. Curb, Gutter, and Sidewalk Replacement:

1. Where any concrete curb, gutter, or sidewalk has been removed or displaced, replace to nearest construction joints with new Class A curb, gutter, or sidewalk to same dimensions and finish as original construction that was removed.
a. Provide expansion joints of same spacing and thickness as original construction.

F. Pavement Matching:

1. Trim existing asphalt pavements which are to be matched by pavement widening or pavement extension to neat true line with straight vertical edges free from irregularities with saw specifically designed for this purpose. Minimum allowable depth of cut shall be 1-1/2 inches.

2. Cut and trim existing pavement after placement of required aggregate base course and just prior to placement of asphalt concrete for pavement widening or extension, and paint trimmed edges with material for painting asphalt concrete pavement immediately prior to constructing new abutting asphalt concrete pavements. No extra payment will be made for these items and all costs incurred in performing this work shall be incidental to widening or pavement extension.

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3.02 FIELD QUALITY CONTROL
A. Tests:

1. Asphalt concrete as specified in Section 02 7420.

2. Concrete as specified in Section 03 3000.

B. Inspection:

1. Asphalt Concrete:
a. Lay 10-foot straightedge parallel to centerline of trench when the trenches run parallel to street and across pavement replacement when trench crosses street at angle.
b. Remove and correct any deviation in cut pavement replacement greater than 1/4 inch in 10 feet.

2. Portland Cement Concrete Replacement Pavement:
a. Lay 10 foot straightedge either across pavement replacement or longitudinal with centerline of gutter or ditch.
b. Remove and correct any deviation in cut pavement replacement greater than 1/4 inch in 10 feet.

END OF SECTION

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CONCRETE WORK - GENERAL 03 0000-1

SECTION 03 0000

CONCRETE WORK - GENERAL
PART 1 – GENERAL

1.01 APPLICABLE SECTION
A. Submit Shop Drawings, Product Data, Mill Certificates and Samples required by other portions of Contract Documents. The requirements/provisions of the General and Supplementary Conditions shall apply to this section.

1.02 DESCRIPTION OF WORK
A. Furnishing all material, supplies, equipment, tools, transportation, and facilities, and performing all labor and services necessary for, required in connection with or properly incidental to furnishing, and installing concrete work as described in this section of the specifications shown on the accompanying drawings, or reasonably implied therefrom, except as hereinafter specifically excluded.

B. All formwork, including any special forms necessary to produce architectural details and/or to accommodate the work of others and removal of forms.

C. All concrete reinforcement, placement, bending and forming thereof.

D. All concrete and cement finishing; all surface treatment and curing, including non-slip finishes and color work.

E. Installation of all reglets, bolts, anchors, cans, sleeves, column anchor bolts, etc., whether furnished under this section or by others (except cans and sleeves required under the Electrical and Mechanical Divisions).

F. The furnishing of all items required to be or shown on the drawings as embedded in concrete, which are not specifically required under other sections.

G. Setting headers and screeds. Curing and protecting concrete.

H. Inserts, sleeves, cans, etc. required under the Electrical and Mechanical Divisions.

PART 2 – PRODUCTS – NOT USED
PART 3 – EXECUTION

3.01 DEFECTIVE WORK
A. General: Work considered to be defective may be ordered by the ENGINEER to be replaced in which case the CONTRACTOR shall remove the defective work at his expense. Work considered to be defective shall include, but not be limited to, the following:

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1. Reinforcing:
a. Kinks and bends therein which are not scheduled or indicated on the drawings; reinforcing improperly placed, or previously heated, or excessively cold worked reinforcing.

2. Concrete
a. Concrete in which defective or inadequate reinforcing steel has been placed.
b. Concrete incorrectly formed or not conforming to details and dimensions on the drawings, with the intent of these documents, or concrete the surfaces of which are out of plumb or level. c. Concrete below specified strength.
d. Concrete not meeting the maximum allowable drying shrinkage requirements.
e. Concrete containing wood, cloth, or other foreign matter, rock pockets, voids, honeycombs, cracks or cold joints not scheduled or indicated on the drawings.

3.02 CORRECTION OF DEFECTIVE WORK
A. The CONTRACTOR shall, at his expense, make all such corrections and alleviation measures as directed by the ENGINEER.

B. Concrete work containing rock pockets, voids, honeycombs, cracks or cold joints not scheduled or indicated on the drawings, shall be chipped out until all unconsolidated material is removed.

C. Secure approval of chipped-out areas before patching. Patch per ACI 301-89.

END OF SECTION

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CONCRETE FORMING AND ACCESSORIES 03 1000-1

SECTION 03 1000

CONCRETE FORMING AND ACCESSORIES
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Framework for concrete, with shoring, bracing and anchorage.

B. Related Section:

1. Section 03 2000 - Concrete Reinforcing

2. Section 03 3000 - Cast-in-Place Concrete

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials.

2. ACI 301 - Specifications for Structural Concrete for Buildings; American Concrete Institute.

3. ACI 318 - Building Code Requirements for Structural Concrete and Commentary; American Concrete Institute.

4. ACI 347 - Guide to Formwork for Concrete; American Concrete Institute.

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

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

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

3. ASTM D994 - Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type).

4. ASTM D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

1.03 SUBMITTALS
A. See Section 5-2 of the General Provisions for submittal procedures.

B. Product Data: Provide data on formwork release agent or form liner proposed for use with each formed surface.

C. Formwork Facing Materials: Data on form-facing materials proposed for smooth- form finish if different from that specified in Part 2.02.

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D. Construction and Contraction Joints: Location of construction and contraction joints proposed if different from those indicated in the Contract Documents.

E. Shop Drawings

1. All the following shop drawings and calculations must be prepared, stamped, and signed by a registered Civil or Structural Engineer of the State of California.

2. Framework
a. Submit shop drawings for fabrication and erection of forms for portions of the concrete surfaces, as indicated below:

1. For formwork over 12’ in height.

2. Show general construction of forms including size of members, bracing, jointing, special form joint or reveals, location and pattern of form tie placement, and other items that affect the structural integrity of formwork or exposed concrete visually.

3. Falsework and Shoring Shop Drawings: The Contractor must submit shop drawings and calculations of any required falsework, shoring. Shop drawings and calculations must be prepared in accordance with the requirements of the ACI 318 and State of California Department of Transportation Standard Specifications, Section 48-2 – Falsework.

4. Reshoring and Backshoring Plans: When reshoring or backshoring is required or permitted, submit procedures and plans of operations, before use. Indicate on shop drawings the magnitude of construction loads permitted during reshoring or back-shoring.

F. Testing for Formwork Removal: Data on method for determining strength of concrete for removal of formwork when a method other than field-cured cylinders (ASTM C31 and ASTM C39) is proposed.

G. Formwork Removal Plans: Detail plans for formwork removal operations when removal of forms at concrete strengths lower than that specified in Part 3.08 is proposed.

PART 2 – PRODUCTS

2.01 FORMWORK - GENERAL
A. Maximum deflection of facing materials reflected on concrete surfaces exposed to public view must be 1/240 of the span between structural members of the formwork.

B. Formed Construction and Contraction Joints

1. Locate and form construction joints that least impair strength of the structure and meet the requirements of Section 03300 - Cast-in-Place Concrete Part 3.05.

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2. Unless otherwise specified or permitted, locate and detail formed construction joints to the following requirements:
a. Locate construction joints within the middle third of the spans of slabs, beams, and girders. When a beam intersects a girder within this region, offset the joint in the girder a distance equal to or greater than twice the width of the beam.
b. Locate joints in walls and columns at the underside of slabs, beams, or girders and at the tops of footings or slabs; and c. Make joints perpendicular to the main reinforcement.

3. Provide keyways where indicated on Contract Documents. Unless otherwise specified, longitudinal keyways indicated on the Contract Documents, must be a minimum of 1-1/2 in. deep in joints in walls and between walls and slabs or footings.

4. Provide construction and contraction joints where indicated on the Contract Documents. Submit for acceptance the location of construction and contraction joints differing from those indicated on the Contract Documents.

2.02 FORM MATERIALS
A. Form-facing materials: Materials for form faces in contact with concrete must meet the requirements of "Concrete Finishing" Section 03300 - Cast-in-Place Concrete and the following requirements unless otherwise specified in Contract Documents.

1. For smooth-form finish, use plywood, tempered concrete-form-grade hardboard, metal, plastic, paper, or other acceptable materials capable of producing the desired finish for form-facing materials. Form-facing materials must produce a smooth, uniform texture on the concrete. Do not use form-facing materials with raised grain, torn surfaces, worn edges, dents, or other defects that will impair the texture of concrete surfaces. Facing materials must be supported with studs or other backing capable of maintaining deflections within the tolerances specified in Part

2.01. 2.03 FORMWORK ACCESSORIES
A. Use commercially manufactured accessories for formwork accessories that are partially or wholly embedded in concrete, including ties and hangers. Do not use nonfabricated wire form ties. Where indicated in the Contract Documents, use form ties with integral water barrier plates in walls or other acceptable positive water barriers.

2.04 FORMWORK RELEASE AGENT
A. Use commercially manufactured formwork release agents that prevent formwork absorption of moisture, prevent bond with concrete, and do not stain the concrete surfaces

2.05 EXPANSION JOINT FILLER

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A. Premolded expansion joint filler must conform to ASTM D994 or ASTM D1751.

2.06 FABRICATION AND MANUFACTURE
A. Formwork must be tight to prevent loss of mortar from concrete.

B. Place 3/4 inch chamfer strips in the corners of formwork to produce beveled edges on permanently exposed surfaces unless otherwise specified. Do not bevel reentrant corners or edges of formed joints of concrete unless specified in the Contract Documents.

C. Inspect formwork and remove deleterious material immediately before concrete is placed. Provide temporary openings where needed at the base of column and wall formwork to facilitate cleaning and inspection.

D. Fabricate form ties so ends or end fasteners can be removed with minimum spalling at the faces of concrete.

E. Locate waterstops in joints where indicated on Contract Documents. Use pieces of premolded waterstop with a maximum practicable length to create the minimum number of end joints. Make joints in waterstops in accordance with the manufacturer's recommendations. Ensure that joints develop effective watertightness equal to the continuous waterstop material, permanently develop not less than 50% of the strength of the parent section and permanently retain flexibility.

PART 3 – EXECUTION

3.01 EARTH FORMS
A. Where sides of excavations have been cut neat and accurate to size for pouring of concrete directly against the excavation, forms for footings will not be required.

Remove loose soil prior to placing concrete.

3.02 CONSTRUCTION AND ERECTION OF FORMWORK
A. At construction joints, lap contact surface of the form sheathing for flush surfaces exposed to view over the hardened concrete in the previous placement. Ensure formwork is sealed against hardened concrete to prevent offsets or loss of mortar at construction joints and to maintain a true surface.

B. Provide positive means of adjustment (such as wedges or jacks) of shores and struts. Do not make adjustments in the formwork after concrete has reached its time of initial setting. Brace formwork securely against lateral deflection and lateral instability.

C. Fasten form wedges in place after final adjustment of forms and before concrete placement.

D. Anchor formwork to shores, supporting surfaces, or members to prevent upward or lateral movement of the formwork system during concrete placement. Form supports must be placed on adequate foundations and have sufficient strength

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and bracing to prevent settlement or distortion from the weight of the concrete or other cause. Support must rest on double wedged shim, or other approved means, so that the forms will be maintained at the proper grade.

E. Construct formwork for wall openings to facilitate removal and to counteract swelling of wood formwork.

F. Provide runways for moving equipment and support runways directly on the formwork or structural member without resting on the reinforcing steel.

G. All formed joints on concrete surfaces to be exposed must be taped and must align so joints will not be apparent on the concrete surfaces.

H. Any movement or bellying of forms during construction must be considered just cause for their removal and, in addition, the concrete work so affected.

I. Bolts, rods, or other approved devices must be used for internal form ties and must be of sufficient quantities to prevent spreading of the forms. The ties must be placed at least 1 inch away from the finished surface of the concrete. Bolts and rods that are to be completely withdrawn must be coated with grease.

J. Boards or other form materials that have been damaged or checked or warped prior to placing of concrete must be removed from the forms and replaced with approved materials or otherwise corrected to the satisfaction of the ENGINEER.

K. Assign a sufficient number of workers to keep watch on and maintain the forms during placing of concrete. Satisfactorily remedy any displacement or looseness of forms or reinforcement before placing of concrete. No form must be moved or altered except as may be specifically directed.

L. Wall forms must be set to account for movement of post-tensioned slabs that will occur due to long term shortening of slabs. The ENGINEER will establish the offsets at each level after the Contractor has submitted a detailed pour schedule.

3.03 APPLICATION – FORM RELEASE AGENT
A. Cover surfaces of formwork with an acceptable material that will prevent bond with the concrete. A field-applied formwork release agent or a factory-applied liner may be used. If a formwork release agent is used, apply to the surfaces of the formwork in accordance with the manufacturer's recommendations before placing reinforcing steel. Do not allow formwork release agent to puddle in the forms. Do not allow formwork release agent to contact reinforcing steel or hardened concrete against which fresh concrete is to be placed.

3.04 INSERTS, EMBEDDED PARTS, AND OPENINGS
A. Position and support expansion joint materials, waterstops, and other embedded items to prevent displacement. Fill voids in sleeves, inserts, and anchor slots temporarily with readily removable material to prevent entry of concrete into voids.

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B. Place sleeves, inserts, anchors, and embedded items required for adjoining work or for support of adjoining work before concrete placement. Holes, notches, conduits, pipes, etc. are not allowed in concrete slabs, walls, members, etc. unless shown on the structural drawings or requested and specifically accepted by the ENGINEER.

3.05 FORM CLEANING
A. Clean surfaces of formwork and embedded materials of mortar, grout, and foreign materials before concrete is placed.

3.06 FORMWORK TOLERANCES
A. Unless otherwise specified in the Contract Documents, construct formwork so concrete surfaces conform to the tolerance limits of ACI 117. The class of surface must conform to Part 2.02.

B. To maintain specified tolerances, camber formwork to compensate for anticipated deflections in formwork during concrete placement. Set formwork and intermediate screed strips for slabs accurately to produce designated elevations and contours of the finished surface before removal of formwork.

Ensure that edge forms and screed strips are strong enough to support vibrating screeds or roller pipe screeds when the finish specified requires the use of such equipment.

C. When formwork is cambered, set screeds to the same camber to maintain specified concrete thickness.

3.07 FIELD QUALITY CONTROL
A. The CONTRACTOR must hire the Engineer responsible for the design of formwork over 12' in height, falsework or shoring to inspect the work as detailed on the reviewed shop drawings.

B. The Engineer responsible for design of formwork over 12' in height, falsework or shoring must write a letter to the Engineer certifying construction is in accordance with the reviewed shop drawings and meets his/her approval prior to the Contractor placing any concrete.

C. The CONTRACTOR must verify accuracy of items, furnished under other sections of these specifications and installed under this section.

3.08 FORM REMOVAL
A. Remove top forms on sloping surfaces of concrete as soon as removal will not allow concrete to sag. Perform needed repairs or treatment required at once and follow immediately with specified curing.

B. Do not damage concrete during removal of formwork for columns, walls, slabs, sides of beams, and other parts not supporting the weight of the concrete.

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Perform needed repair and treatment required on vertical surfaces at once and follow immediately with specified curing.

C. Leave formwork and shoring in place to support the weight of concrete in beams and joists for at least 21 days and in slabs for at least 10 days after the last concrete and until concrete has attained 3000 psi minimum per Part 3.08E and the Engineer responsible for design of shoring and falsework has approved removal.

D. Vertical forms must remain on columns, walls, pilasters for at least seven 7 days after the last concrete and until concrete has attained 3000 psi minimum per Part

3.08E and the Engineer responsible for design of the formwork has approved removal.

E. CONTRACTOR must request to have field cured compression test specimen taken where it is planned to remove formwork and shoring sooner than indicated above and submit detailed plans for review and acceptance. Mold cylinders in accordance with ASTM C31, and cure them under the same conditions for moisture and temperature as used for the concrete they represent. Test cylinders in accordance with ASTM C39.

F. In removing plywood forms, no metal pinch bars must be used and special care to be taken in stripping. Start at top edge or vertical corner where it is possible to insert wooden wedges. Wedging must be done gradually and must be accompanied by light tapping of the plywood panels to crack them loose. Do not remove forms with a single jerk after it has been started at one end.

G. Nothing herein must be construed as relieving the contractor of any responsibility of the safety of the structure.

END OF SECTION

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SECTION 03 2000

CONCRETE REINFORCING
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Reinforcing steel for concrete, shotcrete and masonry.

2. Supports and accessories for steel reinforcement.

B. Related Section:

1. Section 03 1000 - Concrete Forming and Accessories

2. Section 03 3000 - Cast-in-Place Concrete

3. Section 03 4000 - Precast Concrete

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials; American Concrete Institute International

2. ACI 301 - Specifications for Structural Concrete for Buildings; American Concrete Institute International

3. ACI 318 - Building Code Requirements for Structural Concrete and Commentary; American Concrete Institute International

4. ACI SP-66 - ACI Detailing Manual; American Concrete Institute International
B. American Society for Testing and Materials (ASTM):

1. ASTM A1064 - Standard Specification for Steel Wire, Plain, for Concrete Reinforcement

2. ASTM A185 - Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete

3. ASTM A615 - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

4. ASTM A706 - Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

5. ASTM E329 - Standard Specification for Agencies Engaged in Construction Inspection and/or Testing
C. American Welding Society (AWS):

1. AWS D1.4 - Structural Welding Code - Reinforcing Steel; American Welding Society

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D. Concrete Reinforcing Steel Institute (CRSI):

1. CRSI (DA4) - Manual of Standard Practice; Concrete Reinforcing Steel Institute

1.03 SUBMITTALS
A. See Section 01 3000 - Shop Drawings, Product Data and Samples. For submittal procedures.

B. Shop Drawings (Placing Drawings)

1. Comply with requirements of ACI SP-66. Shop drawings must also show details for congested areas and connections. Shop drawings used in field must be reviewed copies.

C. Product Data

1. Manufacturer's catalog sheets including instructions for use and description of application and ICC/IAPMO evaluation report must be provided on each of the following items intended for use on project:
a. Mechanical anchorage devices for splices.

D. Mill Certificates

1. The CONTRACTOR must provide Mill Certificates for each size of bar for each heat to be used on project and certify that reinforcing steel supplied for this project meet or exceed specified requirements.

2. Mill Certificates must include name of mill, date of rolling, date of shipping to fabricator and must be signed by fabricator certifying that each material complies with or exceeds the specified requirements. A Mill Certificate must be furnished with each lot of material delivered to the project and the lot must be clearly identified in the Certificate.

3. When Mill Certificates cannot be provided, the CONTRACTOR must hire a professional testing laboratory to verify compliance and provide laboratory test reports. The Contractor must pay for the cost of testing.

E. Laboratory Test Reports

1. Laboratory test reports must be signed by a principal of the testing agency who is a registered Civil Engineer in the State of California.

2. When required by other portions of these specifications, laboratory test reports must be submitted for each size of bar tested for each heat to show compliance with appropriate ASTM Standards and these specifications.

F. Welder’s Certificates and WPS: Submit description of reinforcement weld locations, welding procedures, and welder certification when welding is permitted.

1.04 QUALITY ASSURANCE

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A. Perform work of this section in accordance with the current governing edition of CBC, ACI 301, ACI SP-66, ACI 318, and AWS D1.4 except as modified by the contract documents.

B. Sampling and Testing:

1. General
a. If the Owner's agent, through oversight or otherwise, has accepted material or work which is defective or contrary to specifications, this material or work, regardless of state of completion, may be rejected.
b. Testing agencies must meet the requirements of ASTM E329.

Testing agencies must be accepted by the Engineer before performing any work.

2. Testing responsibilities of Contractor:
a. Submit data on qualifications of proposed testing agency for acceptance. Use of testing services will not relieve the Contractor of the responsibility to furnish materials and construction in compliance with the Contract Documents.
b. Cooperate with and notify owner's agent at least 24 hours in advance of inspections required and must provide samples, test pieces, and facilities for inspection at no cost to the owner. c. Identify each lot of fabricated reinforcing steel to be shipped to the site by assigning an individual lot number that identifies steel by heat number and must be tagged in such a manner that each such lot can be accurately identified at the job site.
d. Remove all unidentified reinforcing steel, anchorage assemblies and bar couplers received at the site.

1.05 STORAGE OF MATERIALS
A. Store reinforcement during fabrication and at site to avoid excessive rusting or coating with grease, oil, soil, or other objectionable materials.

1.06 SEQUENCING AND SCHEDULING
A. Coordinate work with all trades so as not to interfere with the work of other trades. Bring interferences between trades to Engineer's attention and resolve before any concrete is placed.

PART 2 – PRODUCTS

2.01 REINFORCING BARS
A. Reinforcing Steel:

1. Bars for reinforcement must conform to the requirements of ASTM A706, deformed low-alloy steel bars for these applications:
a. Chord Bars.

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b. Horizontal Bars, Beams.
c. Vertical Bars, Columns.
d. Vertical Bars, Pilasters.
e. All Reinforcing Bars to be Welded

ASTM A615, Grade 60 bars may be substituted to meet a through e above if the actual yield strength based on mill tests does not exceed the specified yield strength by more than 18,000 psi, the ratio of the actual ultimate tensile stress to the actual tensile yield strength is not less than

1.25, and the minimum elongation in 8 inches must be at least 14% for #3 through #6, 12% for #7 through #11 and 10% for #14 and #18. This substitution must be verified by the special inspector prior to bundle tag removal.

2. Bars for reinforcement not noted above must be deformed grade steel conforming to the requirements of ASTM A706 or A615, Grade 60.

3. Uncoated steel unless noted otherwise.

2.02 WIRE
A. All wire for concrete reinforcement must conform to ASTM A1064.

2.03 WELDED WIRE REINFORCEMENT
A. All wire fabric mesh must conform to ASTM A185, plain welded wire mesh in flat sheets (not rolls), with welded intersections spaced not farther apart than 12 in. in the direction of principal reinforcement.

B. Use wire-reinforcement supports complying with Class 1, maximum protection, or Class 2, moderate protection, as indicated in Chapter 3 of the CRSI Manual of Standard Practice.

2.04 WELDING ELECTRODES
A. Welding electrodes must be per Table 5-1 of AWS D1.4.

2.05 MECHANICAL COUPLING DEVICES
A. Mechanical coupling devices must develop 125 percent of the minimum yield strength of the bars spliced.

2.06 REINFORCEMENT ACCESSORIES
A. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for adequate support of reinforcement during concrete placement. Reinforcement supports must conform to the requirements of ACI 301

2.07 OTHER MATERIALS

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A. All other materials, not specifically described by these specifications but required for complete and proper placement of reinforcement must be new, first quality of their respective kinds, and subject to the approval of the ENGINEER

2.08 FABRICATION
A. Welding of reinforcement is permitted only with the specific approval of ENGINEER. Perform welding in accordance with AWS D1.4. Do not weld crossing bars (tack welds) for assembly of reinforcement, supports, or embedded items.

PART 3 – EXECUTION

3.01 EXISTING CONDITIONS
A. Prior to all work of the section, carefully inspect the installed work of other trades and verify that all work is sufficiently complete to permit the start of work under this section and that the completed work of this section will be in complete accordance with the original design and the reviewed shop drawings. In the event of discrepancy, immediately notify the ENGINEER in writing.

B. In the event conduits, pipes, inserts, sleeves, or any other items interfere with placing the reinforcement as indicated on the drawings or approved shop drawings, or as otherwise required, immediately notify the ENGINEER and obtain approval on procedure before placement of reinforcement is started.

3.02 BENDING
A. Bends for reinforcing steel must be made in accordance with ACI 301 and ACI 318. Bend bar sizes No. 3 through 5 cold only one time, provided reinforcing bar temperature is above 32 degree F. Do not field bend reinforcing steel in a manner that will injure material, cause the bars to be bent on too tight a radius, or that is not indicated as allowed on drawings or permitted by ENGINEER. Do not straighten bent or kinked bars for use on project without permission of ENGINEER. Replace bars with kinks or bends not shown on the drawings.

3.03 PLACING
A. All reinforcement must be placed in strict conformance with the requirements of the Contract Drawings, both as to location, position and spacing of members. It must be supported and secured against displacement by the use of adequate and proper wire supporting and spacing devices, tie wires, etc. so that it will remain in its proper position in the finished structure. Reinforcement may not be wet set in concrete pours.

B. Tolerances: Do not exceed the placing tolerances specified in ACI 318 and ACI 117, whichever is more stringent, before concrete is placed. Placing tolerances must not reduce cover requirements except as specified in ACI 117.

C. Minimum concrete cover for reinforcement and couplers must be as indicated in the Contract Drawings. Concrete cover is measured from the theoretical

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excavation line, not the line of any over excavation. Where less than 3 inches cover is noted and concrete will be placed against soil, increase the section thickness to attain 3 inches cover.

D. Preserve clear space between parallel bars of not less than 1-1/2 times the nominal diameter of round bars and in no case let the clear distance be less than 1-1/2 inches nor less than 1-1/3 times the maximum size of aggregate for concrete. Bars placed in shotcrete must have a minimum clearance between bars of 2-1/2 inches for No. 5 and smaller and 6 bar diameters for bars larger than No. 5. When two curtains of steel are provided in shotcrete wall, the curtain nearer the nozzle must have a minimum spacing equal to 12 bar diameters and the remaining curtain must have a minimum spacing of six bar diameters.

E. For slabs on ground, extend welded wire reinforcement to within 2 in. of the concrete edge. Reinforcement must be lapped and tied around the perimeter of each sheet in order to maintain the proper positioning of the reinforcement. Lap splices must have a minimum of two ties per spliced length. Do not place welded wire reinforcement on grade and subsequently raise into position in concrete.

F. Furnish and use templates for placement of column dowels unless otherwise permitted by engineer.

G. Lap splices must be contact lap splices in accordance with ACI 318 unless noted otherwise on the Contract Drawings. Bars must be wired together at laps.

Wherever possible, stagger splices in adjacent bars. Splice bars in members such as spandrels, beams, etc, as follows: Top bars at centerline of span, bottom bars at the support. Make all splices in welded wire reinforcement at least 1-1/2 meshes wide or 12 inches, whichever is greater. When splicing in areas to receive shotcrete, lap splices must be non-contact with at least 2 inches clearance between bars.

H. Butt splices must be accomplished by mechanical anchorage devices. Stagger these devices 2 feet, unless noted otherwise on the Contract Documents.

I. Bars must not be cut by gas torch.

3.04 CLEANING REINFORCEMENT
A. Take all means necessary to ensure that steel reinforcement, at the time concrete is placed around it, is completely free from rust, soil, loose mill scale, oil, paint and all coatings which will destroy or reduce the bond between steel and concrete.

END OF SECTION

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HYDROPHILIC RUBBER WATERSTOP 03 2500-1

SECTION 03 2500

HYDROPHILIC RUBBER WATERSTOP
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Hydrophilic Rubber Waterstop

1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):

1. ASTM D 412 - Test Methods for Vulcanized Rubber and Thermoplastic Rubbers and Thermoplastic Elastomers - Tension.

2. ASTM D 792 - Test Methods for Density and Specific Gravity (Relative Density) of Plastics by Displacement.

3. ASTM D 2240 - Test Method for Rubber Property - Durometer Hardness.

1.03 SUBMITTALS
A. Product Data.

B. Manufacturer’s Installation Instructions.

PART 2 – PRODUCTS

2.01 HYDROPHILIC RUBBER WATERSTOP
A. Manufacturers: One of the following or equal:

1. Asahi Denka Kogyo K.K., Tokyo, Japan; distributed by Adeka Ultra Seal U.S.A.

B. General: Composed of rubber and urethane polymer as the hydrophilic agent, capable of repeated wet/dry expansion cycles without losing performance standards and returning to the original dimensions when dried. Shall have stainless steel wire mesh embedded in waterstop to direct and control expansion.

Shall meet the following performance requirements:

Property Test Method
Hardness Hs ASTM D 2240 *Not less than 30 ± 6 Durometer Type A.

Tensile Strength ASTM D 412 *Not less than 142 pounds per square inch Elongation ASTM D 412 *Not less than 500 percent
Specific Gravity ASTM D 792 1.18 ± 0.15
Expansion Coefficient
by Volume
In House Not less than 1.9
*Based on pressed sheets of compound.

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2.02 ADHESIVE
A. Manufacturers: One of the following or equal:

1. Adeka P-201.

2. 3-M Company, 3M-2141 rubber adhesive.

3. Hilti, Construction Adhesive 3200.

2.03 SEALANT
A. Manufacturers: One of the following or equal:

1. Asahi Denka Kogyo K.K., Tokyo, Japan; Adeka Ultra Seal P-201, single component elastic sealant.

PART 3 – EXECUTION

3.01 INSTALLATION
A. Install products in accordance with manufacturer's instructions.

B. Fill all voids and rough areas under hydrophilic rubber waterstop with sealant.

C. At concrete construction joints, fix hydrophilic waterstop in place with concrete nails, screws, or adhesive. Keep hydrophilic waterstop taut during the fastening process. Do not allow any gap between the concrete and the hydrophilic waterstop.

D. Use sealant at all corner joints and overlap splices of hydrophilic waterstop.

E. For waterstop adhered to steel pipe, prime steel surface with epoxy resin coating compatible with waterstop product. Epoxy coating shall be formulated for application on steel surfaces to produce a watertight bond between steel surface and rubber waterstop

3.02 SCHEDULE
A. Types:

1. Construction Joints:
a. MC-2010M, or equal, with stainless steel reinforcing, 20 by 10 millimeters.
b. For rough concrete surfaces, bed MC-2010M in bead of Adeka P- 201 or equal. Fix MC-2010M (or equal) in place with concrete nails.

END OF SECTION

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SECTION 03 3000

CAST-IN-PLACE CONCRETE
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Cast-in-Place structural concrete.

2. Grouting under base plates.

B. Related Section:

1. Section 02 2500 - Structural Excavation

2. Section 02 3150 - Structural Fill

3. Section 03 1000 - Concrete Forming and Accessories

4. Section 03 2000 - Concrete Reinforcing

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials; American Concrete Institute International

2. ACI 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete; American Concrete Institute International

3. ACI 301 - Specifications for Structural Concrete for Buildings; American Concrete Institute International

4. ACI 302.1R - Guide for Concrete Floor and Slab Construction; American Concrete Institute International

5. ACI 306.1 - Cold Weather Concreting; American Concrete Institute International

6. ACI 308R - Guide to Curing Concrete; American Concrete Institute International

7. ACI 318 - Building Code Requirements for Structural Concrete and Commentary; American Concrete Institute International
B. American Society for Testing and Materials (ASTM):

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

2. ASTM C33 - Standard Specification for Concrete Aggregates

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

4. ASTM C42 - Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

5. ASTM C94 - Standard Specification for Ready-Mixed Concrete

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

7. ASTM C150 - Standard Specification for Portland Cement

8. ASTM C157 - Standard Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete

9. ASTM C171 - Standard Specification for Sheet Materials for Curing Concrete

10. ASTM C173 - Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method

11. ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete

12. ASTM C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

13. ASTM C330 - Standard Specification for Lightweight Aggregates for Structural Concrete

14. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete

15. ASTM C567 - Standard Test Method for Determining Density of Structural Lightweight Concrete

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

17. ASTM C1077 - Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

18. ASTM C1107 - Standard Specification for Packaged Dry, Hydraulic- Cement Grout (Nonshrink)

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

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

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

22. ASTM E1155 - Standard Test Method for Determining FF Floor Flatness and FL Floor Levelness Numbers
C. Corps of Engineers (COE):

1. CRD-C513 - COE Specifications for Rubber Waterstops

1.03 SUBMITTALS
A. See Section 5-2 of the General Provisions for submittal procedures.

B. Product Data:

1. Manufacturer's catalog sheets including instructions for use and description of application must be provided on each of the following materials:
a. Epoxies
b. Grout
c. Admixtures
d. Curing Compounds
e. Chemical Hardener
f. Waterstops
g. Adhesive Anchoring System
C. Mix Designs:

1. Mix designs must be submitted for each class of concrete on the job and must show names and brands of all materials, proportions, slump, strength, gradation of coarse and fine aggregates, and location to be used on job. Field test records or test data that is used to establish the average compressive strength of the mixture must be submitted D. Concrete Placement Schedule: The CONTRACTOR must submit a concrete placement schedule which must show all proposed construction joint locations, limits of each placement sequence, order of placement and type of joint proposed at each joint location.

E. Samples: Submit to the testing agency of Owner's choice sample of materials as specified and as otherwise required by ENGINEER, including names, sources and descriptions. Select samples to fairly represent average quality and grading of aggregates proposed for the work.

F. Certificates of Compliance:

1. The CONTRACTOR must provide Certificate of Compliance for each type of aggregate, cementitious material and admixture to be used in each

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class of concrete or a Certificate of Compliance for each class of concrete.

2. Certificates of Compliance for cementitious materials must include type, manufacturing location, shipping location; for aggregates: type, pit or quarry location, producers' name, grading, specific gravities and certification evidence not more than 90 days old; for admixtures: type, brand name, producer, manufacturer's technical data sheet, and certification data; and for water: source of supply that are used in each class of concrete and must be signed by the concrete supplier certifying that each material item complies with, or exceeds the specified requirements. Certificates of Compliance must be furnished 60 days in advance of any concrete pours.

3. When Certificates of Compliance cannot be provided, the Contractor must hire a professional testing laboratory to verify compliance of each type of material to be used in each Class of Concrete. The cost of testing must be paid for by the Contractor.

4. The CONTRACTOR must provide a certificate of compliance for the vapor retarder/barrier material. When a Certificate of Compliance cannot be provided, laboratory test reports must be provided. The cost of testing must be paid for by the CONTRACTOR.

5. Certificates of Compliance for vapor retarder/barrier must include the name, and description of the product and must state that the product complies with ASTM E1745 and ASTM E154.

G. Weight and Batch Tags:

1. The special inspector must be provided with a weight and batch tag upon delivery of each load of concrete. The batch tag must show weight of all materials.

1.04 QUALITY ASSURANCE
A. Comply with the provisions of the current governing CBC, ACI 301, and ASTM C94 except where more stringent requirements are shown or specified.

B. Sampling, Testing and Inspection:

1. General:
a. If the Owner's agent, through oversight or otherwise, has accepted material or work which is defective or contrary to specifications, this material or work, regardless of state of completion, may be rejected.
b. Testing agencies must meet the requirements of ASTM C1077.

Testing agencies must be accepted by the ENGINEER before performing any work.

2. Contractor:

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a. The CONTRACTOR must cooperate with and notify Owner's agent at least 24 hours in advance of inspection required and must provide samples and facilities for inspection without extra charge.
b. The CONTRACTOR must provide and maintain adequate facilities on the project site for safe storage and initial curing of concrete test specimens as required by ASTM C31 for the sole use of the testing agency.
c. Each mix design must be verified by trial batch tests or field test records and certified to by a principal of a testing agency who is a registered Civil Engineer in the State of California and submitted to the Engineer for review. Agency field test records, in order to be acceptable, must satisfy the requirement of ACI 318 section

5.3 otherwise trial mixture meeting the requirements of ACI 318 section 5.3 must be made. The Contractor must submit data on qualifications of proposed testing agency for acceptance and hire the accepted testing agency to provide trial mixture test data for each type of concrete on the job.

1.05 SEQUENCING AND SCHEDULING
A. Obtain information and instructions from other trades and suppliers in ample time to schedule and coordinate the installation of items furnished by them to be embedded in concrete so provision for their work can be made without delaying the project.

B. Perform any coring and infill of cored holes that were required by failed test results from test panels, failure or delay in complying with these requirements, at no cost to Owner.

PART 2 – PRODUCTS

2.01 FORMWORK
A. Comply with requirements of Section 03 1000.

2.02 REINFORCEMENT
A. Comply with requirements of Section 03 2000.

2.03 CEMENTITIOUS MATERIALS
A. Portland Cement: ASTM C150, Type II.

B. Fly Ash: ASTM C 618, Class F.

1. Fly ash may substitute for portland cement up to a maximum of 25% of total cementitious materials by weight (fly ash, if used, must substitute for 15% of the total cementitious materials by weight, minimum).

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a. Substitutions that combine fly ash and ground granulated blast- furnace slag are limited to a combined total of 50% of the total cementitious material by weight with fly ash no more than 25% of the total cementitious materials by weight.
b. Reduce slag and fly ash substitution rates by at least 50% for cold weather concreting as defined in ACI 306.1.

C. Ground-granulated Blast-furnace Slag: ASTM C989 grades 100 or 120.

1. Ground-granulated Blast-furnace Slag may substitute for Portland cement up to a maximum of 50% of the total cementitious material by weight.

D. Use cementitious materials that are of the same brand and type and from the same plant of manufacture as the cementitious materials used in the concrete represented by the submitted field test records or used in the trial mixtures.

2.04 AGGREGATES
A. Aggregates for hardrock concrete must conform to ASTM C33.

B. Lightweight Aggregate: ASTM C330.

C. Aggregates used for entire project must be obtained from the same sources and have the same size ranges as the aggregates used in the concrete represented by submitted historical data or used in trial mixtures.

2.05 WATER
A. Mixing Water for concrete must be clean and free from deleterious amounts of chlorides, acids, alkalis or organic materials.

2.06 CHEMICAL ADMIXTURES
A. Do not use chemicals that contain calcium chloride or will result in total soluble chloride ions in hardened concrete at ages from 28 to 42 days contributed from water, aggregates, cementitious materials, and admixtures in excess of 0.30 percent by weight of cement for reinforced concrete. Measure water-soluble chloride-ion content in accordance with ASTM C1218. Admixtures containing chloride salts must not be used where concrete is poured on top of the metal deck.

B. Air Entrainment Admixtures: ASTM C260.

1. Acceptable Products subjected to compliance with requirements:
a. Sika Aer; Sika Corporation
b. MB-VR or MB-AE; Master Builders
c. Darex AEA; W.R. Grace
C. High Range Water Reducing and Retarding Admixture: ASTM C 494 Type G.

D. High Range Water Reducing Admixture (Super Plasticizer): ASTM C494 Type F.

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1. Acceptable Products subjected to compliance with requirements:
a. WRDA19; W.R. Grace.
b. Sikament; Sika Chemical Corporation
c. Pozzolith 400; Master Builders
E. Water Reducing and Retarding Admixture: ASTM C494 Type D.

1. Acceptable Products subjected to compliance with requirements:
a. Pozzolith 300-R; Master Builders
b. Daratard; W.R. Grace
c. Plastiment; Sika Chemical Corporation
F. Water Reducing Admixture: ASTM C494 Type A.

1. Acceptable Products subjected to compliance with requirements:
a. Eucon WR-75; Euclid Chemical Company
b. Pozzolith 344; Master Builders
c. Plastocrete 160; Sika Chemical Corporation
G. Admixtures used in concrete must be the same as those used in the concrete represented by the submitted field test records or used in the trial mixtures.

2.07 ACCESSORY MATERIALS
A. Non-Shrink Grout:

1. ASTM C1107 Grade B or C, pre-mixed, high strength, Metallic or non- metallic flowable grout, which does not shrink as it cures. Water-soluble chloride ion content of grout less than 0.06 percent chloride ion by weight of cement when tested in accordance with ATM C1218.
a. Minimum Compressive Strength at 7 Days: 5000 psi.
b. Subject to compliance with requirements provide one of the following:

1. Metallic

2. Non-metallic
B. Expansive Grout:

1. Expansive grout must be composed of cement, sand, water and intraplast-N expanding grouting aid (manufactured by Sika). Expansive grout must be proportioned and installed in accordance with intraplast-N recommendations and must develop a minimum compressive strength of 3000 psi in 28 days.

C. Post-installed Anchoring Systems:

1. Adhesive anchoring system

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a. Adhesive anchoring system must be SET-XP (ESR-2508) or approved equal with a current ICC/IAPMO evaluation report

2. Inserts
a. HILTI HIS-N Inserts (ESR-3187): ASTM A193 Grade B7 cap bolts and ASTM A194 nut, galvanized per ASTM A153 Class C or D. b. HILTI HIS-RN Inserts (ESR-3187): ASTM A193 Grade B8M stainless steel bolts and ASTM F594 nut. Nuts must be the same alloy group as the bolt.

2.08 BONDING AND JOINTING PRODUCTS
A. Epoxy Bonding System: Epoxies must be a two component material for use on dry or damp surfaces and must conform to the requirements of ASTM C881.

Epoxy bonding agents and adhesives must be used in strict accordance with manufacturer's recommendations.

1. Acceptable Products subjected to compliance with requirements:
a. Sikadur Armatec 110; Sika Chemical Corporation or equal B. Waterstops: Rubber, complying with COE CRD-C513.

1. Acceptable Products subjected to compliance with requirements:
a. The Burke Company
b. Progress Unlimited
c. Williams Products
d. Edoco Technical Products
C. Joint Filler: 1/2 inch thick unless noted on the drawings, with removable top section that will form 1/2 inch deep sealant pocket after removal.

2.09 CURING MATERIALS
A. Curing Compound, Naturally Dissipating: Clear, water-based, liquid membrane- forming compound, that dissipates within 3 to 5 weeks; complying with ASTM C309.

B. Curing and Sealing Compound, Low Gloss: Liquid, membrane-forming, clear, non-yellowing acrylic; complying with ASTM C1315 Type 1 Class A.

C. Curing and Sealing Compound, High Gloss: Liquid, membrane-forming, clear, non-yellowing acrylic; complying with ASTM C1315 Type 1 Class A.

D. Moisture-Retaining Sheet: ASTM C171.

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2.10 CONCRETE MIX DESIGN
A. Admixtures: Where admixtures are used they must be added as recommended in ACI 211.1 for normal weight concrete and at rates recommended by manufacturer. Admixtures are subject to the ENGINEER's review.

B. Normal Weight Concrete Mix Requirements:

1. Must be made with aggregates for hardrock concrete.

2. Minimum Compressive Strength, f'c, when tested in accordance with ASTM C39 at 28 days: As scheduled below.

3. Minimum Cementitious Material Content:
a. For concrete (f’c = 2500 psi and greater) used in floors and slab- on-grades, cementitious material content must not be less than indicated in the following table:

Nominal Maximum
Size of Aggregate, in.

Minimum Cementitious Material
Content, Sacks
1 6
b. For placing concrete under water, cementitious material content must not be less than 7 sacks per cy.
c. Maximum Slump shall be 5”.
d. For Curb, Gutter, Sidewalk, and Driveway use, concrete mix shall include one (1) pound of lampblack per cu. yd. added and mixed, unless otherwise noted on the plans.

4. Maximum Water-Cement Ratio: As scheduled below. Significant volume of liquid admixtures should be considered as part of the mixing water.

5. Maximum Aggregate Size: Nominal maximum size of coarse aggregate must not exceed three-fourths of the minimum clear spacing between reinforcing bars, one-fifth of the narrowest dimension between sides of forms, or one-third of the thickness of slabs or toppings.

Maximum Water/Cementitious
Material Ratio
Concrete Class Minimum 28-day
Compressive Strength,
f’c
Non-Air
Entrained
Air-Entrained
Class A 2,500 psi 0.68 0.62
Lean Concrete
(CLSM)
300 psi
C. Structural Lightweight Concrete Mix Requirements:

1. Must be made with light weight aggregates conforming to ASTM C330.

Lightweight aggregate must be presoaked per ACI 304.2.

2. Minimum Compressive Strength, f'c, when tested in accordance with ASTM C330 at 28 days: As scheduled above.

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3. Minimum Cementitious Material Content: Same as normal weight concrete.

4. Maximum Water-Cement Ratio: As scheduled above. Significant volume of liquid admixtures should be considered as part of the mixing water.

5. Maximum Aggregate Size: Same as normal weight concrete but not greater than 3/4 inch.

6. Maximum dry unit weight: 120 lb per cubic foot as determined by ASTM C567.

D. Controlled Low Strength Material (CLSM) Mix Requirements:

1. Must be made with aggregates conforming to ASTM C33.

2. Minimum Compressive Strength, f'c, when tested in accordance with ASTM D4832 at 28 days: As scheduled above.

3. Minimum Cement Content: 2 sacks.

4. Maximum Water-Cement Ratio: Sufficient to produce a fluid workable mixture without segregation of the aggregate when placed.

E. Concrete Mix Designs: The following table presents a schedule of classes of concrete, maximum aggregate, maximum slump and air content for each type of concrete, which must be as follows:

Concrete Element Class of
Concrete
Max. Size
Aggregate
Max. Slump (inch)
at point of discharge
Curb, Gutter, Sidewalks, and
Driveways
A 1 5
F. Determine the slump by ASTM C143 at the point of truck discharge. Slump must not exceed 3" for any concrete placement where top of surface slopes more than 2%. When use of a Type I or II plasticizing admixture conforming to ASTM C1017 or when a Type F or G high-range water-reducing admixture conforming to ASTM C494 is permitted to increase the slump of concrete, concrete must have a slump of 2 to 4 in. before the admixture is added and a maximum slump of 8 in. at the point of truck discharge after the admixture is added unless otherwise specified.

G. Add an air entraining agent to the concrete to provide specified amounts of entrained air per table below unless noted otherwise. Measure air content at the point of delivery in accordance with ASTM C173. Tolerance is plus/minus 1.5%.

For specified compressive strengths above 5000 psi, the air contents indicated in the following table may be reduced by 1%.

Nominal Maximum
Aggregate Size, in.

Air content, percent
Exposure Class F1 Exposure Class F2 and F3
3/8 6 7.5
½ 5.5 7
3/4 5 6
1 4.5 6

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H. Returned Plastic Concrete (RPC) meeting these requirements may be used in slabs-on-grade:

1. Submit the Hydration Stabilizing Admixture (HSA) manufacturer's instructions, including dosage tables and the following with the weighmaster certificate:
a. Weight or volume of RPC
b. Type, brand, and dosage of HAS
c. Time of adding HAS
d. Copy of the original weighmaster certificate for the RPC e. Temperature of RPC
f. Adjusted proportions of all materials

2. For weight proportioning, proportion RPC with a weigh hopper attached to the plant at a position which allows the addition of the RPC to the mixer truck with the conventional PCC ingredients. The plant process controller must control the proportioning of RPC to within 1.0% of its target weight.

The quantity of RPC added to the concrete must not exceed 15 percent.

The cementitious material content of the RPC must be at least that specified for the concrete that allows the use of RPC. The proportions of materials added to create the new batch of concrete must be adjusted to take into account the proportions and temperature of the returned fresh concrete and to meet the specified requirements. Use an HSA for controlling the hydration rate of RPC

3. Water must not be added to the RPC after batching, including in the truck mixer. Incorporate RPC by mixing into the concrete before arriving at the jobsite. The RPC must not exceed 100 degrees F at any time. Add HSA to RPC within 4 hours after original batching. Record the time, dosage of HSA, and temperature of RPC when HSA is added. Mix the RPC under the HSA manufacturer's instructions after adding HSA or at least 30 revolutions, whichever is greater. Incorporate RPC into the concrete within 4 hours after adding HSA. RPC must not contain an accelerating admixture, fiber, pigment, lightweight aggregate, previously returned RPC, or any ingredient incompatible with the resultant concrete. HSA must comply with ASTM C494 admixture Type B or Type D. HSA must have a history of specifically maintaining and extending both plasticity and set.

2.11 MIXING
A. Use ready-mixed concrete complying with ASTM C94 and with the requirements of Contract Documents. Mix for a period of not less than ten (10) minutes; at least three (3) minutes of the mixing period must be immediately prior to discharging at the job.

B. CLSM must be placed in the work within 3 hours after introduction of the cement to the aggregates.

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CAST-IN-PLACE CONCRETE 03 3000-12

PART 3 – EXECUTION

3.01 EXAMINATION
A. Verify lines, levels, and dimensions before proceeding with work of this section.

3.02 PREPARATION – NOT USED

3.03 WEATHER REQUIREMENTS
A. Reinforcement, forms and ground which concrete will contact must be completely free of frost.

B. When the average of the highest and lowest temperature during the period from midnight to midnight is expected to drop below 40° F for more than three successive days, deliver concrete to meet the following minimum temperatures immediately after placement:

1. 55° F for sections less than 12 in. in the least dimension;

2. 50° F for sections 12 to 36 in. in the least dimension;

3. 45° F for sections 36 to 72 in. in the least dimension; and

4. 40° F for sections greater than 72 in. in the least dimension’ The temperature of concrete as placed must not exceed these values by more than 20° F. These minimum requirements may be terminated when temperatures above 50° F occur during more than half of any 24 h duration.

C. The temperature of concrete as placed must not exceed 90° F. When the temperature of steel reinforcement, embedments, or forms is greater than 120° F, fog steel reinforcement, embedments, and forms with water immediately before placing concrete. Remove standing water before placing concrete.

D. Do not begin to place or continue to place concrete while rain, sleet, or snow is falling unless adequate protection is provided and, when required, acceptance of protection is obtained. Do not allow rain water to increase mixing water or to damage the surface of the concrete.

3.04 CONVEYING AND PLACING CONCRETE
A. All concrete must be mixed, delivered and discharged in accordance with the requirements of ASTM C94. All concrete must be placed, finished and cured and all other pertinent construction practices must be in accordance with the requirements of ACI 301.

B. Notify ENGINEER not less than 48 hours prior to commencement of placement operations.

C. Before placing, clean mixing and conveying equipment, clean forms and space to be occupied by concrete and wet forms. Remove ground water until completion of work.

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D. Place no concrete in any unit of work until all formwork has been completely constructed, all reinforcements secured in place, all items to be built into concrete are in place, form ties at constructions joints tightened and all preparation have been checked by the Inspector. A placing record must be kept on the site of the time and date of placing the concrete in each portion of the structure until the completion of the structure and must be open to the Inspector.

E. Slabs and beams must not be subjected to occupant or storage loads exceeding 20 psf until specified strength is reached (28 days minimum).

F. Concrete must be placed so that a uniform appearance of surfaces will be obtained. The concrete will be free of all rock pockets, honeycombs and voids.

G. The subgrade must be moist when the concrete is placed for floor slab to prevent excessive loss of water from the concrete mix.

H. Pumping of concrete may require admixtures to increase slump beyond the maximum slump listed. Admixtures are subject to the engineer's review.

I. Carry on concreting, once started, as a continuous operation until the section of approved size and shape is completed. Make pour cut-offs of approved detail and location.

J. Handle concrete as rapidly as practicable from mixer to place of deposit by methods which prevent separation or loss of ingredients. Deposit as nearly as practicable in final position to avoid rehandling or flowing. Do not drop concrete freely where reinforcing bars will cause segregation, impact the soil face of excavations nor drop freely more than eight feet. Use hoppers, chutes or trunks of varying length so that the free unconfined fall of concrete must not exceed eight feet. Deposit to maintain a plastic surface approximately horizontal. In walls, deposit in horizontal layers not over eighteen inches deep. In pouring columns, walls or thin sections of considerable heights, use openings in forms, elephant trunks, tremies or other approved devices which permit concrete to be placed without segregation or accumulation of hardened concrete on forms or metal reinforcement above the level of the concrete. Install so concrete will be dropped vertically.

K. Consolidating: All concrete must be placed with mechanical vibration unless noted otherwise. Employ as many vibrators and tampers as necessary to secure the desired results. Minimum: one per each 20 cubic yards of concrete placed per hour. Eliminate the following practices: Pushing of concrete with vibrator; external vibration of forms; allowing vibrator to vibrate against reinforcing steel where steel projects into green concrete; allowing vibrator to vibrate contact faces of forms. Vibrators must function at a minimum frequency of 3600 cycles per minute when submerged in concrete. Supplement vibration by forking and spading along the surfaces of the forms and between reinforcing whenever flow is restricted. Drilled piers must be vibrated only to a depth of 3 times the pier diameter measured from the top of pier.

3.05 SLAB JOINTING

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A. Saw Cut Control Joints: Saw cut joints with the Soff-Cut system or approved equal as soon as the surface is firm enough so that it will not be damaged by the blade, usually within 2 to 4 hours after placing; use 3/16 inch thick blade and cut at least 1 inch deep but not less than one quarter (1/4) the depth of the slab.

3.06 FLOOR FLATNESS AND LEVELNESS TOLERANCES
A. An independent testing agency, hired by the contractor, will inspect finished slabs for conformance to specified tolerances.

B. Maximum Variation of Surface Flatness
Non-residential floor installations 10,000 square foot or less in total project area:

1. 1/4 inch in 10 ft in accordance with the "10-ft straight edge method" in ACI 117.

2. Correct the slab surface if minimum 10% of the data samples are greater than 1/4 inch or if some data are not less than 3/8 inch.

C. Minimum F(F) Floor Flatness and F(L) Floor Levelness Values.

Non-residential floor installations exceeding 10,000 square foot in total project area:

1. Exposed to View and Foot Traffic: F(F) of 20; F(L) of 15.

2. Mechanical Rooms: F(F) of 20; F(L) of 15None - N/A.

3. Under Raised Access Flooring: F(F) of 20; F(L) of 15.

D. Measure F(F) and F(L) in accordance with ASTM E1155 and the F-number system in ACI 117, within 48 hours after slab finishing operations and before removal of shores; report both composite overall values and local values for each measured section. Measure FL for level slabs on grade or level suspended slabs when they are shored.

E. Correct the slab surface if composite overall values are less than specified and if local values are less than three-fifth of specified value. Correct defects by grinding or by removal and replacement of the defective work. Areas requiring corrective work will be identified. Re-measure corrected areas by the same process.

3.07 CONSTRUCTION JOINTS
A. Location and details of construction joints must be as indicated on drawings, specified, or as approved by the Engineer. Locate so as not to impair the strength of the structure.

B. Sandblast all construction joints using coarse sand or waterblast to clean and roughen entire surface of joint to 1/4 inch amplitude at all construction joints unless noted otherwise, exposing coarse aggregate solidly embedded in mortar matrix uniformly. Clean forms and reinforcing of drippings. Clear away debris by compressed air.

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3.08 CONCRETE FINISHING
A. Finishing Formed Surfaces: Finish per Engineer specifications and requirements of ACI 301.

1. If the type of finish is not specified by ENGINEER, use grout-cleaned finish for permanently exposed formed surfaces except foundation surfaces and smooth-rubbed finish for exposed foundation surfaces.

B. Finishing Unformed Surfaces: Finish per Engineer specifications and requirements of ACI 301. Start finishing after bleeding of concrete is finished.

The presence of bleed water is detected visually but when concrete surface is getting dry fast and rate of evaporation is so high, place a clear plastic sheet over a section of the concrete to block evaporation and to allow observation of bleeding.

C. Measure slabs for suspended floors and slabs-on-ground to verify compliance with the tolerance requirements of ACI 117 as specified below:

1. For nonresidential floor installations 10,000 square foot or less in total project area and for residential floors, 1/4 inch in 10 ft in accordance with the "10-ft straight edge method" in ACI 117.

3.09 CURING AND PROTECTION
A. Comply with requirements of ACI 301. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury.

B. Maintain concrete with minimal moisture loss at above 50° F for the period of time necessary for hydration of cement and hardening of concrete.

1. Normal concrete: At least the first 7 days after placement.

2. High early strength concrete: At least the first 3 days after placement.

C. Curing methods must comply with ACI 308R.

D. Curing compounds conforming to ASTM C309 or ASTM C1315 must be applied in accordance with the recommendations of the manufacturer and must not be used on any surface against which additional concrete or other cementitious finishing materials are to be bonded, where epoxy flooring is called for, where concrete topping is to receive waterproofing membrane, where not recommended by integral color maker, nor on surfaces where such curing is prohibited by the project specifications.

E. Unformed concrete surfaces: Start curing as soon as the bleed water sheen has disappeared and before surface is dry.

1. Initial Curing: If surface drying starts before initial set of concrete, keep concrete continuously moist up to final set of concrete by fog spray. Time of initial set is also known as the vibration limit where concrete cannot be properly consolidated after reaching initial set. Before initial set, the concrete is not stiff enough to support the weight of a finisher or finishing

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machine. Water from fogging should be removed or allowed to evaporate before finishing.

2. Final Curing: Begin immediately after finishing. If finishing is completed but concrete has not reached final set, keep concrete continuously moist by fog spray, a liquid-applied evaporation reducer spray, or liquid membrane-forming curing compound spray. Water from fogging should be removed or allowed to evaporate before finishing. After final set of concrete, curing must be accomplished by one of the following materials or method:
a. Ponding, continuous fogging, or continuous sprinkling; b. Application of a curing compound.
c. Application of mats or fabric kept continuously wet. d. Application of moisture-retaining sheet conforming to ASTM C171. e. Other moisture-retaining covering as reviewed by Engineer.

F. Formed concrete surfaces: Steel forms and all wood forms in contact with the concrete must be kept wet until they are removed. After formwork removal cure concrete by one of the method in final curing.

G. Remove protection in such a manner that the maximum decrease in temperature measured at the surface of the concrete in a 24 hr period must not exceed the following:

1. 50° F for sections less than 12 in. in the least dimension;

2. 40° F for sections from 12 to 36 in. in the least dimension;

3. 30° F for sections 36 to 72 in. in the least dimension; or

4. 20° F for sections greater than 72 in. in the least dimension.

H. Measure concrete temperature using a method acceptable to the Engineer, and record the concrete temperature. When the surface temperature of the concrete is within 20° F of the ambient or surrounding temperature, protection measures may be removed.

3.10 PATCHING AND CLEANING
A. After forms are removed, remove projecting fins, form ties, nails, etc. not necessary for the work or cut back one inch from the surface. Joint marks and fins in exposed work must be smoothed off and cleaned as directed by the ENGINEER.

B. Repair defects in concrete work as directed by the ENGINEER and per ACI 301.

Chip voids and stone pockets to a depth of one inch or more as required to remove all unsound material. Voids, surface irregularities, chipped areas, etc., must be filled by patching, gunite or rubbing, as directed by the Engineer.

Repaired surfaces must duplicate appearance of unpatched work.

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C. Clean exposed concrete surfaces and adjoining work stained by leakage of concrete to approval of ENGINEER.

3.11 CLEANUP
A. Clean up all concrete and cement work on completion of this portion of the work, except protective coatings or building papers must remain until floors have completely cured or until interior partitions are to be installed.

3.12 GROUTING
A. Column base plates: The grout must be mixed and placed in strict accordance with manufacturer's instructions. Care must be taken in the grouting to ensure that there are no voids or air pockets, and that there is full bearing between the base plates and the grout.

B. Bearing plates and channels: The space between plates and channels bearing against masonry or concrete must be filled with grout when required by the ENGINEER. The grout must be mixed and placed in strict accordance with manufacturer's instructions. Care must be taken in the grouting to ensure that there are no voids or air pockets, and that there is full bearing between the bearing plates and channels and the grout.

3.13 POST INSTALLED ANCHORS
A. Installation of anchors and adhesive including drilling, cleaning of holes and torque must be in accordance with the current ICC/IAPMO evaluation report.

Post installed anchors must be used only in applications permitted by the Evaluation Report. Anchors must use washer sized to prevent crushing of the attached member at installation torque.

B. Provide stainless steel anchors for exterior use or when expose to weather or in chemically corrosive environments. Provide galvanized carbon steel anchors at other locations unless noted otherwise on the Drawings.

C. If reinforcement is encountered during drilling, abandon and shift the hole location to avoid the reinforcement. Provide a minimum of 2 anchor diameters or 1 inch, whichever is larger, of sound concrete between the anchor and the abandoned hole. Fill the abandoned hole with non-shrink grout. If the anchor or dowel may not be shifted as noted above, the Engineer will determine a new location.

D. Adhesive Anchors:

1. Insert the anchor or dowel in the hole with a twisting motion to the required embedment depth. Do not pump the anchor or dowel in and out of the hole.

2. Wedge bars tight and centered in the hole with wooden wedges (golf tees) to hold it in place until the adhesive sets.

3.14 FIELD QUALITY CONTROL

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A. Engineer Review: The ENGINEER must inspect the surfaces between plates and channels bearing on masonry and concrete to determine if grouting of space is necessary. If grouting of space is necessary, the Owner's agent must inspect the grouting procedure.

B. Acceptance of concrete strength is in accordance with ACI 318 section 5.3 unless noted otherwise.

C. When the strength of field-cured cylinders is less than 85% of companion laboratory-cured cylinders, evaluate current operations and provide corrective procedures for protecting and curing in-place concrete.

D. Field Acceptance of concrete: Concrete not within the specified limits of air- entrainment, slump and temperature must not be used in the work.

E. Additional Tests: The Owner's agent will make additional tests of in-place concrete when test results indicate specified concrete strengths and other characteristics have not been attained in the structure or deficiencies in protection and curing has occurred, as directed by Engineer. Owner's agent may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C42, or by other methods as directed. CONTRACTOR must pay for such tests conducted, other additional testing as may be required, and cost of repairing areas of structure tested when unacceptable concrete is verified.

3.15 DEFECTIVE CONCRETE
A. General: Work considered to be defective may be ordered by the ENGINEER to be replaced in which case the Contractor must remove the defective work at his expense. Work considered to be defective must include, but not be limited to, the following:

1. Concrete in which defective or inadequate reinforcing steel has been placed.

2. Concrete in incorrectly formed, or not conforming to details and dimensions on the drawings or with the intent of these documents, or concrete the surfaces of which are out of plumb or level.

3. Concrete below specified strength.

4. Concrete not meeting the maximum allowable drying shrinkage requirements.

5. Concrete containing wood, cloth, or other foreign matter, rock pockets, voids, honeycombs, cracks or cold joints not scheduled or indicated on the drawings.

3.16 CORRECTION OF DEFECTIVE WORK
A. The CONTRACTOR must, at his expense, make all such corrections and alleviation measures as directed by the ENGINEER.

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B. Concrete work containing rock pockets, voids, honeycombs, cracks or cold joints not scheduled or indicated on the drawings, must be chipped out until all unconsolidated material is removed.

C. Secure approval of chipped-out areas before patching. Patch per ACI 301-latest governing edition

END OF SECTION

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PRECAST CONCRETE 03 4000-1

SECTION 03 4000

PRECAST CONCRETE
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Prove all labor, materials, equipment, facilities, transportation and services necessary for the installation of precast concrete structures, including but not limited to, pump station structures, valve vault, flow meter vault, electrical pull/splice boxes, concrete manholes.

B. Related Section:

1. Section 03 2000 - Concrete Reinforcing

2. Section 03 6000 - Grout

1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):

1. ASTM C150 - Portland Cement

2. ASTM C478 – Precast Reinforced Concrete Manhole Sections

3. ASTM C858 - Underground Precast Concrete Utility Structures

4. ASTM C913 – Precast Concrete Water/Wastewater Structures

1.03 SUBMITTALS
A. Concrete Design and Calculations

1. Concrete Mix Design

2. Design Calculations stamped and signed by a California licensed Civil or Structural Engineer.

3. Load Calculations stamped and signed by a California licensed Civil or Structural Engineer.

4. Shop drawings showing reinforcement, connections, embedded items, etc

1.04 QUALITY ASSURANCE
A. California Building Code, latest edition.

B. American Concrete Institute (ACI), Building Code Requirements for Reinforced Concrete.

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PRECAST CONCRETE 03 4000-2

C. Caltrans (State) Standard Specifications, latest edition.

PART 2 – PRODUCTS

2.01 PRECAST CONCRETE STRUCTURES
A. Where shown on the plans, the Contractor may use reinforced concrete structures that are cast at an off-site location. In general these structures include storm drain manhole and inlets. Precast concrete structures shall conform to ASTM C478, C858 and C913.

B. All precast concrete structures will be manufactured in a plant especially designed for that purpose. Standard products may be used wherever feasible.

C. Design of precast concrete structures is the responsibility of the CONTRACTOR and Contractor’s Engineer. Design Calculations shall be stamped and signed by a California licensed Civil or Structural Engineer. Design requirements are listed below:

1. Structures shall be designed to resist buoyant forces from groundwater assuming a depth of groundwater at finish grade.

2. Design loads shall consist of dead load, live load, impact load, full depth interior fluid, loads due to groundwater table at finish grade, seismic loads, and any other loads which may be imposed on the structure.

3. Individual riser sections shall be designed to utilize as few joints as possible. Vertical joints are not allowed.

4. Precast structures shall be designed to be water tight and to limit movement and deflections.

D. The CONTRACTOR shall submit shop drawings showing reinforcement, connections, embedded items, etc. Pipe penetrations shall be formed or core drilled. Penetrations 4 inches in diameter or larger shall be formed at the precast concrete plant.

E. Precast concrete manholes, inlets, frames, and covers shall be rated for H-20 traffic loading

2.02 MATERIALS
A. Portland cement concrete and steel reinforcement shall conform to these specifications, although concrete compressive strength and reinforcement yield strength may be at the discretion of the manufacturer. Lightweight concrete shall not be used.

2.03 JOINT SEALERS
A. All joints between precast concrete sections shall be made water-tight by using a preformed plastic material that is permanently self-adhering and flexible.

Compound shall be “Ram-Nek” as manufactured by K.T. Snyder Company,

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PRECAST CONCRETE 03 4000-3

Houston, Texas or approved equal. (“Ram-Nek” is distributed locally by Hanson Concrete Products of Milpitas.) Follow manufacturer’s recommended installation procedures.

B. Where cast-in-place concrete is poured against an existing concrete structure, a pre-formed rubber hydrophilic waterstop with adhesive back shall be installed on the precast side of the joint prior to the pour. Waterstop shall be Adeka Ultra Seal MC-2010M (Gates Unlimited, Santa Clara) or equivalent. Follow manufacturer’s recommended installation procedures.

2.04 NON-SHRINK GROUT
A. Grout shall meet the requirements of Section 03 6000.

PART 3 – EXECUTION

3.01 CASTING
A. No concrete shall be cast until all submittals have been favorably reviewed by the ENGINEER and returned to the CONTRACTOR.

B. Precast concrete structures shall be cured at the plant following manufacturer’s procedures. Structures shall not be shipped to the site until fully cured.

3.02 STORAGE, HANDLING, AND DELIVERY
A. Precast structures shall be fully braced (with temporary struts if necessary) until the structures have been delivered to the project site, installed, leveled and anchored into place as shown on the plans.

B. After cure, structures may be stored on the project site at the Contractor’s own risk. Contractor is responsible for coordinating the delivery of precast concrete structures, and all trades required for their installation and anchorage.

3.03 INSTALLATION
A. Precast concrete structures shall be installed as shown on the plans, according to manufacturer’s recommendations.

B. Joint sealers shall be used as specified herein for a water-tight installation.

3.04 COMPLETION
A. Concrete shall be considered defective for the following reasons:

1. Failure of finished concrete profiles to conform to the plans within tolerance.

2. Failure to meet the specified cylinder strength requirements.

3. Concrete showing cracks, rock pockets, voids, spalls, or defects that adversely affect the structural adequacy of the concrete.

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PRECAST CONCRETE 03 4000-4

B. Defective concrete that results from improper casting or curing shall be repaired or replaced at the plant prior to shipment; damaged concrete that results from transportation, handling, or storage after the piece leaves the plant shall be repaired or replaced at no expense to the City.

C. Repairing and Patching: Immediately after removing forms, all concrete surfaces shall be inspected and any pour joints, voids, rock pockets, tie holes, except as specified, etc., shall be patched at once. Defective areas shall be chipped away to a depth of about one inch with the edges perpendicular to the surface.

END OF SECTION

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GROUTS 03 6000-1

SECTION 03 6000
GROUTS
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Concrete mortar

2. Grout

3. Drypack mortar

4. Non-shrink grout

5. Epoxy grout

6. Non-shrink epoxy grout

1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):

1. ASTM C109 - Test Method for Compressive Strength of Hydraulic Cement Mortars (using 2 inch or 50 millimeter cube specimens).

2. ASTM C531 - Test Method for Liner Shrinkage and Coefficient of Thermal Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes.

3. ASTM C579 - Test Method for Compressive Strength of Chemical- Resistant Mortars and Monolithic Surfacings.

4. ASTM C827 - Test Method for Change in Height at Early Ages of Cylindrical Specimens from Cementitious Mixtures.

5. ASTM C939 - Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method).

6. ASTM C1090 - Test Method for Measuring Change in Height of Cylindrical Specimens from Hydraulic-Cement Grout.

7. ASTM C1107 - Standard Specification for Packaged Dry, Hydraulic- Cement Grout (Nonshrink).

8. ASTM C1181 - Test Methods for Compressive Creep of Chemical- Resistant Polymer Machinery Grouts

1.03 SUBMITTALS
A. Non-shrink Grout and Non-shrink Epoxy Grout: Submit manufacturer’s literature and certified test data prior to installation.

1.04 DELIVERY, STORAGE, AND HANDLING

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A. All materials shall be delivered to the jobsite in their original, unopened packages or containers, clearly labeled with the manufacturer's product identification and printed instructions.

B. All materials shall be stored in a cool dry place and in accordance with the manufacturer's recommendations.

C. All materials shall be handled in accordance with the manufacturer's instructions.

1.05 PROJECT/SITE CONDITIONS
A. Refer to manufacturer's literature or contact the manufacturer for any special physical or environmental limitations that may be required for use of products.

1.06 WARRANTIES
A. Non-shrink Grout: The manufacturer shall warranty that the non-shrink grout will never go below its initial placement volume when tested in accordance with ASTM C1107.

B. Non-shrink Epoxy Grout: The manufacturer shall warranty that non-shrink epoxy grout will show negligible shrinkage or expansion when tested in accordance with ASTM C531.

PART 2 – PRODUCTS

2.01 MATERIALS
A. Concrete Mortar:

1. General: Consist of concrete mixture with coarse aggregate removed and water quantity adjusted as required.

2. At Exposed Concrete Surfaces Not to Be Painted or Submerged in Water:

White cement.

B. Grout:

1. Consist of mixture of Portland cement and sand.

C. Dry-pack Mortar:

1. Consist of mixture of Portland cement and sand.

D. Non-shrink Grout:

1. Non-shrink grout shall be a preportioned and prepackaged cement-based mixture. It shall contain no metallic particles such as aluminum powder and no metallic aggregate such as iron filings. It shall require only the addition of potable water.

2. Potable water for pre-soaking, mixing, and curing shall be clean and free of oils, acids, alkalies, organics, and any other deleterious matter.

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3. Bleeding: Non-shrink grout shall be free from the emergence of mixing water from within or the presence of water on its surface.

4. Non-shrink grout shall be in accordance with ASTM C1107.

5. Consistency: Non-shrink grout shall remain at a minimum flowable consistency for at least 45 minutes after mixing at 45 degrees Fahrenheit to 90 degrees Fahrenheit when tested in accordance with ASTM C230. If at a fluid consistency, it shall be verified in accordance with ASTM C939.

6. Dimensional Stability (height change): Non-shrink grout shall be in accordance with ASTM C1107, volume-adjusting Grade B or C at 45 degrees to 90 degrees. It shall show 90 percent or greater bearing area under bases or baseplates.

7. Compressive Strength: Non-shrink grout shall show minimum compressive strengths at 45 degrees Fahrenheit to 90 degrees Fahrenheit in accordance with ASTM C1107 for various periods from the time of placement, including 5,000 pounds per square inch at 28 days when tested in accordance with ASTM C109 as modified by C1107.

8. Manufacturers: One of the following or approved equal:
a. Five Star Products, Inc., Fairfield, CT, Five Star Grout. b. Master Builders, Inc., Cleveland, OH, Masterflow 928. c. L&M Construction Chemicals, Inc., Omaha, NE, CRYSTEX.

E. Epoxy Grout:

1. Consist of mixture of epoxy and sand.

2. Sand: Clean, bagged, graded, and kiln dried silica sand.

F. Non-shrink Epoxy Grout:

1. Non-shrink epoxy grout shall be a 100 percent solids, premeasured, prepackaged system containing a two-component thermosetting epoxy resin and inert aggregate.

2. Consistency: Non-shrink epoxy grout shall maintain a flowable consistency for at least 45 minutes at 70 degrees Fahrenheit.

3. Dimensional Stability (height change):
a. Non-shrink epoxy grout shall have negligible shrinkage or expansion (less than 0.0006 in/in) when tested in accordance with ASTM C531.

4. Compressive Strength: Non-shrink epoxy grout shall show a minimum compressive strength of 10,000 pounds per square inch at 24 hours and 14,000 pounds per square inch at 7 days when tested in accordance with ASTM C579, Method B.

5. Compressive Creep: The compressive creep for non-shrink epoxy grout shall not exceed 0.0027 in/in when tested under a 400 pounds per square inch constant load at 140 degrees Fahrenheit in accordance with ASTM C1181.

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6. Thermal Capability: The coefficient of thermal expansion for non-shrink epoxy grout shall not exceed 0.000018 inches per inch per degree Fahrenheit when tested under ASTM C531, Method B.

7. Manufacturers: One of the following or approved equal:
a. Five Star Products, Inc., Fairfield, CT, Five Star Epoxy Grout. b. Master Builders, Inc., Cleveland, OH, Masterflow 648 CP Plus. c. L&M Construction Chemicals, Inc., EPOGROUT.

2.02 MIXES
A. Concrete Mortar Mix:

1. Use water-cement ratio that is no more than that specified for concrete being repaired.

2. At Exposed Concrete Surfaces Not to Be Painted or Submerged in Water:

Use sufficient white cement to make color of finished patch match that of surrounding concrete.

B. Grout Mix:

1. For Concrete Repair: Mix in same proportions used for concrete being repaired, with only sufficient water to give required consistency for spreading.

2. For Spreading over the Surfaces of Construction or Cold Joints: Mix with no more water used than allowed by water-cement ratio specified for concrete.

3. For Other Applications: Mix in proportions by weight of one part cement to four parts of concrete sand.

C. Dry-pack Mortar Mix: Use only enough water so that resulting mortar will crumble to touch after being formed into ball by hand.

D. Non-shrink Grout: Mix in accordance with manufacturer's installation instructions such that resulting mix has fluid or flowable consistency and is suitable for placing by pouring.

E. Epoxy Grout:

1. Mix in accordance with manufacturer's installation instructions for mixing.

2. Proportioning:
a. horizontal work, consist of mixture of one part epoxy as specified in Section 03071 with not more than 2 parts sand.
b. For vertical or overhead work, consist of 1 part epoxy gel as specified in Section 03071 with not more than 2 parts sand.

F. Non-shrink Epoxy Grout: Mix in accordance with manufacturer's installation instructions.

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PART 3 – EXECUTION

3.01 EXAMINATION
A. Inspect concrete surfaces to receive grout or mortar and verify that they are free of ice, frost, dirt, grease, oil, curing compounds, paints, impregnations and all loose material or foreign matter likely to affect the bond or performance of grout or mortar.

B. Inspect baseplate and anchor systems for rust, oil, and other deleterious substances that may affect the bond or performance of grout.

C. Confirm that newly placed concrete has been cured sufficiently to attain its design strength and limit further shrinkage.

D. Verify that temperature of cementitious or epoxy grout does not exceed manufacturer's recommendations.

3.02 PREPARATION
A. Surface Preparation:

1. Roughen all concrete surfaces by heavy sandblasting, chipping, or other mechanical means to assure bond. Loose or broken concrete shall be removed.

2. All grease, oil, dirt, curing compounds, laitance, and other deleterious materials that may affect bond that were identified in the inspection process shall be completely removed from concrete and bottoms of baseplates. All metal surfaces should have a 2 to 3 mil peak-to-valley profile for epoxy grouts.

3. For cementitious mortars and grouts, concrete surfaces shall be saturated surface dry. Any standing water shall be removed prior to placing grouts.

4. For epoxy grouts, do not wet concrete surfaces with water. Instead, where required, wet surfaces with epoxy for horizontal work or epoxy gel for vertical or overhead work prior to placing epoxy grouts.

B. Forms and Headboxes for Grouts (Cementitious or Epoxy):

1. Forms for grouts shall be built of material with adequate strength to withstand the placement of grouts.

2. Forms must be rigid and liquid tight. All cracks and joints shall be caulked with an elastomeric sealant. All forms shall be lined with polyethylene for easy grout release. Forms carefully waxed with two coats of heavy-duty paste wax shall also be acceptable.

3. Forms shall be 4 to 6 inches higher than the baseplate on one side of the baseplate configuration when using head pressure for placement.

4. A sufficient number of headboxes shall be built to facilitate placement of grouts.

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5. Air relief holes a minimum 1/8 inch in diameter shall be provided when required by a baseplate configuration to avoid entrapping air underneath.

3.03 APPLICATION
A. Cement Mortar and Grout:

1. For Defective Concrete Repair:
a. Filling: Filling of voids around items through the concrete. b. Grout Spreading: Spread over construction joints, cold joints, and similar type items.

2. Concrete Surfaces:
a. Apply epoxy bonding agent to clean, roughened, and dry surfaces before placing mortar or grout.

3. Placing:
a. Exercise particular care in placing Portland cement mortar or grout since they are required to furnish structural strength or impermeable water seal or both.
b. Do not use cement mortar or grout that has not been placed within 30 minutes after mixing.

B. Epoxy Grout:
a. Apply in accordance with manufacturer's installation instructions. b. Use where specified herein or where indicated on the Plans.

3.04 PLACEMENT
A. The CONTRACTOR shall make arrangements to have a grout manufacturer's representative present for a preconstruction meeting and during initial grout placement. Grout shall only be installed after the final equipment alignment is correct and accepted by the ENGINEER.

1. Grouts shall be mixed in accordance with the manufacturer's recommendations.

2. A mortar mixer with moving paddles shall be used for mixing grouts. For cementitious grouts, pre-wet the mixer and empty out excess water before beginning mixing.

3. Cementitious Grouts:
a. Non-shrink cementitious grout shall be added to a premeasured amount of water that does not exceed the manufacturer's maximum recommended water content.
b. Mix cementitious grouts per manufacturer's instructions for uniform consistency.

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c. Grouts may be drypacked, flowed, or pumped into place. All baseplate grouting shall take place from one side of a baseplate to the other to avoid trapping air. Do not overwork grouts. d. Do not retemper grout by adding more water after stiffening. e. Hydrostatic head pressure shall be maintained by keeping the level of the grout in the headbox above the bottom of the baseplate. The headbox should be filled to the maximum level and the grout worked down to top of baseplate.

4. Epoxy Grouts:
a. Epoxy grouts shall be mixed in complete units. Do not vary the ratio of components or add solvent to change the consistency of the mix.
b. Pour the hardener into the resin and mix for at least one minute and until each mixture is uniform in color. Pour the chemical components into the mortar mixer wheelbarrow and add the aggregate. Mix until aggregate is uniformly wetted. Overmixing will cause air entrapment in the mix.
c. All epoxy grout shall be flowed into place using a headbox. All grouting shall take place from one side of a baseplate to the other in a continuous flow to avoid trapping air.
d. Hydrostatic head pressure shall be maintained by keeping the level of grout in headboxes above the bottom of baseplates.

Headboxes shall be filled to the maximum level and grout worked down to the bottom of baseplates.
e. Epoxy grouts shall not be cut back after setting. The final level of grout will be as installed with all chamfer edges built into the formwork.

3.05 CURING
A. Cementitious Grouts:

1. Grouts must be cut back to the lower edge of baseplates after reaching initial set. Provide a 45 degree angle cut back.

2. Clean equipment and tools as recommended by the grout manufacturer.

3. Cure Grouts in accordance with manufacturer's specifications and recommendations. Keep grout moist for a minimum of 3 days. The method needed to protect grouts will depend on temperature, humidity, and wind. Wet burlap, a soaker hose, sun shading, ponding and, in extreme conditions, a combination of methods shall be employed.

4. Grouts shall be maintained above 40 degrees Fahrenheit until they have attained a compressive strength of 3,000 pounds per square inch or above 70 degrees Fahrenheit for a minimum of 24 hours to avoid damage from subsequent freezing.

B. Epoxy Grouts:

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1. Cure grouts in accordance with manufacturers' specifications and recommendations. Do not wet cure epoxy grouts.

2. Consult the manufacturer for appropriate cure schedule. In no case should any surface in contact with grout be allowed to fall below 50 degrees Fahrenheit for a minimum of 48 hours after placement.

3. Equipment and tools shall be cleaned immediately with a strong liquid detergent and water solution before grout hardens.

3.06 FIELD QUALITY CONTROL
A. Non-shrink cementitious grouts shall be tested for 24 hour compressive strength in accordance with ASTM C109.

B. Non-shrink grouts shall be tested for 24 hour compressive strength in accordance with ASTM C579 (Method B).

END OF SECTION

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EPOXIES 03 6300-1

SECTION 03 6300

EPOXIES
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Epoxy

2. Epoxy gel

3. Epoxy bonding agent

1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):

1. ASTM D638 - Test Method for Tensile Properties of Plastics.

2. ASTM D695 - Test Method for Compressive Properties of Rigid Plastics.

3. ASTM D790 - Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials.

1.03 SYSTEM DESCRIPTION
A. Performance Requirements:

1. Provide epoxy materials that are new and use them within shelf life limitations set forth by manufacturer.

2. Perform and conduct work of this Section in neat orderly manner.

1.04 SUBMITTALS
A. Product Data: Submit manufacturer's data completely describing epoxy materials.

B. Quality Control Submittals:

1. Manufacturer's installation instructions.

PART 2 – PRODUCTS

2.01 MATERIALS
A. Epoxy: Water-insensitive two-part type low viscosity epoxy adhesive material containing 100 percent solids and meeting or exceeding following characteristics when tested in accordance with standards specified: Manufacturers: One of the following or equal:

1. Master Builders, Inc., Concressive Standard LVI.

2. Sika Chemical Corp., Sikadur 35 Hi-Mod LV.

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Physical
Characteristics
Test Method Required Results
Tensile
Strength
ASTM D638 8,000 pounds per square inch at 14
days and 77 degrees Fahrenheit cure.

Flexure
Strength
ASTM D790 11,000 pounds per square inch at 14
days and 77 degrees Fahrenheit cure.

Compressive
Strength
ASTM D695 16,000 pounds per square inch at 24
hours and 77 degrees Fahrenheit cure.

Bond Strength - Concrete shall fail before failure of
epoxy.

Gel Time in 5-
mil Film
- Four hours maximum at 77 degrees
Fahrenheit.

Elongation ASTM D638 1 percent minimum at 14 days and 77 degrees Fahrenheit.

B. Epoxy Gel: Manufacturers: One of the following or equal:

1. Sika Chemical Corp.'s, Sikadur 31, Hi-Mod Gel.

C. Epoxy Bonding Agent: Manufacturers: One of the following or equal:

1. Master Builders, Inc., Concressive 1001 Liquid LPL.

2. Sika Chemical Corp.'s, Sikadur 32, Hi-Mod.

PART 3 – EXECUTION

3.01 INSTALLATION
A. Install and cure epoxy materials in accordance with manufacturer's installation instructions.

B. Epoxy:

1. Apply in accordance with manufacturer's installation instructions.

C. Epoxy Gel:

1. Apply in accordance with manufacturer's installation instructions.

2. Use for vertical or overhead work, or where high viscosity epoxy is required.

3. Epoxy gel used for vertical or overhead work may be used for horizontal work.

D. Epoxy Bonding Agent:

1. Apply in accordance with manufacturer's installation instructions.

2. Bonding agent will not be required for filling form tie holes or for normal finishing and patching of similar sized small defects

END OF SECTION

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STORM DRAIN PIPING 15 0520-1

SECTION 15 0520

STORM DRAIN PIPING
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. The CONTRACTOR shall furnish and install all storm drain piping, connections, fittings and other appurtenances as necessary to provide a complete and functional installation in conformance with the Contract Documents.

2. No flow shall be directed into the storm drain system until final testing and written acceptance by the CITY for the pipe and manholes has been completed.

B. Related Sections:

1. Section 02 1400 - Dewatering

2. Section 02 2500 - Structural Excavation

3. Section 02 2600 - Excavation Support and Protection

4. Section 02 3150 - Structural Fill

5. Section 02 3180 - Trenching

6. Section 03 0000 - Concrete Work - General

1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):

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

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

3. ASTM D2412 - Standard Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading

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4. ASTM D3034 – Standard Specification for Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings

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

6. ASTM D3350 - Standard Specification for Polyethylene Plastics Pipe and Fittings Materials

7. ASTM F477 - Standard Specification for Elastomeric Seals for Joining Plastic Pipe

8. ASTM F679 - Standard Specification for Poly(Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipes and Fittings

9. ASTM F1417 - Standard Practice for Installation Acceptance of Plastic Non-Pressure Sewer Lines Using Low-Pressure Air
B. American Water Works Association (AWWA) Publications:

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

2. AWWA C-900 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In. Through 60 In. (100 mm through 1,500 mm)

1.03 QUALITY ASSURANCE
A. The CONTRACTOR shall furnish all labor necessary to assist the ENGINEER in inspecting pipe upon delivery. The CONTRACTOR shall remove rejected pipe immediately.

B. All pipe of any manufacturer may be rejected if there are unsatisfactory joint assembly operations, even if the pipe conforms to these specifications. The CONTRACTOR shall remove all unsatisfactory pipe of that manufacturer of same shipment from work and shall furnish pipe from another manufacturer conforming to these specifications.

1.04 SUBMITTALS
A. Shop drawings for all fabricated pipe segments.

B. Product data for pipes, fittings, gaskets and other appurtenances.

PART 2 – PRODUCTS

2.01 PVC GRAVITY STORM DRAIN PIPE
A. PVC gravity storm drain pipes shall have a solid wall design. PVC pipe shall conform to material requirements of AWWA C900 in accordance with ASTM D1784.

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1. PVC C900 Pipe shall have a standard dimension ration (SDR) of 25, Pressure Class 165.

B. All PVC storm drain pipe shall meet dimensional, chemical, and physical requirements as outlined in ASTM D3034 and F679.

C. Pipe shall have a minimum pipe stiffness of 129 psi when tested in accordance with ASTM D2412.

D. Pipe shall be joined with a gasketed integral bell and spigot joint to form a watertight connection, meeting the requirements of ASTM D3212 and utilizes a Rieber gasket system for sealing that meets the requirement of ASTM F477.

E. All pipe shall be stenciled with the words "STORM DRAIN" in 1-5/8" high block lettering with permanent ink. The words shall be repeated at 5-foot spacing along the pipe length. The CONTRACTOR may substitute pressure-sensitive tape in lieu of stenciling. Adhesive-backed Pipe Labeling Tape shall be PVC Plastic tape manufactured specifically for direct placement onto pipe, cable or conduit for warning and identification. Tape shall be a minimum of 2.2 mils, an adhesive strength of 26 psi, and with tensile strength of 32 lb. per inch of width.

Tape shall be of the type provided in rolls, color coded for the utility involved with warning and identification imprinted in bold letters continuously and repeatedly over entire tape length. Code and letter coloring shall be permanent, unaffected by moisture or other substances contained in trench material.

F. Pipe shall be Color Green.

G. PVC gravity storm pipe shall be as manufactured by Diamond Plastics, JM Eagle, or equal.

2.02 HIGH DENSITY POLYETHYLENE (HDPE) DR 17
A. HDPE DR 17 shall conform to material requirements of AWWA C906 B. All HDPE pipe shall meet dimensional, chemical and physical requirements as outlined in ASTM D714 and D3035.

C. All pipe shall be stenciled with the words "STORM DRAIN" in 1-5/8" high block lettering with permanent ink. The words shall be repeated at 5-foot spacing along the pipe length. The CONTRACTOR may substitute pressure-sensitive tape in lieu of stenciling.

D. Pipe shall be Color Green.

E. HDPE pipe shall be as manufactured by JM Eagle, or equal.

2.03 WATERSTOPS
A. Where cast-in-place concrete is poured against a different material, a pre-formed rubber hydrophilic water stop with adhesive back shall be installed on the precast side of the joint prior to the pour. Water stop shall be Adeka Ultra Seal MC-

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2010M or equivalent. Follow manufacturer’s recommended installation procedures

2.04 NON-SHRINK GROUT
A. Grout used to seal pipe penetrations and support base plates shall be nonmetallic, non-corrosive, non-staining grouting compound containing silica sands, portland cement, shrinkage compensating agents and water reducing agents. Acceptable Products include Five Star Grout, Masterflow, and Upcon Nonshrink
PART 3 – EXECUTION

3.01 WORKMANSHIP
A. All pipe and appurtenances shall be constructed in strict conformance with the manufacturer’s written instructions, on a well compacted foundation as specified in Section 02 3000 of these specifications.

3.02 EXAMINATION
A. Verify items provided by other sections of work are properly sized and located.

B. Verify that built-in items are in proper location, and ready for roughing into the work.

3.03 STORAGE OF PIPE
A. Pipe may be stored on the project site at the Contractor’s own risk. Precautions shall be taken to prevent damage to stored pipe.

3.04 PREPARATION FOR INSTALLATION
A. Storm Drain Pipe shall be installed as shown and detailed on the plans. Bedding shall be placed prior to installation; any necessary support or stabilization shall be provided and remain in place until the pipe is securely anchored by trench backfill.

3.05 HANDLING
A. Care shall be taken in handling, transporting and placing pipe, culvert and appurtenant structures to prevent damage to the pipe or structure. Temporary bracing may be required to prevent damage while transporting pipe or structures.

No interior hooks or slings shall be used in lifting pipe. All handling operations shall be done with an exterior sling or with a suitable fork lift.

B. No damaged pipe or culvert will be accepted until and unless the damage has been repaired to the satisfaction of the Engineer. Damaged pipe, culvert and appurtenant structures will be replaced at the Engineer’s discretion

3.06 INSTALLATION

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STORM DRAIN PIPING 15 0520-5

A. General

1. Pipe shall be installed in accordance with good trade practices. The methods employed in the handling and placing of pipe, fittings, and equipment shall be such as to ensure that after installation and testing they are in good condition. Should any damage occur, such damages shall be repaired to the satisfaction of the District or the damaged materials shall be replaced at no additional expense to the District.

2. During loading, transportation, and unloading, every precaution shall be taken to prevent pipeline damage. Any damaged pipe shall be replaced or repaired to the satisfaction of the City. Where pipe is placed in stockpiles, it shall be neatly piled and blocked with strips between tiers.

B. Polyethylene Pipe

1. Installation shall be in accordance with ASTM D2321 and the manufacturer’s installation guidelines
C. PVC Pipe

1. Installation shall be in accordance with AWWA C605 and the manufacturer's instructions.

3.07 ACCEPTANCE TESTING
A. All installed pipes shall pass the required acceptance tests per Section 15 9560 for Alignment Testing, Leakage Testing, CCTV Requirements, and Deflection Testing Requirements.

B. Where pipe sections fail the above prescribed tests, Contractor shall determine the location and cause of test failure, make necessary repairs and repeat test until satisfactory results are achieved.

END OF SECTION

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PIPING SYSTEMS TEST 15 9560-1

SECTION 15 9560

PIPING SYSTEMS TESTING
PART 1 – GENERAL

1.01 SUMMARY
A. Section Includes:

1. Testing requirements for piping systems.

B. Related Sections:

1. Section 02 7320 - Closed Circuit Television (CCTV) Inspection of Pipe

2. Section 15 0520 – Storm Drain Piping

1.02 REFERENCES
A. American National Standards Institute/ American Society of Mechanical Engineers (ANSI/ASME):

1. ANSI/ASME B31.1 - Power Piping

2. ANSI/ASME B31.3 - Process Piping

3. ANSI/ASME B31.8 - Gas Transmission and Distribution Piping Systems B. American Society for Testing and Materials (ASTM):

1. ASTM D3034 - Standard Specification for Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings
C. National Fuel Gas Code: ANSI Z 223.1 or NFPA 54
D. Uniform Mechanical Code (UMC)
E. Uniform Plumbing Code (UPC)

1.03 TESTING REQUIREMENTS
A. General Requirements:

1. Testing requirements are stipulated in Laws and Regulations; are included in Section 15 0520; are specified in the specifications covering the various types of piping; and are specified herein.

2. Testing shall at minimum meet the requirements outlined in the City’s Standard Specifications and as outlined herein.

3. Requirements in Laws and Regulations supersede other requirements of Contract Documents, except where requirements of Contract Documents are more stringent.

4. Test plumbing piping in accordance with Laws and Regulations, the Uniform Plumbing Code, and UL requirements.

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PIPING SYSTEMS TEST 15 9560-2

5. When testing with water, the specified test pressure is considered to be the pressure at the highest point of the piping section under test. Lower test pressure as necessary to prevent testing the lowest point above a safe test pressure.

B. Furnish necessary personnel, materials, and equipment, including bulkheads, restraints, anchors, temporary connections, pumps, water, pressure gauges, and other means and facilities required to perform tests.

C. Pipes to be Tested: Test only those portions of pressure pipes (force main), gravity mains, and laterals that have been installed as part of this Contract. Test new pipe sections prior to putting new piping into service. Sections of piping, fittings, and valves may be tested before being placed in final location. Furnish and install test plugs, bulkheads, and restraints required to isolate new pipe sections.

D. Unsuccessful Tests:

1. Where tests are not successful, correct defects or remove defective piping and appurtenances and install piping and appurtenances that comply with the specified requirements.

2. Repeat testing until tests are successful.

E. Test Water Disposal: Dispose of testing water into sanitary sewer system.

F. See Section 02 5300 for Manhole Testing Requirements.

1.04 SUBMITTALS
A. Schedule and Notification of Tests:

1. Submit a list of scheduled piping tests 48 hours prior to testing.

2. Notification of Readiness to Test: Immediately before testing, notify the CITY in writing of readiness, not just intention, to test piping. Have personnel, materials, and equipment specified in place before submitting notification of readiness.

PART 2 – PRODUCTS – NOT USED
PART 3 – EXECUTION

3.01 TESTING ALIGNMENT AND GRADE
A. Alignment and Grade:

1. Visually inspect the interior of gravity piping with artificial light, reflected light, or laser beam.

2. Consider inspection complete when no broken or collapsed piping, no open or poorly made joints, no grade changes that affect the piping capacity, or no other defects are observed.

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PIPING SYSTEMS TEST 15 9560-3

3.02 TESTING GRAVITY PIPING
A. Water Leakage Test:

1. Preparation for Test: The storm drain line to be tested shall be plugged at the downstream manhole. All openings in the upstream manhole shall be plugged except the downstream opening for the line to be tested. The Test section shall then be filled with water and allowed to stand for at least thirty (30) minutes before test is started.

2. Test Procedure: The water level in the upstream manhole or test tee shall be brought to a height approximately 4 feet above the crown of the open storm drain at the upper end of the test section. The hydrostatic head in the test section shall be maintained so that no point in the section is the head less than four (4) feet or greater than 18 feet. In the case of a submerged section of line, the said head limitation shall be the difference between internal and external water levels. The test shall consist of measuring the loss of water during a one (1) hour period.

3. Allowable Leakage: The allowable leakage in one (1) hour's time based on an average hydrostatic head of 4 feet for the entire test section, shall not exceed 0.4 gallons per inch of pipe diameter for each 500 feet of pipe.

4. Manhole Leakage: Should an initial test show excessive leakage in a section of line, it is permissible to draw off the water and test the manhole that contained water. This test shall be made by plugging all openings in the manhole, filling same with water to the same elevation as used for the initial test, and checking the loss in a one-hour period. The leakage so determined may be deducted from the total leakage in the section of pipe initially tested. If, in the opinion of the ENGINEER, the manhole leakage thus determined is excessive, the CONTRACTOR shall waterproof the interior of the manhole by applying a coating of grout or an approved water-proofing material.

B. The CONTRACTOR, at their option, may substitute an air pressure test in lieu of the hydrostatic test specified above for storm drain pipes. Each section of main shall be tested between successive manholes. The low pressure air test shall be conducted in the following manner.

1. A compressed air supply shall be attached to an air fitting on the main or lateral and the air pressure within the line increased to four (4) pounds per square inch (psi). After the air supply is securely turned off or disconnected, there shall be a Two (2) minute waiting period before the actual test period begins to allow stabilization of air within the main.

2. In no case shall the air pressure within the line be less than 3.5 psi at the beginning of the test period. Refer to the chart which follows for the length of the test period. The minimum length of test is one (1) hour. The allowable air pressure loss during the test period shall be 1.0 psi. A written record of the test shall be submitted to the Engineer by the Contractor.

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PIPING SYSTEMS TEST 15 9560-4

C. Where pipe sections fail the above prescribed tests, CONTRACTOR shall determine the location and cause of test failure, make necessary repairs and repeat test until satisfactory results are achieved.

3.03 CCTV INSPECTION
A. A Closed Circuit Television (CCTV) inspection shall be made of all storm drain pipes being constructed. Immediately prior to televising the storm drain, an amount of water acceptable to the City’s representative shall be introduced into the storm drain being inspected. Storm drain line shall be inspected internally by television as outlined below. Video inspections shall conform to Section 02 7320 of these specifications.

B. The submitted digital video record (windows format) shall include a continuous on-screen display which contains, as a minimum, the date of the filming, identification of the line and segment (reach) of the line being viewed, direction (upstream or downstream), and a readout in feet (accurate to 0.1’) showing the distance from the entry point.

C. If, in the opinion of the City, the submitted digital video record is of poor quality, the City may Reject it and require the CTTV video inspection to be repeated and new video submitted to the City for review and acceptance. All video records shall become the property of the City.

D. The following observations from television inspections shall be considered defects in the construction of new storm drain pipelines and shall require correction prior to project completion:

E. Sags greater than:

1. 1 ½ inch for 60-inch pipe

2. Open or offset joints.

3. Cracked or damaged pipe.

4. Out of round pipe.

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PIPING SYSTEMS TEST 15 9560-5

5. Joint infiltration.

6. Debris or other foreign objects.

7. Other obvious deficiencies
F. The CONTRACTOR shall repair or replace failed sections as required by the ENGINEER.

G. Those portions of the pipeline system that have been corrected must be re- televised.

3.04 DEFLECTION TESTING
A. Deflection Testing of PVC and HDPE storm drain lines shall be performed after the placement of all trench backfill. Pipe deflection shall be tested by pulling by hand an approved mandrel through the installed section of storm drain line.

B. The mandrel used shall have a length at least equal to its diameter. The mandrel shall be constructed with a minimum of nine (9) ribs fabricated parallel to its longitudinal axis. Both the design of the mandrel and the fabricated mandrel itself shall be inspected and approved by the City well in advance of the deflection test.

C. The mandrel diameter shall be 92.5% of the pipe’s average inside diameter as defined by ASTM Specification D3034, and as detailed in the following table.

END OF SECTION

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APPENDIX A

DAILY WORK REPORT

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EQUIPMENT AND LABOR

IDLE OR DOWN

DESCRIPTION
(Equipment or Labor)
NO.

PERSONS EQUIPMENT NO.
other remarks)

REMARKS
(Reason for Idleness or
WEATHER HOURS - ITEM NO.

Project:

Project No.:

CITY OF SAN CARLOS

DAILY INSPECTION REPORT
Report No.:

Date:

Day:

Shift Start: Stop:

REPORT INSPECTOR'S DAILY
Location and Description of Operation:

NOTES/COMMENTS:

PRINT NAME SIGNATURE TITLE

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1 4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROADTITLE SHEET T-1NOT TO SCALEPROJECT LOCATION MAP
R
Know what's below.Call before you dig.

CITY OF SAN CARLOS2025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE, AND SHOREWAY ROADFINAL DRAWINGSCITY PROJECT NO. C9531 DESIGNED BY:APPROVED FOR CONSTRUCTION:RECOMMENDED FOR APPROVAL:BRETT F. CREWS, PESCHAAF & WHEELERGRACE LE, P.E.CITY ENGINEERALEX TAT, P.E.PRINCIPAL ENGINEER INDEX OF DRAWINGSPAGE NO.SHEET NO.PLAN & TITLE1T-1TITLE SHEET2G-1NOTES, LEGEND, AND ABBREVIATIONS3G-2POLLUTION PREVENTION4D-1CLIFTON AVENUE DEMOLITION PLAN5D-2KENTON AVNEUE DEMOLITION PLAN6D-3MANZANITA AVENUE DEMOLITION PLAN7D-4SHOREWAY ROAD DEMOLITION PLAN8C-1PLAN AND PROFILE - CLIFTON AVENUE9C-2PLAN AND PROFILE - KENTON 110C-3PLAN AND PROFILE - KENTON 211C-4PLAN AND PROFILE - MANZANITA AVENUE12C-5PLAN AND PROFILE - SHOREWAY ROAD13GC-1DETAILS - 114GC-2DETAILS - 215GC-3DETAILS - 316GC-4DETAILS - 417GC-5DETAILS - 5 SHOREWAYROAD PROJECTLOCATION

MANZANITA AVENUEPROJECT LOCATIONCLIFTON AVENUEPROJECT LOCATION US-101
US-101
US-101

EL CAMINO REAL

EL CAMINO REALKENTON AVENUEPROJECT LOCATION

AS SHOWN

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LEGENDEXISTINGNEWWATER LINESANITARY SEWER LINESTORM DRAIN LINEGAS LINETELEPHONE LINEUNDERGROUND ELECTRICOVERHEAD ELECTRICCABLE TELEVISION LINEPROPERTY LINEFENCE LINECURB AND GUTTER ABBREVIATIONSABAGGREGATE BASEACASPHALT CONCRETEACPASBESTOS CEMENT PIPEBCBOX CULVERTBWBACK OF WALKCDFCONTROLLED DENSITY FILLCDSCONTINUOUS DEFLECTIVE SEPARATORCFSCUBIC FEET PER SECONDCLSMCONTROLLED LOW-STRENGTH MATERIALC.I.P.CAST IN PLACEDRDIMENSION RATIO(E)EXISTINGELEVELEVATIONFGFINISHED GRADEHDPEHIGH DENSITY POLYETHYLENEINVINVERTLFLINEAL FEETMAXMAXIMUMMHMANHOLEMNMINIMUM(N)NEWNTSNOT TO SCALEO.C.ON CENTEROHOVERHEAD POWERLINEPVCPOLYVINYL CHLORIDERCPREINFORCED CONCRETE PIPERIMRIM ELEVATIONRSCRAPID STRENGTH CONCRETER/WRIGHT-OF-WAYSDSTORM DRAINSDCBSTORM DRAIN CATCH BASINSSSANITARY SEWERSSMHSANITARY SEWER MANHOLESTDSTANDARDTCTOP OF CURBTRTREETCDTRASH CAPTURE DEVICETYPTYPICALWWATERYRSYEARSWWWSSSS XXX

GGGUTELUTELUEUEOHEOHEUTVUTV
4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD GENERAL1.NO CHANGE TO THE PROJECT IMPROVEMENT PLANS SHALL BE PERMITTED WITHOUT PRIORWRITTEN APPROVAL BY THE ENGINEER OF RECORD OR CITY ENGINEER.2.ALL WORK, UNLESS OTHERWISE SPECIFIED, SHALL BE DONE IN ACCORDANCE WITH THECURRENT EDITION OF CITY OF SAN CARLOS STANDARD DETAILS FOR PUBLIC WORKSCONSTRUCTION.3.CONTRACTOR AGREES TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITECONDITIONS DURING THE CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALLPERSONS AND PROPERTY; AND THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOTBE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND,INDEMNIFY THE CITY OF SAN CARLOS HARMLESS FROM ANY AND ALL LIABILITY, REAL ORALLEGED, IN CONJUNCTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTTO THE EXTENT ARISING FROM THE NEGLIGENCE OF THE CITY OF SAN CARLOS.4.CONTRACTOR SHALL CONFORM TO THE RULES AND REGULATIONS OF THE STATECONSTRUCTION SAFETY ORDERS PERTAINING TO EXCAVATION AND TRENCHING.CONTRACTOR SHALL BEAR FULL RESPONSIBILITY FOR EXCAVATION SHORING DESIGN ANDINSTALLATION.5.INFORMATION CONCERNING EXISTING UTILITIES IS NOT GUARANTEED. LOCATIONS SHOWNON THE PLANS ARE APPROXIMATE ONLY. CONTRACTOR SHALL REQUEST THATUNDERGROUND FACILITIES BE LOCATED AND MARKED IN THE FIELD A MINIMUM OF 48 HOURSPRIOR TO THE START OF CONSTRUCTION BY CALLING UNDERGROUND SERVICE ALERT(U.S.A.) AT 800-642-2444. CONTRACTOR SHALL POTHOLE ALL EXISTING UTILITIES CROSSINGNEW STORM DRAIN LINE PRIOR TO COMMENCING CONSTRUCTION.6.CONTRACTOR SHALL NOTIFY THE CITY OF SAN CARLOS PRIOR TO THE TIME OFCONSTRUCTION STATING THE NATURE OF WORK AND EXPECTED DURATION OFCONSTRUCTION ACTIVITY AFFECTING THEIR PROPERTY. THE CITY WILL HAVE ONE WEEKFROM THE SUBMITTAL DATE TO REVIEW AND MAKE SUGGESTED CHANGES. THECONTRACTOR SHALL DISTRIBUTE THE CITY APPROVED LETTERS VIA U.S. MAIL TO PROVIDE ATWO WEEK AND SEVENTY-TWO (72) HOURS ADVANCE NOTIFICATION TO ALL RESIDENTS ANDBUSINESSES IMPACTED BY THE CONSTRUCTION.7.CONTRACTOR SHALL PROVIDE ALL LIGHTS, SIGNS, BARRICADES, FLAG MEN, CONES OROTHER DEVICES NECESSARY TO PROVIDE FOR PUBLIC SAFETY IN ACCORDANCE WITH THESPECIFICATIONS.8.CONTRACTOR SHALL REPLACE, AT THEIR EXPENSE, SITE UTILITIES WHICH ARE TO REMAININTACT BUT HAVE BEEN REMOVED OR DAMAGED DURING CONSTRUCTION. CONTRACTORSHALL NOT REMOVE OR DAMAGE EXISTING STRUCTURES LOCATED WITHIN CITY PROPERTYOR ADJACENT PROPERTIES WITHOUT WRITTEN PERMISSION FROM THE CITY.9.WRITTEN PERMISSION FROM APPROPRIATE PROPERTY OWNERS MUST BE OBTAINED PRIORTO REMOVING ANY EXISTING STRUCTURE NOT IDENTIFIED FOR DEMOLITION OR OUTSIDE THELIMITS OF WORK SHOWN.10.WHERE WORK IS PERMITTED ON PRIVATE PROPERTY, CONTRACTOR SHALL RECEIVEWRITTEN PERMISSION FROM THE CITY AND THE PROPERTY OWNER PRIOR TO BEGINNINGWORK. 30-DAY ADVANCE NOTICE IS REQUIRED TO THE CITY AND THE PROPERTY OWNER.11.PERMANENT IMPROVEMENTS REMOVED OR DAMAGED BY THE CONTRACTOR SHALL BERESTORED TO THEIR ORIGINAL LOCATION AND CONDITION BY THE CONTRACTOR USING NEWMATERIALS AS DIRECTED BY THE ENGINEER.12.CONTRACTOR TO PROVIDE TEMPORARY FENCING AND GATES TO PROTECT THE WORK SITEAND WHENEVER AND WHEREVER EXISTING GATES ARE REMOVED FOR CONSTRUCTIONPURPOSES.13.STORAGE OF SURPLUS AND UNSUITABLE MATERIAL SHALL NOT BE PERMITTED WITHINPUBLIC RIGHTS OF WAY OR ON ADJACENT PRIVATE PROPERTY WITHOUT WRITTEN CONSENTBY THE CITY OF SAN CARLOS AND THE OWNER.14.CONTRACTOR SHALL PERFORM HIS OR HER CONSTRUCTION AND OPERATION IN A MANNERWHICH WILL NOT ALLOW HARMFUL POLLUTANTS TO ENTER THE STORM DRAIN SYSTEM ORSAN FRANCISCO BAY. TO ENSURE COMPLIANCE, THE CONTRACTOR SHALL IMPLEMENT THEAPPROPRIATE BEST MANAGEMENT PRACTICE (BMP) AS OUTLINED IN THE POLLUTIONPREVENTION BROCHURE ISSUED BY THE CITY OF SAN CARLOS CLEAN WATER PROGRAM.15.OVERNIGHT PARKING OF CONSTRUCTION EQUIPMENT WITHIN THE STREET RIGHT-OF-WAYSHALL NOT BE PERMITTED.16.CONTRACTOR SHALL CONTROL DUST ACCORDING TO THE CONSTRUCTION PERMITREQUIREMENTS SET FORTH BY THE CITY OF SAN CARLOS.17.IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE INITIAL DOCUMENTATION FOR ALLMONUMENTS AND REPLACE ALL STREET MONUMENTS, LOT CORNER PIPES, AND GRADESTAKES DISTURBED DURING THE PROCESS OF CONSTRUCTION.18.CONTRACTOR SHALL HAND DIG FOR ALL EXCAVATION WITHIN 5-FEET OF ANY UTILITIES.19.CONTRACTOR SHALL DEVELOP RECYCLING PLAN AND SUBMIT TO THE CITY PRIOR TOBEGINNING WORK.20.THE CONTRACTOR SHALL KEEP AND MAKE AVAILABLE A COPY OF THE APPROVED PLANS ATTHE JOB SITE AT ALL TIMES WHEN WORK IS IN PROGRESS.21.THE CONTRACTOR SHALL HIRE A TESTING LABORATORY, APPROVED BY THE CITY, TOPERFORM COMPACTION TESTS OF AGGREGATE BASE, AGGREGATE SUB-BASE ANDSUB-GRADE TO THE SATISFACTION OF THE CITY.22.ALL CONTRACTORS AND SUBCONTRACTORS SHALL BE LICENSED IN ACCORDANCE WITHTHE LAWS OF THE STATE OF CALIFORNIA AND SHALL HAVE AND MAINTAIN A VALID CITYBUSINESS LICENSE.23.ALL WORK SHALL BE PLANNED AND CARRIED OUT SO THAT THERE WILL BE THE LEASTPOSSIBLE INCONVENIENCE TO THE TRAVELING PUBLIC, AND TRAFFIC SHALL NOT BEUNREASONABLY DELAYED PER CALTRANS STANDARD SPECIFICATION 7-1.03. DRIVEWAYACCESS SHALL BE MAINTAINED TO EACH PROPERTY AT ALL TIMES.

24.THE CONTRACTOR SHALL INSTALL AND MAINTAIN FENCES, BARRIERS, LIGHTS AND SIGNSTHAT ARE NECESSARY TO GIVE ADEQUATE WARNING TO THE PUBLIC AT ALL TIMES INACCORDANCE WITH THE CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES(CA MUTCD) OF TRANSPORTATION'S TRAFFIC CONTROL MANUAL.25.IN ORDER TO LIMIT DISTURBING NOISES, CONSTRUCTION WORK SHALL OCCUR ONLYBETWEEN THE HOURS OF 8:00 A.M. AND 5:00 P.M., MONDAY THROUGH FRIDAY, EXCLUDINGHOLIDAYS. WORK ON SAN CARLOS AVE. AND SHOREWAY AVE. SHALL ONLY OCCURBETWEEN 9:00 AM-3:00 PM. WORK OUTSIDE OF THESE HOURS IS PROHIBITED, UNLESS THECITY GRANTS AN EXCEPTION. EXCEPTIONS WILL BE CONSIDERED ONLY WHEN, IN THEOPINION OF THE PUBLIC WORKS DIRECTOR, CONSTRUCTION DURING NORMALCONSTRUCTION HOURS WOULD INCONVENIENCE THE PUBLIC AND NEIGHBORINGRESIDENTS MORE THAN WORKING OUTSIDE OF THESE HOURS. EXCEPTIONS WILL NOT BEGRANTED MERELY TO EXPEDITE THE CONSTRUCTION WORK.NOTIFICATION26.IF ANY DAMAGE OCCURS TO AN UNDERGROUND FACILITY THAT RESULTS IN THE ESCAPEOF ANY FLAMMABLE, TOXIC OR CORROSIVE GAS OR LIQUID OR ENDANGERS LIFE, HEALTH,OR PROPERTY, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE UTILITY OWNER ANDCALL THE 911 EMERGENCY TELEPHONE NUMBER TO NOTIFY LOCAL PUBLIC SAFETYOFFICIALS.27.CONTRACTOR SHALL NOTIFY ALL PUBLIC OR PRIVATE UTILITY OWNERS 48-HOURS PRIORTO COMMENCEMENT OF WORK ADJACENT TO THE UTILITY.28.CONTRACTOR SHALL NOTIFY THE ADJACENT RESIDENCES AND BUSINESS IN WRITINGDESCRIBING THE NATURE OF THE WORK, SCHEDULE OF THE WORK, WHEN PARKING WILLBE PROHIBITED (IF ANY), AND WHO TO CALL AT THE CONTRACTOR'S OFFICE IF THEY HAVEQUESTIONS ABOUT THE WORK. PRIOR TO ITS DISTRIBUTION THE CITY MUST APPROVE THENOTICE. THE CONTRACTOR SHALL NOTIFY WITH A CITY APPROVED LETTER ADJACENTRESIDENCES AND BUSINESSES VIA U.S. MAIL TO PROVIDE A TWO WEEK AND SEVENTY-TWO(72) HOURS ADVANCE NOTIFICATION TO ALL RESIDENTS AND BUSINESSES IMPACTED BY THECONSTRUCTION.29.WHERE PRACTICABLE AS DETERMINED BY THE CITY, THE CONTRACTOR SHALL MAINTAINPEDESTRIAN ACCESS ALONG WALKWAYS, INCLUDING PUBLIC SIDEWALKS, AT ALL TIMES.THE CITY'S PUBLIC WORKS INSPECTOR MUST APPROVE SIDEWALK CLOSURES IN ADVANCE.WALKWAYS SHALL BE REOPENED AT THE END OF EACH WORKING DAY OR A TEMPORARYWALKWAY RE-ROUTE MUST BE IN PLACE. WELL-COMPACTED BASE ROCK MAY BE USED ASA TEMPORARY WALKING SURFACE.30.ALL CITY APPURTENANCES MUST BE INSPECTED BY THE CITY PRIOR TO BACKFILLING ANYTRENCHES OR POURING ANY CONCRETE.31.AT THE END OF EACH WORK DAY, ALL EXCAVATIONS WITHIN THE STREET AND TRAVEL WAYSHALL BE: (1) BACKFILLED AND PAVED WITH TEMPORARY PAVING SUCH THAT THE FINISHEDSURFACE IS FLUSH WITH THE EXISTING PAVEMENT, (2) ADEQUATELY COVERED WITH STEELPLATE BRIDGING, OR (3) BACKFILLED AND PAVED WITH PERMANENT PAVING. CONTROLDENSITY FILL SHALL NOT BE USE AS TEMPORARY AC PAVING.32.FOR EXCAVATIONS WITHIN PAVED AREAS THAT ARE MORE THAN 8 FEET WIDE, THE ACSURFACING SHALL BE INSTALLED WITH AN AC PAVING MACHINE.33.CONTRACTOR SHALL PROTECT EXISTING AC PAVEMENT AND STRIPING FROM DAMAGE BYTHE CONSTRUCTION VEHICLES. ALL DAMAGED PAVEMENT AND STRIPING SHALL BEREPLACED IN KIND.34.CONTRACTOR SHALL SUBMIT SAFETY PLAN FOR WORKING AROUND OPEN TRENCHING.35.THE CONTRACTOR SHALL RETURN PRIVATE YARDS, SIDEWALKS, PLANTERS, IRRIGATIONSYSTEMS, AND ANY OTHER FACILITIES, PUBLIC OR PRIVATE, DISTURBED BY THE WORK TOTHE SAME OR BETTER CONDITION THAT EXISTED PRIOR TO COMMENCEMENT OF THEWORK.PROJECT SPECIFIC NOTES36.CONTRACTOR SHALL COORDINATE IMPROVEMENTS ON SHOREWAY RD WITH RECOLOGYAND NEARBY BUSINESSES PRIOR TO THE START OF CONSTRUCTION TO REDUCE IMPACTSTO THE COMMUNITY.37.CONTRACTOR SHALL COORDINATE ALL IMPROVEMENTS ON PRIVATE PROPERTY WITH THEPROPERTY OWNER.

SDSDSDSD
2G-1NOTES, LEGEND, AND ABBREVIATIONSAS SHOWN

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4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD 3G-2POLLUTION PREVENTIONAS SHOWN

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(E) 6" SS(E) 6" SS
(E) 15" SD(E) 15" SD
(E) 15" SD(E) 12" SD
(E) SD MH-335N: 2012174.05E: 6045236.40RIM: 266.39INV. IN: 262.57 (E) 15" SD (N)INV. OUT: 262.57 (E) 15" SD (SW) (E) 15" SDGG

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049-21-2160049-21-2150049-21-2170422 CLIFTON AVE414 CLIFTON AVE430 CLIFTON AVE 049-21-217010 KENTON AVE
049-21-2140406 CLIFTON AVE049-21-2130376 CLIFTON AVE049-21-2120368 CLIFTON AVE(E) SS-MHN: 2012121.79E: 6045111.6200RIM: 258.80INV. IN: 255.40 (6" NW)INV. IN: 255.50 (6" NE)INV. OUT: 254.22 (6" SE)(E) SS-MHN: 2012063.16E: 6045194.4290RIM: 258.31INV. IN: 253.48 (6" NW)INV. IN: 254.71 (4" E)INV. OUT: 254.46 (6" SE) (E) SS-MHN: 2011999.74E: 6045246.4600RIM: 262.15INV. IN: 254.03 (6" NW)INV. IN: 255.10 (6" SE)INV. OUT: 253.83 (6" SW) (E) SD CB-967N: 2012081.24E: 6045149.26RIM: 257.25INV. OUT: 254.29 (E) 12" SD (NE) (E) SD CB-1151N: 2012098.86E: 6045161.56RIM: 257.78INV. IN: 255.08 (E) 15" SD (NE)INV. OUT: 254.96 (E) 15" SD (SE) (E) SD CB-671N: 2012105.93E: 6045161.36RIM: 258.21INV. IN: 253.26 (E) 12" SD (SW)INV. IN: 254.96 (E) 12" SD (NE)INV. IN: 256.56 (E) 6" SD (N)INV. IN: 256.56 (E) 6" SD (NE)INV. OUT: 253.25 (E) 15" SD (SE)

CLIFTON AVENUE
(E) 15" SD(E) 12" SD(E) 6" SS(E) 15" SD
(E) 6" SS(E) 15" SD(E) 6" SS(E) 15" SD
(E) PRIVATE FENCE(E) PRIVATE RESIDENTIALPROPERTY

CLIFTON AVENUE
(E) 4" SS(E) 12" SD(E) 6" SSDEMOLISH (E) SDCB TOACCOMMODATE THEINSTALLATION OF (N) SDCB

CONCRETE DRIVEWAYCONCRETE

CONCRETE

CONCRETE DRIVEWAYCONCRETE DRIVEWAY

ASPHALT

CONCRETE SIDEWALKCONCRETE

CONCRETE DRIVEWAYCONCRETE DRIVEWAY

CONCRETE SIDEWALKCONCRETE SIDEWALK

ASPHALTASPHALT
ASPHALTPRESERVE AND PROTECT (E) SD CB-671IN PLACE, DEMOLISH SIDE WALL ASREQUIRED FOR (N) 16" SD CONNECTION

DEMOLISH FENCE ASNEED FOR PIPEINSTALLATION
(E) EASEMENT, SEE NOTES
(E) TREE, TO BE REMOVED BY CITYPRIOR TO PROJECTCOMMENCEMENT, SEE NOTE 5.

CLIFTON AVENUE - EXISTING AND DEMOLITION PLAN1" =10'GRAPHIC SCALE(IN FEET)01010201" = 10'5 N SAWCUT, DEMOLISH, AND EXCAVATE(E) CONC DRIVEWAY WHERE NEEDEDFOR THE REMOVAL OF (E) SD LINE TOACCOMMODATE THE INSTALLATION OF(N) 18" SD GENERAL NOTES:1.CONTRACTOR SHALL SUBMIT A REQUEST TO THE CITY FOR REVIEW ANDAPPROVAL TO DETERMINE ALLOWABLE WORK AREA.2.ALL EXISTING UTILITIES AND UTILITY STRUCTURE SHALL REMAINPROTECTED IN PLACE UNLESS STATED OTHERWISE.3.CONTRACTOR IS RESPONSIBLE FOR SITE SECURITY OF THECONSTRUCTION WORK AREA, INCLUDING ANY RAIL AND FENCING.4.CONTRACTOR SHALL FIELD VERIFY LOCATION, UTILITY TYPE, SIZE OFEXISTING UTILITIES, MATERIAL, AND DEPTH FOR EACH LOCATION PRIOR TODEMOLISHMENT OF EXISTING MATERIAL.5.CONTRACTOR TO COORDINATE WITH CITY TO ENSURE REMOVAL OF TREEPRIOR TO CONSTRUCTION COMMENCEMENT.EASEMENT NOTES:1.THE (E) STORM DRAIN EASEMENT OVER THE LANDS OF NICHOLSON IS ASTRIP OF LAND 2-FT IN WIDTH, 1-FT OF WHICH LIES ON EACH SIDE OF THE(E) STORM DRAIN PIPE. CONTRACTOR SHALL ENSURE ALL PERMANENTPIPELINE IMPROVEMENTS FALL WITHIN THE (E) EASEMENT. 4D-1MATCHLINE, SEE SHEET D-2
DEMOLISH AND EXCAVATEWHERE NEEDED FOR THEINSTALLATION OF (N) 16" SD (E) 15" SD
4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROADCLIFTON AVENUE DEMOLITION PLAN1" = 10'

8.d
February 09, 2026

Packet Pg. 357

OHEOHEOHEOHEOHEOHEOHEOHEOHEOHE

OHEOHEOHEOHEOHEOHEOHEWWWWWWWW
G

SSSSSSSSSSSSSS

GGGGGGGGG

SDSDSDSDSDSD

SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD
SDSD

SDSDSDSD
(E) 6" SS
(E) 15" SD(E) 15" SD
(E) 12" SD(E) 15" SD(E) 15" SD
SD
SD

WWWWWWWWWWWWWWWWWWW

WWWW W SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSOHEOHEOHE

OHEOHEOHEOHEGGGGGGGGGGGGGGGG
GGGGG

GGGGG UTVUTVUTVUTVUTVUTV
UTV
GGGGG
W

G GGGG G GGGGGGGG
WW GGG

UTVUTV UTVUTVUTVUTV UTVUTVUTVUTVUTVUTV
G
WW
(E) SD MH-396N: 2012027.44E: 6045202.53RIM: 258.49INV. IN: 253.69 (E) 15" SD (NW)INV. OUT: 253.39 (E) 15" SD (S) (E) 6" SS(E) 15" SD
(E) SS-MHN: 2011999.74E: 6045246.4600RIM: 262.15INV. IN: 254.03 (6" NW)INV. IN: 255.10 (6" SE)INV. OUT: 253.83 (6" SW) INV. OUT: 259.93 (E) 12" SD (NW)SS-MHN: 2011872.09E: 6045046.9370RIM: 233.37INV. IN: 228.39 (6" NE)INV. IN: 230.00 (6" NW)INV. OUT: 228.27 (6" SW) (E) SD MH-282N: 2011994.04E: 6045198.85RIM: 256.62INV. IN: 248.87 (E) 15" SD (N)INV. IN: 249.27 (E) 15" SD (NE)INV. OUT: 248.82 (E) 15" SD (SW)

KENTON AVENUE
(E) 15" SD
(E) 12" SD(E) 6" SS(E) 15" SD(E) 15" SD(E) 15" SD
DEMOLISH AND EXCAVATEWHERE NEEDED FORINSTALLATION OF (N) 16" SDCLIFTON AVENUE(E) 6" SS(E) 15" SD

BRICK DRIVEWAY

CONCRETE DRIVEWAY

CONCRETE SIDEWALK

ASPHALTASPHALT
PRESERVE AND PROTECT SDMH-282 IN PLACE, DEMOLISHSIDE WALL WHERE NEEDEDFOR INSTALLATION OF (N) 16"SD (E) W
049-18-209030 KENTON AVE049-18-208020 KENTON AVE
049-18-305021 KENTON AVE049-18-304031 KENTON AVE049-18-326041 KENTON AVE049-18-306011 KENTON AVE

SDSDSDSDSDSDSDSDSDSDSDSD
14+50
15+00
15+5016+00SDSDSDSDSDSDSDSD
SD

WWWWWWWWWWWWWWWWW WW

WWWWSS SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSOHEOHEOHE

OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHE

OHEOHEOHE

SSSSSSSSSS

SSSSSSSS

SDSDSDSDSDSD
SDSDSD
OHE
GGGGGG
WWWG

GGGGG GGGGGWWWWWW
GGGGGGGGGGGGGGGGGGUTVUTVUTVUTVUTVUTVUTVUTVUTVUTVUTVUTVUTVUTVUTVUTV(E) 15" SD(E) 6" SS (E) SD MH-30N: 2011793.73E: 6044886.20RIM: 225.17INV. IN: 220.17 (E) 15" SD (NE)INV. IN: 219.97 (E) 12" SD (NW)INV. OUT: 219.83 (E) 18" SD (SE) (E) 15" SD(E) 6" SS
(E) 6" SS UTILITY

KENTON AVENUESAN CARLOS AVENUE
PRESERVE AND PROTECT SDMH-30 IN PLACE, DEMOLISHSIDE WALL WHERE NEEDEDFOR INSTALLATION OF (N) 16"SD DEMOLISH AND EXCAVATEWHERE NEEDED FORINSTALLATION OF (N) 16" SD 049-18-210080 KENTON AVE049-18-211090 KENTON AVE
049-18-301091 KENTON AVE049-18-325061 KENTON AVE
KENTON AVENUE - EXISTING SITE AND DEMOLITION PLAN1" =10'GRAPHIC SCALE(IN FEET)01010201" = 10'5 N GENERAL NOTES:1.CONTRACTOR SHALL SUBMIT A REQUEST TO THE CITY FOR REVIEW ANDAPPROVAL TO DETERMINE ALLOWABLE WORK AREA.2.ALL EXISTING UTILITIES AND UTILITY STRUCTURE SHALL REMAINPROTECTED IN PLACE UNLESS STATED OTHERWISE.3.CONTRACTOR IS RESPONSIBLE FOR SITE SECURITY OF THECONSTRUCTION WORK AREA, INCLUDING ANY RAIL AND FENCING.4.CONTRACTOR SHALL FIELD VERIFY LOCATION, UTILITY TYPE, SIZE OFEXISTING UTILITIES, MATERIAL, AND DEPTH FOR EACH LOCATION PRIOR TODEMOLISHMENT OF EXISTING MATERIAL. 5D-2

MATCHLINE, SEE BELOW LEFT

MATCHLINE, SEE ABOVE RIGHT
4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD MATCHLINE, SEE SHEET D-1
KENTON AVNEUE DEMOLITION PLAN1" = 10'

8.d
February 09, 2026

Packet Pg. 358

SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS

SDSDSDSDSDSDSDSDSDSD

XXXXXXXXXXXX

OHEOHEOHEOHEOHEOHEOHEOHE

OHEOHEOHEOHEOHE

OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHE

OHEOHEOHEOHEOHEOHEOHEOHEOHE

OHEOHEOHEOHEOHEOHE
SS

SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS

SSSSSSSSSS

SSSSSSSSSSSSSSSSSSSSSS

GGGGGGGGGG

GGGGGGGGGGGGGGGGGGGGGGGGGG

GGGGGGGGGG

WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW
WWWW

WSDSDSDSD

SDSDSDSDSDSDSDSDSDSDSDSDSD

SDSDSDSDSDSDSDSDSDSDSD

SDSDSDSDSDSDSDSD
14+00
14+50
SS-MHN: 2012018.88E: 6048774.1290RIM: 95.62INV. IN: 90.20 (6" SW)INV. IN: 90.26 (6" NE)INV. IN: 90.22 (6" SE)INV. IN: 90.17 (6" NW)INV. OUT: 89.94 (8" S)(E) SD MH-450N: 2012007.44E: 6048817.38RIM: 95.40INV. IN: 93.45 (E) 6" SD (N)INV. OUT: 88.60 (E) 12" SD (SW)INV. OUT: 88.50 (E) 12" SD (SE) (E) SD CB-452N: 2012020.68E: 6048745.95RIM: 95.86INV. IN: 88.26 (E) 15" SD (NW)INV. IN: 88.32 (E) 12" SD (NE)INV. OUT: 88.04 (E) 15" SD (SE)GLENWOOD STREET

SEE DETAIL
DEMOLISH AND EXCAVATEWHERE NEEDED FORINSTALLATION OF (N) 12" SD

PRESERVE ANDPROTECT (E) OHEUTILITY IN PLACE
PRESERVE ANDPROTECT (E) GUTILITY IN PLACEPRESERVE ANDPROTECT (E) 12" SDUTILITY IN PLACE

PRESERVE ANDPROTECT (E) GUTILITY IN PLACE
PRESERVE ANDPROTECT (E) 6" SSUTILITY IN PLACE

DEMOLISH AND EXCAVATE ASNEEDED FOR THE INSTALLATIONOF NEW CURB INLETINTEGRATED WITH (E) DITCH

CEDAR STREET

MANZANITA AVENUE

CEDAR STREET

PRESERVE ANDPROTECT (E)WALL IN PLACE

CONCRETE SIDEWALKGRASS

ASPHALT CONCRETE SIDEWALKCONCRETE WALL

ASPHALT
GRASS
ASPHALTUSPSMAILBOXCONCRETE SIDEWALK3' WOOD FENCELANDSCAPERAMP GRASS

GRASSCONCRETE WALL
LANDSCAPE3' WOOD FENCE
3' WOOD FENCE
PRESERVE AND PROTECT(E) SD CB-495 IN PLACE,DEMOLISH SIDE WALLWHERE NEEDED TOCONNECT (N) 12" SD 149 MANZANITA AVE050-04-3010
PRESERVE ANDPROTECT (E) 15" SDUTILITY IN PLACE
(E) SD CB-495N: 2011979.81E: 6048764.30RIM: 94.95INV. IN: 87.20 (E) 12" SD (NE)INV. IN: 87.05 (E) 15" SD (NW)INV OUT: 86.95 (E) 18" SD (SE) 050-01-5070282 CEDAR STREET
050-01-8010300 CEDAR STREET

PRESERVE AND PROTECT(E) RAMP IN PLACE
MANZANITA AVENUE - EXISTING SITE AND DEMOLITION PLANSCALE" 1" = 10"NGRAPHIC SCALE(IN FEET)01010201" = 10'5 GENERAL NOTES:1.CONTRACTOR SHALL SUBMIT A REQUEST TO THE CITY FOR REVIEW ANDAPPROVAL. TO DETERMINE APPROVED WORK AREA.2.ALL EXISTING UTILITIES AND UTILITY STRUCTURE SHALL REMAINPROTECTED IN PLACE UNLESS STATED OTHERWISE.3.CONTRACTOR IS RESPONSIBLE FOR SITE SECURITY OF THECONSTRUCTION WORK AREA, INCLUDING ANY RAIL AND FENCING.4.CONTRACTOR SHALL FIELD VERIFY LOCATION, UTILITY TYPE, SIZE OFEXISTING UTILITIES, MATERIAL, AND DEPTH FOR EACH LOCATION PRIOR TODEMOLISHMENT OF EXISTING MATERIAL. 6D-3
4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROADMANZANITA AVENUE DEMOLITION PLAN1" = 10'

8.d
February 09, 2026

Packet Pg. 359

XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX

UEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUESS SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSDSDSDSDSDSD

GGGGWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWSDSDCOMCOMCOMCOM

GGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGG GGGGGGGGGGGGWWWWSDSDSDSDSDSDUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKN (E) SS-MHN: 2015913.85E: 6051238.7600RIM: 5.18INV. IN: -2.05 (10" SE)INV. OUT: -2.05 (10" NW) (E) SD CB-369N: 2015907.37E: 6051224.49RIM: 4.89INV. IN: 0.54 (E) 39" SD RCP (NW)INV. OUT: 0.44 (E) 39" SD RCP (SE) (E) SD MH-446N: 2015908.10E: 6051246.58RIM: 5.24INV. IN: -2.76 (E) 60" SD RCP (SW)INV. OUT: -2.76 60" SD RCP (NE) (N) SD CB-365N: 2015733.38E: 6051376.12RIM: 5.39INV. IN: 3.31 (E) 12" SD (E)SHOREWAY ROAD 046-08-1820333 SHOREWAY RD046-08-1610145 SHOREWAY RD
(E) SD CB-368N: 2015898.14E: 6051232.62RIM: 4.85INV. IN: -2.05 (E) 39" SD (NW)INV. OUT: -2.45 (E) 60" SD (NE) US-101SHOREWAY ROAD - EXISTING SITE AND DEMOLITION PLANSCALE" 1" = 10"NGRAPHIC SCALE(IN FEET)01010201" = 10'5 7D-4 GENERAL NOTES:1.CONTRACTOR SHALL WORK WITHIN THE ALLOWABLE WORK AREAINDICATED. FOR ADDITIONAL WORK AREA BEYOND INDICATED,CONTRACTOR SHALL SUBMIT A REQUEST TO THE CITY FOR REVIEW ANDAPPROVAL.2.ALL EXISTING UTILITIES AND UTILITY STRUCTURE SHALL REMAINPROTECTED IN PLACE UNLESS STATED OTHERWISE.3.CONTRACTOR IS RESPONSIBLE FOR SITE SECURITY OF THECONSTRUCTION WORK AREA, INCLUDING ANY RAIL AND FENCING.4.CONTRACTOR SHALL FIELD VERIFY LOCATION, UTILITY TYPE, SIZE OFEXISTING UTILITIES, MATERIAL, AND DEPTH FOR EACH LOCATION PRIOR TODEMOLISHMENT OF EXISTING MATERIAL.

DEMOLISH AND EXCAVATEWHERE NEEDED FORINSTALLATION OF (N) 12" SD

PRESERVE AND PROTECT(E) UNKNOWN UTILITY
PRESERVE AND PROTECT(E) FRENCH DRAIN IN PLACE(E) CURB, DRIVEWAYAPPROACH, ANDSIDEWALK, REMOVE ASREQUIRED.PRESERVE AND PROTECT(E) 10" SSPRESERVE AND PROTECT(E) 12" W UTILITY IN PLACEPRESERVE AND PROTECT(E) G UTILITIES IN PLACEPRESERVE AND PROTECT(E) UE UTILITY IN PLACEPRESERVE AND PROTECT(E) HYDRANT IN PLACEPRESERVE AND PROTECT(E) SS MH IN PLACEPRESERVE AND PROTECT(E) SD MH-446 IN PLACE PRESERVE AND PROTECT(E) SD CB-369 IN PLACEPRESERVE AND PROTECT (E) SDCB-368 IN PLACE, DEMOLISH SIDE WALLAS REQUIRED FOR PIPE INSTALLATIONDEMOLISH (E) SD CB-365 TOPREPARE INSTALLATION OF (N) CB PRESERVE AND PROTECT(E) 60" SD IN PLACE
4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROADSHOREWAY ROAD DEMOLITION PLAN1" = 10'

8.d
February 09, 2026

Packet Pg. 360

ELEVATION
STATION252'255'260'265'
252'255'260'265'
8+008+108+208+308+408+508+608+708+808+909+009+109+209+30 106 LF OF 18" PVC C900 @ 6.60% (E) GROUND SURFACE
106 LF OF 18" PVC C900 @ 6.60%
(N) SD-MH1STA: 9+20RIM: 257.85INV. IN: 255.25 (N) 18" SD (NE)INV. IN: 255.08 (N) 16" SD (N)INV. OUT: 254.96 (E) 15" SD (SE) INSTALL CLSM SLURRY BETWEENTHE TWO SD LINES, INSTALL TOTOP OF (N) 18" SD LINE(E) 15" SDINV EL ±253.26STA 9+16.64 (E) SD MH-335N: 2012174.05E: 6045236.40RIM: 266.68INV. IN: 262.57 (E) 15" SD (N)INV. OUT: 262.25 (N) 18" SD (SW)(E) 15" RCP SD

SDSDSDSDSDSDSDSDSDSDSDSD

OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHE

XXXXXXXXXX OHEOHEOHEOHEOHE
SD
XXXX

WWWWWWW
W
GGGG
SS

SSSSSSSSSSSSSSSSSSSSSSSS

SD SDSDSDSDSDSDSDSDSD

SDSDSDSDSDSDSDSDSDSD
SDSD
GGGSS(E) 4" SS(E) 15" SD
(E) SD MH-335N: 2012174.05E: 6045236.40RIM: 266.68INV. IN: 262.57 (E) 15" SD (N)INV. OUT: 262.25 (N) 18" SD (SW)

UTVUTVUTVUTVUTVUTVUTVUTVUTVWWGGGG
GGGGWW (N) SD-MH1N: 2012098.86E: 6045161.56RIM: 257.85INV. IN: 255.25 (N) 18" SD (NE)INV. IN: 255.08 (N) 16" SD (N)INV. OUT: 254.96 (E) 15" SD (SE) (E) SD CB-671N: 2012105.93E: 6045161.36RIM: 258.21INV. IN: 253.26 (E) 12" SD (SW)INV. IN: 254.96 (E) 12" SD (NE)INV. IN: 256.56 (E) 6" SD (N)INV. IN: 256.56 (E) 6" SD (NE)INV. OUT: 253.25 (E) 15" SD (SE)INV. OUT: 255.15 (N) 16" SD (S) (E) SS-MHN: 2012063.16E: 6045194.4290RIM: 258.31INV. IN: 253.48 (6" NW)INV. IN: 254.71 (4" E)INV. OUT: 254.46 (6" SE) (E) SD CB-967N: 2012081.24E: 6045149.26RIM: 257.25INV. OUT: 254.29 (E) 12" SD (NE)8+008+108+208+308+408+508+608+708+808+909+009+109+209+309+3011+1711+00 (E) 15" SD
(N) 18" SD

CLIFTON AVENUE
OPEN TRENCH EXCAVATION FORINSTALLATION OF (N) 18" PVC C900 SD,SEE DETAIL

REPAIR DISTURBEDCONCRETE FEATURES MATCH (E)CONCRETE SURFACING AND BRICK INLAYSEE DETAIL (E) SD EASEMENT,SEE NOTESCLIFTON AVENUEALIGNMENT 1
049-21-2160
049-21-2150414 CLIFTON AVE
049-21-217010 KENTON AVE049-21-2140406 CLIFTON AVE

SEE DETAIL
CLIFTON AVENUEALIGNMENT 2049-21-2160422 CLIFTON AVEOPEN TRENCH EXCAVATIONAND INSTALLATION OF (N) 16"PVC C900 SD, SEE DETAILSEE DETAIL ELEVATIONSTATION252'255'260'
252'255'260'
10+9511+0011+1011+13INSTALL CLSM SLURRY BETWEEN(E) W LINE AND (N) SD LINE,INSTALL TO TOP OF (N) 16" SD LINE(E) WINV EL ±254.21STA 11+06.35 (E) SD CB-671STA: 11+02RIM: 258.21INV. IN: 253.26 (E) 12" SD (SW)INV. IN: 254.96 (E) 12" SD (NE)INV. IN: 256.56 (E) 6" SD (N)INV. IN: 256.56 (E) 6" SD (NE)INV. OUT: 253.25 (E) 15" SD (SE)INV. OUT: 255.15 (N) 16" SD (S)(N) SD-MH1STA:11+09RIM: 257.85INV. IN: 255.25 (N) 18" SD (NE)INV. IN: 255.08 (N) 16" SD (N)INV. OUT: 254.96 (E) 15" SD (SE) PLAN VIEW - CLIFTON AVENUE1" =10' GRAPHIC SCALE(IN FEET)01010201" = 10'5 N PROFILE VIEW - CLIFTON AVENUE 1HORIZONTAL SCALE 1" = 10'VERTICAL SCALE 1" = 5' (E) 12" SD
NOTES:1.CONTRACTOR SHALL BE RESPONSIBLE FOR RESTORING CURB, GUTTER, SIDEWALK ANDDRIVEWAY PER CITY STANDARD DETAILS BETWEEN NEAREST CONCRETE JOINTS AT ALLDISTURBED CONCRETE LOCATIONS. SEE DETAIL 2.CONTRACTOR SHALL BE RESPONSIBLE FOR RESURFACING DISTURBS STREET AREAS.3.CONTRACTOR SHALL PROTECT EXISTING UTILITIES WITHIN LIMITS OF WORK. THECONTRACTOR SHALL OPEN, BY HAND DIGGING, TEST HOLES TO LOCATE EXISTINGCONDUITS, CABLES, SEWERS, OR OTHER UNDERGROUND STRUCTURES WHICH COULDBE DAMAGED BY THE NEW INSTALLATION.4.CONTRACTOR SHALL SUBMIT TRAFFIC CONTROL PLANS WITH THE CITY OF SAN CARLOSPRIOR TO BEGINNING CONSTRUCTION.5.CONTRACTOR TO COORDINATE WITH CITY TO ENSURE REMOVAL OF TREE PRIOR TOCONSTRUCTION COMMENCEMENT.

CONTRACTOR TO REMOVE FENCEDURING CONSTRUCTION ANDRESTORE POST-CONSTRUCTION

SEE DETAIL
8"
8C-1
GC-42 GC-11
1 GC-12121
EASEMENT NOTES:1.THE (E) STORM DRAIN EASEMENT OVER THE LANDS OF NICHOLSON IS A STRIP OF LAND 2FEET IN WIDTH, 1 FOOT OF WHICH LIES ON EACH SIDE OF THE (E) STORM DRAIN PIPE.CONTRACTOR SHALL ENSURE ALL PERMANENT PIPELINE IMPROVEMENTS FALL WITHINTHE (E) EASEMENT. 4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD REPAIR DISTURBED RESIDENTIALDRIVEWAY, MATCH (E) CONCRETESURFACING AND BRICK INLAYSEE DETAIL(E) TREE TO BE REMOVED BYCITY PRIOR TO PROJECTCOMMENCEMENT, SEE NOTE 5

PLAN AND PROFILE - CLIFTON AVENUE
2GC-1GC-4
GC-2GC-2GC-4
AS SHOWN(N) 18" PVC C900 SD7 LF OF 16" PVC C900 @ 1.00%6"PROFILE VIEW - CLIFTON AVENUE 2HORIZONTAL SCALE 1" = 10'VERTICAL SCALE 1" = 5' GC-42
REPAIR DISTURBED CONCRETECURB AND GUTTER, SEE NOTES.

GC-11GC-52

8.d
February 09, 2026

Packet Pg. 361

OHEOHEOHEWWWWWSSSSSSSS
SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD12+0012+5013+0013+5014+0014+50 (E) 15" SD(E) 15" SD(E) 15" SD
SD
SDSD

WWWWWWWWWWWWWWWWWWWWWWWWWWWWW

WWWWWWWW W SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSOHEOHEOHE

OHEOHEOHE

OHEOHEOHEOHE

OHEOHEOHEOHEOHEOHEOHEOHEOHE

GGGGGGGGGGGGGGGG
GGGGG

GGGGG UTVUTVUTVUTVUTVUTV
GGGGG
W

SD GGGG G GGGGGGG
GGGGG
WW

GGGGGGGGGGGGGGG
UTVUTV UTVUTVUTVUTV UTVUTVUTVUTVUTVUTVUTVUTVUTVUTVUTVUTVUTVUTVWW (E) 6" SS(E) 15" SD (E) SD MH-282N: 2011994.04E: 6045198.85RIM: 256.62INV. IN: 248.87 (E) 15" SD (N)INV. IN: 249.27 (E) 15" SD (NE)INV. OUT: 248.82 (N) 16" SD (S)INV. OUT: 248.82 (E) 15" SD (SW) SDSDSDSDSDSDSDSDSDSDSDSDSDSD SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD(N) SD-MH2N: 2011981.74E: 6045196.50RIM: 254.93INV. IN: 247.00 (N) 16" SD (N)INV. OUT: 247.00 (N) 16" SD (SW) SS-MHN: 2011872.09E: 6045046.9370RIM: 233.37INV. IN: 228.39 (6" NE)INV. IN: 230.00 (6" NW)INV. OUT: 228.27 (6" SW) KENTON AVENUE(E) 15" RCP SD(E) 6" SS
OPEN TRENCH EXCAVATIONAND INSTALLATION OF (N) 16"HDPE DR 17 SEE DETAIL. 049-18-305021 KENTON AVE049-18-304031 KENTON AVE049-18-326041 KENTON AVE049-18-325061 KENTON AVE 049-18-210080 KENTON AVE049-18-209030 KENTON AVE049-18-208020 KENTON AVE 049-18-301091 KENTON AVE049-18-306011 KENTON AVE
049-21-217010 KENTON AVE049-18-211090 KENTON AVE

ELEVATION
STATION222'225'230'235'240'245'250'255'
222'225'230'235'240'245'250'255'
11+9812+0012+1012+2012+3012+4012+5012+6012+7012+8012+9013+0013+1013+2013+3013+4013+5013+6013+7013+8013+9014+0014+1014+2014+3014+4014+5014+6014+7014+8014+90 13 LF OF 16" HDPE DR 17 @ 14.54% 124 LF OF 16" HDPE DR 17 @ 11.77% 80 LF OF 16" HDPE DR 17, SLOPE VARIES
(E) GROUND SURFACE(E) 6" SS, CONTRACTOR TO FIELDVERIFY LATERAL LOCATIONS, PRIOR TOCONSTRUCTION OF (N) SD - NOTIFY CITYIMMEDIATELY OF POTENTIAL CONFLICTSSS-MHN: 2011872.09E: 6045046.9370RIM: 233.37INV. IN: 228.39 (6" NE)INV. IN: 230.00 (6" NW)INV. OUT: 228.27 (6" SW) 150 LF OF 16" HDPE DR 17 @ 3.17%
(E) WINV EL ±246.41STA 12+40.58
(E) WINV EL ±239.26STA 13+04.41(E) WINV EL ±234.85STA 13+58.78(E) WINV EL ±230.00STA 14+26.88(E) 6" SSINV EL ±230.40STA 13+98.23 (E) GINV EL ±245.52STA 12+48.51
(E) GINV EL ±229.12STA 14+00.94(E) G LINEINV EL ±234.94STA 13+46.71(E) GINV EL ±237.01STA 13+14.53(E) GINV EL ±238.77STA 12+99.53(E) SD MH-282STA: 12+00RIM: 256.62INV. IN: 248.87 (E) 15" SD (N)INV. IN: 249.27 (E) 15" SD (NE)INV. OUT: 248.82 (N) 16" SD (S)INV. OUT: 248.82 (E) 15" SD (SW) (N) SD-MH2STA: 12+13RIM: 254.93INV. IN: 247.00 (N) 16" SD (N)INV. OUT: 247.00 (N) 16" SD (SW) SEE NOTE 5FIELD FIT PIPE TO AVOID CONFLICTS,MINIMUM BEND RADIUS PERMANUFACTURER RECOMMENDATIONAPPROXIMATE END OF BEND, SLOPESHALL MATCH ADJACENT SD

APPROXIMATE START OF BEND,SLOPE SHALL MATCH ADJACENT SD 4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD PLAN VIEW - KENTON AVENUE 11" =10'GRAPHIC SCALE(IN FEET)01010201" = 10'5 N PROFILE VIEW - KENTON AVENUE 1HORIZONTAL SCALE 1" = 10'VERTICAL SCALE 1" = 5'9C-2 1REPAIR DISTURBED SIDEWALK,CURB AND GUTTER ,SEE DETAIL.1

SEE DETAIL
NOTES:1.CONTRACTOR SHALL BE RESPONSIBLE FOR RESTORING CURB, GUTTER, SIDEWALK AND DRIVEWAY PER CITY STANDARD DETAILSBETWEEN NEAREST CONCRETE JOINTS AT ALL DISTURBED CONCRETE LOCATIONS. SEE DETAIL .2.CONTRACTOR SHALL BE RESPONSIBLE FOR RESURFACING DISTURBED STREET AREAS.3.CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING EXISTING LATERALS AND UTILITIES LOCATION, CONTRACTOR SHALL PROTECTEXISTING UTILITIES WITHIN LIMITS OF WORK. THE CONTRACTOR SHALL OPEN, BY HAND DIGGING, TEST HOLES TO LOCATE EXISTINGUNDERGROUND UTILITIES WHICH COULD BE DAMAGED BY THE NEW INSTALLATION.4.CONTRACTOR SHALL SUBMIT TRAFFIC CONTROL PLANS WITH THE CITY OF SAN CARLOS PRIOR TO BEGINNING CONSTRUCTION.5.CONTRACTOR SHALL FIELD BEND PIPE TO AVOID CONFLICTS AS NEEDED, MINIMUM PIPE BEND RADIUS SHALL BE PER MANUFACTURERRECOMMENDATIONS.

SEE DETAIL
PLAN AND PROFILE - KENTON 1
GC-52

AS SHOWN
MATCHLINE, SEE C-3
GC-12121GC-2GC-2GC-4
GC-2GC-1
2GC-4

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SD 15+7715+0015+50SDSDSDSDSDSDSDSD

WWWWWWW WWW

SSSSSSSSSSSSSSSSSSSSSSOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOH/E

OHEOHEOHEOHEOHE

OHEOHEOHEOHEOHEOHEOHE

OH/E/CTV/T

OH/EOH/E/CTV/TWWWWWWWW
WW

GGGGGGGGGGGOHE

SSSSSSSSSSSSSS

SSSSSSSS

SDSDSDSDSDSD
SDSDSD
OHE
GGGGGG

WWWGGGGGWWWWWW
GGGGGGGUTVUTVUTVUTVUTVUTVUTVUTV(E) 15" SD(E) 6" SS
(E) SD MH-30N: 2011793.73E: 6044886.20RIM: 225.17INV. IN: 220.17 (E) 15" SD (NE)INV. IN: 219.97 (E) 12" SD (NW)INV. IN: 219.50 (N) 16" SD (E)INV. OUT: 219.83 (E) 18" SD (SE) 049-18-301091 KENTON AVE

SDSDSDSDSDSDSDSDSD
(N) SD-MH3N: 2011794.30E: 6044895.65RIM: 224.97INV. IN: 219.75 (N) 16" SD (NE)INV. OUT: 219.75 (N) 16" SD (W) OPEN TRENCH EXCAVATION ANDINSTALLATION OF (N) 16" HDPEDR 17, SEE DETAIL.GC-11 GC-42SEE DETAILSAN CARLOS AVENUE

KENTON AVENUE
049-18-211090 KENTON AVE

RE-STRIPE STOP BAR

ELEVATION
STATION217'220'225'230'
217'220'225'230'
14+9015+0015+1015+2015+3015+4015+5015+6015+7015+80
(E) SD MH-30STA: 15+77RIM: 225.17INV. IN: 220.17 (E) 15" SD (NE)INV. IN: 219.97 (E) 12" SD (NW)INV. IN: 219.50 (N) 16" SD (E)INV. OUT: 219.83 (E) 18" SD (SE) 150 LF OF 16" HDPE DR 17 @ 3.17% 9 LF OF 16" HDPE DR 17 @ 2.64% 150 LF OF 16" HDPE DR 17 @ 3.17%(E) SD (E) WINV EL ±222.92STA 15+48.56(E) GINV EL ±222.87STA 15+40.59(N) SD-MH3STA: 15+67RIM: 224.97INV. IN: 219.75 (N) 16" SD (NE)INV. OUT: 219.75 (N) 16" SD (W)SEE DETAILGC-52(E) GROUND SURFACE SEE DETAILGC-42
(E) 6" SS, CONTRACTOR TOVERIFY LATERAL LOCATIONS
4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD PLAN VIEW - KENTON AVENUE 21" =10'GRAPHIC SCALE(IN FEET)01010201" = 10'5 N PROFILE VIEW - KENTON AVENUE 2HORIZONTAL SCALE 1" = 10'VERTICAL SCALE 1" = 5'10C-3NOTES:1.CONTRACTOR SHALL BE RESPONSIBLE FOR RESTORING CURB, GUTTER, SIDEWALK AND DRIVEWAY PER CITY STANDARD DETAILSBETWEEN NEAREST CONCRETE JOINTS AT ALL DISTURBED CONCRETE LOCATIONS. SEE DETAIL .2.CONTRACTOR SHALL BE RESPONSIBLE FOR RESURFACING DISTURBS STREET AREAS.3.CONTRACTOR SHALL PROTECT EXISTING UTILITIES WITHIN LIMITS OF WORK. THE CONTRACTOR SHALL OPEN, BY HAND DIGGING, TESTHOLES TO LOCATE EXISTING CONDUITS, CABLES, SEWERS, OR OTHER UNDERGROUND STRUCTURES WHICH COULD BE DAMAGED BY THENEW INSTALLATION.4.CONTRACTOR SHALL SUBMIT TRAFFIC CONTROL PLANS WITH THE CITY OF SAN CARLOS PRIOR TO BEGINNING CONSTRUCTION.

MATCHLINE, SEE SHEET C-2
PLAN AND PROFILE - KENTON 2AS SHOWNGC-12121GC-2GC-2GC-4 MATCHLINE, SEE SHEET C-2

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SSSSSSSSSSSSSSSSSSSSSDSDSDSDSD
XXXXXX

OHEOHEOHEOHEOHEOHEOHE

OHEOHEOHEOHEOHEOHEOHEOHEOHE

OHEOHEOHEOHE

OHEOHEOHEOHE
SS

SSSSSSSSSSSSSSSS

SSSSSSSSSSSSSSSSSSSS

GGGGGGGGGGGGGGGGG GGGGGGGGGG

WWWWWWWWWWWWWWWWWWWW
WW
WW
WWWWW
SDSD

SDSDSDSDSDSD
SDSD
SDSDSD

SDSDSDSD
SDSDSD14+0014+50
(E) 6" SS(E) 6" SS(E) 6" SS
(E) 8" SS(E) 6" SS(E) 12" SD(E) 12" SD(E) 15" SD(E) 15" SD SS-MHN: 2012018.88E: 6048774.1290RIM: 95.62INV. IN: 90.20 (6" SW)INV. IN: 90.26 (6" NE)INV. IN: 90.22 (6" SE)INV. IN: 90.17 (6" NW)INV. OUT: 89.94 (8" S) (E) SD CB-495N: 2011979.81E: 6048764.30RIM: 94.95INV. IN: 87.20 (E) 12" SD (NE)INV. IN: 87.05 (E) 15" SD (NW)INV. IN: 87.50 (N) 12" SD (NW)INV. OUT: 86.95 (E) 18" SD (SE) (E) SD MH-450N: 2012007.44E: 6048817.38RIM: 95.40INV. IN: 93.45 (E) 6" SD (N)INV. OUT: 88.60 (E) 12" SD (SW)INV. OUT: 88.50 (E) 12" SD (SE) (E) SD CB-452N: 2012020.68E: 6048745.95RIM: 95.86INV. IN: 88.26 (E) 15" SD (NW)INV. IN: 88.32 (E) 12" SD (NE)INV. OUT: 88.04 (E) 15" SD (SE) (E) SD CB-451N: 2012050.60E: 6048773.98RIM: 96.05INV. OUT: 90.50 (E) 12" SD (SW) (N) SD CB-1N: 2011999.25E: 6048739.82RIM: 95.62INV. OUT: 88.14 (N) 12" SD (SE)

GLENWOOD STREET
OPEN TRENCHEXCAVATION FORINSTALLATION OF(N) 12" PVC C900

CEDAR STREET
GC-11
050-04-3010050-04-1100
050-01-5070
050-01-8010SEE DETAILSEE DETAIL

INSTALL (N) CURB INLETINTEGRATED WITH (E) DITCHSEE DETAIL 149 MANZANITA AVE285 CEDAR STREET
282 CEDAR STREET
300 CEDAR STREET
GC-51 CEDAR STREET

MANZANITA AVENUE

RE-STRIPE AREA
(E) 18" RCP SD
GC-42(E) CONCRETE WALL,PRESERVE ANDPROTECT IN PLACE
ELEVATIONSTATION85'90'95'100'
85'90'95'100'
14+0014+1014+2014+3014+4014+50(E) SD CB-495STA: 14+34RIM: 94.95INV. IN: 87.20 (E) 12" SD (NE)INV. IN: 87.05 (E) 15" SD (NW)INV. IN: 87.50 (N) 12" SD (NW)INV. OUT: 86.95 (E) 18" SD (SE) 31 LF OF 12" PVC C900 @ 2.06% (E) 6" SSINV EL ±90.20STA 14+09.83
(N) SD CB-1STA: 14+03RIM: 95.62INV. OUT: 88.14 (N) 12" SD (SE)(E) GAS LINEINV EL ±91.94STA 14+32.32(E) GAS LINEINV EL ±91.89STA 14+29.82(E) 18" RCP SD12" 4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD PROFILE - MANZANITA AVENUEHORIZONTAL SCALE 1" = 10'VERTICAL SCALE 1" = 5' PLAN VIEW - MANZANITA AVENUESCALE" 1" = 10"NGRAPHIC SCALE(IN FEET)01010201" = 10'5 (E) 12" RCP SD11C-4
NOTES:1.CONTRACTOR SHALL BE RESPONSIBLE FOR RESTORING CURB, GUTTER, SIDEWALK AND DRIVEWAY PER CITY STANDARD DETAILSBETWEEN NEAREST CONCRETE JOINTS AT ALL DISTURBED CONCRETE LOCATIONS. SEE DETAIL .2.CONTRACTOR SHALL BE RESPONSIBLE FOR RESURFACING DISTURBS STREET AREAS.3.CONTRACTOR SHALL PROTECT EXISTING UTILITIES WITHIN LIMITS OF WORK. THE CONTRACTOR SHALL OPEN, BY HAND DIGGING, TESTHOLES TO LOCATE EXISTING CONDUITS, CABLES, SEWERS, OR OTHER UNDERGROUND STRUCTURES WHICH COULD BE DAMAGED BY THENEW INSTALLATION.4.CONTRACTOR SHALL SUBMIT TRAFFIC CONTROL PLANS WITH THE CITY OF SAN CARLOS PRIOR TO BEGINNING CONSTRUCTION.(E) 15" RCP SD (E) GROUND SURFACE
PLAN AND PROFILE - MANZANITA AVENUEAS SHOWNGC-12121GC-2GC-2GC-4

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XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
UEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUE5 6 66 6

SS SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSDSDSDSDSDSD GGGGWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD 2+400+000+250+500+751+001+251+501+752+002+25SDSDCOMCOMCOMCOM

GGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGG GGGGGGGGGGGGGWWWWWWSDSDSDSDSDSDUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKNUKN (E) SS-MHN: 2015913.85E: 6051238.7600RIM: 5.18INV. IN: -2.05 (10" SE)INV. OUT: -2.05 (10" NW) (E) SD CB-369N: 2015907.37E: 6051224.49RIM: 4.89INV. IN: 0.54 (E) 39" SD RCP (NW)INV. OUT: 0.44 (E) 39" SD RCP (SE) (E) SD MH-446N: 2015908.10E: 6051246.58RIM: 5.24INV. IN: -2.76 (E) 60" SD RCP (SW)INV. OUT: -2.76 60" SD RCP (NE) (N) SD CB-365N: 2015733.38E: 6051376.12RIM: 5.39INV. IN: 3.31 (E) 12" SD (E)INV. OUT: 1.50 (N) 12" SD (NW)(E) SD CB-368N: 2015898.14E: 6051232.62RIM: 4.85INV. IN: -2.05 (E) 39" SD RCP (NW)INV. IN: 0.40 (N) 12" SD (SE)INV. OUT: -2.45 (E) 60" SD RCP (NE) EXISTING 60" SD
INSTALL 218 FT OF12" HDPE DR 17
RESTORE EXISTING CURB,GUTTER, SIDEWALK ANDDRIVEWAY, SEE DETAILSOPEN TRENCH EXCAVATION FORINSTALLATION OF PIPE, SEE DETAILGC-11

SHOREWAY ROAD

RESTORE EXISTING CURB,GUTTER, SIDEWALK ANDDRIVEWAY, SEE DETAILS SEE DETAILGC-42 SEE DETAIL
046-08-1610145 SHOREWAY RDPRESERVE ANDPROTECT (E)FRENCH DRAIN (E) UNKNOWN UTILITY
GC-21GC-31GC-32 GC-21GC-31GC-32046-08-1820333 SHOREWAY ROAD

ELEVATION
STATION-5'0'5'10'
-5'0'5'10'
0+000+100+200+300+400+500+600+700+800+901+001+101+201+301+401+501+601+701+801+902+002+102+202+302+37 (N) SD CB-365STA: 2+34RIM: 5.39INV. IN: 3.31 (E) 12" SD (E)INV. OUT: 1.50 (N) 12" SD (NW) 218 LF OF 12" HDPE DR 17 @ 0.50%(E) SD CB-368STA: 0+16RIM: 4.85INV. IN: -2.05 (E) 39" SD RCP (NW)INV. IN: 0.40 (N) 12" SD (SE)INV. OUT: -2.45 (E) 60" SD RCP (NE)(E) 12 LF OF 36" RCP 20.24% (E) SD CB-369STA: 0+04RIM: 4.89INV. IN: 0.54 (E) 39" SD RCP (NW)INV. OUT: 0.44 (E) 39" SD RCP (SE)(E) GROUND SURFACE 4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD PROFILE VIEW - SHOREWAYHORIZONTAL SCALE 1" = 10'VERTICAL SCALE 1" = 5' PLAN VIEW - SHOREWAY ROADSCALE" 1" = 10"NGRAPHIC SCALE(IN FEET)01010201" = 10'5 GC-51
12C-5
NOTES:1.CONTRACTOR SHALL BE RESPONSIBLE FOR RESTORING CURB, GUTTER, SIDEWALK AND DRIVEWAY PER CITY STANDARD DETAILSBETWEEN NEAREST CONCRETE JOINTS AT ALL DISTURBED CONCRETE LOCATIONS. SEE DETAIL .2.CONTRACTOR SHALL BE RESPONSIBLE FOR RESURFACING DISTURBS STREET AREAS.3.CONTRACTOR SHALL PROTECT EXISTING UTILITIES WITHIN LIMITS OF WORK. THE CONTRACTOR SHALL OPEN, BY HAND DIGGING, TESTHOLES TO LOCATE EXISTING CONDUITS, CABLES, SEWERS, OR OTHER UNDERGROUND STRUCTURES WHICH COULD BE DAMAGED BY THENEW INSTALLATION.4.CONTRACTOR SHALL SUBMIT TRAFFIC CONTROL PLANS WITH THE CITY OF SAN CARLOS PRIOR TO BEGINNING CONSTRUCTION.GC-12GC-21GC-22GC-31GC-32

PLAN AND PROFILE - SHOREWAY ROADAS SHOWN

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TRENCH DETAIL1NTSGC-1
TRENCH REQUIREMENT:1.IF THE DISTANCE TO THE EDGE OF GUTTER IS LESS THAN TWO (2) FEET FROM ONE TRENCHEDGE, THE PAVEMENT REPLACEMENT SHALL EXTEND TO THE EDGE OF EXISTING GUTTER LIP.2.NO LONGITUDINAL JOINTS OR SEAMS ARE ALLOWED IN BIKE LANES. IF A LONGITUDINAL JOINT ISCONSTRUCTED DUE TO THE CONTRACTOR'S WORK OR THIS REQUIREMENT, THE CONTRACTORSHALL REMOVE A MINIMUM OF 2" OF ASPHALT FROM THE PAVEMENT ACROSS THE ENTIRE BIKELANE USING A METHOD APPROVED BY THE CITY AND THEN RESURFACE THE BIKE LANE TO THEENGINEER'S SATISFACTION.EXCAVATION:1.EXCAVATED MATERIAL SHALL NOT BE USED TO FILL VOIDS CAUSED BY OVEREXCAVATION; SUCHVOIDS SHALL BE FILLED WITH COMPACTED BEDDING MATERIAL. UNLESS DIRECTED BY THEENGINEER, NO SEPARATE PAYMENT WILL BE MADE FOR OVEREXCAVATION.2.UNSUITABLE NATIVE MATERIAL SHALL BE EXCAVATED BELOW THE LIMIT OF EXCAVATION ANDREPLACED WITH SUITABLE BACKFILL MATERIAL WHEN DIRECTED BY THE PUBLIC WORKSAGENCY.PAVEMENT:1.STANDARD CONFORM: THE ASPHALT CONCRETE SHALL BE CUT THROUGH THE FULL DEPTH OFEXISTING ASPHALT CONCRETE TO A NEAT STRAIGHT LINE AT LEAST 6.5 FEET FROM THE CENTEROF THE PIPE OR 13 FEET WIDE. PAVEMENT EDGES DAMAGED DURING CONSTRUCTION SHALL BERE-CUT TO NEAT STRAIGHT LINES PRIOR TO PAVING. ALTERNATE CONFORM: THE EXISTING ASPHALT CONCRETE OUTSIDE THE TRENCH LINE MAY BEGROUND TO A MINIMUM OF 2-1/2 INCH DEPTH TO A NEAT STRAIGHT LINE AT LEAST 6.5 FEET FROMTHE CENTER OF THE PIPE OR 13 FEET WIDE. THE EXISTING ASPHALT CONCRETE AT THE TRENCHLINE SHALL BE CUT THROUGH THE FULL DEPTH OF THE EXISTING ASPHALT CONCRETE TO ANEAT STRAIGHT LINE. ANY PAVEMENT EDGES, INCLUDING GROUND EDGES, DAMAGED DURINGCONSTRUCTION SHALL BE RE-CUT OR RE-GROUND TO A NEAT LINE PRIOR TO PAVING.2.ASPHALT CONCRETE: ASPHALT CONCRETE FOR PAVEMENT REPAIRS SHALL BE HMA TYPE A, 34INCH GRADATION, IN ACCORDANCE WITH SECTION 39 OF STATE STANDARD SPECIFICATIONS ASMODIFIED IN THESE DESIGN GUIDELINES.3.ASPHALT CONCRETE OVERLAY: ASPHALT CONCRETE FOR OVERLAY OF ALL STREETS SHALL BEHMA TYPE A, 12 INCH GRADATION IN ACCORDANCE WITH SECTION 39 OF THE STATE STANDARDSPECIFICATIONS3.1.PAVING ASPHALT TO BE MIXED WITH MINERAL AGGREGATE SHALL BE PG64-10 OR PG64-16, INACCORDANCE WITH SECTION 92 OF THE STATE STANDARD SPECIFICATIONS.3.2.CONFORM CUTS SHALL BE MADE AT PAVEMENT CONFORMS AS SHOWN ON PLANS. CUTSSHALL BE MADE WITH A “COLD PLANER” TYPE MACHINE. CONFORM CUTS SHALL BE AMINIMUM OF 2 INCHES DEEP AND SHALL BE A MINIMUM OF 6 FEET WIDE UNLESS OTHERWISEDETAILED ON THE PLANS.4.CONTRACTOR TO MEET THE REQUIREMENTS OF ALL THE CITY DESIGN GUIDELINES.

PAVEMENT (CONTINUED):5.IN AREAS WHERE EXISTING PAVING CONSISTS OF RUBBERIZED AC, THE TRENCH AREA SHOULDBE REPAVED WITH THE EQUIVALENT PAVEMENT SECTION OF RUBBERIZED AC. AS ANALTERNATE, A DENSE GRADED AC SECTION EQUIVALENT TO TWO-TIMES THE THE THICKNESS OFTHE RUBBERIZED AC MAY BE SUBSTITUTED.6.CLEAN AND TACKCOAT ALL VERTICAL SURFACES OF EXCAVATION AND BETWEEN PAVINGCOURSES WITH SPRAY APPLICATION OF SS-1 EMULSION BEFORE PLACING ASPHALT-CONCRETEPAVEMENT SECTION.7.THE COMPACTED TEMPORARY RESURFACING SHALL BE A MINIMUM OF 2" THICK PLACED ON THEREQUIRED BASE, AND SHALL BE REMOVED PRIOR TO PLACING THE PERMANENT PAVING.BACKFILL:1.BACKFILL MATERIAL AND ANY BEDDING MATERIAL SHALL BE AS SPECIFIED BY THE UTILITYOWNER, AND APPROVED BY THE PUBLIC WORKS AGENCY. IN NO CASE SHALL "PEA" GRAVEL BEPERMITTED.2.IMPORT BACKFILL MATERIAL SHALL CONFORM TO SECTION 02 3000 2.01.8.B OF THESPECIFICATIONS.3.AGGREGATE BASE SHALL CONFORM TO CRUSHED MISCELLANEOUS BASE (SECTION 02 3000 -EARTHWORK) OR BETTER. THE BASE MATERIAL MUST BE APPROVED BY THE ENGINEER.4.BACKFILL TESTING IS REQUIRED AND RESULTS SHALL BE APPROVED BY THE ENGINEER PRIORTO PAVING.5.DURING BACKFILL OPERATIONS, THE TRENCH SHALL BE BACKFILLED, COMPACTED, AND TESTEDTO THE SPRING LINE OF ANY UTILITIES CROSSING THE TRENCH BEFORE PROCEEDING WITHFURTHER BACKFILL.6.COMPACTION BY JETTING IS NOT PERMITTED.7.WHEN FLEXIBLE PIPE (HDPE, ETC.) IS USED, PIPE SHALL BE BACKFILLED TO THE SPRING LINE,COMPACTED AND BACKFILL TESTED PRIOR TO COMPLETING INITIAL BACKFILL.8.SLURRY CEMENT BACKFILL SHALL COMPLY WITH THE LATEST EDITION OF CALTRANS STANDARDSPECIFICATIONS.

UTILITY SPECIFIED BEDDING MATERIALSEE BACKFILL NOTE 1SLURRY CEMENT BACKFILLSEE BACKFILL NOTE 8PAVEMENT PER SCHEDULE CCLASS 2 AGGREGATE BASE (AB)95% RELATIVE COMPACTION OR CLSMLEGEND 95% RELATIVECOMPACTIONVARIES12" MIN

2.0' MIN. COVERSEE PAVEMENT SECTION SCHEDULECONCRETE REPAIRBACKFILL OPTIONCL 1AB PERMEABLEBACKFILL OPTIONSAWCUT LINESEE PAVEMENTTRENCH TRENCH BACKFILL DETAILSABC *F6" PCC / 18" AB3" AC / 6" PCC / 12" ABARTERIAL12" ACVARIABLE DEPTH ACCOLLECTORLOCAL8" AC5" ACD3" AC / 18" AB (HILLSIDE LOCAL) PIPE O.D.OF UTILITYSPRING LINEUNDER 1.0'X1.0' TO 4.5'OVER 4.5'24"12"9"Y12"6"6"TRENCHLINELINE * MINIMUM PIPE CLEARANCE
NOTE 1.

SAWCUT LINESEE PAVEMENTNOTE 1.

PAVEMENT SECTION SCHEDULETYPEPIPE CLEARANCE*PIPEO.D.
* OVER 18" AB
SEEBACKFILLNOTE 7
2" ACAS REQ'D
TYPICAL HALF SECTONS14 " OD, 6" MIN.

FOR CONCRETE REPAIRSEE DETAILGC-1212" MIN.12" MIN.

GEOTEXTILEFABRICDETECTABLE WARNING TAPEPLACE 18" MAX ABOVE PIPE 95% RELATIVECOMPACTION
PLACE 1/4"X1-1/2" DEEP CONTRACTIONJOINTS SPACED AT 10 FT INTERVALS OR ASNEEDED TO MATCH ADJACENT (E) CONC.6" MIN. COMPACTED CLASS 2 AB,MOISTURE CONDITION & COMPACTTO 95% RCNOTES:1.PROVIDE 1/2" X 12" SLIP DOWELS AT 5' MAX O.C. AT SLAB TO SIDEWALKCONNECTION IF POURED SEPARATELY.2.PROVIDE EXPANSION JOINT BETWEEN CONCRETE SLAB AND CONCRETESTRUCTURES.3.SLOPE CONCRETE TO MATCH (E) GRADE & SLOPE.SCARIFY SUBBASE TO A 8" MINDEPTH, MOISTURE CONDITION, &COMPACT TO 95% RC #5 BAR @ 12" O.C. EACH WAY MATCH EXISTING5" MIN.(E) CONCRETEDOWEL #5 BAR @ 12" O.C.,6" EMBED MIN DRIVEWAY CONCRETE REPAIR DETAIL2NTSGC-1
4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD 13GC-1DETAILS - 1NO SCALE

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STANDARD CURB & GUTTER & SIDEWALK1NTS CONCRETE GENERAL NOTES2NTSGC-2 GC-2 4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD 14GC-2DETAILS - 2NO SCALE

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INDUSTRIAL DRIVEWAY APPROACH2NTS
CONCRETE VALLEY GUTTER1NTSGC-3 GC-3
4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD 15GC-3DETAILS - 3NO SCALE

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RESIDENTIAL DRIVEWAY APPROACH1NTS STANDARD CONNECTION TO MANHOLE WALLS2NTS GC-4 GC-4
4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD 16GC-4DETAILS - 4NO SCALE

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STANDARD CATCH BASIN1NTS
STANDARD MANHOLE2NTS

GRATED MANHOLE COVER AND FRAME
GC-5 GC-5
4699 OLD IRONSIDES DR., SUITE #350SANTA CLARA, CA 95054(408) 246-4848NOREVISIONSDATE APPR1234 SHEETOF17CHECKED:GMADRAWN:JMDESIGN:BFCSCALE:DATE:01/13/20262025 STORM DRAIN IMPROVEMENTS PROJECTCLIFTON AVENUE, KENTON AVENUE, MANZANITA AVENUE,AND SHOREWAY ROAD 17GC-5DETAILS - 5NO SCALE

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CITY COUNCIL

STAFF REPORT
MEETING DATE: February 9, 2026
ITEM TITLE: Adopt a Resolution Appropriating $576,400 from the General Capital Fund (Fund 25) Unassigned Fund Balance in Fiscal Year 2025-26 for the Intelligent Transportation System Signal Resiliency and Smart Corridor Expansion Project.

RECOMMENDATION:

Staff recommend that the City Council adopt a Resolution appropriating $576,400 from the General Capital Fund (Fund 25) Unassigned Fund balance in fiscal year (FY) 2025-26 for the Intelligent Transportation System Signal Resiliency and Smart Corridor Expansion Project (“ITS Project”).

FISCAL IMPLICATIONS:

The San Mateo County Transportation Authority’s (SMCTA) Cycle 3 Measure A Alternative Congestion Relief (ACR) and Measure W Transportation Demand Management (TDM) Program awarded the City $524,000 for the ITS Project. The project will improve all 24 San Carlos owned and maintained signalized intersections.

An appropriation of $576,400 is needed for the ITS Project. This cost covers planning, design, and construction. Of the total project cost, $524,000 is expected to be reimbursed from the grant funding program. The City will provide a 10% match in the amount of $52,400 to fund the remainder of project.

ITS Project Funding Breakdown
SMCTA Funding Award $524,000
City Matching Funds $52,400
Total Project Funding $576,400
BACKGROUND:

The San Mateo County ACR/TDM program is a local funding program created by SMCTA to create a consolidated Measure A and Measure W program (transportation related sales tax initiatives) to encourage the use of sustainable transportation options and enhance mobility across San Mateo County.

On August 11, 2025, City Council adopted resolutions supporting project applications to the Cycle 3 SMCTA Measure A ACR and Measure W TDM Program Funding, authorizing the execution of

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project supplement agreements if funded, and committing matching funds when awarded. In the report to Council, it was mentioned that staff would return to request appropriation of matching funds should any of the grant applications be selected for funding.

ANALYSIS:

On November 6, 2025, with the recommendation of the ACR/TDM Program Funding Selection Committee, the SMCTA Board of Directors approved funding the TMA and ITS Projects.

The ITS Project includes installing battery backup systems and interconnecting developer installed signals to improve traffic flow and reduce congestion for commuters, businesses, and emergency services, especially as the City of San Carlos continues to grow and develop. The improvements will secure secondary systems when outages or closures occur, optimizing emergency response time and enhancing safety. This project is aligned with the City’s Traffic Signal Master Plan, which was approved by City Council on April 22, 2024.

At this time, staff request that the City Council adopt a Resolution appropriating $576,400 to begin the ITS Project with grant funding as soon as project supplements agreements are executed.

Upon approval, staff plan to retain Kimley-Horn and Associates, one of the City’s on-call traffic and transportation consultants selected through the RFP process, for the design. The design is anticipated to be completed by the end of 2026 for construction in 2027.

ALTERNATIVES:

The alternatives available to the City Council include:

1. Adopt a Resolution appropriating $576,400 from the General Fund (Fund 25) in fiscal year 2025-26 for the Intelligent Transportation System Signal Resiliency and Smart Corridor Expansion Project; or

2. Do not adopt the Resolution; or

3. Provide staff with alternative direction.

Respectfully submitted by:

Steven Machida, Public Works Director
Approved for submission by:
____________________________
Nil Blackburn, Interim City Manager
ATTACHMENT(S):

1. Resolution

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RESOLUTION NO. 2026 – ____

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF SAN CARLOS APPROPRIATING $576,400 FROM THE GENERAL FUND (FUND 25) UNASSIGNED FUND BALANCE IN FISCAL YEAR 2025-26 FOR THE INTELLIGENT TRANSPORTATION SYSTEM SIGNAL RESILENCY AND SMART CORRIDOR EXPANSION PROJECT.

WHEREAS, the City of San Carlos (“City”) has identified needs for battery backup upgrades and the interconnection of two developer-installed signalized intersections to the San Mateo County Smart Corridor as part of the San Carlos Traffic Signal Master Plan; and WHEREAS, the Intelligent Transportation System Signal Resiliency and Smart Corridor Expansion Project (“ITS Project”) has been developed to improve traffic flow and reduce congestion for commuters, businesses and emergency services; and WHEREAS, the estimated total project cost is $576,400 to implement the ITS Project scope; and
WHEREAS, on August 11, 2025, City Council adopted resolutions supporting project applications to the Cycle 3 San Mateo County Transportation Authority (SMCTA) Measure A Alternative Congestion Relief and Measure W Transportation Demand Management Program Funding, authorizing the execution of project supplement agreements if funded, and committing matching funds when awarded; and
WHEREAS, the San Mateo County ACR/TDM program is a local funding program created by SMCTA to create a consolidated Measure A and Measure W program (transportation related sales tax initiatives) to encourage the use of sustainable transportation options and enhance mobility across San Mateo County; and
WHEREAS, on November 6, 2025, the SMCTA Board of Directors approved funding the ITS Project in the amount of $524,000 via reimbursement; and

WHERAS, a City matching fund in the amount of $52,400 is required for receipt of grant funding.

NOW, THEREFORE BE IT RESOLVED, that the San Carlos City Council hereby appropriates $576,400 from the General Fund (Fund 25) in fiscal year 2025-26 for the Intelligent Transportation System Signal Resiliency and Smart Corridor Expansion Project. * * * * *
I, City Clerk Crystal Mui, hereby certify that the foregoing Resolution was duly and regularly passed and adopted by the City Council of the City of San Carlos at a scheduled meeting thereof held on the 9th day of February 2026, by the following vote:

AYES, COUNCILMEMBERS:

NOES, COUNCILMEMBERS:

ABSENT, COUNCILMEMBERS:

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________________________________
CITY CLERK of the City of San Carlos
APPROVED:
___________________________
MAYOR of the City of San Carlos

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CITY COUNCIL

STAFF REPORT
MEETING DATE: February 9, 2026
ITEM TITLE: Adopt a Resolution Appropriating Funding from the General Fund Unassigned Fund Balance in the Amount of $95,500 in Fiscal Year (FY) 2025-26 and $98,375 in FY 2026-27 to Increase the Community Events Budget to Add a Lunar New Year Celebration and Expand the Annual Hometown Day Event.

RECOMMENDATION:

Staff recommend that the City Council adopt a Resolution appropriating funding from the General Fund Unassigned Fund Balance in the amount of $95,500 in fiscal year (FY) 2025-26 and $98,375 in FY 2026-27 to increase the Community Events budget to add a Lunar New Year celebration and expand the hours and attractions of the annual Hometown Days event.

FISCAL IMPLICATIONS:

An additional appropriation of $95,500 in FY 2025-26 and $98,375 in FY 2026-27 is needed to add a Lunar New Year community celebration and to expand the hours and attractions for Hometown Days. With an increase in projected revenues, the total fiscal impact, or net costs, to the General Fund is $30,500 in FY 2025-26, as shown in the table below. This is an ongoing budget request and will be incorporated into the mid-cycle review for funding to be included in future years.

Expenses include the increased costs of event rentals, additional bands, and rides and attractions for Hometown Days. Expenses for a Lunar New Year celebration include entertainment, rentals, and supplies. Projected revenues include event sponsorships, ticket sales, and donations from the Parks and Recreation Foundation of San Carlos for Hometown Days. Below is the breakdown of expenses and revenues:

Expense Item FY 2025-26 Amount FY 2026-27 Amount
Field/Program Supplies-HTD $ 3,000 $ 3,100
Professional Services-HTD $ 75,000 $ 77,250
Professional Services-LNY $ 7,500 $ 7,725
Overtime Salaries $ 10,000 $ 10,300
TOTAL EXPENSES: $ 95,500 $ 98,375

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Revenue Item FY 2025-26 Amount FY 2026-27 Amount
Ticket Sales-HTD $ 50,000 $ 51,500
Donation from PR Foundation-HTD $ 10,000 $ 10,300
Sponsorship Revenue-HTD $ 5,000 $ 5,150
TOTAL REVENUE: $ 65,000 $ 61,800
TOTAL NET COST: $ 30,500 $ 36,575
BACKGROUND:

Hometown Days
For over forty years, the Hometown Days event has taken place each May and has drawn in thousands of community members each year. The weekend-long festival consists of a parade, fun run, pancake breakfast, and a festival that includes rides, games, vendor marketplace, food booths, beer and wine garden, and community booths. Once run solely by volunteers, the City has assumed management and coordination of the weekend-long festival since 2022.

In 2025, to celebrate the City’s centennial year, additional programming for the event was planned which included expanding the weekend-long festival to include Friday, youth activities in partnership with the San Carlos Education Foundation (SCEF), band performances, longer event hours, more engaging rides and attractions, as well as a laser light show and drone show. The event attracted thousands to Burton Park to celebrate the San Carlos community. Throughout the event, many community members shared their desire for Hometown Days to continue many of these new changes in future years.

Lunar New Year
Lunar New Year community celebrations have been planned and coordinated by several San Carlos groups including the Library, Community Foundation of San Carlos, and Adult Community Center (ACC). Celebrations consist of large-scale demonstrations, performances, and activities and have included help from volunteers to coordinate events.

Events held in the past have been spread across different weekends and days of the week to attract a broader range of community members. Participation has ranged from several hundred attendees to over a thousand attendees depending on the event.

ANALYSIS:

Hometown Days
In recent years, as our community has evolved, Hometown Days has as well, with estimated attendance and ticket sales rising each year. Interest in Hometown Days from local businesses has meant an increase in sponsorship revenue of nearly 60% from 2022 to 2024, and the excitement of the centennial year brought even more focus to San Carlos and our community's favorite party in the park.

Last year in particular, the additional centennial budget allowed staff to expand event hours, add rides and attractions, and book entertaining bands to perform throughout the day and evening hours. Any concerns about the weekend running too long were quickly calmed by the realization that the crowds weren't thinning, game ticket sales were booming, and many families set up picnic

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areas in order to spend a full day at the park with friends and neighbors. Saturday saw record beverage sales before the typical 5:00 p.m. cutoff time, food vendors reported excellent sales to the point of running out of menu items, and many event attendees let staff know the expanded rides and attractions were an exciting addition for older kids who are less likely to find reasons to stay at the park with their families.

The additional funding for Hometown Days will allow for the event to carry the centennial energy forward, with hours expanded as in the prior year, beginning Friday from 5:00 p.m. to 9:00 p.m., Saturday from 10:00 a.m. to 9:00 p.m., and Sunday from 10:00 a.m. to 5:00 p.m. Professional bands will be scheduled throughout the weekend to keep the community entertained and additional carnival-like rides and attractions will keep youth and teens engaged.

Lunar New Year
The ACC Lunar New Year celebration continues to be one of the most well-attended events, with volunteers from the ACC Chinese Social Group coordinating logistics, entertainment, and activities. The ACC Lunar New Year event is free and traditionally held on a Friday afternoon in February and is attended by approximately 250 people.

Although the ACC event remains successful, the day and time the event is held creates barriers for greater community-wide participation. Additionally, community groups that in years past held events, including the Community Foundation and Library, either are not coordinating an event or planning limited activities in 2026. Should City Council appropriate additional funds in the Community Events budget, the Parks and Recreation will have the resources to coordinate a new Lunar New Year community event at Burton Park.

ALTERNATIVES:

The alternatives available to the City Council include:

1. Adopt a Resolution appropriating funding from the General Fund Unassigned Fund Balance in the amount of $95,500 in fiscal year (FY) 2025-26 and $98,375 in FY 2026-27 to increase the Community Events budget to add a Lunar New Year celebration and expand the annual Hometown Days event; or

2. Do not adopt a Resolution; or

3. Provide staff with alternative direction.

Respectfully submitted by:

Amy Newby, Parks & Recreation Director
Approved for submission by:
____________________________
Nil Blackburn, Interim City Manager
ATTACHMENT(S):

1. Resolution

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RESOLUTION NO. 2026 – ____

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF SAN CARLOS

APPROPRIATING FUNDING FROM THE GENERAL FUND UNASSIGNED FUND BALANCE IN THE AMOUNT OF $95,500 IN FISCAL YEAR (FY) 2025-26 AND $98,375 IN FY 2026-27

TO INCREASE THE COMMUNITY EVENTS BUDGET TO ADD A LUNAR NEW YEAR CELEBRATION AND EXPAND THE ANNUAL HOMETOWN DAYS EVENT.

WHEREAS, for over forty years, the Hometown Days event has taken place each May and has drawn in thousands of community members each year for the weekend-long celebration; and

WHEREAS, in 2022, the City took on the management and coordination of the event including coordinating the parade, festival, entertainment, market and food vendors, and working with volunteers on the event; and
WHEREAS, to commemorate the City’s centennial year, additional programming for the event was planned which included expanded evening hours, new carnival-like rides and attractions, a laser light show, and drone show; and
WHEREAS, Lunar New Year community celebrations have been planned and coordinated by several San Carlos groups consisting of large-scale demonstrations, performances, and activities; and
WHEREAS, the City has been informed that a weekend community Lunar New Year event will not be planned by a community group or organization; and WHEREAS, to enhance the community events offerings this year and in future years, additional programming would be necessary to expand the Hometown Days hours and attractions and add a City-coordinated community Lunar New Year weekend event; and WHEREAS, an additional appropriation of $95,500 in FY 2025-26 and $98,375 in FY 2026- 27 is needed to add a Lunar New Year community celebration and to expand the hours and attractions for Hometown Days; and

WHEREAS, expenses include the increased costs of event rentals, additional bands, rides and attractions for Hometown Days, and entertainment, rentals and supplies for a Lunar New Year celebration; and
WHEREAS, the additional funding is an ongoing budget request and will be incorporated into the mid-cycle review for funding to be included in future years.

NOW THEREFORE BE IT RESOLVED, that the San Carlos City Council hereby appropriates additional funding from the General Fund Unassigned Fund Balance in the amount of $95,500 in fiscal year (FY) 2025-26 and $98,375 in FY 2026-27 to increase the Community Events budget to add a Lunar New Year celebration and expand the hours and attractions of the annual Hometown Days event.

*****

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I, City Clerk Crystal Mui, hereby certify that the foregoing Resolution was duly and regularly passed and adopted by the City Council of the City of San Carlos at a scheduled meeting thereof held on the 9th day of February 2026, by the following vote:
________________________________
CITY CLERK of the City of San Carlos
APPROVED:
___________________________
MAYOR of the City of San Carlos
AYES, COUNCILMEMBERS:

NOES, COUNCILMEMBERS:

ABSENT, COUNCILMEMBERS:

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CITY COUNCIL

STAFF REPORT
MEETING DATE: February 9, 2026
ITEM TITLE: Adopt a Resolution Awarding the Downtown Plan Implementation Phase 1A – Harrington Park Project (C2215); Authorizing the Execution of an Agreement with Azul Works, Inc. in the Amount of $5,182,744; Authorizing the Expenditure of a 20% Contingency in the Amount of $1,036,549; for a Total Not-to-Exceed Contract Amount of $6,219,293; and Authorizing the Transfer of $3,505,293 from Phase 1B to Phase 1A.

RECOMMENDATION:

Staff recommend that the City Council adopt a Resolution awarding the Downtown Plan Implementation Phase 1A – Harrington Park Project (C2215) (“Project”); authorizing the execution of an agreement with Azul Works, Inc. (“Contractor”) in the amount of $5,182,744; authorizing the expenditure of a 20% contingency in the amount of $1,036,549; for a total not-to-exceed contract amount of $6,219,293; and authorizing the transfer of $3,505,293 from Phase 1B to Phase 1A.

FISCAL IMPLICATIONS:

Funding for the Project comes from C2215 which has an available Project budget of $3,700,000 for construction of Phase 1A and $3,900,000 for Phase 1B in the Fiscal Year 2025-26 Adopted Budget. Transfer of funds from Phase 1B to Phase 1A is needed to award the Phase 1A construction contract and to provide for construction contingency.

Harrington Park Construction Cost
Construction Contract (Azul Works, Inc.) $5,182,744
Construction Contingency (20%) $1,036,549
Total Contract Amount $6,219,293
Other Construction Administrative Cost* $986,000
TOTAL PROJECT COST $7,205,293
*Other construction administrative costs include design support during construction, construction management, and public outreach to be performed by other vendors under previously approved contracts.

BACKGROUND:

In 2022, the City began a planning process for the Downtown Specific Plan aimed at enhancing the downtown core. A key component of the Downtown Specific Plan is the Downtown

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Streetscape Master Plan, which was adopted by the City Council on April 28, 2025. The Downtown Streetscape Master Plan outlines a series of improvements along several downtown streets that focus on placemaking, pedestrians, and sustainability. The Downtown Streetscape Master Plan also outlines key features of the 700 block of Laurel Street and Frank D. Harrington Park (“Harrington Park”) to operate as a pedestrian promenade and central community gathering point.

During the Downtown Streetscape Master Plan process, the City Council expressed an interest to begin implementation and construction within the downtown. Given their prominence, the 700 block of Laurel Street and Harrington Park were identified as Phase 1 implementation projects.

Throughout the several City Council study sessions aimed at refining the designs for Phase 1, the Phase 1 project was divided into two subphases: Phase 1A consisting of the renovation of Harrington Park, and Phase 1B consisting of the entire pedestrianized zone along the 700 block of Laurel Street. The extent of each phase is mapped in Figure 1 below. The project for consideration at this meeting is limited to improvements in Phase 1A (“Harrington Park”).

Figure 1. Phase 1: Harrington Park and 700 Block of Laurel Site Description
Harrington Park is zoned Park (PK) and is located near the center of the 700 block of Laurel Street. The park’s combined site area is 7,250 square feet and currently includes memorial benches, picnic and chess tables, landscaped areas, mature shade trees, a performance stage, a shade structure, the “Balancing Act” sculpture (commonly referred to as the “Blue Man”), and a series of memorial bricks/pavers. Harrington Park currently serves as both a respite for downtown patrons as well as a flexible event space for nearby activities (including weekly Farmers’ Markets, Harringtunes events, and the Art and Wine Faire).

Project Description
Key features incorporated into the proposed redevelopment of Harrington Park, as guided by the community engagement process, various City Council Study Sessions, and as set forth in the adopted Downtown Streetscape Master Plan include:

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New paving layout and design (existing memorial bricks/pavers will be retained but relocated in the overall new paving design layout)
New trees and landscaping
New public seating arrangement
New multi-purpose building with restrooms, storage, and utility room New mass timber pavilion attached to the multi-purpose building New staging area/multi-purpose curb zone adjacent to the alley Figure 2. Harrington Park Multi-Purpose Building
The Phase 1A design was approved by the City Council on June 9, 2025, and construction plans and specifications were approved on November 10, 2025.

Environmental Determination
The project has been determined to be exempt from the provisions of the California Environmental Quality Act (CEQA) per sections 15303 and 15304. These sections exempt structures less than 2,500 square-feet in floor area and new landscaping respectively.

ANALYSIS:

On December 15, 2025, the City advertised for bids for construction of the Project and one bid was received and opened on January 20, 2026.

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Contractor Bid Amount
Engineer’s Estimate $5,018,165
Azul Works, Inc. $5,432,744
The one bid received was over the engineer’s estimate. However, the lack of bidders seems to indicate the contractors are busy and rebidding may not result in more interest or better pricing.

Furthermore, rebidding will delay the project two to three months.

Pursuant to the California Public Contract Code, if only one bid is received, the contract must be negotiated with the bidder. After negotiation, Azul Works, Inc. will offer a credit of $250,000 in exchange for extending the project duration from 150 days to 180 calendar days.

After bid evaluation and negotiation, staff recommend awarding the contract to the responsible and responsive bidder, Azul Works, Inc., authorizing the transfer of funds from Phase 1B to Phase 1A, and authorizing the expenditure of contingency up to the Project budget.

ALTERNATIVES:

The alternatives available to the City Council include:

1. Adopt a Resolution awarding the Downtown Plan Implementation Phase 1A – Harrington Park Project (C2215); authorizing the execution of an agreement with Azul Works, Inc. in the amount of $5,182,744; authorizing the expenditure of a 20% contingency in the amount of $1,036,549; for a total not-to-exceed contract amount of $6,219,293 and authorizing the transfer of $3,505,293 from Phase 1B to Phase 1A; or

2. Do not adopt the Resolution; or

3. Provide staff with alternative direction.

Respectfully submitted by:

Steven Machida, Public Works Director
Approved for submission by:
____________________________
Nil Blackburn, Interim City Manager
ATTACHMENT(S):

1. Resolution

2. Azul Works Bid

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RESOLUTION NO. 2026 – ____

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF SAN CARLOS AWARDING THE DOWNTOWN PLAN IMPLEMENTATION PHASE 1A – HARRINGTON PARK PROJECT (C2215); AUTHORIZING THE EXECUTION OF AN AGREEMENT WITH AZUL WORKS, INC. IN THE AMOUNT OF $5,182,744; AUTHORIZING THE EXPENDITURE OF A 20% CONTINGENCY IN THE AMOUNT OF $1,036,549; FOR A TOTAL NOT-TO- EXCEED CONTRACT AMOUNT OF $6,219,293; AND AUTHORIZING THE TRANSFER OF $3,505,293 FROM PHASE 1B TO PHASE 1A.

WHEREAS, in 2022, the City began a planning process for the Downtown Specific Plan aimed at enhancing the downtown core. A key component of the Downtown Specific Plan is the Downtown Streetscape Master Plan, which was adopted by the City Council on April 28, 2025; and
WHEREAS, during the Downtown Streetscape Master Plan process, the City Council expressed an interest to begin implementation and construction within the downtown, starting with Harrington Park, defined as Phase 1A; and
WHEREAS, key features incorporated into the proposed redevelopment of Harrington Park, as guided by the community engagement process, various City Council Study Sessions, and as set forth in the adopted Downtown Streetscape Master Plan include:
New paving layout and design (existing memorial bricks/pavers will be retained and relocated in the overall new paving design layout)
New trees and landscaping
New public seating arrangement
New multi-purpose building with restrooms, storage, and utility room New mass timber pavilion attached to the multi-purpose building New staging area/multi-purpose curb zone adjacent to the alley WHEREAS, the Phase 1A design was approved by the City Council on June 9, 2025, and construction plans and specifications were approved on November 10, 2025; and WHEREAS, the project has been determined to be exempt from the provisions of the California Environmental Quality Act (CEQA) per sections 15303 and 15304. These sections exempt structures less than 2,500 square-feet in floor area and new landscaping respectively; and
WHEREAS, on December 15, 2025, the City advertised for bids for construction of the Project and one bid was received and opened on January 20, 2026; and WHEREAS, the one bid received was over the engineer’s estimate. However, the lack of bidders seems to indicate the contractors are busy and rebidding may not result in more interest or better pricing. Furthermore, rebidding will delay the project two to three months; and

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WHEREAS, pursuant to the California Public Contract Code, if only one bid is received, the contract must be negotiated with the bidder. After negotiation, Azul Works, Inc. will offer a credit of $250,000 in exchange for extending the project duration from 150 days to 180 calendar days; and
WHEREAS, after bid evaluation staff recommend awarding the contract to the responsible and responsive bidder, Azul Works, Inc., authorizing the transfer of funds from Phase 1B to Phase 1A, and authorizing the expenditure of contingency up to the Project budget.

NOW, THEREFORE BE IT RESOLVED, that the San Carlos City Council hereby awards the Downtown Plan Implementation Phase 1A – Harrington Park Project (C2215); authorizes the execution of an agreement with Azul Works, Inc. in the amount of $5,182,744; authorizes the expenditure of a 20% contingency in the amount of $1,036,549 for a total not-to-exceed contract amount of $6,219,293; and authorizes the transfer of $3,505,293 from Phase 1B to Phase 1A. * * * * *
I, City Clerk Crystal Mui, hereby certify that the foregoing Resolution was duly and regularly passed and adopted by the City Council of the City of San Carlos at a scheduled meeting thereof held on the 9th day of February 2026, by the following vote:

AYES, COUNCILMEMBERS:_______________________________________________ NOES, COUNCILMEMBERS:_______________________________________________ ABSENT, COUNCILMEMBERS:_______________________________________________ ________________________________
CITY CLERK of the City of San Carlos
APPROVED:
___________________________
MAYOR of the City of San Carlos

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CITY OF SAN CARLOS

SAN MATEO COUNTY, CALIFORNIA
Public Works Department
600 Elm Street
San Carlos, CA 94070
Contract Documents
For the
Downtown Plan Implementation Phase 1A —
Harrington Park
CITY PROJECT NO: C2215
BID OPENING: January 20, 2026 at 10:00 a.m.

BIDS DUE: January 20, 2026 at 10:00 a.m.
4 Ad den Mic rr
dated b(3 2b

BID SET

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CITY OF SAN CARLOS

PUBLIC WORKS DEPARTMENT
600 Elm Street
San Carlos, CA 94070

BID PROPOSAL
FOR:

Downtown Plan Implementation Phase 1A —
Harrington Park City Project No. C2215
IN

CITY OF SAN CARLOS, COUNTY OF SAN MATEO

STATE OF CALIFORNIA
NOTE: All portions of all pages included within this section, and acknowledgement of receipt of any issued addenda must be properly completed, signed, and submitted with the bid. Failure to do so may result in the bid being deemed non-responsive by the City.

Bid Proposal
Page P-1
Downtown Plan Implementation Phase 1A-Harrington Park
Project No. C2215

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BID PROPOSAL

TABLE OF CONTENTS
Bid Proposal Cover Page. P-1

Bid Proposal Table of Contents ....

BID PROPOSAL PAGES TO BE SUBMITTED WITH BID:

Bid PropOSal ........eecccceeeessseeeresteeeseenseeseeeneeesneesneseneeeaeevaaeetaseeaescaetenescseseeeeneeeeserees Bidding Requirement ............:cecceeesceeeseeeeeeeeeteeeeeeeeeeeeeeeaeseaesseeeeeeseseneeerneeeeeneees Bid SCHEUIC oo... cece cesceeseeseeesscteeeeesaesesssseesesasaaeeescaessesseeesieeeserseeseasersieeeeee Designation of Subcontractors

Department of Industrial Relations Registration Requirement.. P-8 Certifications and Affidavits
Non-Collusion Affidavit .......cccccececsceseeceeescsereseesssseesersneersneciereneseeeee P-9 Bidder’s Qualifications ........ececcececeeeseeeseeeeeseeeeceeteesseceaeeeeteeeseeseeeteeeeee P-10 Bidder’s References.............eccccccseceeseececeeeeeeeseeeaecaeeeeeseeeeeeseeeesneceseneneeneeee P-11 Signature Pages ...........cccccceccesseseecsssessesccsecsaeeeseceeseeaseesssecaaeseseusaaesesceseesuseaeatens P-12 BiG\BOMC) SreecsccerssasseorsevssversesServeunssvsssoesesorsbsoresconssorsrancstesevitessnsnssasacicgipussbeseseseest P-14

Bid Proposal
Page P-2
Downtown Plan Implementation Phase 1A-Harrington Park
Project No. C2215

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BID PROPOSAL
Downtown Plan Implementation Phase 1A —
Harrington Park CITY PROJECT NO. C2215
Bid To: | Honorable Mayor and City Council
City of San Carlos, City Hall
San Carlos, CA 94070
Bid From:

Bidder’s Company Name: AZu! Works, Inc.

Contact Person: Sandra R. Hernandez
Business Street Address: _1400 Egbert Avenue
City, State, Zip Code: San Francisco, CA 94124
Phone No.: (415 )558-1507
E-mail: [email protected]
Contractor License No.: _780074
Contractor License Expiration Date: 6/30/2026
Dear Mayor and Members of the City Council:
|, as bidder, declare that | have satisfied myself as to the actual conditions and requirements of the work by careful examination of the location of the proposed work, by examination of the plans and specifications including the Instructions to Bidders, and by other measures, and that after submission of the bid, | will not dispute, complain or assert that there was any misunderstanding in regards to the nature or amount of work to be done.
| hereby certify that only those parties interested in this proposal as principals are named in this proposal and that this bid is genuine, and not sham, collusion, or made in the interest or in behalf of any person not named. | have not directly or indirectly induced or solicited any other bidder, person, firm or corporation to put in a sham bid, or refrain from bidding, and have not in any manner sought by collusion to secure for myself an advantage over any other bidder. | agree that if this proposal is accepted, | will contract with the City of San Carlos in the form of agreement proposed, will provide all bonds and insurance certificates as required by the agreement and will furnish all equipment and materials and perform all the labor required to complete the work in accordance with the plans, specifications and other contract documents, for the unit or lump sum prices set forth in the Bid Schedule.

Bid Proposal Downtown Plan Implementation Phase 1A-Harrington Park Page P-3 Project No. C2215

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| have carefully checked all of the figures in the Bid Schedule and understand that the City shall not be responsible for any errors or omissions on my part in making up this bid. | agree that this bid may not be withdrawn for a period of ninety (90) calendar days from the date of the bid opening and that the City reserves the right to reject any or all bids, waive any informality in bids received, and may at its option make the award that in the judgment of the City is to the best interest of the City.

BIDDING REQUIREMENTS
The work to be done and referred to here is in the City of San Carlos, County of San Mateo, State of California, and shall be constructed in accordance with all provisions of the project specifications and project plans including: any addenda; the Instructions to Bidders, the Agreement; the Standard Specifications and Standard Plans of the California Department of Transportation, current edition; the Labor Surcharge and Equipment Rental Rates; and payment of not less than the higher of the prevailing rate of per diem wages as determined by the Director of the California Department of Industrial Relations or Federal minimum wage rate as predetermined by the United States Secretary of Labor in effect on the date the work is performed.

For each of the various contract items of work designated on the Bid Schedule, the bidder shall set forth a unit or lump sum price which the bidder shall then use to calculate and designate a total cost for each item of work based upon the designated estimate of the quantities of work to be done, all in clearly legible figures in the respective spaces of the Bid Schedule provided for this purpose.

The bidder shall include in the unit or lump sum prices paid for the various contract items of work full compensation for conforming to the requirements of the Contract Documents and for completing all of the work required. No additional compensation shall be granted for any additional items unless categorized and approved as extra work under the terms of the agreement.

The estimate of construction quantities set forth in the Bid Schedule is approximate only, being given only as a basis for the comparison of bids, and the City does not expressly or by implication agree that the actual amount of work will correspond with those estimated quantities. The City reserves the right to increase the amount of any class or portion of the work or to omit portions of the work as may be deemed necessary or expedient by the Engineer. There shall be no claim for damage or loss of anticipated profit for any bid item omitted in its entirety, and payment will only be made on the basis of actual quantities of work performed.

If the City accepts this proposal and the bidder fails to enter into the contract and/or fails to furnish bonds as required by the specifications with sureties satisfactory to the City within ten (10) calendar days after the bidder has received notice from the City that the contract has been awarded, the City may, at its option, determine that the bidder has breached and abandoned the contract, and thereupon, the bid security accompanying this proposal shall be forfeited and become the property of the City.

The Notice to Proceed will not be issued until after the contract has been fully executed. The contractor shall commence the work under the contract within ten (10) days following the date of the Notice to Proceed, or as otherwise specified in the project specifications or negotiated with the City, and shall diligently prosecute the project to completion within the time specified. The contract completion period is inclusive of the time needed for material delivery.

Bid Proposal Downtown Plan fmplementation Phase 1A-Harrington Park Page P-4 Project No. C2215

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Bidder shall comply with the requirements of the California Labor Code, including sections 1770 et seq., and pay not less than the prevailing rate of per diem wages as determined by the Director of the California Department of Industrial Relations. Copies of such prevailing rate of per diem wages are on file at the office of the City Engineer, which copies shall be made available to any interested party upon request. The Contractor shall post a copy of such determination at the job site.

As required by Section 6705 of the California Labor Code and in addition thereto, for any excavation of any trench or trenches five feet (5’) or more in depth, the Contractor shall submit to the Engineer for acceptance, a detailed plan showing the design of shoring, bracing, sloping, or other provisions to be made for worker protection from the hazard of caving ground during the excavation of such trench or trenches. Structural calculations prepared, stamped and signed by a Registered Engineer licensed to practice in the State of California shall accompany the plan to verify the structural safety and adequacy of the sheeting, shoring and bracing to be used on the project. No such plan shall allow any shoring, sloping or a protection system less effective than that required by the Construction Safety Orders of the State Division of Occupational Safety and Health.

In accordance with the provisions of Section 1860 of the Labor Code, prior to performing work on the Contract, each Contractor to whom a public works contract is awarded shall sign and file with the City the Worker's Compensation Certification included in the “Agreement and Agreement Forms” section of these specifications.

Bidder’s attention is directed to Section 2 of the General Provisions for additional information and requirements pertaining to the submission of a bid, and which is incorporated here by reference.

Bidder’s attention is directed to Section 2.13, “Required Contractor and Subcontractor Registration,” of the General Provision. All contractors shall register with the Department of Industrial Relations according to Labor Code Section 1725.5.

Any protest of the proposed contract award must be submitted in writing to the City no later than 5:00 p.m. on the fifth business day following the date of the bid opening. Bidder is directed to the “Bid Protest Procedure” Section of the General Provisions for additional information.

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BID SCHEDULE
Bids are to be submitted for the entire work. All applicable sales taxes, state and/or federal, and any other special taxes, patent rights or royalties are included in the prices quoted in the bid.

In the case of a discrepancy between the product of the “Estimated Quantity” and the “Unit Price” with the “Item Total’, the product of the “Estimated Quantity” and the “Unit Price” shall prevail and the figure shown as the “Item Total” shall be adjusted accordingly, except as provided in cases involving (a) or (b) below:
(a) If the amount set forth as a unit price is unreadable or otherwise unclear, or is omitted, or is the same as the amount entered in the item total column, then the amount set forth in the item total column for the item shall prevail and shall be divided by the estimated quantity for the item and the price thus obtained shall be the unit price; (b) (Decimal Errors) If the product of the entered unit price and the estimated quantity is exactly off by a factor of ten, one hundred, etc., or one-tenth, or one-hundredth, etc. from the item total, the discrepancy will be resolved by using the entered unit price or item total, whichever most closely approximates percentage-wise the unit price or item total in the Engineer's Estimate.

If both the unit price and the item total are unreadable or otherwise unclear, or are omitted, the bid may be deemed irregular. Likewise if the item total for a lump sum item is unreadable or otherwise unclear, or is omitted, the bid may be deemed irregular unless the project being bid has only a single item and a clear, readable total bid is provided.

In the case of a discrepancy between the sum of the figures in the item total column (adjusted per the previous paragraphs, if necessary) and the amount set forth as the total base bid amount, the sum of the figures in the item total column shall prevail and the amount shown as the total base bid amount shall be adjusted accordingly.

Bid Proposal Downtown Plan Implementation Phase 1A-Harrington Park Page P-6 Project No. C2215

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BASE BID ITEMS ARE AS FOLLOWS:

DOWNTOWN PLAN IMPLEMENTATION
PHASE 1A - HARRINGTON PARK
CITY PROJECT NO. C2215
Estimated Unit
=e SS Sa |Mobilization/ Demobilization _ LS —|$220.00000 ]$ 220.00000 ‘Traffic Management LS — |$ 34,000.00 eo 34,000.00
Water Pollution Control LS |$ 16,000.00 |¢ 16,000.00
Construction Layout LS _|$ 32,000.00 }$ 32,000.00
__SF [$200 |§ 16,200.00

Concrete Flatwork Removal :

Conerete Curb & Gutter Removal $140.00 |$ 3,500.00
Asphalt Pavement Removal
Remove Trees
Remove Lights
Remove Pullboxes _
Remove Existing Water Valve and Meter Box Remove Existing Water Laterals and Water Valves Remove Existing Water Fountain (incl. Cap) and Back
Flow Preventer
Remove Existing Storm Drain Inlet and Subdrains
Remove Existing Storm Drain Laterals
Blueman Removal and Reinstallation
Park Sign Removal and Reinstallation
Plaque Removal and Reinsttallation
Miscellaneous Demolition

“eee

LS |$8,000.00 |$ 8,000.00

EA |$ 2,000.00 {¢ 8,000.00
LF |g$8400 |g 7,560.00

Earthwork CY |g 580.00 [¢ 55,100.00
2 Export 7 | cy ig 950000
22° "|GroundwaterHandling = — i tt—<is—sS Gallons |$ 12.00 ~ “}¢ 6,000.00”

23. |FineGrading oe SF i$ 280.00
24 Standard Concrete Curb LF $ 4,902.00
25 __|Extended Curb At Property Line _ _LF ee 26 Rolled Curb LF '$ 3,696.00 _27 __|Retaining Curb ae : LF I$ 13,300.00
28 Extended Curb At Bioretention LF $ 7,980.00
29 Retaining curb at Bioretention (Adjacent to property line) LF § 9,240.00 30 Detectable Warning Surface SF '$ 4,200.00
31 Brick Pavers Reinstated with Concrete Subbase SF $ 24,200.00 32 Unit Pavers SF |$72.00 $ 274,608.00
33 Accessible Concrete Ramp (Unit Pavers) SF [$140.00 — [$ 15,280.00 34 Asphalt Pavement TONS |$ 420.00 | $ 1,260.00
35 Aggregate Base
36 [Vehicular Concrete Pavement
37 Pedestrian Concrete Pavement
38 Concrete Curb& Gutter
39 Concrete Pads for BFP/Hydrant
40 Striping & Pavement Markings
41 Electrical Service | Upgrade & PG&E Fee
| TONS |$132.00 [$50,952.00
SF |$58.00 '$ 22,040.00
SF |$ 44.00 '$ 5,060.00
LF |§ 112.00 '$ 2,800.00
SF |g 140.00 |g 3,500.00
LS |$ 12,000.00 $ 12,000.00
EA [$72,000 |§ 72,000.00

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BASE BID ITEMS ARE AS FOLLOWS:

DOWNTOWN PLAN IMPLEMENTATION
PHASE 1A - HARRINGTON PARK
CITY PROJECT NO. C2215

i Estimated Unit
a 2” PVC Conduit for Comcast 450 EA |$ 40.00 ;
Lighting Control Panel and Programming 1 EA _|§ 48,000.00 Metered Service Panel ise ; 1 EA _ |§ 32,000.00
Power Pedestal _ . 2 EA _ |$ 8,000.00
Lighting Inverter a 4 EA |¢ 12,000.00
Electrical Panel A (42 circuits) ICs 1 | EA [$8800.00
Electrical Panel A1 (12 circuits) 4 EA = |$ 4,800.00
1/2"PVC conduit with 3#12 AWG + GND. 700 | LF [$2400
3/4"PVC conduit with 3410 AWG + GND. 360 LF |$ 28.00
1"PVC conduit with 3#10 AWG +GND. 400 LF [$36.00
2 1/2°PVC conduit with 4 #3/0 AWG + GND. (Panel A) 15 LF | $ 162.00 |1"EMT conduit with 3 #8 AWG + GND. (Panel At) 5 LF [§ 6400 1" PVC spare conduit for Fire Alarm/AV 255 | LF |$ 1600 55 |11/4"PVC spare conduitforAV 185 LF |$ 18.00
__56 _|3" PVC spare conduit for CCTV and AV 625 LF |$ 28.00 57 __|Trench and Backfill 320 CY _|$ 320.00
58 | Electrical Pull/ Splice Box 22 EA |$ 2,000.00
59/120 VElectrical Outlets 18 | EA |$ za000 60 240 VElectrical Outlets / 1 EA _|$ 2,000.00 61 Level 2 Charging Stations for Bicycles 2 EA _ |$ 20,000.00 ___62 __|Fire Alarm Control Panel, FA Devices and wires _ "Ei LS — |§ 34,000.00 63 [Streetlight 2 EA _|$ 12,000.00
__ 64 [Street Light Footing oe 2 EA _|$ 5,600.00
_ 65 {Catenary Light System Cord - 220 EA |$ 34.00
66 —_|Catenary Light System Shade 45 | EA [$ 1.20000
6&7 Catenary Pole and Footing a) EA _|$ 20,000.00 |
an: SecurityCamera a i 4 EA _ |$ 2,800.00
69 Std. Drop Inlet Type 4 a 2a EA _|$ 8.80.00
70 _{4" Area Drain 4 | EA |§ 88000 ©
71 |6" Area Drain 1 EA _|§ 1.90000 | 72 _|24" Storm Drain Manhole with One-Way Vaive a EA __|$ 20.00.00 73 [Trench Drain "iis — 50 LF _ |$ 500.00
74 4" Perforate Pipes 104
75 __}4" Storm Drain Pipe _ | 128
76 |6"StormDrainPipe 91
77 12" Storm Drain Pipe (PVC ¢ C900 « 0 CLASS 150) _ 77 78 _|Biorientation Soil Media _ L_3.
_79 Class || Permeable _e 6
80 {Splash Pad 4
81 Connect ot Ex. Storm Drain Structure Ls | 1 ; :
82 Stormwater Blocks/ Soil Cells 1499 CY |$ 60 $ 6 994. ea

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BASE BID ITEMS ARE AS FOLLOWS:

DOWNTOWN PLAN IMPLEMENTATION
PHASE 1A - HARRINGTON PARK
CITY PROJECT NO. C2215
Estimated
ee pantinry Sewer Lateral (PVC SDR- 20) incl. a) Cleanouts

EA ee 32,000.0 oe
2" Water Meter Box
Domestic Back Flow Preventer
Water Gate Valves
Adjust Ex. Fire Hydrant to Grade
Irrigation Service Lateral
[Amended Existing Soil
Amended Import Soil

irrigation System
Tree Grates and Metal Tree Stakes
Trench Drain Grate
J Hydraulic | Bollards | a

$ 64,000.00 |$ 54,000.00 —

Restroom, Facilities Building with Pump Room, and
Storage Building
Facilities Buidling Lighting
Facilities Buidling Wood Canopy

Restroom, Facilities Building with Pump Room, and Storage Building Facilities Building Foundation 4 '$ 250,000 | $ 250,000.00 Facilities Building CMU Walls 4 $ 174,000.00 | 174,000.00 Facilities Building Steel Framing $ 204,000.00 | $ 204,000.00 Facilities Building Thermal and Moisture Protection '$ 70,000.00 | $ 70,000.00

Facilities Building Roofing / Ts 82,000.00 }$ 82,000.00 Facilities Building Doors and Skylight 1 LS __ ]$ 84,000.00 |$ 84,000.00

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BASE BID ITEMS ARE AS FOLLOWS:

DOWNTOWN PLAN IMPLEMENTATION
PHASE 1A - HARRINGTON PARK
CITY PROJECT NO. C2215

_| Facilities Building Electrical System | |
Facilities Building Plumbing System
Facilities Building Finishes

| Facilities Building Alarm System and Detectors
Drinking Fountain
Facilities Building Miscellaneous Work to Cover All other Items in Construction Documents

Notes:

1. The Contract will be compared and awarded on the basis of the Total Base Bid Amount.

2. All items on the Base Bid Schedule must be bid. Partial bids will not be accepted.

3. The City reserves the right to reject all bids for any reason whatsoever. 4, Issuance of the “Notice to Proceed” will constitute the beginning of the Contract.

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DESIGNATION OF SUB T R:

The Contractor shall perform work equaling at least 30 percent of the value of the original total bid with the Contractor's own employees and equipment, owned or rented, with or without operators.

In accordance with the Subletting and Subcontracting Fair Practices Act, Public Contract Code sections 4100 ef seq. (the “Subcontracting Act”), the Bidder hereby certifies and submits, as required by law, the following concerning subcontractors:

4. The portion of the work, which will be done by each such subcontractor; and

2. |The name and location of the place of business of each subcontractor who will perform work or labor, fabricate a portion of the work or improvement according to detailed drawings in the project plans, or render service to the Contractor in or about the construction of the work in an amount in excess of one-half of one percent (0.5%) of the Contractor's total bid.

Portion of Work to be Subcontractor Name, Registered
Performed by Subcon Address and License Number with DIR? (License No, Required under AB 44) ¥ check if yes
Timber Canopy
4001082304
Tile and Partial Waterproofing
1000002810
; MARINA LANDSCAPE INC Landscaping 3707 W GARDEN GROVE BLVD 8 Roofing and Partial Waterproofing
License #1668338 1000712175
- Structural Steel MANCIAS STEEL CO
9 HORNING STREET SAN JO ag 2
License # 474089 4000018716

EUROPEAN PAVING DESIGNS INC
474 BERGER DRIVI SAN JOSE, CA 95112 License # 445163

RL ZIEGENBEIN CONSTRUCTION ING
PO BOX 143
ALAMO, CA 94507-14
License # 322200 1000007127
(For additional Subcontractors, attach copies of this sheet as necessary)

NOTE: THIS CERTIFICATE MUST BE COMPLETED AND RETURNED ALONG WITH THE CONTRACTOR’S BID PROPOSAL. v¥ DEPARTMENT OF INDUSTRIAL RELATIONS REGISTRATION REQUIREMENT In accordance with Labor Code Section 1725.5, all contractors and subcontractors listed on a public works bid proposal must be registered with the DIR.

Bid Proposal Downtown Plan Implementation Phase 1A-Harrington Park Page P-8 Project No. C2215

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NON-COLLUSION AFFIDAVIT
Title 23 United States Code Section 112 and
Public Contract Code Section 7106
State of California )
) ss.

County of __San Mateo __)
Sandra R. Hernandez (name of person signing affidavit), being first duly sworn, deposes and says under penalty of perjury under the laws of the State of California, that the person has the right, power, legal capacity, and authority to execute this Affidavit as.

President (sole owner, partner, president, secretary, etc) of Azul Works, Inc. (legal name of Bidder), the Bidder, that the Bid is not made in the interest of, or on behalf of, any undisclosed person, partnership, company, association, organization, or corporation; that the Bid is genuine and not collusive or sham; that the Bidder has not directly or indirectly induced or solicited any other Bidder to put in any false or sham Bid, and has not directly or indirectly colluded, conspired, connived, or agreed with any Bidder or anyone else to put in a sham Bid, or that anyone shall refrain from Bidding; that the Bidder has not in any manner, directly or indirectly, sought by agreement, communication, or conference with anyone to fix the Bid price of the Bidder or any other Bidder, or to fix any overhead, profit, or cost element of the Bid price, or of that of any other Bidder, or to secure any advantage against the public body awarding the Contract or anyone interested in the proposed Contract; that all statements contained in the Bid are true; and, further, that the Bidder has not, directly or indirectly, submitted his Bid price or any breakdown thereof, or the contents thereof, or divulged information or data relative thereto, or paid, and will not pay, any fee to any corporation, partnership, company association, organization, Bid depository, or to any member or agent thereof to effectuate a collusive or sham Bid.

MMJTNESS WHEREOF, the undersigned, as bidder, represent and warrant that they have the Power, legal capacity, and authority to enter into and execute this document on behalf of or Ones G ve, executed this document by setting hereto their names, titles and signature. o m

Subscribed and sworn to before me, a Notary Public in and for the State of California, County of San Mateo , this _20th_ day of January ,2026 . (til 7 S VENICE LISING CASTILLO '
Signature of Notary Public: CES Notary Public - California :
z Ff San FranciscoCounty ©
My Commission expires O“VRER VQ 20

Commission # 2419845
” my Comm. Expires Oct 28, 2026

NOTE: THIS AFFIDAVIT MUST BE COMPLETED AND RETURNED AS PART OF THE CONTRACTOR’S BID PROPOSAL.

Bid Proposal Downtown Plan Implementation Phase 1A-Harrington Park Page P-9 Project No. C2215

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A notary public or other officer completing this
certificate verifies only the identity of the individual who signed the document to which this certificate
is attached, and not the truthfulness, accuracy, or
validity of that document. | State of California
County of San Francisco
Subscribed and sworn to (or affirmed) before me on this 20th day of January , 20 26, by
Sandra R Hernendez, President ,
proved to me on the basis of satisfactory evidence to be the person(s) who appeared before me.

VENICE LISING CASTILLO
Notary Public - California
San Francisco County z
Commission # 2419845
My Comm. Expires Oct 28, 2026
(Seal signature (ViGwtille —

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BIDDER’S QUALIFICATIONS
The following statements as to the financial qualifications and experience of the Bidder are submitted as a part of this Bid and the Bidder guarantees the truthfulness and accuracy of the information. Pursuant to Public Contract Code 10165, financial statements and experience questionnaires are not public records and are not open to public inspection.

Financial Data
Reference is hereby made to the following bank or banks as to the financial responsibility of the bidder.

NAME OF BANK ADDRESS
Fremont Bank 200 Townsend St, San Francisco, CA 94107

Experience Data
The Bidder has been engaged in the contracting business, under the present business name for 25 years. Experience in work of a nature similar to that covered in this Bid extends over a period of 25 years.

The Bidder as a Contractor has never failed to satisfactorily complete an awarded contract from a governmental entity, except as follows: (Name all exceptions and reasons therefore):

Bidder’s Personnel
The following is a list of key personnel including an listing of the person’s knowledge, ability or trade along with a brief description of their experience. If Bidder is awarded the Contract, it is understood that the work will be directed and actively supervised by one of these persons.

List of Personnel Knowledge/Skills Experience
Polat Shamyradov Experienced project manager with over 10 years experience managing projects Nick Zaferes Project executive with over 40 years of experience managing projects Mario Rivera Project superintendent with over 30 years of experience Lizbeth Ponce Experienced project manager with over 10 years experience managing projects Bid Proposal Downtown Plan Implementation Phase 1A-Harrington Park Page P-10 Project No. C2215

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BIDDER’S REFERENCE
List three (3) major projects which the Bidder has performed comparable work within the last three (3) years. Provide a contact person and description of the project, or other such information that will demonstrate the ability to vigorously prosecute the work.

1. 1300 Berryessa Supportive Parking San Jose, CA 2025

PROJECT NAME LOCATION YEAR COMPLETED
City of San Jose 408-535-8409 $7,275,905

AGENCY CONTACT PERSON TELEPHONE NO, FINAL CONSTRUCTION COST Construction of a new parking facility and modular building. Azul Works performed earthwork, demolition, wet and dry utilities,

BRIEF DESCRIPTION OF THE WORK AND/OR MANNER OF EXECUTION

and grading and paving.

2. Payne Avenue Friendship Park San Jose, CA 2024

PROJECT NAME LOCATION YEAR COMPLETED
City of San Jose 408-535-8409 $3,904,774
AGENCY CONTACT PERSON TELEPHONE NO. FINAL CONSTRUCTION COST Construction of a new park with ammenities. Work included demolition, earthwork, wet and dry utilities, grading and paving,

BRIEF DESCRIPTION OF THE WORK AND/OR MANNER OF EXECUTION play equipment, and site furnishings.

3. Sheilds Reid Park Improvements Richmond, CA 2024

PROJECT NAME LOCATION YEAR COMPLETED
City of Richmond (804) 646-6430 $4,639,031
AGENCY CONTACT PERSON TELEPHONE NO. FINAL CONSTRUCTION COST Azul performed work to improve existing park. Scope of work include demo/earthwork, grading/paving, landscaping/irrigation

BRIEF DESCRIPTION OF THE WORK AND/OR MANNER OF EXECUTION bio retention, stage structure, restroom, fencing, utilities, electrical and lighting, and site furnishings

Bid Proposal Downtown Plan Implementation Phase 1A-Harrington Park Page P-11 Project No. C2215

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SIGNATURE PAGES
The terms and conditions of the final contract when executed shall control and supersede anything herein to the contrary or inconsistent with such contract.

The bidder has inspected the site of the propose work in order to satisfy the bidder, by personal examination, or by such other means as the bidder prefers, of the location of the proposed work and as to the actual conditions of and at the work site. The bidder hereby offers to furnish all labor, materials, equipment, transportation, and services necessary to complete the work on this project in accordance with the Contract Documents and to complete all requirements of the Contract Documents for the sums quoted in this Bid.

Addenda:
(if any) bidder has received and examined all addenda issued during the bid period and agrees that all addenda shall be made a part of the Contract Documents. The bidder acknowledges receipt and incorporation of all impacts resulting from all addenda issued by inserting the number of each addendum below OR by signing and submitting with the bid proposal the signature page from each addendum.

Addendum Nos.__1_, ; ; ; ; ; ,
Bidder’s Guarantee: de
In accordance with Public Contract Code Section 20170, accompanying this Bid is Brdder's Bond (insert the word “Cash”, “Cashier's Check”, “Certified Check” or “Bidder’s Bond’ as the case may be) made payable to the City of San Carlos in the amount of Bid fen BOSE Gi) equal to
at least ten percent (10%) of the total amount of this bid. This amount is given as a guarantee that, in case the undersigned defaults in executing a contract and/or furnishing the necessary bonds after contract award, the said guarantee and the money payable thereon shall become and remain the property of the City as liquidated damages.

Company Profile:

The names of all persons interested in the foregoing bid as principals are as follows:
(Note: If bidder or other interested person is a corporation, state the legal name of corporation, also names of the president, secretary, treasurer and manager thereof; if partnership, state true name of firm, also names of all individual partners composing firm; if bidder or other interested person is an individual, state first and last name in full).

Firm Name: _Azul Works, Inc.

Business Address: 1400 Egbert Avenue, San Francisco, CA 94124 Names and Titles of Company Officers:

4, Sandra R. Hernandez President/Secretary/Treasurer

2. Chris Kahney Vice President/COO/Director

3. 4.

Bid Proposal Downtown Plan tmplementation Phase 1A-Harrington Park Page P-12 Project No. C2215

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ny inltieg,
Proposal Execution:

IN WITNESS WHEREOF, the undersigned, as bidder, represent and warrant that they have the right, power, legal capacity and authority to enter into and execute this document on behalf of the Bidder, and have executed this document by setting hereto their names, titles, and signatures. The representations made herein, including but not limited to the above contractor’s license, expiration date and name of bidder, are true and correct, shall be complied with and are made under penalty of perjury.

IF SOLE OWNER, sign here:

I sign as sole owner of the business named above.

Social Security Number:

Employer Identification Number:

IF PARTNERSHIP, sign here:

The undersigned certify that we are partners in the business named above and that we sign this contract proposal with full authority to do so. (one or more partners sign)

Federal Tax Identification No. (EIN):

State Tax Identification No.:

IF CORPORATION, execute here:

Wore, The undersigned certify that they sign this contract proposal with full and proper authorization to - Ss 4 9p So.

O%
a C&rporate name Azul Works, Inc.
& $F Sandra R. Herhang (Title) President
“arta SASS | eo SBy (Title)
Incorporated unde ws of the State of _ California
Federal Tax Identification No. (EIN):_94-3358629
State Tax Identification No.:_94-3358629
Subscribed and sworn to before me, a Notary Public in and for the State of California,

County of __ San Mateo , this 20th day of January 2026.

Signature of Notary Public: Vkinhr VENICE Eye ES Pp =
My Commission expires OCTOGAL vr} , 20. Vy ore Francisco County z Commission # 2419845
y Comm, Expires Oct 28, 2026
Bid Proposal Downtown Plan Implementation raring r
Page P-13 Project No. C2215

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A notary public or other officer completing this
certificate verifies only the identity of the individual \who signed the document to which this certificate
is attached, and not the truthfulness, accuracy, or
validity of that document. State of California
County of San Francisco
Subscribed and sworn to (or affirmed) before me on this 20th day of January , 20 26 , by
Sandra R Hernendez, President
proved to me on the basis of satisfactory evidence to be the person(s) who appeared before me.

VENICE LISING CASTILLO
Notary Public - California
San Francisco County z
Commission # 2419845
My Comm. Expires Oct 28, 2026
(Seal) Signature Vili

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Packet Pg. 404

BIDDER’S BOND
To Accompany Contract Proposal
KNOW ALL PERSONS BY THESE PRESENTS:

That we, the undersigned ___ Azul Works, Inc. _ as principal and Nationwide Mutual Insurance Company , as surety, are held and firmly bound unto the City of San Carlos as OWNER in the penal sum of TEN PERCENT (10%) of the total amount of the bid of the principal, for the payment of which, well and truly to be made, we hereby jointly and severally bind ourselves, successors and assigns.

The condition of the above obligation is such that whereas the Principal has submitted to OWNER a certain BID attached hereto and hereby made a part hereof to enter into a contract in writing, for the Downtown Plan Implementation Phase 1A-Harrington Park, City Project No. C2215.

NOW, THEREFORE
(a) _ If said BID shall be rejected, or
(b) If said BID shall be accepted and the Principal shall execute and deliver a contract in the Form of Contract attached hereto (properly completed in accordance with said BIDS including all required bonds for faithful performance and labor and material, as well as all required evidence of insurance) then this obligation shall be void, otherwise the same shall remain in force and effect.

In the event the City brings suit upon this Bond, surety shall pay reasonable attorney's fees and costs incurred by the City in such suit.

The Surety, for value received, stipulates and agrees that the obligations of said Surety and its BOND shall be in no way impaired or affected by any extension of the time within which the City of San Carlos may accept such BID; and said Surety does hereby waive notice of any such extension.

IN WITNESS WHEREOF, the Ran land the Surety have hereunto set their hands and seals, and such of them as are corpatSiivi i ysed their corporate seals to be hereto affixed and these presents to be signed by x , this day and year first set forth.

Azul Works, Inc. ationwide Mutual rr Company
SONS Sz 15, 2026 (L.S.) Peta OS €s y: Lak se 5,
4 % Rea eal
Petnencd-< “Mn mes Natalie x! Sure ff, Attorney-in- {Sa ) Ww Subscribed and sworn to before me, a Notary Public in and for the State of California, County of See attached CA Notary Acknowledgement
SKN PANASLO ‘this (SV day of JAN , 20g |
i r Public: Ne Corti z 5 VENICE LISING CASTILLO f Signature of Notary Public: (Seal) Y Notary Public - California eB San Francisco County
. 3 (eeete My Commission expires OAR 22 20 Uo z ez Commission # 2419845 My Comm. Expires Oct 28, 2026

IMPORTANT: Surety companies executing BONDS must be authorized to transact Surety insurance in the State of California. If Contractor is Partnership, all partners should execute BOND.

Bid Proposal Downtown Pian Implementation Phase 1A-Harrington Park Page P-14 Project No. C2215

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February 09, 2026

Packet Pg. 405

CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT Civil Code § 1189

State of California )
)ss
County of Los Angeles )
JAN 15 2026 On before me, Patricia Arana, Notary Public, personally appeared

Natalie K. Trofimoff, who proved to me on the basis of satisfactory evidence to be the person(s} whose namets} is/are subscribed to the within instrument and acknowledged to me that hefshef/they executed the same in histherftheir authorized capacityfies}, and that by his/her/their signatures} on the instrument the person(s}, or the entity upon behalf of which the person{s} acted, executed the instrument.

| certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.

Signature:
(Seal) Patricia Arana, Notary Public

PATRICIA ARANA
Notary Public - California
Los Angeles County
Commission # 2401773
NSE” My Comm. Expires Apr 23, 2026

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February 09, 2026

Packet Pg. 406

Power of Attorney
KNOW ALL MEN BY THESE PRESENTS THAT:

Nationwide Mutual Insurance Company, an Ohio corporation hereinafter referred to severally as the “Company” and collectively as “the Companies” does hereby make, constitute and appoint:

CHARLENE K NAKAMURA; EDGAR S ALBRECHT; LISA L THORNTON; MARIA PENA; NATALIE K TROFIMOFF; NOEMI QUIROZ; PATRICIA S$ ARANA;

TIMOTHY M TOMKO
each in their individual capacity, its true and lawful attorney-in-fact, with full power and authority to sign, seal, and execute on its behalf on the date thereof any and all: (i)bonds and undertakings; (ii) Proposal Bonds; (ii) Letters of Surety; (iv) Consent of Surety; and (v) other obligatory instruments of similar nature, in penalties not exceeding the sum of

UNLIMITED
and to bind the Company thereby, as fully and to the same extent as if such instruments were signed by the duly authorized officers of the Company; and all acts of said Attorney pursuant to the authority given are hereby ratified and confirmed.

This power of attorney is made and executed pursuant to and by authority of the following resolution duly adopted by the board of directors of the Company:
“RESOLVED, that the president, or any vice president be, and each hereby is, authorized and empowered to appoint attomeys-in-fact of the Company, and to authorize them to execute and deliver on behalf of the Company any and all bonds, forms, applications, memorandums, undertakings, recognizances, transfers, contracts of indemnity, policies, contracts guaranteeing the fidelity of persons holding positions of public or private trust, and other writings obligatory in nature that the business of the Company may require; and to modify or revoke, with or without cause, any such appointment or authority; provided, however, that the authority granted hereby shall in no way limit the authority of other duly authorized agents to sign and countersign any of said documents on behalf of the Company.”
“RESOLVED FURTHER, that such attomeys-in-fact shall have full power and authority to execute and deliver any and all such documents and to bind the Company subject to the terms and limitations of the power of attorney issued to them, and to affix the seal of the Company thereto; provided, however, that said seal shall not be necessary for the validity of any such documents.” This power of attomey is signed and sealed under and by the following bylaws duly adopted by the board of directors of the Company.

Execution of Instruments. Any vice president, any assistant secretary or any assistant treasurer shall have the power and authority to sign or attest all approved documents, instruments, contracts, or other papers in connection with the operation of the business of the company in addition to the chairman of the board, the chief executive officer, president, treasurer or secretary; provided, however, the signature of any of them may be printed, engraved, or stamped on any approved document, contract, instrument, or other papers of the Company.

IN WITNESS WHEREOF, the Company has caused this instrument to be sealed and duly attested by the signature of its officer the 23rd day of October, 2025.

Vl Antonio C. Albanese, Vice President of Nationwide Mutual Insurance Company

ACKNOWLEDGMENT
STATE OF OHIO COUNTY OF FRANKLIN: ss
On this 23rd day of October, 2025, before me came the above-named officer for the Company aforesaid, to me personally known to be the officer described in and who executed the preceding instrument, and he acknowledged the execution of the same, and being by me duly swom, depases and says, that he is the officer of the Company aforesaid, that the seal affixed hereto is the corporate seal of said Company, and the said corporate seal and his signature were duly affixed and subscribed to said instrument by the authority and

direction of said Company.

Keren L. Kam Ke L Ra Notary Public, State of Ohio
No. 2018-RE-719796 My conviosen expe
Commission Expires July 7, 2028 duly 7, 2028

CERTIFICATE
|, Lezlie F. Chimienti, Assistant Secretary of the Company, do hereby certify that the foregoing is a full, true and correct copy of the original power of attorney issued by the Company; that the resolution included therein is a true and correct transcript from the minutes of the meetings of the boards of directors and the same has not been revoked or amended in any manner; that said Antonio C. Albanese was on the date of the execution of the foregoing power of attorney the duly elected officer of the Company, and the corporate seal and his signature as officer were duly affixed and subscribed to the said instrument by the authority of said board of directors; and the foregoing power of attomey is still in full force and effect.

IN WITNESS WHEREOF, | have hereunto subscribed my name as Assistant Secretary, and affixed the corporate seal of said Company this day of JAN 18 2026
M4 CSF h~ Assistant Secretary
BDJ 1(10-25)00

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February 09, 2026

Packet Pg. 407

State of California
County of San Francisco
day of January , 20 26 , by Sandra Hernandez,
Subscribed and sworn to (or affirmed) before me on this 15th

President

proved to me on the basis of satisfactory evidence to be the person(s) who appeared before me.

VENICE LISING CASTILLO
Notary Public - California z ,
ES an Francisco County 5 .
(Seeraision # 2419848 Signature VAM
My Comm. Expires Oct 28, 2026

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February 09, 2026

Packet Pg. 408

Bid Proposal Downtown Plan Implementation Phase 1A-Harrington Park Page P-15 Project No. C2215

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February 09, 2026

Packet Pg. 409

600 ELM STREET
SAN CARLOS, CA 94070
(650) 802-4200
CITYOFSANCARLOS.ORG

CITY OF SAN CARLOS

PUBLIC WORKS DEPARTMENT

DOWNTOWN PLAN IMPLEMENTATION PHASE 1A — HARRINGTON PARK (C2215) ADDENDUM NO. 1
January 13, 2026
TO: ALL PLANHOLDERS
This Addendum amends the Contract Documents for the above referenced project. The unaltered portions of the Contract Documents shall remain in effect. Please acknowledge receipt of this Addendum and return a signed copy with your bid proposal. The updates and changes are as follows:
e See attached Addendum No. 1. This addendum is being issued to revise the Specifications, Plans, and respond to bidder questions.

ADDENDUM ACKNOWLEDGMENT
Bidder acknowledges receipt of this addendum, which shall be attached to the Proposal.

Azul Works, Inc.

NAME OMPANY
Sole <h, rorela,, _ 1/20/2026

IG DATE

Page 1 of 1 ends

San Carlos City CouncilFebruary 9, 2026

San Carlos City Council
February 9, 2026