Agenda packet — San Carlos City Council, April 28, 2025 (part 2 of 3)

F. Odor related to construction around the work shall be controlled through the use of filters, chemical addition to the wastewater, and masking agents as needed to limit the levels of hydrogen sulfide gas to 5 ppm (by volume) 25 feet from the source or at the outside wall of any habitable structure.

G. Payment for compliance with this Section shall be deemed included in the various other items of work, and no additional compensation will be allowed therefore.

3.07 TRAFFIC IMPACTS
The bypass pumping system must be coordinated with the Traffic Control Plan which may require that bypass piping and facilities be buried in temporary trenches. **END OF SECTION**
SECTION 02145

SEWAGE FLOW CONTROL

9.f
April 28, 2025 Packet Pg. 234
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-50
SECTION 02200

EARTHWORK
PART 1 - GENERAL

1.01 DESCRIPTION
A. This section includes all earthwork required for construction of the Work. Such earthwork shall include, but not be limited to, the loosening, removing, loading, transporting, depositing, grading, moisture-conditioning, and compacting in its final location of all materials, as required for the purposes of completing the work specified in the Contract Documents. This work shall include, but not be limited to, the furnishing, placing, and removing of sheeting, shoring and bracing necessary to safely support the sides of all excavation;supportingstructures above and below ground; all pumping, ditching, draining, dewatering, and other required measures for the removal or exclusion of water from the excavation; filling and compacting to elevations shown on the Contract Documents; allbackfilling aroundstructures and pipe and all backfilling of trenches and pits; the disposal of excess and unsuitable excavated materials; borrow of materials to make up deficiencies for fills; and all other incidental earthwork, all in accordance with the requirements of the Contract Documents.

B. The elevations shown on the Contract Documents of existing features are taken from the best available data and are intended to give reasonably accurate information. The Contractor is responsible to verify provided elevations for more accurate determinations of quantities.

Pits and fills used for the erection of the Contractor’s construction facilities shall be filled or removed upon the completion of the work and leveled to meet the existing contours of the adjacent ground.

After all structures have been completed, the ground surface shall be brought to the finished grade elevations with the relative compaction indicated on the Contract Documents.

All finished ground surfaces shall be bladed and dressed to present a surface not varying over 0.10 foot at local humps or depressions and to the satisfaction of the Engineer. Local depressions where water could accumulate in the future shall be no more than 0.05 foot deep.

F. Contaminated Soil and Contaminated Groundwater: Contaminated soils and contaminated groundwater is n o t expected to be encountered by the Contractor for this project. The Contractor shall comply with the requirements of General Provisions Section 9.12 (a) and (i), if either contaminated soil or contaminated groundwater or both are encountered.

SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 235
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-51

1.02 REFERENCES
The State of California - California Labor Code Industrial Standards.

ASTM C136 - Test Method for Sieve Analysis of Fine and Coarse Aggregates.

ASTM D75 - Standard Practice for Sampling Aggregates.

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

ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of soil Using Modified Effort.

ASTM D1633 - Test Method for Compressive Strength of Molded Soil-Cement Cylinders.

ASTM D2166 - Test Method for Unconfined Compressive Strength of Cohesive Soils.

ASTM D2419 - Standard Test Method for Sand Equivalent of Soils and Fine Aggregate.

ASTM D2434 - Standard Test Method for Permeability of Granular Soils (Constant Head).

ASTM D 2435 - Standard Test Methods for One-Dimensional Consolidation Properties of Soils Using Incremental Loading.

ASTM D 2487 - Classification of Soils for Engineering Purposes.

ASTM D2922 - StandardTest Methods for Density of Soil andSoil-Aggregate in Place by Nuclear Methods (Shallow Depth).

ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).

ASTM D4253 - Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table.

ASTM D4254 - Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density.

ASTM D4829 - Test Method for Expansion Index of Soils.

ASTM D6913 - Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 236
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-52
ASTM D7928 - Standard Test Method for Particle-Size Distribution (Gradation) of Fine-Grained Soils Using the Sedimentation (Hydrometer) Analysis ASTM G51 - Standard Test Method for Measuring pH of Soil for Use in Corrosion Testing.

Caltrans Test 417 - Method of Testing Soils and Waters for Sulfate Content.

Caltrans Test 422 - Method of Testing Soils and Waters for Chloride Content.

Caltrans Test 643 (1999) - Method for Estimating the Service Life of Steel Culverts, Part 1 “Method of Field Resistivity Survey and Sampling for Laboratory Tests” and Part 4 “Laboratory Method of Determining Minimum Resistivity”.

Section 6705 of the California Labor Code and Standard Specifications for Public Works Construction (SSPWC) Section 306-1.1
State of California, Department of Transportation (Caltrans), State Standard Specifications (latest edition)

1.03 RELATED SECTION
A.

Section 4, General Provisions
Section 6, General Provisions
Section 9, General Provisions
Article 8, Special Provisions – Protection of Trees
Article 11, Special Provisions – Caltrans Encroachment Permit Article 30, Special Provisions – Geotechnical Report and CCTV Video Article 31, Special Provisions – Construction Submittals Section 02050, Demolition, Abandonment and Removal
Section 02500, Asphalt Concrete Paving
J. Section 03123, Controlled Low Strength Material

1.04 GEOTECHNICAL REPORT
A. The Geotechnical Investigation Report presents various surface and subsurface data.

The Geotechnical report can be made available for reference only. a. Refer to Article 30 “Geotechnical Report and CCTV Video” of the Special Provisions for means of obtaining a copy of the Geotechnical Investigation Report.

SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 237
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-53
b. The Geotechnical report provides recommendations to the design team and those recommendations have been incorporated in these plans and specifications. The report is provided for reference, and the Contractor is responsible for familiarizing itself with the factual aspects of that report. The Contractor is reminded that actual conditions encountered may vary, and that the hierarchy of contractual documents applies as outlined in the Contract Documents.

1.05 SUBMITTALS
A. Submit data in accordance with General Provisions Section 4 and Special Provisions Section 31 “Construction Submittals”.

B. The Contractor’s attention is directed to the provisions for Shoring and Bracing Drawings in Section 6705 of the California Labor Code and Standard Specifications for Public Works Construction (SSPWC) Section 306-1.1. The Contractor, prior to beginning any trench or structure excavation 5 feet deep or over shall submit to the Engineer and shall be in receipt of the Engineer’s written acceptance of the Contractor’s detailed plan showing design of all shoring, bracing, sloping of the sides of excavation, and other provisions for worker protection against the hazard of caving ground during the excavation of such trenches or structure excavation. The plans shall be prepared by a qualified civil or structural engineer licensed in the State of California and employed by an independent design consultant firm insured against errors and omissions to the extent required by the Engineer. The submittal(s) shall include a site location map referencing existing features; detailed plans; elevations, and various sections indicating all excavation slopes, shoring components and connections and showing all structures and utilities potentially influenced by the performance of shoring, trenching or structure excavation along with supporting calculations; notes including sequence of construction, materials, and other clarification as required by the California Labor Code, SSPWC, and the Contract Documents.

The Contractor shall submit for the Engineer’s review, drawings and data showing his proposed design and plan for dewatering of all work areas, which shall include the planned method of dewatering, excavation and shoring, the location and capacity of such facilities as dewatering wells, well points, pumps, sumps, collection and discharge lines, points of discharge, the standby units proposed, protective fills and ditches required for control of groundwater and surface water, and sealing measures of desilting tanks for odor control, if applicable.

Review by the Engineer shall not relieve the Contractor of the responsibility for the adequacy of the dewatering and excavation plan or for furnishing all equipment, labor, and materials necessary for performing the various parts of the work. If, during the progress of the work, it is determined by the Engineer that the dewatering system and excavation plan are inadequate or the Contractor’s plan of construction inoperative, the Contractor shall, at his expense, furnish, install and operate such additional dewatering equipment as may be necessary to perform the work in a manner satisfactory to the Engineer.

SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 238
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-54
E.

Submit backfill and compaction procedures.

Not used
Submit contaminated soils handling, removal, and replacement in accordance with General Provisions Section 9.12 (a) and (i).

Submit material certifications for each material specified and used in this section.

Submit utility support plan for existing utilities 16-inch outside diameter and larger that are anticipated to cross the proposed pipe, any box structure crossing the proposed pipe, and any infrastructure which parallels or roughly parallels the proposed pipe and is anticipated to be within 3’ clear from the edge of the proposed trench.

1.06 DEFINITIONS
A.

Pavement Zone: The pavement zone includes the asphalt concrete and aggregate base pavement section placed over the trench backfill and on either side of the edge of trench.

Street Zone: The street zone is the top 30 inches of the trench immediately below the pavement zone in paved areas beneath paved portions of the right-of-way, curbs, gutters and sidewalks.

Trench Zone: The trench zone includes the portion of the trench from the top of the pipe zone to the bottom of the street zone in paved areas or to the existing surface in unpaved areas.

Pipe Zone: The pipe zone shall include the full width of trench from the bottom of the pipe or conduit to 12 inches above the top of the pipe, as specified below. Where multiple pipes or conduits are placed in the same trench, the pipe zone shall extend from the bottom of the lowest pipe.

Pipe Bedding Zone: The pipe bedding zone shall be defined as a layer of material immediately below the bottom of the pipe or conduit and extending over the full trench width on which the pipe is bedded to a depth of 6 inches below the base of the pipe. Thickness of pipe bedding zone shall be as follows unless otherwise shown in the Plans or otherwise described in the specifications for the particulartype of pipe installed or otherwise required by permit.

Soft Rock Excavation: Rock excavation within a trench is defined as excavation in material that cannot, in the Engineer’s opinion, be reasonably loosened or ripped with a hydraulic excavator with a net minimum flywheel rating of 300 horsepower fitted with a narrow bucket and teeth, such as a Caterpillar 345B L Series II UHD; and which must be systematically drilled and broken by a power-operated hammer, hydraulic rock breaker, expansive compounds, or other similar means prior to removal. Rock excavation outside a trench is defined as excavation in material that cannot, in the Engineer’s opinion, be reasonably loosened or ripped with a track mounted tractor with a net minimum flywheel rating of 300 horsepower fitted with a single tooth ripper, SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 239
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-55
such as a Caterpillar D8T; and which must be systematically drilled or broken by a power-operated hammer, hydraulic rock breaker, expansive compounds, or other similar means prior to removal. Blasting is not allowed. The term “soft rock excavation” does not necessarily correspond to “rock” as implied by names of geologic formations. This provision includes soil excavation.

G. Hard Rock Excavation: Refer to Article 30 “Geotechnical Report and CCTV Video” of the Special Provisions. The Engineer shall make the determination as to whether material is classified as hard rock.

1.07 SAFETY MEASURES
A. Safe conditions shall be maintained at the jobsite meeting all provisions of the California OSHA and all other applicable safety codes. Barricades and lighting meeting the requirementsof all agencies having jurisdiction shall be placed at each end of all excavations and at such places as may be necessary along excavations to protect and warn all pedestrians and vehicular traffic of such excavations. Lights shall also be placed along excavationsfrom sunset each day to sunrise of the next day until such excavation is entirely backfilled, compacted, and paved. This fence shall be constructed to prevent any person from entering the excavation. Signs stating "Danger, Deep Hole" shall be clearly displayed on all sides of the excavation.

B. Safe and suitable ladders that project 2 feet above the top of the trench shall be provided for all trenches greater than 4 feet in depth. A minimum of one ladder shall be provided for each 50 feet of open trench.

1.08 QUALITY ASSURANCE
A. The Contractor shall coordinate and perform compaction tests through a third-party testing facility. The Contractor shall stop work as required to provide safe access to conduct the tests.

B. If the Contractor repeatedly fails to meet relative compaction requirements, the Engineer will monitor soils compaction efforts by the Contractor using a testing facility of the Engineer’s choice at Contractor’s expense.

The Contractor shall make all necessary excavations for compaction tests as directed by the Engineer. All work in connection with compaction testing by the Contractor shall be included in the various contract bid prices, and no additional allowance will be made, therefore.

C. In accordance with SSPWC, soil material is required to be compacted to a percentage of maximum dry density. The maximum dry density at optimum moisture content will be determined in accordance with the latest version of ASTM D 1557. In-place field density tests will be performed in accordance with ASTM D 1556, (sand cone) and/or ASTM D 6938 (nuclear gauge). The type, number and location of field density tests will be determined by the Engineer. One sand-cone test (ASTM D 1556) will be taken for every four nuclear tests (ASTM D 6938). If soil material is not within two (2) SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 240
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-56
percentage points of optimal moisture content, the Contractor shall either add water or dry the soil material by moving the soil to aerate it sufficiently such that the optimum moisture content is achieved at no additional cost to the City.

All imported fill material shall be sampled at the Contractor’s expense and shall be subject to approval by the Engineer.

Where imported fill material is required to possess certain gradation, strength, and settlement properties, the grain size distribution of soils will be determined using ASTM D6913 and D7928, the gradation of concrete aggregate and base materials will be determined using ASTM C136, the sand equivalent of soils will be determined using ASTM D2419, the consolidation of soils will be determined using ASTM D2435, the unconfined compressive strength of soils will be determined using ASTM D2166, and the expansion index of soils will be determined using ASTM D 4829.

F. Testing of soils shall also comply with any permit conditions included as part of this contract.

PART 2 – MATERIALS

2.01 SUITABLE FILL AND BACKFILL MATERIAL REQUIREMENTS
A. General: Fill, backfill, and embankment materials shall be suitable selected or processed clean, fine earth, rock, or sand, and free from grass, roots, brush, or other vegetation; contamination; or deleterious material. Onsite excavated soil shall be tested for contamination prior to processing or reuse. All contaminated soil regardless of type shall be hauled off site for proper disposal at no additional expense to the City. Refer to General Provisions Section 9.12 (a) and (i), for testing and disposal methods.

Suitable materials may be obtained from onsite excavations, may be processed onsite materials, or may be imported provided these materials meet all the requirements in the Contract Documents. All required testing and test reports associated with suitable materials shall be at no additional expense to the City.

Select material: Select material shall be free from organic matter or debris. All of the material shall pass through a 1-1/2-inch screen. Not more than 10 percent by weight shall pass the No. 200 sieve and the material shall have sufficient gradation to compact as directed in the tabulation in Article 3.11.E of this specification section. Use of select material shall be subject to the Engineer’s approval.

Unclassified fill: Unclassified fill shall consist of all fill unless separately designated.

Granular Soil: Wherever the term “granular soil” or “granular fill” is used in the Contract Documents, it shall be defined as a soil having a minimum sand equivalent of 30 as determined in accordance with the latest revision of ASTM D 2419 and not more than 20 percent of it by weight will pass through a No. 200 sieve.

The following types of suitable granular materials are designated and defined as described below:

SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 241
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-57

1. 2.

3. Crushed Aggregate Base (CAB) shall conform to the requirements of Section 6 of the State Standard Specifications.

Crushed Miscellaneous Base (CMB) shall conform to the requirements of Section 6 of the State Standard Specifications.

Crushed Rock: Crushed rock shall be the product of crushing rock or gravel.

Fifty percent of the particles retained on a 3/8-inch sieve shall have their entire surface area composed of faces resulting from fracture due to mechanical crushing. Not over 5 percent shall be particlesthat show no faces resulting from crushing. Less than 20 percent of the particles that pass the 3/8-inch sieve and are retained on the No. 7 sieve shall be waterworn particles. Gravel shall not be added to crushed rock.

Where crushed rock is specified on the Contract Documents, it shall conform to the following gradation:
3/4-inch Maximum Crushed Rock
Sieve Sizes
2 inches
1 1/2- inches
1 inch
3/4 inch
1/2 inch
3/8 inch
No. 4
% Passing
-
-
100
90-100
30-60
0-20
0-5
No. 8 -
SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 242
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-58

4. Drainrock shall be crushed rock or gravel, durable and free from slaking or decomposition under the action of alternate wetting or drying. The material shall be uniformly graded and shall meet the following gradation requirements:

Sieve Size % Passing
1-inch 100
3/4-inch
3/8-inch
No. 4
90 - 100
40 - 100
25 - 40
18 - 33
5 - 15
No. 8
No. 30
No. 50
No. 200
0 - 7
0 - 3
The drainrock shall have a sand equivalent value not less than 75. The finishgraded surface of the drainrock immediately beneath hydraulic structures shall be stabilized to provide a firm, smooth surface upon which to construct reinforced concrete floor slabs.

2.02 NATIVE EARTH BACKFILL - TRENCH ZONE
A. Native earth backfill used in the trench zone shall be native granular material free from roots, debris, and organic matter with less than 50% passing the No. 200 sieve and with no more than 60% gravel (i.e., not less than 40% passing the No. 4 sieve) and rock particles with a maximum dimension no greater than 4 inches.

B. If and where site earthwork is performed during or shortly after wet weather, and where excavations extend into wet soils, then these soils will be significantly over optimum moisture. Wet soils over optimum moisture will be difficult to adequately compact for trench backfill under pavements. If and where significant pumping, rutting and yielding occurs when compaction is attempted, then wet weather mitigation measures shall be implemented. The Contractor shall be required to stabilize trench bottoms with crushed rock, or similar means, and seal trenches to prevent groundwater intrusion into the trench. Under the direction of the Engineer, such measures shall include but are not necessarily limited to:

1. Mixing or completely replacing wet soils with dryer granular soils either on-site and/or imported,

2. 3.

4. Disking, aerating and/or otherwise drying back wet soils, Importing crushed rock and/or aggregate base to stabilize a wet subgrade, Stabilizing the subgrade with either a geogrid or geotextile covered with crushed rock or aggregate base,

5. Cement stabilization
SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 243
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-59
C.

Wet soil stabilization measures shall not be performed in such a manner as to create a conduit for groundwater to flow along which may lead to the transportation of contaminated groundwater along the length of pipe.

Wet soils excavated from the trench bottoms shall be replaced with imported soils with less moisture content.

2.03 IMPORTED SAND
A. Imported sand shall have the following gradation:

Sieve Size
1/4 inch
No. 4
% Passing
100
70 - 100
35 - 75
10 - 40
0 - 10
No. 16
No. 50
No. 200
B.

Imported sand shall have a coefficient of permeability greater than 0.014 measured in accordance with ASTM D2434 or a minimum sand equivalent of 30 per ASTM D2419.

Minimum resistivity for "Imported Sand" backfill shall be 2,000 ohm-cm in accordance with Caltrans Test 643. Imported sand shall have a maximum chloride concentration of 200 mg/l in accordance with Caltrans Test 422 and maximum sulfate concentration of 500 mg/l in accordance with Caltrans Test 417.

2.04 PIPE BEDDING AND TRENCH BACKFILL ZONES
A. Pipe bedding and initial backfill material shall be Class 1, Type A Permeable material in conformance with Section 68-2.02F of the State Standard Specifications.

B. Trench backfill materials shall ¾-inch maximum, Class II Aggregate Base (Class II AB). 3/4-inch maximum Class II AB material shall conform to Section 26-1.02 of the State Standard Specifications, and City Standard Specifications.

D.
¾-inch maximum Class II AB shall be free from roots, vegetable matter, or other deleterious substances and shall be of such nature and so graded that it will bind readily when watered and compacted to the requirement specified herein.

When tested in accordance with Section 6 of State Standard Specifications, the material shall be of such size that the percentage composition by weight, as determined by laboratory sieves, will conform to the following gradation:

SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 244
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-60
Sieve Size
1 inch
Percent Passing
100
3/4 inch
No. 4
90-100
35-60
No. 30 10-30
No. 200 2-9
E. The material shall also conform to the following quality requirements:

Tests California Test
Method No.
301
Requirements
(Min.)
Resistance (R- 78
value)
Sand Equivalent 217 22
F. The material shall be compacted as shown on the Drawings, in accordance with the requirements of the tabulation in Article 3.11.E Compaction Requirements, and as determined by California Test Method No. 216 or California Test Method No. 231.

2.05 TRENCH PLUG MATERIAL
Trench Plug material shall be low permeable fill material, a non-dispersible clay material having a minimum plasticity index of 10.

Soils which, when classified under ASTM D 2487 - Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System) which are suitable for trench plug shall be one of the following:

A. Soil Type ML: Inorganic silts, very fine sands, rock flour, silty or clayey fine sands.

Liquid limit 50 percent or less. 50 percent or more passing the No. 200 sieve.

B. Soil Type CL: Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays. Liquid limit 50 percent or less. 50 percent or more passing the No. 200 sieve.

C. Soil Type Cement-Treated or Lime-Treated Backfill: Any of the materials form Class I, II, III, or VIII or mixture thereof treated with a minimum of 5 percent by weight cement to obtain a 28-day compressive strength of not less than 400 psi.

Soil Type CLSM: Controlled Low Strength Material or Controlled Density Fill in accordance with Section 03123, Controlled Low Strength Material.

Soils which, when classified under ASTM D 2487 - Standard Classificationof Soils for Engineering Purposes (Unified Soil Classification System), fall in the classifications of Pt, OH, CH, MH, or OL shall be classified as unsuitable.

2.06 ROCK REFILL FOR FOUNDATION STABILIZATION AND OVEREXCAVATION SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 245
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-61
A.

Rock refill shall be 1” crushed or natural rock meeting the following requirements and having the following gradation.

The portion of the material that is larger than will pass a 3/8 sieve shall contain at least 50 percent of particles having three or more fractured faces. Not over 5 percent shall be pieces that show no such faces. Of that portion which passes the 3/8 sieve, but is retained on the No. 4 sieve, not more than 10 percent shall be gravel particles.

Sieve Size
1-1/2inch
1 inch
% Passing
100
90 - 100
30 - 60
0 - 20
3/4 inch
1/2 inch
No. 4 0 - 5

2.07 CONCRETE FOR PIPE ENCASEMENT
Concrete for pipe encasement shall be per Section 03300 Cast-In-Place Concrete unless otherwise shown on the Contract Documents.

2.08 WATER FOR COMPACTION
Water used in compaction shall have a maximum chloride concentration of 500 mg/1 as measured by Caltrans Test 422, maximum sulfate concentration of 500 mg/l as measured by Caltrans Test 417, and shall have a pH of 7.0 to 9.0 as measured by ASTM G51. Water shall be free of organic materials injurious to the pipe coatings.

2.09 TOPSOILMATERIAL
Topsoil materialshall conform to the requirements of SSPWC Section 212-1.1.

2.10 GEOTEXTILE FABRIC
The geotextile shall be non-woven, needle punched construction, and consist of long-chain polymer fibers or filaments composed of polypropylene, polyethylene, or polyamide. The fibers and filaments shall be oriented into a stable network whereby they retain their positions with each other. The textile shall be free of any chemical treatment or coating which reduces permeability. The fabric shall be permeable, not act as a wicking agent, be inert to commonly encountered chemicals, be rot-proof, and resistant to ultraviolet light.

The geotextile fabric shall also conform to the following physical properties:

Property Test value Test method
ASTM D4632
ASTM D4632
Tensile strength
Elongation at break
160 lb. (min.)
50% (max.)
SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 246
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-62
CBR Puncture strength
Permittivity
410 lb. (min.) ASTM D6241

1.4 sec-1 (min.) ASTM D4491
PART 3 – EXECUTION

3.01 CLEARING, GRUBBING AND STRIPPING
Clearing, grubbing and stripping, if any, shall be performed in accordance with Section 02050 Demolition, Abandonment and Removal.

3.02 GRADING AND STOCKPILING
A. The Contractor shall control grading in a manner to prevent water from running into excavations. Obstruction of surface drainage shall be avoided and means shall be provided whereby storm water flow is not interrupted in existing gutters, and other surface drains, or temporary drains. Storm water management plans shall be as specified in the Standard Specifications, General Conditions and Special Conditions of these Specifications.Material for backfill or for protecting excavation in public roads from surface drainage shall be neatly placed and kept shaped so as to cause the least possible interference with public travel. Free access must be provided to all fire hydrants, water gates, meters, and private drives. Stockpiling of excavated material is not allowed in the street right-of-way.

B. Finished grading at any point shall not vary more than 0.10 foot above or below the grade established by the Contract Documents.

3.03 STRUCTURE, ROADWAY, AND EMBANKMENT EXCAVATION
A. General: Except when specifically provided to the contrary, excavation shall include the removal of all materials of whatever nature encountered, including all obstructions of any nature that would interfere with the proper execution and completion of the work. The removal of said materials shall conform to the lines and grades shown or ordered. Unless otherwise provided, the entire construction site shall be stripped of all vegetation,debris,and all deleterious materials and such materials shall be removed from the site prior to performing any excavation or placing any fill. The Contractor shall furnish, place, and maintain all supports and shoring that may be required for the sides of the excavations, and all pumping, ditching, or other measures for the removal or exclusion of water, including taking care of storm water, groundwater (dewatering if required), and wastewater reaching the site of the work from any source so as to prevent damage to the work or adjoining property. Excavations shall be sloped or otherwise supported in a safe manner in accordance with applicable State of California safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926), and the Contract Documents.

B. Structure excavation shall conform to the dimensions and elevations indicated on the Contract Documents for each structure including trenching for adjacent piping. In locations where soil of suitable bearing value is encountered at a different elevation from that indicated on the Contract Documents, the Engineer may direct in writing that the excavation be carried to elevations above or below those SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 247
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-63
indicated on the Contract Documents. Excavation shall extend at least 24 inches from walls and footings to allow for placing and removal of forms, installation of services, and inspection. Undercutting will not be permitted.

C. Where a structure would be located partially on fill and partially on undisturbed native material, the entire area shall be over-excavated to a depth of 5 feet below the elevations indicated and re-compacted as directed in the tabulation in Article 3.11.E of thisspecification section.

Safe and suitable ladders that project 2 feet above the top of the trench shall be provided for all trenches greater than 4 feet in depth. A minimum of one ladder shall be provided for each 50 feet of open trench.

Excavation Beneath Structures and Embankments: Except where otherwise specified for a particular structure or ordered by the Engineer, excavation shall be carried to the grade of the bottom of the footing or slab. Where shown or ordered, areas beneath structures or fills shall be over-excavated. The subgrade areas beneath embankments shall be excavated to remove not less than the top 8 inches of native material and where such subgrade is sloped, the native material shall be benched. When such overexcavation is shown, both over- excavation and subsequent backfill to the required grade shall be performed by the Contractor. When such over-excavation is not shown on the plan and not specified but is ordered by the Engineer, such over-excavation and any resulting backfill will be paid for under a separate unit price bid item if such bid item has been established and approved by the Engineer prior to commencing the work; otherwise payment will be made in accordance with a negotiated price. After the required excavation or over-excavation has been completed, the exposed surface shall be scarified to a depth of 8 inches, brought to optimum moisture content, and rolled with heavy compaction equipment to obtain the required relative compaction.

F. Excavation in Poor Soil: If excessively wet, soft, spongy, unstable, or otherwise unsuitable material, as determined by the Engineer, is encountered at the bottom of the excavationor the surface upon which the pipe bedding material is to be placed including the vertical sides of a specified pipe trench, the unsuitable material shall be removed to a depth as required by the Engineer, disposed of, and replaced with approved fill or bedding material. Removal and replacement of material so ordered shall be paid for by the City as "Extra Work" unless provided for in the Schedule of Prices. The Contractor shall maintain adequate dewatering procedures to ensure that an otherwise stable foundation will not be rendered unfit due to accumulation or movement of water in the excavation. If the necessity for such additional excavation andmaterial has been occasioned by an act or failure to act on the part of the Contractor, the Contractor shall bear the full expense of the additional excavation and backfill to the required depth.

G. Overexcavation: Where excavation is carried below the limits shown on the Contract Documents, adjustments shall be made as determined by the Engineer to meet requirements incurred by the deeper excavation beneath pipe or structure.

Overdepth excavation in such locations shall be rectified by backfilling with approved fill or bedding material or other means specified. Overexcavation not required by the Contract Documents or directed by the Engineer shall be rectified at the expense of SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 248
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-64
the Contractor.

H. Excavation Beneath Paved Areas: Excavation under areas to be paved shall extend to the bottom of the aggregate base, if such base is called for; otherwise it shall extend to the paving thickness. After the required excavation has been completed, the exposed surface shall be scarified to a depth of at least 12 inches, brought to optimum moisture content, and rolled with heavy compaction equipment to obtain a minimum percent of compaction as directed in the tabulation in Article 3.11.E of this specification section.

I. Excavation Subgrade and Below Subgrade:

1. Excavate and shape subgrade to line, grade, and cross-section shown on Drawings.

Following receipt of written acceptance for the subgrade by the Engineer and local building official, compact the subgrade with approved equipment until the top 6-inches is compacted to 95 percent of maximum dry density at optimum moisture content as determined by ASTM D 1557, depending upon the appropriate zone or location of fill in accordance with the requirements of the tabulation in Article 3.11.E Compaction Requirements of this specification section. Remove all soft, loose, or otherwise unsuitable material and replace with suitable sandy material. The finished subgrade shall be firm, hard and unyielding. The subgrade shall be considered to extend over the full width of the base course. Compaction shall extend 18 inches beyond the edge of paving, curb, or form.

2. Where the Engineer deems subgrade material to be unsatisfactory, excavation below subgrade will be required to such depths as necessary to remove the unsatisfactory material. Excavation below grade shall be of the same classification as that above it, provided it is removed in the same operation as the normal excavation. Special equipment or hand excavation may be required because of the presence of shallow utilities or other unforeseen conditions.

J. Notification of the Engineer: The Contractor shall notify the Engineer at least 2 working days in advance of completion of any structure excavation and shall allow the Engineer a review period of at least one day before the exposed foundation is scarified and compacted or is covered with backfill or with any construction materials.

3.04 PIPELINE AND UTILITY TRENCH EXCAVATION
A. Trench Width: the overall trench width shall be as depicted on the Contract Documents. Excavating and trenching shall be true to line so that the pipe is centered within the trench and a clear space of not more than as depicted on the Contract Documents. The largest outside diameter shall be the outside diameter of the bell, on bell and spigot pipe.

B. Limit of Open Trench: Except by express written permission of the Engineer, the SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 249
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-65
maximum amount of open trench permitted in any one location shall be 500 feet, or the length necessary to accommodate the amount of pipe installed in a single day, whichever is less. All trenches shall be fully backfilled and base paved with the first course of pavement at the end of each day or, in lieu thereof, shall be covered by nonskid heavy steel plates adequately braced, secured with cutback, and capable of supporting vehicular traffic in those locations where it is impractical to backfill at the end of each day. Steel plating shall be in conformance with State Standards.

Overlapping plates shall be tack welded to mitigate traffic noise created. Steel plates located within the traveled way shall be limited to 100 feet at each location, unless otherwise approved by the City. Base paving finished to grade shall be flush with existing grade and finished smooth to create a smooth ride. The above requirements for backfilling or use of steel plate will be waived in cases where the trench is located further than 100 feet from any traveled roadway or occupied structure. In such cases, however, barricades and warning lights meeting OSHA requirements shall be provided and maintained. The maximum working length allowed without the first course of pavement is 500 feet unless approved in advance by the Engineer.

Contractor shall comply with all permit requirements.

C. Trench Bottom: The bottom of the trench shall be excavated uniformly as shown on the Contract Documents. The pipe bedding shall be placed on the trench bottom and shall be given a final trim, using a string line for establishing grade, such that each pipe section when first laid will be continually in contact with the pipe beddingalong the extreme bottom of the pipe. Trench bottom raked by toothed excavators is not acceptable.

Trench Over-Excavation: Where the Contract Documents indicate that trenches shall be over- excavated, they shall be excavated to the depth shown, and then backfilled to the grade of the bottom of the pipe.

Excavation in Poor Soil: If excessively wet, soft, spongy, unstable, or otherwise unsuitable material, as determined by the Engineer, is encountered at the bottom of the excavationor the surface upon which the pipe bedding material is to be placed including the vertical sides of a specified pipe trench, the unsuitable material shall be removed to a depth as required by the Engineer, disposed of, and replaced with approved fill or bedding material. Removal and replacement of material so ordered shall be paid for by the City as "Extra Work" unless provided in the schedule of prices. The Contractor shall maintainadequatedewatering procedures to ensure that an otherwise stable foundation will not be rendered unfit due to accumulation or movement of water in the excavation. If the necessity for such additional excavation and material has been occasioned by an act or failure to act on the part of the Contractor, the Contractor shall bear the full expense of the additional excavation and backfill to the required depth.

F. Where pipelines are to be installed in embankment or structure fills, the fill shall be constructed to a level at least one foot above the top of the pipe before the trench is excavated.

G. Obtain the Engineer’s approval before beginning excavation. Complete clearing and grubbing prior to the start of trenching. Do not permit excavated materials to cover SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 250
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-66
brush or trees prior to disposal.

3.05 OVER-EXCAVATION NOT ORDERED, SPECIFIED, OR SHOWN
Any over-excavation by the Contractor carried below the grade not ordered, specified, or shown, shall be backfilled to the required grade with the specified material and compaction. Such work shall be performed by the Contractor at his own expense.

3.06 EXCAVATION IN VICINITY OF TREES
Except where trees are shown to be removed, trees shall be protected in place per the Article 8 “Protection of Trees” of the Special Provisions. The Contractor shall replace all trees that die that are shown on the Contract Documents as being protected in place.

3.07 DISPOSAL OF EXCESS EXCAVATED MATERIAL
A. The Contractor shall remove and legally dispose of all excess excavated material to a site selected by the Contractor and reviewed by the Engineer. All incurred expenses including soil handling, transportation and tipping fees, if applicable, shall be borne by the Contractor.

B. Unsuitable material shall be defined as material containing excessive amounts of organic matter, peat, blue clay, trash or debris; or as designated by the Engineer; or debris produced by clearing, grubbing, and demolition of existing structures, pavement, or pipe; or soil classified by test method ASTM D2486 as groups OL, CH, MH, OH or PT; or not meeting the grading or classification specified for the work.

C. Excess unsuitable and surplus materials shall be kept separated from materials of other Contractors working in the same area. All excavated soil shall be off-hauled immediately; no trench excavation material shall be stored on-site or used as trench backfill. It shall be the Contractor’s responsibility to dispose of trench excavations off-site in a safe and legal manner at a site approved in writing by the engineer prior to start of excavations.

Contractor shall be responsible for disposal of trench excavation material at Class II and III landfills or disposal sites as approved by the Engineer. Contractor shall be responsible for all necessary testing of excavated soils prior to disposal and its associated costs.

D. Refer to General Provisions Section 9.12 (a) and (i) for additional requirements of disposal of contaminated soils and groundwater.

3.08 PROTECTION OF SUBGRADE
A. After preparing the subgrade as specified, all traffic on the subgrade shall be avoided.

Should it be necessary to haul over the prepared subgrade, the Contractor shall drag and roll the traveled way as frequently as may be necessary to remove ruts, cuts, and breaks in the surface. All cuts, ruts, and breaks in the surface of the subgrade that are SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 251
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-67
not removed by the above operations shall be raked and hand tamped. All equipment used for transporting materials over the prepared subgrade shall be equipped with pneumatic tires.

B. Continued use of sections of prepared subgrade for hauling, so as to cut up or deform it from the true cross-section, will not be permitted. The Contractor shall protect the prepared subgrade from all traffic.

The Contractor will be required to plank the subgrade before hauling materials or equipment over it.

The subgrade shall be maintained in the finished condition until placement of the next succeeding feature.

The Engineer has the right to test the reworked subgrade and approve or disapprove the subgrade depending on its condition.

3.09 BACKFILL – GENERAL
A. Backfill consists of the preparation and placement of materials for structural foundations, pipeline bedding, backfill for excavations and fill for roadways and embankments. In public rights-of-way, the requirements of the local agency having jurisdiction shall take precedence over these Specifications.

Backfill shall not be dropped directly upon any structure or pipe. Backfill shall not be placed around or upon any structure until the concrete has attained specified strength to withstand the loads imposed.

Material used in the work shall be uniform and shall contain no trash, wood, vegetation, sludge, peat and no rocks or clods larger than the size allowed by the Contract Documents. No material greater than 4 inches in any dimension shall be placed within 1 foot of any pipe, manhole or structure. Excavated material and material from borrow sites may be used where they meet the requirements of the Contract Documents.

Blending or other processing may be necessary before a material is acceptable to the Engineer. Borrow sites shown on the Plans shall be excavated within the limits indicated. All costs for testing, processing and transporting materials are included in the Contract price.

Except for drainrock materials being placed in over-excavated areas or trenches, backfill shall be placed after all water is removed from the excavation.

Where pipelines are installed on grades exceeding 4 percent, and where backfill materials are graded such that there is less than 10 percent passing a Number 4 sieve, soil cement trench plugs shall be provided at minimum intervals of 200 feet.

3.10 PLACING AND SPREADING OF BACKFILL MATERIALS
SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 252
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-68
A. Backfill materials shall be carefully placed, leveled and compacted in horizontal layers of the depth specified in the Contract Documents. When compaction is achieved using mechanical equipment the layers shall be evenly spread in loose lifts not exceeding 8 inches in thickness so that when compacted each layer shall not exceed 6 inches in thickness. Each layer of fill material shall cover the length and width of the area to be filled before the next layer of material is placed. The moisture content of the material shall be controlled and water shall be applied as necessary to achieve the specified compaction at optimum moisture content and for the prevention of dust nuisance. No fill or rock shall be placed on standing water in any excavation.

B. Fill under Structures: The fill under structures, including fill to replace unsuitable material removed below the specified excavation or unauthorized over-excavation, shall be constructed in horizontal layers of select material not to exceed 8 inches in depth, or if under footings, the heights of the walls or footings shall be increased, or space shall be refilled with concrete at the expense of the Contractor,as may be directed by the Engineer. Any fill material used shall be compacted to a minimum relative compaction as directed in the tabulation in Article 3.11.E of this specification section.

Where the underlying soil has been disturbed by any activity, such as clearing and grubbing, it shall be compacted to a minimum relative compaction as directed in the tabulation in Article 3.11.E of this specification section before placing any fill.

Structural Backfill: All backfill around structures shall be made with select material or imported sand compacted up to the street zone to the required percent of maximum dry density at optimum moisture content as determined by ASTM D 1557, depending upon the appropriate zone or location of fill in accordance with the requirements of the tabulation in Article 3.11.E Compaction Requirements of this specification section. Compaction shall be performed in horizontal layers not to exceed 8 inches in depth. No backfill shall be placed against concrete structures until the 28-day concrete strength has been reached as specified.

E. During spreading each layer shall be thoroughly mixed as necessary to promote uniformity of material in each layer. Pipe zone backfill materials shall be manually spread around the pipe so that when compacted the pipe zone backfill will provide uniform bearing and side support.

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

G. Where the backfill material moisture content is too high to permit the specified degree of compaction, the material shall be dried until the moisture content is satisfactory, at or slightly above optimum moisture content.

3.11 COMPACTION OF FILL, BACKFILL, AND EMBANKMENT MATERIALS,

INCLUDING PIPELINE WORK
A. Each layer of fill shall be mechanically compacted using proper compaction equipment SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 253
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-69
(not rubber tire or wheel rolling) to the specified percentage of maximum dry density at optimum moisture content. Equipment that is consistently capable of achieving the required degree of compaction shall be used and each layer shall be compacted over its entire area while the material is at the required moisture content.

B. The backfill shall be placed in horizontal layers of the specified depths or of such depths approved by the Engineer and compatible with the compacting equipment being used and the backfill material being placed. In no case shall any layer exceed 8 inches in thickness during compaction efforts. Each layer shall be evenly spread, properly moistened, or dried as necessary and compacted to the specified relative compaction.

Any damage or displacement to pipes or structures as a result of the Contractor’s operation shall be repaired or replaced at the Contractor’s expense.

Flooding, ponding, or jetting shall not be used to densify any fill materials with the exception of holes remaining from the extraction of H-beams, plates and piles or otherwise approved by the Engineer.

Equipment weighing more than 10,000 pounds shall not be used closer to walls than a horizontal distance equal to the depth of the fill at that time, but not less than 5 feet. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations.

E. Compaction Requirements: The following compaction test requirements shall be in accordance with ASTM D 1557. Where agency or utility company requirements govern, the highest compaction standards shall apply.

Location or Use of Fill Percentage of Maximum Density
Pipe zone backfill of bedding material and over-excavated zones under bedding
90 Trench zone backfill material 95
95 95
95 85
95 95
95 Street zone backfill of compacted sub base and base material Street zone final backfill, not beneath paved areas or structures Street zone backfill of compacted aggregate base material Embankments, not beneath paved areas or structures
Embankments, beneath paved areas or structures
Backfill beneath structures, hydraulic structures
Backfill around structures, on reservoir or structure roof

3.12 SIDEWALK, PAVEMENT, AND CURB REMOVAL AND REPLACEMENT A. The Contractor shall sawcut all bituminous and concrete pavements with a pavement saw prior to excavating the trenches. Width and depth of the pavement cut shall be in accordance with Section 02500, Asphalt Concrete Paving. Haul pavement and concrete materials from the site. Do not use for trench backfill.

B. Asphalt and paving shall be replaced in conformance with Section 02500, Asphalt Concrete Paving for all other areas and the requirements of the local agencies having jurisdiction.

SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 254
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-70

3.13 TRENCH WIDTHS
Minimum and maximum trench widths in the pipe zone shall be as shown on the Contract Documents.

3.14 DEWATERING
A.

Not used.

Provide and maintain means and devices to remove and dispose of all water from any source entering the trench excavation during the time the trench is being prepared for the pipe laying, during the laying of the pipe, and until the backfill at the pipe zone has been completed. These provisions shall apply during day as well as night hours. Dispose of the water in a manner to prevent damage to adjacent property and in compliance with NPDES requirements. Do not drain trench water through the pipeline under construction. Do not allow groundwater to rise around the pipe until backfilling is completed.

C. The Contractor shall take all necessary precautions to prevent the pipe from floating due to water entering the trench from any source. The Contractor shall assume full responsibility for any damage due to floating and shall pay for and perform the work required to restore and replace the pipe to its specified condition and grade.

3.15 LOCATION OF EXCAVATED MATERIAL
During trench excavation, place the excavated material only within the working area and beyond a 1:1 plane drawn upward from the lower of the base of shoring or excavation. Do not obstruct any roadways or streets. Conform to federal, state, and local codes governing the safe loading of trenches with excavated material.

3.16 LENGTH OF OPEN TRENCH
Refer to Section 02200-3.04-B.

3.17 FOUNDATIONSTABILIZATION
A. After the required excavation has been completed, the Engineer will inspect the exposed subgrade to determine the need for any additional excavation. It is the intent that additional excavation is conducted in all areas within the influence of the pipeline where unacceptable materials exist at the exposed subgrade. Overexcavation shall include the removal of all such unacceptable material that exists directly beneath the pipeline to a width 24 inches greater than the pipe outside diameter and to the depth required. Backfill the trench to subgrade of pipe base with rock refill material for foundation stabilization. Place the foundation stabilization material over the full width of the trench and compact in layers not exceeding 6 inches deep to the required grade.

B. Rock refill used by the Contractor for his convenience will not receive any additional payment.

SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 255
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-71

3.18 CONCRETE FOR BELOW GROUND INSTALLATION
The Contractor shall encase pipe with concrete to the line and dimensions indicated or place concrete between the undisturbed ground and the pipe or fittings to be restrained or supported. Quantity or bearing area of the concrete against the undisturbed ground shall be as shown on the Standard Drawings, Plans, or as directed by the City. Provide temporary support on the pipe, fittings, or valves until the concrete has obtained a 2-day cure. Place concrete such that the pipe joints, fittings, or valves are accessible for repairs. Vibrate the concrete during placement to eliminate honeycombing.Backfilling of the trench adjacent to the concrete will not be allowed until at least 3 days after placement or until the hydration process has produced a concrete that is hard enough to be self-supporting.Allowconcreteto cure for at least 7 days prior to subjecting the concrete to pipeline pressure.

3.19 TRENCHBACKFILLING
A.

Place the specified thickness of pipe bedding material over the full width of trench.

Grade the top of the pipe bedding ahead of the pipe laying to provide firm, uniform support along the full length of pipe.

After pipe has been laid, place pipe zone material simultaneously on both sides of the pipe, keeping the level of backfill the same on each side. Carefully place the material around the pipe so that the pipe barrel is completely supported to 45 degrees each side of the pipe invert and so that no voids or uncompacted areas are left beneath the pipe.

Use particular care in placing material on the underside of the pipe to prevent lateral movementduring subsequent backfilling.

Compact material placed within 24 inches of the outer surface of the pipe by hand tamping only. Do not use any axle-driven or tractor-drawn compactionequipment until 3 feet of fill has been placed over the top of pipe.

Push the backfill material carefully onto the backfill previously placed in the pipe zone.

Do not permit free fall of the material until at least 2 feet of cover is provided over the top of the pipe. Do not drop sharp, heavy pieces of material directly onto the pipe or the tamped material around the pipe.

Backfill of trench above the pipe zone shall not proceed until the required compaction in the pipe zone has been verified and accepted by the Engineer.

When backfilling around existing utilities, for pipelines sizes 6-inch through 42-inch the following materials may be used in each zone unless noted otherwise:

Zone Allowable Material
Refer to Section 02500, Asphalt
Concrete Paving Pavement
Street Sand Cement Slurry
Imported Sand
SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 256
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-72
Native Materials meeting the
requirements of this Section
Within pipe zone, Class II aggregate
base Trench
Sand Cement Slurry
Imported Sand
Native Earth Backfill meeting the
requirements of this Section
Trench stabilization of trench bottom
meeting the requirements of this Section
Within pipe zone, Class 1 bedding
Geotextile material
Pipe
Pipe Bedding Within pipe zone, Class 1 bedding
G. All backfill within 24 inches of a valve or manway shall be imported sand.

3.20 BACKFILLCOMPACTION
A.

Compact backfill to the specified relative compaction. Compact by using mechanical compaction or hand tamping. Do not use high impact hammer-type equipment. Do not use plate compaction equipment on hydraulic excavators.

Compaction by jetting is generally not allowed for trench zone, but may be allowed for pipe and bedding zones in specific instances in areas approved by the City. Only importedsand materials backfilled in areas where foundation material is suitable will be allowed to be jetted.

Backfill by wet or dry jetting is explicitly not allowed.

On slopes too steep and trenches with inadequate drainage to consolidate backfill effectively, as determined by the Owner, the backfill shall be compacted by mechanical means.

E. Do not use any axle-driven or tractor-drawn compaction equipment within 5 feet of building walls, foundations, and other structures.

3.21 TESTING FOR COMPACTION
A. Tests specified below shall be performed by an engineer approved certified soil testing lab during the progress of the work to determine compliance with the compaction requirements specified herein, and the Contractorshall cooperate on the making of such tests by providing the labor and equipment necessary to obtain said tests at the required depth and allowing a reasonable time therefor.

B. Additional testing by the City may be performed for verification that contract requirements are being met and is not for Contractor's quality control. T h e SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 257
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-73
Contractor is responsible for adequacy of all backfill materials meeting contract requirements.

1. Determine the density of soil in place by the sand cone method, ASTM D1556 or by nuclear methods, ASTM D2922 and ASTM D3017.

2. 3.

Determine laboratory moisture- density relations of soils by ASTM D1557.

Determine the relative density of cohesionless soils by ASTM D4253 and ASTM D4254.

4. Sample backfill materials by ASTM D75.

C. The number of tests (depth and intervals) shall comply with the requirements of the pertinent permit. If there is no permit, or if the permit does not specify, the following shall be used.

1. For the pipe bedding zone, pipe zone, trench zone, and street zone, collectively 1 test for every 4-feet or fraction thereof of depth for every 250 feet of trench length. Backfill depth is from the bottom of the trench to the bottom of the pavement zone.

2. 3.

For the pavement zone (aggregate base), 1 test for every 500 feet of trench length.

For pit type excavations, at least 1 test within the pipe bedding shall be taken.

In addition, at least 1 test for every 5 vertical feet shall be taken.

E.
"Relative compaction" is the ratio, expressed as a percentage of the in place dry density to the laboratory maximum dry density.

Any test falling below the specified relative compaction shall be deemed not to comply with the specifications. The area should be reworked and/or rerolled until all tests in the area meet the specified relative compaction.

F. Where compaction tests indicate a failure to meet the specified compaction, the Contractor shall take additional tests every 50 feet in each direction until the extent of the failing area is identified. Rework the entire area between locations that have passed the tests until the specified compaction has been achieved. The Contractor shall pay the actual cost of all soil retests.

G. The Contractor shall submit one or several procedures for the placement of backfill to achieve the required compaction. A test section shall be selected at the beginning of the project to experiment with proposed compaction procedures, using the equipment the Contractor plans to use on the project. Based on the results of the test section, one of the procedures may be used on the project. The procedures shall define maximum lift thickness and number of passes of the compaction equipment.

H. Periodic monitoring: refer to General Provisions Sections 4.22 and 6, for testing SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 258
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-74
responsibilities.

3.22 DISPOSAL OF EXCESS MATERIAL
Excess site excavated or wasted material shall be disposed of offsite on a timely basis by the Contractor at his expense. No prearranged disposal site or related permits have been determined or secured by the City.

3.23 PERMITS
Refer to General Provisions Section 4 and Special Provisions Sections 11 “Caltrans Encroachment Permit”, for related permit information.

3.24 DIGALERT
The Contractor shall contact DigAlert (811) a minimum of three (3) days prior to any excavation.

3.25 OTHERAGREEMENTS
The Contractorshall obtain all required agreements with owners of utilities within 24-inches of this work in compliance with California law.

3.26 HARD ROCK EXCAVATION
Refer to Article 30 “Geotechnical Report and CCTV Video” of the Special Provisions.

3.27 NATURALLY OCCURING ASBESTOS
Refer to Article 30 “Geotechnical Report and CCTV Video” of the Special Provisions. **END OF SECTION**
SECTION 02200

EARTHWORK

9.f
April 28, 2025 Packet Pg. 259
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-75
SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING
PART 1 - GENERAL

1.01 SUMMARY
A. This Section includes design and construction parameters for the Contractor-designed temporary shoring as necessary for trenches or manhole structures.

B. Shoring refers to providing all components of the excavation support system, including, but not limited to, bracing, steel soldier piles or sheet piles, struts, wales, or any other support including internal bracing, where applicable. Use other methods of support only when approved by the Engineer. Shoring shall be designed, provided, maintained, and where applicable, removed by the Contractor, in accordance with this Section and the Contract Documents.

C. As required by Section 6705 of the California Labor Code and in addition thereto, whenever work under the contract involves the excavation of any trench or trenches five (5) feet or more in depth, including temporary construction pits and manhole excavations, the Contractor shall submit to the Engineer 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. If such plans vary from the shoring system standards established by the Construction Safety Orders of the Division of Industrial Safety, in Title 8, Subchapter 4, Article 6, California Code of Regulations, the plans shall be prepared and signed by a registered civil or structural engineer employed by the Contractor.

Shoring system plans for trenches or manhole structures in excess of five (5) feet or more in depth shall be prepared and signed by a civil or structural engineer, registered in California and employed by the Contractor. All costs therefore shall be included in the bid price named in the contract for completion of the work as set forth in the Contract Documents.

Nothing in this Section shall be deemed to allow the use of a shoring, sloping or other protective system less effective than that required by the Construction Safety Orders.

Nothing in this Section shall be construed to impose tort liability on the City, Design Consultant, or any of their officers, agents, representatives, or employees.

F. Horizontal strutting below the barrel of a pipe and the use of pipe as support are not acceptable.

G. The sheeting, shoring, and bracing system shall be designed and constructed to meet all of the following minimum performance requirements:

SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING

9.f
April 28, 2025 Packet Pg. 260
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-76

1. 2.

3. 4.

Protect personnel that enter excavations.

Assure worker safety and optimal conditions for pipe installation.

Protect adjacent existing utilities, pipelines, pavements, and structures.

Installation of support system shall not cause settlement or heave of the ground surface nor produce construction vibrations that could damage adjacent utilities or structures.

5. Prevent lateral movement of excavation walls and associated loss of adjacent ground support and adjacent ground lateral shifting/settlement.

6. 7.

Prevent heaving of the excavation bottom.

When removal is permitted, allow for the removal of support system in a manner that does not damage the pipeline, cause settlement or heave of the ground surface, nor produce construction vibrations that cause damage to adjacent utilities or structures.

H. Related Sections:

1. 2.

3. SECTION 02200, EARTHWORK
SECTION 02701, PRECAST CONCRETE STRUCTURES
SECTION 15050, GENERAL PIPING

1.02 REFERENCE
A.

City of San Carlos: Standard Specifications and Details (latest edition).

CAL/OSHA and OSHA
Title 8, Construction Safety Orders, Section 15041.1, Requirements for Protective Systems, Appendix A

1.03 SYSTEM DESCRIPTION
A. Design Requirements:

1. Design and construct the shoring system in accordance with all applicable codes, and in accordance with the specific requirements described herein.

2. At all times furnish, install, and maintain sufficient shoring and bracing in trenches and pits to insure safety of the workmen and to protect and facilitate the work. System shall be designed and constructed in accordance with the Contract Documents. The Contractor shall:
a. Design each member or support element to support the maximum lateral earth pressures, hydrostatic pressures, lateral loads from traffic, construction equipment, and spoils loads that can occur during construction with appropriate safety factors.

SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING

9.f
April 28, 2025 Packet Pg. 261
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-77
b. Design the support system to prevent raveling, running, and flowing of excavation walls and associated loss of adjacent ground and adjacent ground surface settlement or existing trench material at utility crossings. Design the support system to retain non-cohesive granular soils subject to raveling, flowing, and/or running upon vibration from construction equipment including compaction of backfill. c.
d.

Prevent heave and/or piping (boiling) of the excavation bottom.

Design excavation support systems in accordance with all CAL/OSHA, and OSHA, requirements.
e. Take into account all surcharge loadings. Surcharge loadings can be due to such items as material or soil stockpiles, sloping ground adjacent to shoring, and adjacent building foundations. Contractor shall assure that his assumed conditions and loadings are not exceeded in the field during construction.
f. Design shoring to withstand any construction loading. g. The design of shoring shall conform to accepted engineering practice in this field. The Engineer’s approval of the Contractor’s plans and methods of construction does not relieve the Contractor of his responsibility for the adequacy of this support.

B. Performance Criteria:

1. 2.

The Contractor shall be solely responsible for, and bear the sole burden of cost for, any and all damages resulting from improper shoring or failure to shore.

The safety of workmen, the protection of adjacent structures, property and utilities, and the installation of adequate supports for all excavations shall be the sole responsibility of the Contractor.

3. The design, planning, installation, (and removal, if required) of all shoring shall be accomplished in such a manner as to maintain stability of the required excavation and to prevent movement of soil and rock that may cause damage to adjacent shoring systems, structures and utilities, damage or delay the work, or endanger life and health.

1.04 SUBMITTALS
A. Shop Drawings:

1. Submit plans for shoring to the Engineer for review at least ten (10) working days prior to commencement of work. No excavations shall be started until the Engineer has reviewed the Contractor’s shoring design. The shoring and bracing system plans shall be in accordance with the Contract Documents and to permit the Engineer to review the overall completeness and effectiveness of the proposed system. Review of the shoring and bracing plans by the Engineer SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING

9.f
April 28, 2025 Packet Pg. 262
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-78
in no way relieves the Contractor of complete responsibility for providing effective and safe shoring and bracing of the construction area and/or pipeline under construction. Shoring and bracing submittals shall demonstrate coordination with the dewatering method and submittal.

2. Include:
a. Design assumptions, analyses, calculations, and information on Contractor’s proposed method of installation (and removal, if required) of all shoring. The design and calculations shall be performed by, sealed by and signed by a professional engineer registered in the State of California and experienced in the design of earth retaining structures. b.
c.

The maximum design load to be carried by the various members of the support system.

Detailed excavation support drawings, showing all pertinent dimensions, spacings, and relationships among the components of the shoring, as well as construction sequence and scheduling. d.
e.

The method of bracing.

The full excavation depth and depth(s) below the main excavation to which the support system will be installed.
f. Detailed sequence of construction and bracing removal and backfilling. g. Detailed drawings and descriptions of the method to be used by the Contractor to monitor shoring and adjacent ground/structure movements.
h.
i.

Demonstrate coordination with interior (sump pumps) and exterior (dewatering wells) dewatering methods and dewatering submittal.

Calculations demonstrating that shoring has been designed for hydrostatic pressures if external dewatering wells are not planned to fully draw down the groundwater level behind the shoring to a minimum of 3 feet below the excavation bottom.

Quality Control Submittals:

Submit proof of experience and qualifications required in this Section.

Permits:

Contractor shall have up to date CAL/OSHA annual/construction activity permit for Trench and Excavation construction.

1.05 QUALITY ASSURANCE
A. Work of this Section shall be performed by an individual or firm of established reputation (or, if newly organized, whose personnel have previously established a reputation in the same field) for at least five (5) years, which is regularly engaged in, and which maintains a regular force of workmen skilled in design, installation and maintenance of shoring.

SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING

9.f
April 28, 2025 Packet Pg. 263
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-79
B. All welding shall be done by skilled welders, welding operators, and tackers who have had adequate experience in the type of materials to be used. Welders shall be qualified under the provisions of ANSI/AWS D1.1 by an independent local approved testing agency not more than six (6) months prior to commencing work; unless having been continuously employed in similar welding jobs since last certification. Machines and electrodes similar to those used in the work shall be used in qualification tests. The Contractor shall furnish all material and bear the expense of qualifying welders.

1.06 PROJECT CONDITIONS
A. Existing Ground and Groundwater Conditions:

Contractor shall refer to reference information included in the Geotechnical Investigation Report regarding the geotechnical conditions at the sites, see Section 02200-1.4.

B. Existing Utilities:

Contract Drawings do not show all utilities. Contractor shall notify the Underground Service Alert (USA) and field-check locations of utilities prior to commencing work.

The Contractor shall protect any overhead wires and any sewer, water, gas, electric or other pipelines or conduits uncovered during work from damage caused by the work of this contract.

1. Where utilities are anticipated or encountered unexpectedly, excavate by hand or other excavation methods acceptable to the utility owner.

2. If existing utilities identified interfere with Contractor’s proposed method of support, any required modification or relocation shall be performed at no additional cost to the City.

PART 2 - PRODUCTS
To be selected by the Contractor within the guidelines described in this Section.

PART 3 - EXECUTION

3.01 EXAMINATION
In accordance with Title 8, Construction Safety Orders, Section 15041.1, “Requirements for Protective Systems, Appendix A”, “Each soil and rock deposit shall be classified by a competent person as Stable Rock, Type A, Type B, or Type C.” A ‘Competent Person’ is one who is capable of identifying existing and predictable hazards in the surroundings, or working conditions which are unsanitary, hazardous, or dangerous to employees, and who has authorization to take prompt corrective measures to eliminate them.” A.

Verify Surface Conditions and utility locations. Protect utilities and improvements, as called for in the Contract Documents, or required by the Utility Company(s).

Verify field measurements indicated on Contract Documents.

SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING

9.f
April 28, 2025 Packet Pg. 264
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-80
C. Verify layout of work before beginning installation.

3.02 EXCAVATION
A. Protect or repair utilities damaged by operations of this Section. Protect adjacent structures and property from damage and disfiguration.

B. Provide necessary groundwater control and drainage for trenches and manhole structures in accordance with the Contract Documents. Contractor should expect that dewatering will be required to allow placement of shoring in soil under “dry” conditions and to prevent flowing, raveling, or running of soil, prior to shoring placement.

C. The methods of constructing the temporary shoring are at the option of the Contractor and subject to review by the Engineer. Excavations shall be made to the lines, grade, and dimensions shown on the Contractor’s Shop Drawings. If the excavation is found to be deviating from the true lines and grade, the Contractor shall immediately make the necessary changes in operation to bring the operation back to the correct position.

Any excess deviation beyond that specified herein shall be remedied by the Contractor at their own expense.

All materials encountered shall be regarded as unclassified and shall be excavated, regardless of the nature thereof, and all excavated material must be removed and disposed of as described in the Contract Documents.

Complete excavation in such manner as to provide adequate support at all times to adjacent conduits, structures, or roads and so as to offer no hazard to train, truck or automobile operations. Bracing and shoring shall be substantial and safe, and all work shall be done in full conformity and subject to the inspection of all affected parties. If and when required and to the degree necessary, the Contractor shall provide additional support as may be necessary at no additional cost.

F. Take every precaution to prevent the entry of water, mud and foreign matter into the excavation at all times. It is the intention of these Specifications that all construction work described herein shall be carried out under dry conditions. The Contractor shall promptly and continuously control water inflow and dispose of all water from any source that may accumulate in the excavation. This shall include all necessary pumping, bailing, draining and sedimentation prior to discharge.

Any and all excess excavation or over-excavation performed by the Contractor for any purpose or reason, except as may be ordered in writing by the City, shall be at the expense of the Contractor. Any damage done to the work by the Contractor’s operations shall be repaired by and at the expense of the Contractor and in a manner approved by the Engineer.

Excavate only as much as can safely stand unsupported prior to installing shoring, but in no case more than 4 feet shall be left unsupported at any time. Install lagging immediately after excavation.
**END OF SECTION**
SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING

9.f
April 28, 2025 Packet Pg. 265
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-81
SECTION 02500

ASPHALT CONCRETE PAVING
PART 1 - GENERAL

1.01 SUMMARY
A. This Section addresses the installation of asphalt concrete for roadways in which pipeline construction is performed, as required in these Contract Documents. Other roadway or pavement areas requiring asphalt concrete as indicated on the Contract Drawings or to be determined later, shall also be governed by these specifications.

B. Related Sections:

1. SECTION 02200, EARTHWORK

1.02 REFERENCES
A.

City of San Carlos:

1. Standard Specifications and Details (latest edition).

American Society for Testing and Materials (ASTM):

1. 2.

ASTM C136 - Sieve Analysis of Fine and Coarse Aggregates.

ASTM D1557 - Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-lb (4.54-kg) Rammer and 18-in. (457-mm) Drop.

3. 4.

5. ASTM D2041 – Standard Test Method for Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures.

ASTM D2172 - Quantitative Extraction of Bitumen from Bituminous Paving Mixtures.

ASTM D2995 – Determination of Distributor Spread Rate
C. State of California, Department of Transportation (Caltrans), latest edition unless otherwise noted:

1. California Test Method 304 – Method of Preparation of HMA for Test Specimens.

2. State Standard Specifications Sections 25, 26, 39, 92 and 94 (2024 edition)

1.03 SUBMITTALS
A. Submit the following in accordance with the Contract Documents.

SECTION 02500

ASPHALT CONCRETE PAVING

9.f
April 28, 2025 Packet Pg. 266
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-82

1. Job-mix formula for each type of asphaltic concrete fourteen (14) days before asphalt concrete placement. Ensure formula is within the specified design range.

2. Copies of weighmaster's certificates or certified delivery tickets for each truck load of material.

B. Certificates:

1. 2.

3. 4.

5. Aggregates for base course and asphalt concrete.

Asphalt cement.

Liquid asphalt.

Asphaltic emulsion.

Paint.

1.04 QUALITY ASSURANCE
Materials and workmanship specified herein with the referenced State Standard Specifications shall be in accordance with the referenced articles, sections and paragraphs of the Standard, except that contractual and payment provisions do not apply.

1.05 TESTING
Testing will be conducted by the Contractor to determine compliance with the specified degree of compaction and moisture content.

1.06 ENVIRONMENTAL CONDITIONS
Install hot mix asphaltic concrete in accordance with City of San Carlos Standard Details and Standard Specifications.

1.07 EQUIPMENT
Mixing Plant and Construction Equipment shall comply with Section 39 of State Standard Specifications.

PART 2 - PRODUCTS

2.01 MATERIALS
A. Aggregates:

1. Base Course: In accordance with Section 26 of State Standard Specifications, Class 2, 3/4-inch maximum size gradation.

2. Asphalt Concrete: In accordance with Section 39 of the State Standard Specifications, Type A, 3/4-inch maximum, coarse gradation.

SECTION 02500

ASPHALT CONCRETE PAVING

9.f
April 28, 2025 Packet Pg. 267
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-83

3. Asphalt Concrete Surface Course: In accordance with Section 39 of the State Standard Specifications, Type A, 1/2-inch maximum, coarse gradation B. Asphalt Materials:

1. 2.

3. 4.

Asphalt Cement: In accordance with Section 92 of State Standard Specifications, PG 64-10.

Liquid Asphalt: In accordance with Section 93 of State Standard Specifications, Grade SC-70.

Asphaltic Emulsion: In accordance with Section 94 of State Standard Specifications, Grade SS-1h.

Asphalt Concrete Surface Course: Asphalt concrete shall be hot mix and conform to Section 39-2.02 of State Standard Specifications. Asphalt Binder shall be viscosity graded asphalt in accordance with Section 92 of the State Standard Specifications.
a. All streets:
1)
2)
3)
Aggregate: Type A, 1/2-inch maximum, coarse gradation.

Asphalt Binder: PG 64-10.

Asphalt binder mixed with aggregate shall be such that the air void content of the resulting asphalt concrete shall be not less than 3 percent or more than 5 percent.
4) Stabilometer value as determined by California Test Method No. 366 shall be 38 minimum.

PART 3 - EXECUTION

3.01 PREPARATION
A. Subgrade:

1. 2.

Requirements for subgrade are specified in Section 02200, Earthwork.

Prior to construction of base course, clean previously constructed subgrade or subbase of foreign substances.

B. Asphalt Concrete Preparation:

1. Uniformly mix mineral aggregate with bituminous material in a central plant in accordance with Section 39 of State Standard Specifications.

2. The percentage of asphalt cement binder shall be between five and seven percent.

SECTION 02500

ASPHALT CONCRETE PAVING

9.f
April 28, 2025 Packet Pg. 268
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-84

3.02 INSTALLATION
A. The Contractor shall place final asphalt concrete following completion of the Work at each project site and with approval from the City.

B. Base and Subbase Course Installation:

1. 2.

3. Place aggregate base in accordance with requirements of Sections 25 and 26 of State Standard Specifications.

Grade and compact in 3-inch layers to at least ninety-five percent (95%) of maximum density, ASTM D 1557 Method D.

Maintain base course in proper condition until asphaltic concrete is in place, including drainage, rolling, shaping, and watering.

4. 5.

Maintain sufficient moisture at the surface to prevent a dusty condition by light sprinkling with water.

Recondition, reshape, and recompact areas of completed base course damaged by freezing in accordance with the specified requirements.

C. Prime Coat:

1. 2.

3. Prior to application of asphaltic concrete, apply a prime coat.

Apply by pressure distributors.

Allow sufficient time before placing asphalt concrete to permit prime coat to penetrate base.
a. Liquid Asphalt Application: Apply liquid asphalt on prepared compacted base in accordance with Section 39 of State Standard Specifications.
b. Asphalt Emulsion Application: Apply emulsion at a rate of 0.10 gallon per square yard.

Tack Coat - Apply asphaltic emulsion to the existing pavement surfaces in accordance with Section 39-4 of State Standard Specifications.

Asphalt Concrete Installation:

1. 2.

Placing - Deliver bituminous mixtures to the roadbed at temperatures specified in Section 39 of State Standard Specifications. Spread in accordance with Section 39-6 of State Standard Specifications.

Compaction - Initial or breakdown rolling and the final rolling of the uppermost layer of the asphalt concrete shall be in accordance with Section 39 of State Standard Specifications. Compaction by vehicular traffic shall not be permitted.

SECTION 02500

ASPHALT CONCRETE PAVING

9.f
April 28, 2025 Packet Pg. 269
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-85

3. Joining Pavement - Carefully make joints between old and new pavements and of successive days' work in such manner as to ensure a continuous bond between old and new sections of the course. Expose and clean edges of existing pavement. Cut edge to straight, vertical surfaces. Paint joints with a uniform coat of tack coat before the fresh mixture is placed. Prepare joints in the new pavement in accordance with Section 39-6 of State Standard Specifications.

3.03 FIELD QUALITY CONTROL
All field quality control tests shall be performed by the Contractor. Testing frequency may differ from condition listed below. Where finished work does not meet specified requirements and follow up testing is required, Contractor will be responsible for all follow up testing costs for that item.

Base Course Finish Surface:

1. 2.

Surface tolerance shall conform to Section 26 of State Standard Specifications.

When base course is constructed in more than one layer, specified smoothness requirements apply only to top surface.

Pavement Smoothness:

1. Test wearing course in accordance with Section 39-6 of State Standard Specifications.

2. Make one test for each 300 square yards of pavement.

Pavement Thickness:

1. 2.

Pavement thickness shall be as shown on the Contract Documents.

Where existing pavement thickness is greater than shown in the Contract Documents, Contractor shall match existing pavement thickness as directed by the Engineer.

3. 4.

One test for each 300 square yards of completed pavement will be taken.

Contractor shall replace pavement where samples are removed.

D. Gradation:

1. Base Course Gradation
a.
b.

Base course gradation tests will be completed in accordance with ASTM C 136.

One test for each 100 tons of material will be taken.

2. Asphalt Concrete Gradation:
a. Asphalt concrete gradation tests will be completed in accordance with ASTM C136.

SECTION 02500

ASPHALT CONCRETE PAVING

9.f
April 28, 2025 Packet Pg. 270
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-86
b. One test for each 50 tons of material will be taken.

E. Base Course Density:

1. ASTM D 1557, Method D. In place density tests will be performed in accordance with ASTM D 1556.

2. 3.

One maximum density test for each gradation will be taken.

One set of two tests each for in place density for each three hundred (300) square yards of surface area will be taken.

F. Asphalt Content of Asphalt Concrete:

1. Percent asphalt content by extraction will be measured in accordance with ASTM D 2172, Method A.

2. One test for each fifty (50) tons of material will be taken.

3.04 PROTECTION OF PAVEMENT
A. After final rolling, the Contractor shall not permit vehicular traffic on the pavement until pavement has cooled and hardened and in no case less than six (6) hours.

B. Additional requirements are as shown in the Contract Documents.

3.05 TEMPORARY PAVEMENT
A. Temporary asphalt concrete shall be provided on all backfilled trenches. Use of cutback and/or overnight plating of backfilled trenches is not acceptable. Only HMA may be used for asphalt paving at the conclusion of each day for backfilled trenches.

Temporary pavement restoration shall be as shown on the Contract Documents.

Temporary asphalt concrete section shall be as shown on the Contract Documents.

Before the trenching area is opened for traffic, all excess dirt, rock and debris shall be removed and the street surface shall be swept clean.

Temporary surfacing shall be maintained. At no time shall there be any mudholes.

The surface shall not settle below one inch (1") or be raised more than one inch (1") from the existing pavement grade.
**END OF SECTION**
SECTION 02500

ASPHALT CONCRETE PAVING

9.f
April 28, 2025 Packet Pg. 271
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-87

SECTION

SLURRY SEAL PAVEMENT SURFACING
PART 1 - GENERAL

1.01 SUMMARY
Work required under this section consists of furnishing all labor, materials, tools, and equipment incidental to road restoration.

1.02 SUBMITTALS
The Contractor shall submit manufacturer data including catalog cuts, drawings and samples, as appropriate, and letter(s) of compliance as required by Special Provisions item number 31.

PART 2 MATERIALS

2.01 SLURRY SEAL
Slurry seal shall be Type II conforming Section 37 - Bituminous Seals, of the latest requirements of Caltrans Standard Specifications.

PART 3 - EXECUTION

3.01 SLURRY SEAL
A. Slurry seal shall be placed in accordance with Section 37 - Bituminous Seals, of the latest Caltrans Standard Specifications. Slurry seal shall fully cure prior of traffic striping/marking placement.

B. Temporary traffic delineators (floppies, etc.) shall be removed prior to slurry seal placement. **END OF SECTION**
SECTION 02500

ASPHALT CONCRETE PAVING

9.f
April 28, 2025 Packet Pg. 272
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-88
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE (CIPP) METHOD

1.01 SUMMARY
1)
2)
Section Includes: Rehabilitation of pipe by the cured-in-place pipe (CIPP) method.

System Description: Rehabilitate existing pipes by inserting a resin-impregnated flexible tube through the host pipe, inflating it to the inside diameter of the host pipe using low-head hydrostatic pressure, and curing the tube using heated water or steam. 3) This section provides general guidelines. Nothing contained herein shall relieve the Contractor from completing the CIPP pipe rehabilitation in the most feasible, efficient, highest quality, and safe manner, using required materials to the lines and grades of the sewers to be rehabilitated and to the requirements of this specification. 4)
5)
Contractor shall supply all labor, materials, equipment and apparatus not specifically mentioned herewith or noted on the Plans, but which are incidental and necessary to complete the specified work.

Related Sections

1. SECTION 01720, SEWER OUTAGE NOTIFICATIONS

2. SECTION 02145, SEWAGE FLOW CONTROL

4. SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

5. 6.

7. SECTION 02736, CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION

OF SANITARY SEWER SYSTEM
SECTION 02739, BUILDING SEWER (LATERAL) CONSTRUCTION

AND REINSTATEMENT
Article 15, Special Provisions - Water

1.02 REFERENCES
A.

ASTM D790 - Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials ASTM D2122 - Standard Test Method for Determining Dimensions of Thermoplastic Pipe and Fittings
ASTM F1216 - Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin-Impregnated Tube SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 273
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-89
D. ASTM F1743 - Standard Practice for Rehabilitation of Existing Pipelines and Conduits by Pulled-in-Place Installation of Cured-in-Place Thermosetting Resin Pipe (CIPP)

1.03 EXPERIENCE REQUIREMENTS
A. Required experience:

1. CIPP Manufacturer: Minimum of 25,000 linear feet of CIPP installed in the U.S, including non-styrene resins.

2. Installation Contractor:
a. Minimum of 5 years of active experience on commercial installation of CIPP, including use of non-styrene resins.
b. Minimum of three (3) successfully completed projects totaling at least 30,000 linear feet of CIPP installed in the U.S. Minimum of 2,000 linear feet of CIPP installation with non-styrene resin. c.
d.

Each of the referenced lining projects shall have been in service in the owner’s system for at least one year.

Licensed by manufacturer.

3. Field Superintendent: Superintendent assigned to the project shall be present in the field full time and shall supervise all pipe rehabilitation operations.

Superintendent shall have cured-in-place pipe supervisory field experience on a minimum of three successfully completed projects. Qualifying experience for the three reference projects submitted shall include:
a. Length: Minimum of at least three (3) successfully completed projects totaling at least 5,000 linear feet of CIPP installation. b. Sewage Flow Control: At least one year of sewage flow control supervisory field experience.

4. 5.

6. Installation Crew: At least three persons from the CIPP installation crew shall have a minimum of two years of CIPP experience, including use of non-styrene resin, have at least one year of tenure with bidding Contractor, and be on the project site at all times.

Curing Technician: Provide the name and information for the curing technician who will perform the actual work. All curing technicians shall be certified and approved as operators by the rehabilitation system manufacturer or an independent testing agency.

The final decision to accept or reject the product, manufacturer, and/or installer lies solely with the Engineer. The named Manufacturer, Field Superintendent, CIPP Installer, and Curing Technician must be utilized to perform the work under this project, unless changes are specifically authorized by the Engineer in writing.

SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 274
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-90

1.04 SUBMITTALS
A. The Contractor shall at minimum submit the following:

1. Experience: Submit documentation demonstrating compliance with specified experience requirements as detailed in Article 1.03 of this technical specification section.

2. 3.

4. List of field measurements verifying length and diameter of each pipe segment (including maximum and minimum dimensions).

Unless otherwise noted in this Section, CIPP submittals shall be submitted at least 30 calendar days before any work may be performed.

Product Data:
a.
b.

Information on CIPP materials, including lining material and resins.

CIPP materials submittal shall be approved prior to ordering liners

5. Construction Details:
a. CIPP Manufacturer’s recommended storage procedures, resin application, curing process details and cure schedules (including heat up, hold and cool down cycles and temperature control for each diameter and CIPP thickness).
b.
c.

Methods, materials, equipment, and procedures used to trim and finish manhole walls.

Safety systems associated with the proposed heating equipment and boiler management operational safety systems for use with the cure process.
d.
e.

Methods, materials, equipment, and procedures employed to seal annular space between the CIPP and the host pipe at manholes.

Methods, materials, equipment, and procedures to seal lateral connections.

6. Engineering calculations for the design of the liner thickness:
a. Design calculations shall be checked and approved by a Registered Civil Engineer in the State of California. Liner design calculations shall be supported by field analysis, technical assumptions, requirements of these Specifications and ASTM F1216.
b. Calculations shall be submitted and reviewed prior to ordering liner.

7. 8.

During the curing process, keep logs, charts and/or graphs of the liner temperatures at the specified locations to ensure that proper temperatures and cure times have been achieved.

Certifications and Testing:

SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 275
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-91
a.
b.
c.

Certification from the CIPP manufacturer that the resin/catalyst and tube material complies with the required application meets the intended service condition and complies with the physical requirements.

Literature and background information on the independent third party testing laboratory proposed for testing the physical properties of the installed pipe.

Manufacturer’s certification that lining material is manufactured, sampled, tested and inspected in accordance with ASTM F1216 and F1743. Include the manufacturing date of the lining materials in the certification.
d. Verification of product conformance by third party testing for the chemical resistance and physical testing requirements along with a report of test results.

9. For each diameter and thickness to be installed on the project, provide volume of resin required per unit length (gal/foot or liters/meter) to fill the volume of air voids in the tube plus the additional allowance for polymerization shrinkage and to meet the finished liner strength requirements.

10. After each impregnation of a tube for an installation, submit a process record that verifies that the resin impregnation yield matches the required quantity for the diameters and thicknesses.

11. Written notification of any crew changes. Notification shall be a minimum of one week prior to date of actual change.

1.05 WARRANTY
A. Contractor shall provide a warranty to be in force and effect for a period of one year from the date of written final acceptance. The warranty shall require the repair or replacement of the liner due to failure resulting from faulty materials or installation as deemed necessary by the Engineer. All required work incidental or required as part of the repair or replacement shall be provided by the Contractor at no additional cost to the City.

PART 2 - PRODUCTS

2.01 GENERAL
A. Materials provided and process variables used in the CIPP installation process are the responsibility of the Contractor.

B. Materials, installation procedures and the final product shall equal or exceed the requirements of ASTM F1216, ASTM F1216 Appendix X1, and F1743, as applicable.

2.02 COMPONENT PROPERTIES
A. Liner Tube: One or more layers of flexible needle felt or an equivalent woven and/or non-woven material capable of carrying a non-styrene resin, withstanding installation SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 276
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-92
pressures and curing temperatures, compatible with the resin system used, and having markings to determine elongated length during liner installation.

B. Resin:

1. 2.

3. Compatibility with Application: Liquid thermosetting resin that is compatible with the CIPP rehabilitation process used and designed for a wastewater environment.

Type: Non-styrene vinyl ester or epoxy meeting the service conditions specified for the tube system and the applicable sections of ASTM F1216 and F1743.

Resin Characteristics: Sufficiently thixotropic to obtain non-draining characteristics when impregnated into the fiber fabric.

C. Catalyst: Compatible with the resin and other materials to be utilized in the rehabilitation process. Select quantity and type of catalyst based on the curing conditions and recommendations of the resin manufacturer.

2.03 FINISHED AND CURED LINER PROPERTIES
A. Design Parameters - The liner material and thickness shall be calculated and designed for use in gravity sanitary sewers and must be in strict conformance with all applicable sections of ASTM F1216, ASTM F1216 Appendix X1, F1743 and D5813.

B. The design shall be based on the following pipe conditions, service requirements and physical conditions:

1. Deterioration design parameter: Fully deteriorated host pipe based on the definitions contained in ASTM F1216..

2. Assume groundwater is at ground surface.

All pipes subject to soil load of 130 lb/cu.ft. and H-20 live load.

Ovality of host pipe is no greater than 2 percent.

Factor of safety (N) is 2.

3. 4.

5. 6.

7. Modulus of passive soil reaction is 1,000 psi.

External Buckling Design - Acceptable third-party testing and verification of the design analysis techniques (ASTM F1216, Appendix X1).

8. A minimum service life of 50 years.

C. The liner shall be homogeneous throughout, white, uniform in color, free of cracks, holes, foreign materials, blisters, or deleterious faults. The physical properties of the cured liner shall meet the minimum chemical resistance requirements of ASTM F1216 SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 277
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-93
and F1743 and shall conform to the minimum structural standards listed in the following table:

Minimum Value
Structural Property ASTM
Standard
Non-styrene
Vinyl ester or
Epoxy Resin
Wall Thickness As calculated
Flexural Strength
D2122
D790 5,000 psi
Flexural Mod. of Elasticity (short-term) D790 300,000 psi Flexural Mod. Of Elasticity (long-term) D790 150,000 psi D. Liner Tube Sizing:

1. 2.

Outside diameter of the liner tube being inserted shall be properly sized to allow for expansion so that the CIPP liner can fit tightly against the host pipe.

Shall be properly sized to the length to be rehabilitated and be able to stretch to fit irregular pipe sections and negotiate bends and curves with the minimum tube length necessary to effectively span the designated run between manholes, unless otherwise specified.

3. 4.

Contractor shall verify the lengths of the pipelines to be rehabilitated in the field prior to impregnation of the tube with resin, to ensure that the tube will have sufficient length to extend the entire length of the run.

Contractor shall measure the inside diameter of the existing pipelines in the field so that the liner can be installed in a tight-fitted condition.

2.04. SEALING AT MANHOLES:

Liner ends shall be permanently sealed to the rehabilitated pipeline to prevent any infiltration between the CIPP and the host pipe.

Ends shall be sealed with a resin mixture that is recommended by the liner manufacturer.

Sealing shall be compatible with the liner/resin system, provide a watertight seal and be approved by the Engineer prior to start of construction. Hydraulic cements and quick-set cement products are not acceptable. Acceptable materials shall be an approved epoxy type product that will bond, not crack, dry up, slough off, or shrink in time, and provide a good transition in the manholes.

SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 278
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-94
PART 3 – EXECUTION

3.01 LINER PIPE STORAGE AND HANDLING
A.

Liner pipes shall be properly stored and handled to prevent damage in accordance with the manufacturer’s recommendations and as approved by the Engineer.

Damage includes, but is not limited to, gouging, abrasion, flattening, cutting, puncturing, or ultra-violet (UV) degradation.

All damaged materials and pipe rejected by the Engineer shall be promptly removed from the project site at no additional cost to the City and disposed of in accordance with current applicable regulations.

3.02 PREPARATORY WORK
A.

Provide temporary sewage flow control of the sanitary mains in accordance with Section 02145, Sewer Flow Control.

Thoroughly clean the host pipe in accordance with Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System.

Diameter and Length Verification: Verify internal diameter and length of existing sewer pipe prior to sizing and ordering liner.

Preliminary CCTV Inspection of Sewer Lines: Perform internal CCTV inspection after cleaning of the sewer lines to document the condition of the host pipe, identify and locate any active service laterals, and verify the lines were cleaned in accordance with Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System and the liner manufacturer’s requirements.

E. Point Repairs: Prior to wet-out contractor shall determine if point repairs are required for proper installation of liner as required by lining manufacturer. It shall be the Contractor’s responsibility to remove all debris, repair protruding laterals and control moderate infiltration at no additional cost to the City. Written notification shall be provided to the Engineer a minimum of three days prior to all repairs that require excavation, such as collapsed pipe, or specialized equipment to stop heavy infiltration.

The Engineer will provide written approval prior to all work that requires excavation or specialty equipment.

3.03 WET-OUT PROCEDURE
A. Contractor shall utilize the resin and catalyst in sufficient quantities to ensure complete impregnation of the liner and provide the properties specified in this Specification.

B. The liner tube shall be fully impregnated with resin by vacuum or other means prior to installation. The resin and catalyst systems that are compatible with the requirements of the method shall be used. The quantity of resin used for tube impregnation shall be sufficient to fill the volume of air voids in the tube with additional allowance for polymerization shrinkage and the loss of resin through cracks and irregularities in the original pipe wall. Unless otherwise specified to provide for excess resin migration, the SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 279
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-95
gap thickness of wet out equipment shall be sized to allow an excess of 5 to 10 percent resin to pass during impregnation.

C. If resin impregnation/wet-out is to take place off-site, provide the Engineer with 48 hours’ notice for each scheduled wet-out. The Engineer reserves the right to check, verify, or inspect all phases of production and testing of materials, from manufacturing, shipping, wet-out, installation, and cure, to finished product.

3.04 FINAL CLEANING AND INSPECTIONS
A. The existing host pipe shall be cleaned again after sewage has been bypassed and just prior to insertion of the liner.

B. A maximum of one hour may elapse between this final cleaning pass and the insertion of the liner.

After the cleaning is complete, a final camera pass shall be made to verify the cleanliness of the line.

Bypass pumping: in accordance with Section 02145, Sewer Flow Control, and shall exclude any sewage or other flow from entering the line during the inspection.

Pipe invert shall be cleared of any standing water and shall be continuously visible during the inspection.

Prior to insertion of the liner, the sewer main must be accepted as ‘clean’ as defined in Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System, by the Engineer.

G. This final inspection does not need to be videotaped but the Engineer must be present in the TV truck during the inspection to verify the cleanliness of the line.

3.05 LINER INSTALLATION
A.

Install the liner tube through the existing manholes in accordance with the manufacturer’s recommendations and procedures. Protect manholes to withstand forces generated by equipment, water, or air pressures used while installing the liner tube.

Transport the impregnated liner tube to the site and store in such a manner that it will not be damaged, exposed to heat and/or direct sunlight, or result in any public safety hazard. Materials shall be subject to inspection and review prior to installation. The impregnated liner tube must be installed prior to exceeding the resin pot life or within two weeks whichever is less.

C. The installed pipe liner shall be in strict accordance with the liner manufacturer’s instructions and recommendations. The liner shall be inserted through an existing manhole or other access approved by the Engineer, by means of the installation process and the application of hydrostatic head, compressed air, or other means sufficient to SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 280
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-96
fully expand and extend the liner to the next designated manhole or termination point.

The liner shall be installed at a rate not to exceed that needed to remove water from the sewer during installation process.

D. Contractor shall abide by all requirements specified in Special Provisions Section 15 for water acquisition requirements.

3.06 CURING
A. The Contractor shall abide by all discharge requirements as specified in General Provisions Section 9.12 (a) and (i) and as required to meet the pollutant limits as required.

B. Heating Source and Distribution Equipment:

1. 2.

After liner placement is completed.

A suitable heat source and distribution equipment shall be provided to distribute or recirculate hot water or stream throughout the pipe.

3. The equipment shall be capable of delivering hot water or other heating methods throughout the section to uniformly raise the temperature above the temperature required to cure the resin.

4. 5.

This temperature shall be determined by the manufacturer based upon the resin/catalyst system employed.

The curing of the CIPP must take into account the existing pipe material, the resin system, and ground conditions (temperature, moisture level, and thermal conductivity of the soil).

6. 7.

The heat source piping shall be fitted with suitable monitors to gauge the temperature of the incoming and outgoing water, steam, or air supply.

Another such gauge shall be placed between the impregnated tube and the pipe invert at a minimum of five feet from the termination to determine the temperature during cure.

8. Water temperature during the cure period shall meet the requirements of the resin manufacturer as measured at the heat source inflow and outflow return lines.

9. Provide standby equipment to maintain supply of the heat source.

10. Pipelines that connect the liner to the heat source shall be leak-free and no cure water is allowed to spill to the ground surface. Contractor shall take full responsibility for all required actions to prevent, contain and remediate, and pay all costs including fees and fines for any spilled or leaked cure water at no additional cost to the owner.

SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 281
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-97
C. Cure Period:

1. Shall be of duration recommended by the resin manufacturer during which time the recirculation of the water to maintain the temperature continuously takes place.

2. 3.

The initiation temperature for cure shall be as recommended by the resin manufacturer.

Temperature monitoring devices shall be installed at all exposed portions of the pipe (beginning and end of run) for each inversion or run of installed liner pipe between the host pipe and the CIPP liner.

3.07 COOL DOWN
A. After the tube is cured, allow a cool-down period prior to opening the downstream plug and returning normal flow back into the system.

B. The CIPP shall be cooled to a temperature below 90 degrees Fahrenheit, or to a temperature as required by the Engineer or as specified on the discharge permit and held for one (1) hour before relieving the head in the inversion pipe.

C. Cool-down may be accomplished by the introduction of cool water into the CIPP. Care shall be taken in the release of the static head so that a vacuum will not develop that could damage the newly installed liner.

Abide by all requirements of any discharge permit for discharging any water from the cool-down process.

Cure and cool down water shall be contained and shall not be allowed to leak on the ground surface or be discharged to the storm drain system.

3.08 SAMPLING AND LABORATORY TESTING
A. The physical properties of the installed CIPP:

1. 2.

Shall be verified through field sampling and laboratory testing.

Materials testing shall be performed at the Contractor’s expense and by an independent third-party laboratory recommended by the manufacturer and preapproved by the Engineer.

3. 4.

Testing shall be in accordance with applicable ASTM test methods to confirm compliance with the requirements for minimum wall thickness, flexural strength, and short-term flexural modulus of elasticity.

Physical properties shall meet those specified in Article 2.03 of this technical specification section or those used in design whichever is more stringent.

B. Testing short term properties of the CIPP liner material from the actual installed liner:

SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 282
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-98

1. Certified results,

2. Tests shall be conducted at a minimum of one location per pipe size for each alignment, or

3. Per each 1,000 linear feet of installed liner per each alignment (there is only one diameter in heat alignment),

4. 5.

At a downstream manhole.

Sample:
a. Cut from a section of cured CIPP that has been inverted through a like diameter pipe which has been held in place by a suitable heat sink, such as sandbags.
b. The sample cannot be fabricated from material taken from the tube and the resin system used and cured in a clamped mold placed in the downtube.

If required by the Engineer, remove a sample from each pipe to be used to check the liner thickness, by core drilling 2-inch diameter test plugs at locations specified by the Engineer.

The laboratory results shall identify the test sample location as referenced to the nearest manhole and station. Final payment for the project shall be withheld pending receipt and approval of the test results. If properties tested do not meet minimum requirements, the CIPP shall be removed and replaced at no additional cost to the City.

3.09 FINISHED PIPE LINER
A. Finished Liner:

1. Shall be a felt layer impregnated with a thermosetting non-styrene resin to fit tightly against the existing inside pipe wall.

2. Shall be fabricated from materials that, when cured, shall be chemically resistant to withstand internal exposure to sewage gases containing quantities of hydrogen sulfide, carbon monoxide, methane, petroleum hydrocarbons, moisture saturation, and dilute sulfuric acid.

3. 4.

Shall be continuous over the length of pipe rehabilitated.

Shall be free from dry spots, delamination, lifts, fins and the like as identified by the Engineer. Contractor shall remove and replace the CIPP full circumference, from manhole to manhole or as directed by the Engineer if these conditions are present.

B. Interior Surface:

SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 283
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-99

1. No wrinkles exceeding the tolerances found in Table 1-Liner Repair Guidelines.

2. Interior surface liner within 10 feet of manholes shall be wrinkle free. All wrinkles within this limit shall be properly removed to allow proper installation of flow restricting plugs.

3. Wrinkles in the finished lined pipe which:
a.
b.

Cause a backwater greater than one (1) inch in depth,
Reduce the hydraulic capacity of the pipeline as determined by the Engineer,
c. Cause a maintenance problem or inconvenience as determined by the Engineer,
d.
e.

Cause debris and solids to hang-up and accumulate, or
Reduce the structural stability of the pipe are unacceptable and shall be removed or repaired by the Contractor in a method that is approved by the Engineer at no additional cost to the City.

5. If wrinkles are detected in the installed liner, the Contractor shall provide photographs and dimensions of the wrinkle including height and direction.

Liner terminations at manhole or rodding inlets:

1. 2.

3. The beginning and end of the CIPP shall be cut flush at the inlet and outlet points in the manhole.

The ends shall be permanently sealed to the rehabilitated pipeline to prevent any infiltration between the CIPP and the host pipe.

Sealing shall be performed at no additional cost to the City.

Defective Liner Assessment and Repair Guidelines:

1. All liners that do not meet the quality specified above shall be assessed by the Engineer based on the guidelines shown in Table 1; Engineer’s assessment and remedy shall be final. All repairs shall be performed by the Contractor at no additional cost.

2. All repairs shall meet the original specifications for finished liner.

Table 1. Liner Repair Guidelines
Defect Tolerance
Repair if exceeding 5% of
nominal diameter of host
pipe
Wrinkles, Fins, or Folds
along top of pipe (from 9 to
3 clock position)
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 284
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-100
Wrinkles, Fins, or Folds Repair if exceeding 3% of
along bottom of pipe (from 3 nominal diameter of host
to 9 clock position) pipe
Bubbles, Blisters, Dimples,
Lumps, Lifts, or Foreign
Inclusions. Measurements
shall be based on average
circular diameter of liner.

Cracked, Delaminated, Dry
Spots, Burst, Collapsed, or
Unraveled
Repair if exceeding 5% of
nominal diameter of host
pipe
Repair all
(1) It is the intent for the liner installation and all repairs to provide a circular liner that adheres firmly to the host pipe.
(2) All other quality requirements specified elsewhere still apply.

E. Service Lateral Reinstatements
The Contractor shall be responsible for identifying and reconnecting the laterals to the lined pipe. Reinstatement of laterals as identified by CCTV, whether or not shown on the plans, shall be completed by an internal reinstatement by using a pivot-head CCTV camera and a remote cutting tool to locate the lateral from the inside of the lined pipe and cutting a hole matching the lateral diameter. The Contractor shall provide a nearly full-diameter hole, free from burns or projections by brushing the lateral connection area to provide a smooth and crack-free edge. The hole shall be 95% minimum and 100% maximum of the original lateral connection. Laterals shall be reconnected after the main has been tested.

3.10 QUALITY CONTROL
A.

The Contractor shall clean and perform a closed-circuit television inspection after installation of the CIPP liner.

Prior to reconnection of all connected service laterals perform an exfiltration test on the liner. If liner requires repair, exfiltration test shall be performed after repair is complete.

C. Exfiltration test:

1. Plug the downstream end of the lined pipe segment and install a standpipe to the lined pipe's upstream end using appropriately sized 90-degree elbow fittings, plastic standpipe and flexible watertight couplings.

2. 3.

4. Contractor shall remove all air from line to be tested.

The standpipe shall be temporarily secured within the manhole.

Contractor shall perform exfiltration test as specified in ASTM F1216.

SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 285
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-101

5. The allowable water exfiltration shall not exceed the limits stated in ASTM F1216 for the pipe to be accepted as watertight.

6. If the lined pipe segment does not meet the requirements of the exfiltration test, repair or replace and retest the lined pipe segment so that it meets the requirements at no additional cost to the City.

3.11 REBUILD MANHOLE SECTIONS REMOVED FOR LINER INSTALLATION A. Contractor shall replace any manhole frame and cover and/or cone section removed for liner installation with new materials per manhole details in the Contract Documents. **END OF SECTION**
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD

9.f
April 28, 2025 Packet Pg. 286
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-102
SECTION 02642

PIPE BURSTING
PART 1 - GENERAL

1.01 SUMMARY
A. The Contractor shall furnish all equipment necessary to install new high-density polyethylene (HDPE) pipe where sewers are identified for replacement by proven Pipe Bursting methods, complete in place, all in accordance with the requirements of the Contract Documents.

B. Related Sections

1. 2.

3. 4.

SECTION 01720, SEWER OUTAGE NOTIFICATIONS
SECTION 02145, SEWAGE FLOW CONTROL
SECTION 02200, EARTHWORK
SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

5. 6.

SECTION 02736, CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION

OF SANITARY SEWER SYSTEM
SECTION 02739, BUILDING SEWER (LATERAL) CONSTRUCTION

AND REINSTATEMENT

7. 8.

SECTION 15050, GENERAL PIPING
SECTION 15066, DR 17 HIGH-DENSITY POLYETHYLENE (HDPE) PIPE

1.02 REFERENCES
Commercial Standards:

ASTM 1248 Polyethylene Plastics Molding and Extrusion Materials ASTM D1928 Preparation of Compression Molded Polyethylene Test Samples ASTM D2837 Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials ASTM D2321 Underground Installation of Thermoplastic Flexible Sewer Pipe ASTM D1599 Test for Short Term Rupture Strength of Plastic Pipe, Tubing and Fittings
F. ASTM F585 Insertion of Flexible Polyethylene Pipe in Existing Sewers G. AWS D1.1: AWS Standard Qualification Procedure

1.03 CONTRACTOR SUBMITTALS
A. Within ten (10) days of Notice to Proceed and at least 14 days prior to pipe bursting, submit instructions and details of all pipes, joints, fittings, metallic pipeline marking tape, and appurtenances to be used in the work including the following:

1. Detailed layouts and schematics describing the installation of all piping and SECTION 02642

PIPE BURSTING

9.f
April 28, 2025 Packet Pg. 287
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-103
fittings. The Contractor shall include site maps indicating all locations where butt-fusion welding work will occur, lay-down areas, pipe storage areas, insertion pits, and receiving pits. Drawings shall also include the locations and dimensions (width and length) of the insertion and/or receiving pits for pipe insertion and equipment removal.

2. 3.

4. Company pipe bursting experience and the qualifications of the foreman who shall be responsible for the pipe bursting work supporting the experience requirements in accordance with Section 1.04 below.

Winch system: Product information such as catalog sheets, specifications, dimensioned drawings, pulling capacity (in tons), installation details/sketches and other pertinent information for the proposed installation work.

Fusion machine: Product information such as catalog sheets, specifications, welding procedures, data logger and a sample of the recorded welding sequence.

5. 6.

Mole: Type of bursting head used for the project including main lines and laterals.

Lubrication: Bentonite and/or polymer lubrication if needed to reduce the frictional force.

B. The Contractor shall verify with the pipe manufacturer all procedures applied for fusion welding.

1.04 CONTRACTOR QUALIFICATIONS AND QUALITY ASSURANCE
A. Pipe Bursting Contractor and Personnel Qualifications:

1. 2.

The Contractor shall submit written certification from the pipe bursting system provider that the general contractor is a fully-trained and/or licensed user of the corresponding system. Operation of the system shall be performed by trained personnel.

Minimum experience of 100,000 linear feet with pipe bursting existing gravity sewer pipe and replacing with HDPE pipe within the last three years in similar soils.

3. 4.

Pipe bursting replacement experience with upsizing of at least 50,000 linear feet.

The foreman in the field shall have a minimum of two years’ experience in pipe bursting work and shall have worked on at least three projects using the same equipment required for this project. No substitution of personnel will be allowed without the written acceptance of the Engineer.

Fusion joining and other procedures necessary for correct assembly of the polyethylene pipe will be done only by personnel trained in those skills to the satisfaction of the Engineer and the pipe supplier.

Only those tools designed for the aforementioned procedures and approved by the pipe supplier and the Engineer shall be used for assembly of pipe and fittings to ensure proper installation.

SECTION 02642

PIPE BURSTING

9.f
April 28, 2025 Packet Pg. 288
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-104
D. The Contractor shall perform routine inspection and maintenance of the equipment furnished under this project as recommended by the manufacturer to minimize installation failures.

PART 2 - PRODUCTS

2.01 PIPING
A. The Contractor shall supply equipment specifically designed for pipe bursting using HDPE, in accordance with Section 15066, DR 17 High-Density Polyethylene Pipe.

B. Handling and Storage: The Contractor shall exercise special care during the unloading, handling, and storage of all polyethylene pipe to ensure that the pipe is not cut, gouged, scored or otherwise damaged. Any pipe that has cuts in the pipe wall exceeding 5 percent of the wall thickness shall not be used and shall be removed from the site and replaced at the Contractor's cost. The pipe shall be stored so that it is not deformed axially or circumferentially.

2.02 EQUIPMENT
Only proven techniques and equipment shall be allowed, or as approved by the Engineer. The pulling ability of the system shall be suitable for the pipe bursting required. This includes pipe bursting the existing sewer lengths to the new pipe diameter. The winch system shall have load controls to ensure the equipment is not overstressed due to a blockage.

PART 3 - EXECUTION

3.01 GENERAL REQUIREMENTS
A.

The Contractor shall not exceed approved insertion rate or force at any time.

The Contractor shall monitor for surface heaving and is solely responsible for the costs for repairing any utility or surface damage caused by heaving.

Pipe Damage: All pipe damaged before, during or after installation shall not be used and shall be removed from the site by the Contractor and replaced at his cost to the satisfaction of the Engineer. The Contractor shall inspect the pipe prior to installation to ensure that there is no damaged pipe.

The Contractor shall excavate all building sewer (lateral) connections to the existing main line (by segment) prior to pipe bursting and trench plate over the excavation to expedite reconnection of the building sewer (lateral) following HDPE main line installation.

The Contractor shall disconnect all existing building sewer (laterals) from the existing main line prior to pipe bursting to minimize building sewer damage.

All utilities crossing within (3) feet (radially) of the pipe burst shall be exposed prior to the start of pipe bursting operations. Utilities damaged by pipe bursting shall be repaired at the expense of the Contractor.

G. Existing pipe may be bedded and backfilled in gravel. Contractor should calculate pull forces based upon this condition assumption as well as consideration of pipe length.

SECTION 02642

PIPE BURSTING

9.f
April 28, 2025 Packet Pg. 289
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-105
H. Pipe bursting existing pipe and replacing with new pipe shall cause no more than a maximum of one-half inch (1/2”) heave from the existing pavement surface. The Contractor shall employ all necessary procedures to prevent damage to the pavement surface because of heave (ex: surcharging or running a heavy equipment on top of the pipe bursting head while replacing the existing line, digging out the material between the existing pipe and utility lines, etc.). Any damage done to the pavement due to pipe bursting shall be repaired by the Contractor at no additional cost to the Owner.

3.02 INSTALLATION OF PIPE
A.

After the sewage diversion/bypass is in effect and prior to pipe bursting, the Contractor shall flush and clean all parts of the system by removing all accumulated debris, rocks, gravel, sand, silt, roots, and other foreign material from the pipe per the Contract Documents.

Televise the mains for abnormality that could prevent pipe bursting construction and to determine the locations of the laterals that are in service. If any abnormality that could prevent the pipe bursting operation is found, the Contractor shall inform the Engineer immediately for direction.

Prior to pipe installation, Contractor shall determine if point repairs are required for proper installation of pipe. Separate payment for this work, in conformance with the Point Repair bid item, will be made and it is not considered incidental to the pipe bursting process.

For point repairs installed after sewer cleaning and televising has occurred, the Contractor shall conduct a follow-up CCTV inspection prior to pipe bursting.

Existing Liner (if applicable): If the existing pipe segment contains a liner, the Contractor shall remove the liner prior to pipe bursting and any concrete encountered over the pipe where the liner had been inserted.

F. Pipe Insertion: The upsizing process shall be guided by a constant tension system. The upsizing method shall not cause excessive disruption to the above ground terrain or improvements except at the insertion and receiving pits.

G. Receiving Pit (Pulling): When pulling from a manhole, the Contractor shall remove all concrete and or pipe necessary to allow for the bursting head and pipe to enter the manhole with minor disruption to the desired position. Field joints at the manhole base shall be avoided or as approved by the Engineer. In the case when the pulling pit is outside a manhole, the Contractor shall provide suitable supports to the excavation to withstand the force required to move the pipe being inserted. The Contractor shall maintain a stable trench during the entire pulling process.

H. Insertion Pit: The sloped excavation down to the springline of the existing sewer shall have an entry length of 2.5 x D, where D is the depth to the pipe invert. The length of the spring line horizontal excavation shall be at least 12 x d, where d is the diameter of the HDPE pipe being inserted.

SECTION 02642

PIPE BURSTING

9.f
April 28, 2025 Packet Pg. 290
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-106
Sample of Insertion Pit Configuration for Pipe Bursting Installation (Source: IPBA, Guideline for Pipe Bursting, 2012)
I. Intermediate Pits or Setup: The Contractor shall minimize the length of the pipe bursting tool or shall utilize intermediate pits or setups for pipe runs with curves whose radius is less than 250 feet.

J. Intermediate Excavation: The Contractor shall minimize the length of the pipe bursting tool or shall excavate at angle points or manufactured bends greater than five degrees or grade changes greater than 9% to assist pipe bursting tool.

K. Termination: The pulling operation will tend to stretch the pipe; excessive stretching of 1.5 percent or more will not be allowed. On reaching the exit point, the pipe shall be pulled beyond this point to compensate for the stretching. A 12-hour minimum relaxation period is required before the sewer is cut to length, attached to manholes or structures, and before laterals can be attached to the new sewer. The Contractor shall provide bypass pumping during construction and the relaxation period.

L. The Contractor shall anchor the pipe to concrete structures or manholes after the pipe has been installed along the length of sewer main replaced. The Contractor shall use a pipe-to-manhole connector per Section 15066, DR 17 HDPE Pipe to connect pipe to the structure/manhole.

M. Only fusion joining equipment designed for this purpose and approved by the pipe manufacturer or supplier and the Engineer shall be used for assembly of pipe fittings to ensure proper installation. The heater plate shall be equipped with accurate temperature gages to measure the temperature of the plate surfaces and to assure uniform heating such as thermometers or pyrometers. Fusion joining and other procedures necessary for correct assembly of the polyethylene pipe shall be done only by personnel trained in those skills to the satisfaction of the Engineer and the pipe supplier.

Sections of polyethylene pipe shall be joined into continuous lengths on the job site above ground. The joining method shall be the butt fusion method and shall be performed in strict accordance with the pipe manufacturer’s recommendations.

Fusion equipment used in the joining procedure shall be capable of meeting all conditions recommended by the pipe manufacturer, including but not limited to, fusion temperature, alignment, and fusion pressure. Electrofusion may be used for field closures as necessary.

A fire-retardant bag or suitable enclosure shall be used with the heater plate to facilitate control of the heating process and to protect the heater plate surfaces from dirt and other debris when not in use. The heater plate surfaces shall be cleaned SECTION 02642

PIPE BURSTING

9.f
April 28, 2025 Packet Pg. 291
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-107
regularly as needed to prevent accumulation of fusion welding residues or other substances that may result in faulty pipe joining.

P. Butt fusion shall conform to ASTM D2657 and pipe manufacturer’s criteria for the type of joining. Joint strength shall be equal to that of the adjacent pipe.

Q. The inside and outside of pipe ends shall be cleaned with a cotton or non-synthetic cloth to remove dirt, water, grease, and other foreign materials. The pipe ends shall be cut square and carefully aligned just prior to heating.

After achieving the proper melt pattern, the pipe ends shall be brought together in a firm, rapid motion applying sufficient pressure to form a pipe bead (1/8-inch to 3/16-inch in height) around and inside the entire circumference of the pipe.

The inside weld bead shall be removed by cutting the bead away without scoring the inside wall of the pipe. The Contractor shall submit to the Engineer, for review as part of the submittal requirements, a debeading process for use in removing the internal bead for the newly joined HDPE pipe sections.

3.03 INSPECTION
Testing and inspection shall be in accordance with the requirements of Section 02735, Sanitary Sewer System Testing.
**END OF SECTION**
SECTION 02642

PIPE BURSTING

9.f
April 28, 2025 Packet Pg. 292
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-108
SECTION 02643

PIPE REAMING
PART 1 – GENERAL

1.01 DESCRIPTION
A. This specification defines the method and material for replacing existing sanitary sewer main by pipe reaming methods. Pipe reaming is a proprietary trenchless replacement method accomplished using HDD equipment and specialized tooling.

Pipe installation shall consist of furnishing all labor, equipment and materials for a complete and gravity operational pipeline in accordance with the Contract Documents.

The Contractor has the option, if deemed feasible, to pipe burst sanitary sewer mains in accordance with Section 02642, upon written acceptance of the Engineer.

The Contractor shall be responsible for paying any and all royalty fees associated with the pipe reaming technology. The Contractor shall comply with all legal obligations and fees for the use of this technology.

B. Related Sections

1. 2.

3. SECTION 01560, TEMPORARY CONTROLS
SECTION 02145, SEWAGE FLOW CONTROL
SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

4. SECTION 02736, CLOSED CIRCUIT TELEVISION (CCTV)

INSPECTION OF SANITARY SEWER SYSTEM

5. 6.

7. SECTION 02800, TRAFFIC CONTROL
SECTION 15050, GENERAL PIPING
SECTION 15066, DR 17 HIGH DENSITY POLYETHYLENE (HDPE) PIPE

1.02 DEFINITIONS
A. Reamer
A cutting tool pushed or pulled through the borehole in order to enlarge the hole to a diameter sufficient for installation of the product (carrier) pipe.

SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 293
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-109
B.

Bent Sub
A short threaded piece of pipe with an axial offset or angle used in a pipe string to produce leading edge asymmetry.

Bottom Hole Assembly (BHA)
The combination of bit, downhole motor, subs, survey probe, and nonmagnetic collars assembled at the leading edge of a drill string.

Dimension Ratio (DR)
The ratio of the specified outside diameter to the specified minimum wall thickness that is common for all pipe sizes of specific dimension ratio series.

Drill Pipe
Tubular steel conduit fitted with special threaded ends called tool joints. The drill pipe connects the HDD rig with the bit or reamer and facilitates both pumping drill fluid and advancing or retracting the bit or reamer.

Drill String
The total length of drill pipe in a drill borehole, including bottom hole assembly.

Drilling Fluid/ Mud
A mixture of water, a viscosifier (typically bentonite), and/or polymers that is pumped to the drill bit or reamer to facilitate cutting, to transport drilled spoil, to stabilize the borehole, to cool and clean cutters, and to reduce friction between the product (carrier) pipe and the wall of the hole
F. Entry/ Exit Angle
The angle relative to the horizontal plane at which the drill string enters or exits the ground surface during pilot hole drilling.

Ground Mat
Metal mats rolled out on either side of drill rack for operator and crew to stand on during operation to give grounding protection in case of electrical strike.

Grout
A pumpable mixture, typically composed of water, cement, fine sand, fly ash, bentonite, and/or chemical components which is commonly used to fill voids or annular spaces, strengthen incompetent soil or rock, or prevent the flow of groundwater.

I. Horizontal Directional Drilling (HDD)
SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 294
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-110
A trenchless excavation method accomplished in three phases. The first phase consists of drilling a small diameter pilot hole along a designed directional path. The second phase consists of enlarging the pilot hole to a diameter suitable for installation of the pipe string. The third phase consists of pulling the product pipe into the enlarged hole.

HDD is accomplished using specialized HDD rig with ancillary tools and equipment.

J. Locator
An electronic instrument used to determine the position and strength of electromagnetic signals emitted from a transmitter sonde in the pilot head of a directional drilling system. Sometimes referred to as a walkover system.

Marsh Funnel Viscosity
A measure of the flow rate of a fluid through a calibrated funnel. A Marsh funnel is typically used to measure drilling fluid and slurry viscosity, in seconds per quart (sec/qt) of fluid. The Marsh funnel viscosity of water is 26 seconds per quart..

Obstruction
Any hard object laying completely or partially within the design pathway of the bore and pipeline that prevents further advancement of the drill bit, pre-reamer, reamer, and/or pipe.

Ovality
There are two options: a) the difference between the maximum and mean diameter divided by the mean diameter, and b) the difference of the mean and minimum divided by the mean, at any one cross section of a pipe, generally expressed as a percentage.

Pilot hole
A small diameter hole directionally drilled along a designed path in advance of reaming operations and pipe installation.

Product (carrier) Pipe (ASCE 36-15)
Pipe for conveyance of water, gas, sewage, or other products or services.

Pull- Back
The act of installing a product pipe in a HDD drilled hole by pulling it to the HDD rig from the end hole opposite the rig
Q.

Pull Back Force
The tensile load applied to a drill string during the pull-back process.

Sonde or Transmitter Housing
SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 295
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-111
Integral unit in the directional drill head which also houses the sonde radio sending unit.

Stakedown Plate
A plate staked to the ground to stabilize the forward end of the drill rack.

Sub
A short threaded piece of pipe used in a drill string to perform a special function.

Survey Tools
Download equipment and instruments used to determine the position of a bore in directional drilling.

V. Walkover System
See locator.

W. Wash Pipe
A drill pipe that is run, or rotated, concentrically over a smaller drill pipe so that the small (internal) pipe can be freely moved or rotated.

X. Work Plan
A document including any and all obligations, duties and responsibilities necessary to the successful completion of the project assigned to or undertaken by contractor under the Contract Documents, including all labor, materials, equipment and other incidentals, and the furnishing thereof.

1.03 SUBMITTALS
A.

The Contractor shall not initiate pipe reaming until all submittals are received, reviewed, and accepted by the Engineer.

Submit scaled/dimensional layout drawings that include the planned equipment, equipment setup areas, pipe layout areas, excavations, entry and exit pits, utilities, and drilling fluid containment items. The Contractor shall limit its operations to the areas shown on the Drawings, or as otherwise accepted in writing by the Engineer.

Drill entrance and exit angles shall be as shown on the submitted reaming plan and as approved by the Engineer, unless otherwise approved in writing by the Engineer.

Submit drawing showing configuration of reaming head within existing pipe and with pipe string over existing pipe.

C. The Contractor shall provide a work plan including pipe layout, spoils handling; certifications, shop drawings and samples for all materials specified for use on the project.

SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 296
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-112
D. The Contractor shall submit a detailed schedule with all major construction activities and durations, with beginning and completion dates shown. The schedule shall include:

1. 2.

3. 4.

5. 6.

7. 8.

Rig mobilization and setup
Pilot hole drilling
Method of centralizing reaming tool within existing pipe Layout and thermal butt-fusing of pipe
Pressure testing of pipe prior to pullback
Reaming and pullback of pipe
Pressure testing of pipe after installation
Cleanup and restoration
E.

Work plan shall include a bore plan, if applicable.

Submit detailed descriptions of methods, equipment, and materials to be used for the pipeline installation. Descriptions of materials shall be accompanied by Material Safety Data Sheets (MSDS) and manufacturer’s descriptions and warranties. Descriptions of equipment shall include manufacturer’s specifications, calibrations, appropriate drawings, photographs, and descriptions of any modifications since manufacture.

G. For pipe reaming installations at an invert depth greater than 10 feet, the submittal shall include calculation of the loads and materials stresses imposed by the pipe reaming process during the pipe installation and adequacy of the pipe material and thickness to withstand the stresses without incurring long-term deflection of the pipe cross section, pipe collapse (during or after installation) or exceeding the allowable stresses for the pipe material. Calculations shall be:

1. Signed and sealed by a Professional Civil Engineer registered in the State of California;

2. 3.

4. 5.

6. Clearly identify all parameters used;
State all assumptions made in the calculations;
Identify all sources of information;
All sources of information shall be widely accepted industry standard and Acceptable to the Engineer.

H. The Contractor shall provide Material Safety Data Sheets (MSDS) for all drilling fluid additives used or on site.

Submit examples of the daily logs and records for acceptance by Engineer.

Submit methods and procedures for filling the pipe with fluid during pull back.

SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 297
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-113
K. Submit expected mud and/or drilling fluid weights and viscosity for stabilization of the bore hole.

L. Submit methods for disposal of waste materials resulting from the pipeline construction, including drilling fluids, cuttings, waste oil, fuel, discharge water, etc.

The Contractor shall identify the disposal site and submit a letter from the licensed disposal facility indicating willingness and legal authority to accept the described and anticipated waste products.

M. Submit contingency plans for remediation of potential problems that may be encountered during the drilling operations. The contingency plans shall address the observations that would lead to the discovery of the problem, the methods that would be used to mitigate the problem, and estimated time and cost to mitigate the problem and resume the installation. Potential problems that shall be addressed include:

1. Obstructions encountered.

2. 3.

Inadvertent drilling fluid returns (frac-out).

Loss of circulation.

4. Inability to advance drill stem or pipe.

5. 6.

Drill stem or pipe twisted off or broken off in borehole.

Pipe collapse.

N. Traffic protection equipment for the pipe layout area.

1.04 QUALITY ASSURANCE
A.

The Contractor shall measure and record drilling fluid viscosity and density at least three (3) times per shift with at least two (2) hours between readings, using calibrated Marsh funnel and mud balance. These measurements shall be included in daily logs submitted to the Engineer. The Contractor shall document modifications to the drilling fluids, by noting the types and quantities of drilling fluid additives and the dates and times when introduced. The reason for the addition of drilling fluid additives or other modifications shall be documented and reported.

The drilling fluid pressures shall be monitored at the pump discharge. These measurements shall be made during pilot hole drilling, reaming, and pullback operations. Certificates, dated within six months of use and current throughout use, shall be:

1. 2.

Pressure gauge is accurate to ±0.5 psi.

Volumetric totalizer meter is accurate to ±0.1 cubic feet.

SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 298
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-114

1.05 EXPERIENCE
A. The pipe reaming Contractor shall have three (3) years demonstrated successful experience installing pipelines using horizontal directional boring on at least three (3) projects with similar pipe diameter, pipe material, drive lengths, ground type, and groundwater conditions. The Contractor shall submit evidence of successful experience with pipe reaming including at least (3) projects listed with project name, owner or owner’s representative, location, diameter, total length, maximum drive length, depth, ground and groundwater conditions, drill rig, pipe, and problems encountered and how resolved, any claims and how resolved. Owner or owner’s representative shall be listed with address and telephone number. The Contractor shall demonstrate proof of instruction by the licensor or provide on-site services of the licensor until such time the contractor's competency to perform the work is satisfactory to the Owner and/or Engineer.

B. The pipe reaming Contractor superintendent(s) and directional drilling equipment operator(s) shall each have at least three (3) years’ experience using directional drilling equipment on at least 3 projects with similar diameters, drive lengths, and ground and groundwater conditions. The Contractor shall submit resumes for the superintendent(s) and boring machine operator(s) that will be on site for the duration of the boring process. Personnel experience shall include project names, locations, type and diameter of pipe installed, total length, maximum drive length, depth, ground and groundwater conditions and owner or owner’s representative shall be listed with address and telephone number. The drill rig operator and locator listed in the submittal shall be on site during all construction related activities required for the pipe reaming installation.

C. Contractor’s engineer shall be a Professional Engineer registered in the State of California. Experience shall include design calculations on three (3) pipe reaming projects for at least three (3) years with similar diameters, drive lengths, and ground and groundwater conditions
PART 2 – PRODUCTS

2.01 HIGH DENSITY POLYETHYLENE (HDPE) PIPE
A. Pipe shall be solid wall high density polyethylene (HDPE) pipe in accordance with Section 15066, DR 17 High Density Polyethylene (HDPE) pipe.

2.02 DIRECTIONAL DRILLING EQUIPMENT
A. The Contractor shall provide all equipment, materials, and personnel necessary for SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 299
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-115
completing the installation as shown on the Drawings and specified herein. The equipment and materials shall include but are not limited to:

1. Directional drilling rig with all ancillary equipment, including drill pipes, cutting bits reaming bits, swivels, motors, pumps, hoses, missing equipment, drilling fluid processing equipment (cutting separation equipment), downhole survey equipment, fluid pressure and flow rate monitoring equipment, spare parts, pipe handling equipment, crane, backhoe, roller, side boom tractors, control cabin, control equipment, and office equipment.

2. Drilling fluid and additives. All fluid additives shall be NSF/ANSI 60 certified other than soda ash.

B. The capacity of the directional drilling system used by the Contractor shall be adequate to install the specified pipeline as required in this Section

2.03 WATER
A. Potable water shall be used.

2.04 INSTRUMENTATION AND MONITORING
A. At all times during the pilot bore the Contractor shall provide and maintain an instrumentation and monitoring system that is capable of accurately locating the position of the drill head in the x, y and z, axes within one (1) to two (2) inches, maximum. The Contractor shall provide and maintain equipment that is capable of monitoring and recording drilling fluid pressures, drilling fluid flow rates, and drill pipe thrust, torque, and pullback loads.

1. Drill Head Locator System: Contractor shall monitor and record x, y, and z coordinates of the drill head relative to an established surface survey bench mark. Deviations between the recorded and design bore path shall be calculated and reported on the daily log. If the deviations exceed tolerances specified elsewhere, such occurrences shall be reported immediately to the Engineer.

2. Drill Pipe Thrust and Torque: Drill pipe thrust and torque shall be measured and recorded at least once per drill pipe length or at 30 feet or 30-minute intervals, whichever is most frequent. Loss of circulation or sudden increases in torque or thrust shall be reported to the Engineer immediately. All thrust and torque measurements shall be made during pilot hole drilling, prereaming, reaming, and pullback, and shall be submitted with daily logs.

Instances of thrust, torque, or pullback exceeding allowable limits shall be reported immediately to the Engineer.

2.05 DRILLING FLUIDS
SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 300
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-116
A. Drilling fluid pressures and flow rates shall be continuously monitored and recorded by the Contractor. The drilling fluid pressures shall be monitored per the requirements of this section.

2.06 DRILL RODS/DRILL STEM
A. The Contractor shall provide high quality drill pipes that the Contractor has inspected and determined are adequate for the project requirements. Bent, cracked, or fatigued drill pipes shall not be used. Threads must be in good condition. The lengths of drill pipes should be measured and recorded meeting the requirements of ASTM F714 Polyethylene (PE) Plastic Pipe SDR (17) based on outside diameter, ASTM D1248 and ASTM D3350.

2.07 FRAC OUT SUPPLIES
A. Before drilling is allowed to begin, the Contractor shall procure adequate equipment and supplies to contain hydrofractures. At a minimum the following must be on site.

1. 2.

3. 4.

5. Vacuum truck or tank.
40 Sand Bags (20 filled, 20 empty).
2 Hand Shovels.

Push Broom.

Bucket.

Before drilling is allowed to begin, the Contractor shall construct a 6-inch high berm around the exit area. The berm shall be constructed out of a straw wattles and temporary asphalt. The berm shall enclose an area no smaller than 10 feet wide and 20 feet long.

PART 3 – EXECUTION

3.01 MOBILIZATION
A.

The Contractor shall mobilize all equipment, materials, and personnel necessary to construct the HDPE pipeline using the pipe reaming process at the locations shown in the Drawings.

Entry Area: The Contractor shall set up temporary workspace in the areas approved by the Engineer. Appropriate precautions and measures shall be employed by the Contractor to prevent erosion, surface drainage, and spillage of drilling fluids or other materials that could adversely impact the environmental quality of the site. Hay bales or other suitable materials shall be used to line the work area to minimize erosion and contain any spillage or runoff.

SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 301
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-117
C. Exit Area: The exit area shall have a drilling fluid pit for containing drilling fluids and cuttings. Suitable materials combined with temporary asphalt berms shall be used to berm the exit area to minimize drilling fluid runoff.

D. Pipe Layout Area: The Contractor shall indicate the pipe layout area in the engineering submittals. Traffic barricades shall be used to protect traffic and the pipe. A pipe launcher or roller system shall be provided by the Contractor to facilitate pipe pullback.

E. The Contractor shall conduct walkover site inspection recording by Station, noting potential sources of interferences prior to commencing drilling operations.

3.02 GENERAL REQUIREMENTS
A.

The Contractor shall not exceed approved insertion rate or force at any time.

All utilities crossing within (3) feet (radially) of the pipe shall be exposed prior to the start of pipe reaming operations. Utilities damaged by pipe reaming shall be repaired at the expense of the Contractor.

Existing pipe may be bedded and backfilled in gravel. Contractor should calculate pull forces based upon this condition assumption as well as consideration of pipe length.

Only fusion joining equipment designed for this purpose and approved by the pipe manufacturer or supplier and the Engineer shall be used for assembly of pipe fittings to ensure proper installation. The heater plate shall be equipped with accurate temperature gages to measure the temperature of the plate surfaces and to assure uniform heating such as thermometers or pyrometers. Fusion joining and other procedures necessary for correct assembly of the polyethylene pipe shall be done only by personnel trained in those skills to the satisfaction of the Engineer and the pipe supplier.

F. Sections of polyethylene pipe shall be joined into continuous lengths on the job site above ground. The joining method shall be the butt fusion method and shall be performed in strict accordance with the pipe manufacturer’s recommendations.

Threaded or solvent-cement joints and connection are not permitted. Fusion equipment used in the joining procedure shall be capable of meeting all conditions recommended by the pipe manufacturer, including but not limited to, fusion temperature, alignment, and fusion pressure. Electrofusion may be used for field closures as necessary.

G. A fire-retardant bag or suitable enclosure shall be used with the heater plate to facilitate control of the heating process and to protect the heater plate surfaces from dirt and other debris when not in use. The heater plate surfaces shall be cleaned regularly as needed to prevent accumulation of fusion welding residues or other substances that may result in faulty pipe joining.

SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 302
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-118
H. Butt fusion shall conform to ASTM D2657 and pipe manufacturer’s criteria for the type of joining. Joint strength shall be equal to that of the adjacent pipe.

I. The inside and outside of pipe ends shall be cleaned with a cotton or non-synthetic cloth to remove dirt, water, grease, and other foreign materials. The pipe ends shall be cut square and carefully aligned just prior to heating.

J. After achieving the proper melt pattern, the pipe ends shall be brought together in a firm, rapid motion applying sufficient pressure to form a pipe bead (1/8-inch to 3/16-inch in height) around and inside the entire circumference of the pipe.

K. The butt-fused joint shall be in true alignment and shall have uniform rollback beads resulting from the use of proper temperature and pressure. The joint shall be allowed adequate cooling time before removal of pressure. The fused joint shall be watertight and shall have tensile strength equal to that of the pipe. All defective joints shall be cut out and replaced at the expense of the Contractor.

L. The inside weld bead shall be removed by cutting the bead away without scoring the inside wall of the pipe. The Contractor shall submit to the Engineer, for review as part of the submittal requirements, a debeading process for use in removing the internal bead for the newly joined HDPE pipe sections.

3.03 INSTALLATION OF PIPE
A. After the sewage diversion/bypass is in effect and prior to pipe reaming, the Contractor shall flush and clean all parts of the system by removing all accumulated debris, rocks, gravel, sand, silt, and other foreign material from the pipe per the Contract Documents.

B. Televise the mains for abnormality that could prevent pipe reaming construction and to determine the locations of the laterals that are in service. If any abnormality that could prevent the pipe reaming operation is found, the Contractor shall inform the Engineer immediately for direction.

C. Prior to pipe installation, Contractor shall determine if point repairs are required for proper installation of pipe. Separate payment for this work, in conformance with the Point Repair bid item, will be made and it is not considered incidental to the pipe reaming process.

For point repairs installed after sewer cleaning and televising has occurred, the Contractor shall conduct a follow-up PACP CCTV inspection prior to pipe reaming.

Perform test roll of locating equipment on surface to ensure correct readings. Perform test roll at the start of the pipe replacement to ensure accuracy and note discrepancies.

Include here: Record and submit test roll data.

F. The Contractor shall maintain the work area in a manner that shall minimize adverse impacts to private property and on other public use activities. The Contractor shall proceed with work in a safe, orderly manner, while maintaining the work site free of debris and unnecessary equipment and materials.

SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 303
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-119
G. The Contractor shall provide adequate control of surface water drainage and runoff and provide adequate erosion control measures in accordance with Section 01560 Temporary Controls.

H. The Contractor shall control operational pressures, drilling fluid spillage. This includes any spillages or returns at entry and exit locations or at any intermediate point. All inadvertent returns or spills shall be promptly cleaned up. The Contractor shall maintain in site mobile spoil containment and removal equipment during all drilling, reaming, and pullback operations and shall be capable of quickly containing and removing spoils. The Contractor shall immediately notify Engineer of any inadvertent returns or spills and immediately clean up the return or spill. The Contractor shall provide equipment and materials on-site to contain and clean up any drilling fluid returns or frac-outs and shall prevent drilling fluids from entering any creeks or storm drains.

I. The Contractor shall select mixture proportions to ensure borehole stability, reduce drag on the pipe, and completely fill the annular space between the bore and the pipe to control settlement. Management and disposal of drilling fluids shall be the Contractor’s responsibility.

J. Pipe installation sections shall be scheduled to maximize installation lengths and minimize the number of insertion pits required. Insertion pits shall be located over manhole replacement locations, if possible, to minimize surface disturbance.

K. The pilot hole shall follow the design path of the bore shown on the Contract Drawings.

1. Horizontal and Vertical Tolerances
Approximately 50% of diameter maximum or 50% of difference of pipe ID and drill steel OD, one (1) to two (2) inches, maximum.

L. The pilot bore in combination with the existing pipe (host pipe) shall be reamed using equipment and methods submitted by the Contractor. All measurements called for during the pilot boring operation except tracking shall also be made and recorded during the reaming operations and submitted on the daily logs.

M. Pipe Pullback

1. The pipe shall be installed by pulling it into the reamed bore path in a continuous operation, behind a final reaming tool selected by the Contractor.

2. 3.

Pull detection wire along with HDPE pipe.

The pipe shall be isolated from excessive torsional and axial stresses by a swivel device with a pre-established breakaway tensile capacity that is lower than the allowable tensile strength of the pipe.

4. The Contractor shall monitor and repair damaged pipe roller during the pullback operation to avoid damage to the pipe.

SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 304
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-120

5. Contractor shall cease operation if the pipe is damaged and shall repair the pipe using the manufacturer’s recommended procedure before resuming installation.

Pipe shall immediately follow the reamer. The reamer overcut should not exceed the maximum diameter of the replacement product by more than 3 inches.

Termination: The pulling operation will tend to stretch the pipe, excessive stretching of 1.5 percent will not be allowed. On reaching the exit point, the pipe shall be pulled beyond this point to compensate for the stretching. A 12-hour minimum relaxation period is required before the sewer is cut to length, attached to manholes or structures, and before laterals can be attached to the new sewer. The Contractor shall provide bypass pumping during construction and the relaxation period.

P. The Contractor shall anchor the pipe to concrete structures or manholes after the pipe has been installed along the length of sewer main replaced. The Contractor shall use a pipe-to-manhole connector per Section 15066, DR 17 HDPE Pipe to connect pipe to the structure/manhole.

Q. Slurry generated by the installation shall be disposed of in accordance with all applicable local, state and federal regulations.

3.04 SAFETY
A. Combustible materials (fuel, oil, lubricants, etc.) shall be stored in a well-ventilated storage facility as required by law.

B. The Contractor shall procure and maintain all temporary lighting needed for Contractor’s operations, safety, testing, and inspection. Temporary lighting shall be removed after completion of construction.

The Contractor shall erect appropriate barriers, warning lights, and signs, painted with approved colors, warnings, and graphics as required to ensure adequate warning to personnel and the public.

Install an enclosure fence around the work areas. The enclosure fence shall include a lockable gate and should be adequate to prevent entry of animals and people from unauthorized entry.

3.05 ADVANCED NOTICE AND INSPECTIONS
A. The Contractor shall provide at least 2 working days advance written notice to the Engineer of the planned inception of major drilling activities, including pilot hole launch, prereaming, reaming, and pipe pullback. The Contractor shall immediately notify the Engineer, in writing, when any significant problems are encountered or if ground conditions are construed by the Contractor as being materially and significantly different than the conditions presented in the Geotechnical Report and SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 305
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-121
the Contract Documents. All work by the Contractor shall be performed in the presence of the Engineer, unless Engineer grants prior written approval to perform such work in Engineer’s absence.

B. The Contractor shall undertake the following steps prior to commencing drilling operations:

1. 2.

Notify USA at least three (3) working days prior to commencing drilling operations.

Positively locate and stake all existing lines, cables, or other underground facilities including exposing any crossing or parallel facilities which are located within 10 feet of the design drill path.

3. 4.

Modify drilling practices and downhole assemblies to prevent damage to existing facilities.

Pothole utilities as described in the Contract Documents and report any possible conflicts to Engineer.

Contractor shall be responsible for all losses and repairs occasioned by damage to underground facilities resulting from drilling operations.

C. The Contractor shall notify the Engineer immediately in the event that any obstruction is encountered that prevents further advancement of the drill stem, or pullback of the pre-reamer, reamer and/or pipe. The Contractor and Engineer shall investigate the cause and together determine and appropriate response. Appropriate response may include revisions to equipment or methods, retraction and re-drilling of a portion of the bore, or abandonment of the hole. If abandonment is deemed necessary, the Contractor shall recover, to the extent practical, any drill pipe and tools in the bore, and properly abandon the bore, unless otherwise directed in writing by the Engineer.

If the bore is abandoned, the Contractor shall pressure-grout the abandoned bore with a lean cement-sand grout mixture, or approved materials. If the bore is abandoned, the Contractor shall be allowed to begin a second attempt to install the pipeline at an alternate location approved in writing by the Engineer. The Contractor shall take all reasonable actions to complete the installation with minimal delays. The extra costs and payments associated with encountering the obstruction shall be negotiated between the City and Contractor, based on reasonable time and materials.

3.06 DAILY LOGS AND RECORDS
A. Daily logs and records shall be maintained by the Contractor, documenting drilling lengths, location of drill head, drilling fluid pressures and flow rates, drilling fluid losses, inadvertent returns, drilling times required for each pipe joint, any instances of retraction and re-drilling of the pilot bore of segments thereof, and any other relevant observations. These records shall be maintained and updated daily, or more frequently, as directed by the Engineer. The position of the drill head shall be continuously tracked if work deviates from existing pipe alignment. Submit SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 306
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-122
complete, legible, written daily logs and records within one (1) working day of the date to which the records correspond.

3.07 NOTIFICATIONS
A. Submit written notification at least three (3) working days prior and profile of the bore path and the location shown on the plans and specifications herein. Notify the Engineer immediately upon discovery of any deviations.

B. Document any variations between the actual plan and profile of the bore path and the location shown on the plans and specifications herein. Notify the Engineer immediately upon discovery of any deviations.

3.08 REMOVAL OF TEMPORARY FACILITIES
A. At the completion of construction, Contractor shall remove all temporary facilities installed by the Contractor. Unused soil, aggregate, and other materials shall be removed and disposed of at approved sites. Any damage to streets, lawns, common areas, and sidewalks shall be repaired to their original or better conditions at no additional cost to the City.

3.09 INSPECTION AND TESTING
A. Cleaning and Video Inspection
After pipe reaming installation, the pipes shall be cleaned and tested by the Contractor in accordance with the requirements of Section 02735 Sanitary Sewer System Testing and Cleaning.

B. Mandrel Test
Damage to the pipe resulting from excessive pullback, bending, torsional stresses, or external pressure during installation is the responsibility of the Contractor, including costs for replacement and labor and materials. To confirm no damage to the pipe, upon completion of insertion and pull back, the Contractor shall perform a mandrel test.

At least seven (7) days after installation, the completed pipe installed by pipe reaming methods shall be mandrel tested. The total deflection of the installed pipe shall not exceed 7-1/2% of the inside pipe diameter.

The vertical deflection shall be checked by manually pulling a go/no-go deflection testing mandrel through the pipe. The mandrel shall be specifically designed for this purpose, and the Contractor shall submit shop drawings to the Engineer detailing the type of mandrel to be used. The mandrel shall be as manufactured by Armco In., or approved equal, and shall have the specified accuracy in all positions of rotation. If the mandrel cannot pass through the pipe, it shall be considered collapsed and damaged.

The Contractor shall conduct all deflection testing in the presence of the Engineer.

Should any pipe section exceed the maximum deflection specified, the Contractor SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 307
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-123
shall undertake any remedial action as required to relieve the stress on the pipe and restore the cross section.

Following installation, the first four feet of the new carrier pipe shall be cut-off and inspected as to cuts and gouges. All cuts and gouges shall be less than the maximum allowed by the pipe manufacturer.

C. Air Test
The pipe shall be tested with low pressure air in accordance with the requirements of Section 02735 Sanitary Sewer System Testing and Cleaning.

If the pipe fails the air test, the Contractor shall locate the source(s) of the leak and repair the defect(s). The pipe shall then be retested until a satisfactory result is obtained.

Despite any previous testing, any leaks developed before the end of the 1-year guarantee period shall be expeditiously repaired by the contractor at no expense to the town.

3.10 POINT REPAIRS AFTER INSTALLATION
A. TV inspection shall be performed after hydraulic cleaning has been completed and shall conform to the provisions in Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System. Construction deficiencies considered in need of correction prior to acceptance of the work are stated in Section 15050 General Piping.

3.11 AS-BUILT INFORMATION
A.

Submit As-Built bore logs.

Submit an as-built survey of the pilot hole within two (2) work days of completion of the pilot hole.

C. Submit as-built drawings showing plan and profile views of the installed pipeline, correctly referenced to project benchmarks, and major site features. The actual depths and horizontal offset of installed sanitary sewer lines shall be shown on the as-built plans at intervals of 20 feet or less. Final profiles with existing pipe depth and other location information shall be shown on the as-built plans. In addition, all pothole excavation locations and data shall be shown on the as-built plans. **END OF SECTION**
SECTION 02643

PIPE REAMING

9.f
April 28, 2025 Packet Pg. 308
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-124
SECTION 02701

PRECAST CONCRETE STRUCTURES
PART 1 - GENERAL

1.01 SUMMARY
A. The Contractor shall furnish and install all prefabricated manholes, and other structures, complete with grade rings, frames, covers, pipe connections, preformed joint sealant, and cast-in-place bases, and any other necessary appurtenances, in accordance with the requirements of the Contract Documents.

B. Related Sections:

1. 2.

SECTION 02200, EARTHWORK
SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

3. 4.

5. SECTION 03200, CONCRETE REINFORCEMENT
SECTION 03300, CAST-IN-PLACE CONCRETE
SECTION 05541, MANHOLE FRAMES AND COVERS

1.02 REFERENCE
American Society for Testing and Materials (ASTM):

ASTM C150 - Standard Specification for Portland Cement.

ASTM D3212 - Standard Specification for Drain and Sewer Plastic Pipes Using Elastomeric Seals.

C. ASTM C478 – Standard Specification for Precast Reinforced Concrete Manhole Sections.

1.03 SUBMITTAL
Furnish, in accordance with the Contract Documents, complete Shop Drawings for all precast manhole sections, sewer inlets, coatings, and manhole appurtenances for review by the Engineer.

1.04 QUALITY ASSURANCE
After installation, the Contractor shall demonstrate that all manholes, drainage inlets, and other precast concrete structures have been properly installed, level, with tight joints, at the correct elevations and orientations, and that the backfilling has been carried out in accordance with the Contract Documents. All manholes shall be tested in accordance with Section 02735 of the Contract Documents.

SECTION 02701

PRECAST CONCRETE STRUCTURES

9.f
April 28, 2025 Packet Pg. 309
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-125
PART 2 - PRODUCTS

2.01 CONCRETE
A.

Precast concrete sections, channel and base shall be in accordance with ASTM C478.

If applicable, concrete for cast-in-place concrete manhole bases shall be as specified in Section 03300 Cast-In-Place Concrete.

2.02 REINFORCING
A.

Reinforcement for precast concrete shall be accordance with ASTM C478.

If applicable, reinforcement for cast-in-place concrete manhole bases shall be as specified in the Section 03200 Concrete Reinforcement and City Standard Detail No. 11 for Standard Manhole.

2.03 MANHOLE FRAMES AND COVERS
Manhole frames and covers shall be as specified in Section 05541 Manhole Frames and Covers.

2.04 MATERIALS
A. Precast Concrete Sections: Manholes, drainage inlets, and other precast concrete structures, shall be constructed of precast concrete sections and shall conform to ASTM C478 and the Contract Documents.

B. Precast concrete sections shall be manufactured by a process that will produce a dense, homogeneous concrete of first quality. The sections shall be steel reinforced and have a minimum wall thickness of four (4) inches. Cement used in manufacturing the sections shall be Type V, Portland cement, as specified in ASTM C150. Precast concrete sections, cones, and grade rings shall be joined using preformed joint sealant only. Use of mortar will not be allowed.

1. Manhole Manufacturers: Oldcastle Infrastructure, Forterra, or approved equal, Sacramento, California.

2. Preformed Manhole Joint Sealant Material: Ram-Nek, Con-seal CS-102, or approved equal.

Castings: Castings for manhole frames and covers and drainage inlet frames and grates shall conform to Contract Documents.

Concrete Waterproofing Sealant: Concrete waterproofing compound shall be applied to the interior and exterior of the manhole shaft and grade rings prior to backfill. Sealant material shall be Tegaproof, Xypex, Bituminous material, or equal. If bituminous material is used, it will only be allowed for exterior coating. Interior material shall be light color.

E. Corrosion Protection Coating: Manhole shaft and grade rings shall be coated with a 100 percent solids epoxy mortar coating to protect the concrete from corrosion caused by hydrogen sulfide. The coating shall be Hydro-pox 212 and Hydro-pox 251 (primer) as manufactured by Con-Tech of California, (209) 941-8324 or approved equal.

SECTION 02701

PRECAST CONCRETE STRUCTURES

9.f
April 28, 2025 Packet Pg. 310
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-126
F. Pipe-to-manhole connectors for pre-cast bases shall be watertight pipe connections per manufacturer’s recommendation. When additional field connections or corrections are required, connection shall be made using applicable sanded manhole adapters and nonshrink grout as shown on the Contract Documents.

Interior or exterior drop connections shall be as specified in the Contract Drawings.

Manhole base shall be pre-cast or cast-in-place as specified in the Contract Documents.

All manholes with precast concrete bases and channels shall have inverts to match the adjoining pipes. Contractor shall verify existing conditions including inlet and outlet direction and elevations prior to ordering the precast bases.

2.05 DESIGN LOADS
A. Vertical Loads: Design all precast manhole rings and accessories to support an AASHTO H-20 truck loading, in addition to soil weight above sloping ring sections and the dead load of all material supported above.

B. Lateral Loads: Lateral loads shall be as dictated by the following formula or the geotechnical report requirements, whichever are more stringent.

1. Operating: 95 x H (psf) triangular equivalent fluid pressure for dead load plus a live load surcharge from an H-20 truck, including impact.

2. 3.

Seismic: 23 x H2 (psf) uniform pressure distribution.

Where H = depth below finished grade.

PART 3 - EXECUTION

3.01 WORKMANSHIP
A. Manholes shall be sound watertight structures, constructed as shown on the Contract Documents. The type of manhole and its location is to be as shown on the Contract Documents. The manhole shall be constructed to the rim elevations shown on the Contract Documents. In paved areas, the Contractor shall set the manhole rim after backfill and site settlement to match the proposed finish pavement elevation based on pavement restoration and pavement overlay requirements, if applicable.

B. Manhole Protection:

1. Particular care must be taken to protect new and existing manholes from damage and to keep rock, dirt, or debris from entering the sewer.

2. On new manholes, or manholes that have had frame and cover removed, a steel cover of adequate strength, close fitted and well secured, shall be installed over the manhole opening until the frame and cover are permanently installed.

SECTION 02701

PRECAST CONCRETE STRUCTURES

9.f
April 28, 2025 Packet Pg. 311
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-127

3. Ground or surface water shall not be allowed to drain into or be discharged to existing sewers. Temporary watertight plugs shall be installed by the Contractor to affect this protection.

4. Protective measures to prevent construction debris from entering the sewer system, such as “false bottoms” placed in the manhole, shall be installed when construction work is being performed at manholes that are in service.

Manhole Base:

The manhole base shall be pre-cast or cast-in-place as specified in the Contract Documents.

Precast Manhole Shaft:

1. The manhole shaft shall be composed of precast concrete sections in accordance with the Contract Documents and in conformance to the requirements of ASTM C478.

2. 3.

4. The cone section shall be concentric unless eccentric is specified elsewhere or directed by the Engineer and placed as shown on the Contract Documents.

Precast concrete sections shall be set so as to be vertical, with sections in true alignment.

Joints between precast concrete sections shall have a preformed manhole joint sealant installed between the tongue and groove joint to make a watertight joint.

Joint sealant sections shall be overlapped a minimum of 3 inches. The joint of the previously set section shall be covered with sealing compound primer and joint sealant before the next section is placed. After the shaft is in place, the joint shall be trimmed smooth with a sharp tool on the inside of the manhole.

5. 6.

Manhole sections shall be ordered without rungs.

The grade rings installed height shall not exceed 12 inches, and a minimum number of grade rings shall be used.

7. After installation of concrete manholes, the Contractor shall apply concrete waterproofing sealant to the interior and exterior of manhole shafts and grade rings. Surface preparation and application shall be performed as recommended by the coating manufacturer. The Contractor shall allow sufficient time for sealant to cure, prior to backfill, in accordance with the manufacturer’s written instructions.

8. Interior of manhole shaft and grade rings shall be coated with a corrosion protection coating to protect the concrete from corrosion caused by hydrogen sulfide. Surface preparation and application shall be performed as recommended by the coating manufacturer.

E. Manhole Collar:

1. Unless otherwise specified by the Engineer, a concrete collar shall be poured around the frame and shaft so as to securely anchor the frame to the shaft. The SECTION 02701

PRECAST CONCRETE STRUCTURES

9.f
April 28, 2025 Packet Pg. 312
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-128
collar shall extend to the bottom of the lowest grade ring, as shown on the Contract Documents.

2. Concrete shall be poured around the manhole frame and shaft as shown on the Contract Documents.

F. Pipe Connections

1. 2.

3. Connections to manufactured, precast items shall be made with watertight pipe connectors per manufacturer’s recommendation. Connections shall be at the base or wall of pre-cast manholes as shown in the Contract Documents.

When additional field connections or corrections are required, connection shall be made using applicable sanded manhole adapters and non-shrink grout as shown on the Contract Documents.

Interior or exterior drop connections shall be installed as specified in the Contract Drawings.

I. All precast concrete structures shall be installed in strict conformance with the manufacturer’s written instructions, on a well-compacted foundation, as specified in the Contract Documents.

J. Paving around the manhole shall be in accordance with the Contract Documents.

K. Openings in manholes shall be protected from construction loads, debris, and unauthorized entry.

3.02 TESTING
All pre-cast concrete manholes shall be tested in accordance with Section 02735 of the Contract Documents.
**END OF SECTION**
SECTION 02701

PRECAST CONCRETE STRUCTURES

9.f
April 28, 2025 Packet Pg. 313
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-129
SECTION 02735

SANITARY SEWER SYSTEM TESTING AND CLEANING
PART 1 - GENERAL

1.01 SUMMARY
A.

Contractor shall perform all pipeline flushing and testing, complete, for sanitary sewerage system in accordance with the Contract Documents.

Contractor shall be responsible for obtaining, conveying, and properly disposing of water used in the testing operations.

Related Sections

1. 2.

3. SECTION 02736, CCTV INSPECTION OF SANITARY SEWER SYSTEM SECTION 15050, GENERAL PIPING
SECTION 02701 PRECAST CONCRETE STRUCTURES

1.02 REFERENCES
A. City of San Carlos:

Standard Specifications and Details (latest edition)
B. American Society for Testing and Materials (ASTM):

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

C. Uni-Bell PVC Pipe Association:

Recommended Practice for Low-Pressure Air Testing of Installed Sewer Pipe, current Uni-B-6 pamphlet.

1.03 CONTRACTOR SUBMITTALS
A. In accordance with the Contract Documents, a testing plan and schedule shall be submitted in writing to the Engineer for approval a minimum of seventy-two (72) hours before testing is to start.

B. Calibration certifications for test gauges used on this project shall be submitted.

PART 2 - PRODUCTS

2.01 MATERIALS REQUIREMENTS
SECTION 02735

SANITARY SEWER SYSTEM TESTING AND CLEANING

9.f
April 28, 2025 Packet Pg. 314
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-130
A. Furnish compressors, piping, hosing, valves, test gages, test plugs, joint test apparatus, power, stopwatch, and personnel required for conducting the test.

Test gauge shall be 0 to 15 psi with max 0.5 psi increments.

Furnish a valved connection for the City to attach a gauge. The Engineer will witness the test.

Provide temporary valves, bulkheads, plugs, and other pressure-testing equipment materials subject to the Engineer’s review.

No materials shall be used which would be injurious to the public, personnel, adjacent improvements, nor the pipeline structure and future function. Air test gauges shall be laboratory-calibrated test gauges and shall have been recalibrated by a certified laboratory, within three (3) months, prior to the leakage test for this project. Any necessary recalibration for gauges that do not have calibration certificates within three (3) months of leakage testing shall be done at the Contractor’s expense.

PART 3 - EXECUTION

3.01 GENERAL
A. All pipelines shall be cleaned by balling, flushing, and/or other approved methods prior to testing. Debris shall be removed from the downstream manhole until all pipelines are clean.

B. All testing operations shall be performed in the presence of the Engineer.

3.02 TESTING OF PIPING
A. General: All gravity sewer pipes and service laterals shall be tested for exfiltration and or infiltration and deflection, as specified. All manholes shall be tested for leakage, as specified. Manholes shall be tested prior to backfill placement, whereas all pipe shall be backfilled prior to testing. All leakage tests shall be completed and approved prior to placing of permanent resurfacing. When leakage or infiltration exceeds the amount allowed by the Contract Documents, the Contractor at its expense, shall locate the leaks, submit a repair procedure(s) for the Engineer’s review, and make the necessary repairs or replacements in accordance with the Contract Documents to reduce the leakage or infiltration to the specified limits. Any individually detectable leaks shall be repaired, regardless of the results of the tests. Pipe joint leakage repair solely with cement grout will not be permitted.

B. Leakage Tests

1. 2.

The Contractor shall, in the presence of the Engineer, test the water tightness of all main sewer lines in accordance Contract Documents. The test will be made between each adjacent structure.

The Contractor shall use the Air Test as described below. a. When Tested:

SECTION 02735

SANITARY SEWER SYSTEM TESTING AND CLEANING

9.f
April 28, 2025 Packet Pg. 315
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-131
1) The pressure test shall be made after the backfill is satisfactorily compacted.

3. The test, as noted in item 1 or 2, above, is considered the "official test." However, preliminary testing is strongly recommended and may be conducted by the Contractor at any time prior to the "official test." a. AIR TEST REQUIREMENTS: A sudden expulsion of a poorly installed plug during air testing can be dangerous. The Contractor shall meet the following requirements:
1)
2)
3)
The Contractor shall be fully responsible and take all
precautions necessary to ensure the safety of their workers.

All plugs shall be adequately braced to support the full load developed.

No workers shall be allowed in the excavation or manhole while the line is under pressure. The Contractor shall make provisions for reading the pressure at the ground surface and for safely releasing the air pressure without entering the manhole or excavation.
4)
5)
Each section of sewer main shall be tested between successive manholes by plugging and bracing all openings in the sewer lines. If any leaks are found, the air pressure shall be released, the leaks eliminated, and the test procedure started over again.

The final leakage test of the sewer main line shall be
conducted in the presence of the Engineer.

4. Leakage Test Acceptance
a. Where the actual leakage exceeds the allowable, the Contractor shall determine the cause and remedy it before the pipeline is accepted. For the purpose of this subarticle, a section of pipeline is defined as the length of pipe between successive manholes or special structures. b.
c.
d.

The Contractor shall correct any visible leaks in the pipeline or manholes.

The Contractor shall dispose of all water so as not to cause a public nuisance and as acceptable to the Engineer.

If any cleanup activities or fines ensue from a failed leakage test, any associates costs incurred by the City will be deducted from payment to the Contractor.
e. In no case shall the Contractor place the newly constructed sewer in operation without the approval of the Engineer.

3.03 TESTING OF MANHOLES
Vacuum Testing: All new manholes shall be vacuum tested prior to backfill in accordance with ASTM C1244 and these Contract Documents. Vacuum test procedures and requirements shall be as follows:

SECTION 02735

SANITARY SEWER SYSTEM TESTING AND CLEANING

9.f
April 28, 2025 Packet Pg. 316
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-132
A. After completion of the manhole barrels but prior to backfilling and grade ring installation, all openings in the manholes shall be sealed with plugs and a rubber ring "donut" type plug inserted inside the opening of the cone.

B. A small vacuum pump shall be attached to a hose connected to the plug and 10 inches Hg of vacuum applied.

The vacuum is permitted to stabilize for 1 minute; then the test shall begin.

The time shall be measured for the vacuum to drop to 9 inches Hg. The manhole must maintain vacuum such that no greater than 1-inch Hg of vacuum is lost during the specified test period.

E. The specified test period is as follows:

Test Period Based On Manhole Size (seconds)
Manhole Depth 48-inch
Diameter
20 60-inch
Diameter
26 72-inch
diameter
33 (Feet)
Up to 8
10 25 33 41
12 30 39 49
F. The manhole is acceptable if the time for the vacuum reading to drop from 10 inches Hg to 9 inches Hg is greater than the test period. Manholes that fail the test shall be patched as required and retested.

A vacuum regulator shall be provided on the vacuum pump such that no greater than

10.5 inches Hg vacuum can be applied to the manhole during the test.

All manholes that do not meet the leakage test, or are unsatisfactory from visual inspection, shall be repaired to the satisfaction of the Engineer and retested at no additional cost to the Owner.

3.04 NOT USED

3.05 CLEANING
A. After the sewers have satisfactorily passed the tests required in this Section, and before CCTV inspection required in the Contract Documents, the Contractor, in the presence of the Engineer, shall clean each section of the sewer in the following manner after placing a wire screen with a one-quarter of an inch (1/4”) mesh or smaller in the downstream manhole to catch debris and to prevent any debris from being washed into the existing sewer system.

B. Hydraulic Cleaning

1. 2.

All hydraulic cleaning equipment shall be truck mounted. Water jet cleaning equipment shall include a water tank, auxiliary engine, pumps, and hydraulically driven hose reel.

Cleaning shall remove all grit, sludge, rocks, debris, roots, grease accumulations, and obstructions from the sewer. Sewer cleaning method shall be water jetting.

SECTION 02735

SANITARY SEWER SYSTEM TESTING AND CLEANING

9.f
April 28, 2025 Packet Pg. 317
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-133
C. Debris Removal

1. During cleaning operations, the Contractor shall provide a means of catching and removing the dislodged debris conveyed downstream with the sewer flow.

The method chosen shall not allow the transport of debris to downstream sewer reaches.

2. All debris removed from the sewer may be stored until the day's end, whereupon the Contractor shall be responsible for its proper disposal off site.

D. Recleaning
If television inspection indicates that the sewer is not adequately cleaned, the Contractor shall remove all equipment or materials from the sewer and reclean the sewer at no additional expense to the City.

3.06 DISCHARGE OF CLEANING WATER
Water used for cleaning the lines may be discharged to the existing sewer system after screening and removal of solids, and as approved by the Engineer. **END OF SECTION**
SECTION 02735

SANITARY SEWER SYSTEM TESTING AND CLEANING

9.f
April 28, 2025 Packet Pg. 318
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-134
SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF SANITARY SEWER SYSTEM
PART 1 – GENERAL

1.01 SUMMARY
A.

All new sewers, structures, manholes, and new laterals installed as shown in the Contract Documents shall be visually inspected by means of closed-circuit television (CCTV) and video recorded after testing and cleaning activities.

The inspections shall be completed one sewer section at a time. A section may be from one manhole to another or a section may be an individual sewer lateral.

Flows shall be controlled as specified herein while the inspection work is in progress.

Related Sections:

1. SECTION 02641, SANITARY SEWER REHABILITATION USING CIPP METHOD

2. 3.

4. 5.

SECTION 02642, PIPE BURSTING
SECTION 02643, PIPE REAMING
SECTION 02735, SANITARY SEWER SYSTEM TESTING
SECTION 15050, GENERAL PIPING

1.02 REFERENCES
Not Used.

1.03 SUBMITTALS
A. Furnish one color video recording on DVD, with audio, for each section of main sewer and building sewer inspected and prints of all photographs taken during the inspection.

The recording shall show the date the work was performed and the location / street name and City designation of the entry manhole.

The recording shall indicate cumulative footage from the entry manhole, as verified by the camera-mounted transmitter and receiver.

SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF

SANITARY SEWER SYSTEM

9.f
April 28, 2025 Packet Pg. 319
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-135
C. Furnish a report and photos indicating the location of all laterals and connections encountered the location of any breaks, obstructions, offsets, high points, sags or other major defects, and the condition of manholes.

Digital video files shall follow City naming convention:
• Upstream Manhole ID_Downstream Manhole ID-yymmdd-D.mgp Where:
o Upstream/Downstream Manhole ID
o yymmdd = date of inspection
o D = camera direction (D or U)
Example:

A downstream inspection from AH/51 to AH/52 conducted on August 13, 2010 shall be named, AH51_AH52-100813-D.mpg.

D. Pre and post video reports shall include rating for sag severity:
0 = less than 1 inch
1 = 1 inch – 1/4 pipe
2 = 1/4 – 1/2 pipe
3= > 1/2 pipe
E.

All reports shall be neatly typed.

Post construction video reports shall be submitted for review within two weeks after completion of each section.

1.04 SAFETY
Have a documented safety program in place which meets all applicable occupational safety and health standard, rules, regulations and orders established by the State of California.

1.05 EXPERIENCE
A.

The person conducting the CCTV inspection shall have a minimum of five years’ experience in the television inspection of sanitary sewers.

The recordings shall be reviewed by a person having a minimum of five years’ experience in evaluating and repairing problems in sanitary sewers.

SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF

SANITARY SEWER SYSTEM

9.f
April 28, 2025 Packet Pg. 320
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-136
PART 2 – PRODUCTS

2.01 TELEVISION CAMERAS
A.

The television camera used for inspection work shall be color format, specifically designed and constructed for use in sewers. Pan and tilt camera shall pan 275 degrees and rotate 360 degrees for close up viewing.

Lighting and camera quality shall allow a clear, in-focus picture of the entire periphery of the pipe for a minimum distance of six feet.

The camera shall have a 350 line per inch, or greater, resolution.

The camera shall be operative under 100 percent humidity conditions.

Cameras for use in sewers 8-inches in diameter and larger shall be of the “articulating head” type to allow laterals and defects to be viewed directly.

F. To ensure acceptable picture quality under all possible conditions that may be encountered during the inspection, a variable intensity control for lighting, and a remote adjustment for camera focus, shall be provided for the operator.

The camera, television monitor, and other components of the video system shall be capable of producing a color picture of quality adequate to identify major defects and locate laterals accurately.

Laterals shall be inspected via a lateral launch camera. When laterals are inaccessible via a lateral launch camera, the Contractor shall notify the Engineer and utilize a push camera from an existing clean out, if available, or lateral reconnection / proposed cleanout access pits.

I. A push camera with color display shall be available for use at all times during construction to inspect laterals or otherwise inaccessible pipelines.

2.02 CLEANING EQUIPMENT
Cleaning may be accomplished by jetting; however, contractor shall have mechanical cleaning equipment available for use at all times to remove hardened deposits or large objects.

PART 3 - EXECUTION

3.01 REQUIRED FREQUENCY OF CCTV INSPECTION
A. All existing laterals from the sewer to the cleanout/property line prior to start of construction.

B. The existing sewer to be replaced by pipe bursting, pipe reaming or rehabilitated by CIPP as shown on the Contract Documents.

SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF

SANITARY SEWER SYSTEM

9.f
April 28, 2025 Packet Pg. 321
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-137
C. After open cut construction is complete, after final air or leakage testing, cleaning, and after the "subbase" or "base" material portion of the paving is satisfactorily compacted but before pavement is installed.

After pipe burst, pipe ream or CIPP construction is complete and after final air or leakage testing and cleaning.

New laterals shall be inspected as directed by the Engineer except for backyard laterals.

3.02 CLEAN
“Clean” in this specification is defined as the removal of all accumulations including sludge, dirt, sand, rocks, asphalt, concrete, grease, roots and any other items that might be found in the sewer.

3.03 FLOW CONTROL
General:

A. When sewer line depth of flow at the upstream manhole of the section being inspected is above the maximum allowable depth shown under “Allowable Depth of Flow,” the flow shall be reduced by operation of pump stations, temporarily plugging or blocking of the flow, or by pumping and bypassing of the flow.

Allowable Depth of Flow – No flow shall be allowed from the upstream manhole into the sewer being televised.

Plugging or Blocking:

1. A sewer plug shall be inserted into the line upstream of the section being inspected.

2. The plug shall be so designed that all or any portion of the sewage can be released.

3. 4.

During CCTV inspection, flow shall be reduced to the limits specified herein.

After the work has been completed, flow shall be restored to normal.

D. Flow Control Precautions:

1. 2.

When flow in a sewer is plugged, blocked, or bypassed, precautions shall be taken to protect all sewers from damage that might result from sewer surcharging.

Precautions shall also be taken to ensure that flow control operations do not cause flooding or damage to public or private property being served by the sewers involved.

SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF

SANITARY SEWER SYSTEM

9.f
April 28, 2025 Packet Pg. 322
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-138

3.04 INSPECTION PROCEDURES
A.

The camera shall be moved through the line in either direction at a moderate rate, stopping when necessary to permit proper documentation of the condition of the sewer.

In no event will the television camera be pulled at a speed greater than 30 feet per minute.

Manual winches, power winches, TV cable, and power rewinds or other devices that do not obstruct the camera view or interfere with proper documentation of the sewer conditions shall be used to move the camera through the sewer line.

D. When manually operated winches are used to pull the television camera through the line, telephones or other suitable means of communication shall be set up between the two manholes of the section being inspected to ensure good communications between members of the crew.

The importance of accurate distance measurements is emphasized.

Measurement for location of defects shall be made by means of a camera-mounted transmitter and aboveground receiver.

Marking on the cable, which requires interpolation for depth of the manhole, will not be permitted.

To establish criteria for video picture quality to be maintained throughout the project, the Contractor shall furnish a recording of a previous sewer inspection that meets these specifications for quality. This recording shall become the property of the City. It will be used as a standard to judge the acceptability of recordings produced on this project.

The audio portion of the inspection report, recorded at the time of inspection, shall be intelligible in its entirety. The information contained on the audio recording shall include (1) the location of the sewer, (2) the City’s designation for the manholes involved, (3) the direction of travel, (4) a description of conditions in the sewer as they are encountered, and (5) the location and entrance condition of service laterals.

The video shall include legible on-screen continuous indications of the following items during the entire inspection (1) date and time of inspection, (2) upstream and downstream manhole designations and direction of travel related to flow, (3) current location footage, and (4) sewer diameter.

3.05 DEFICIENCIES
Deficiencies in need of correction prior to acceptance of work shall conform to the requirements of section 15050, General Piping.

3.06 PAYMENT FOR REPAIR OF DEFICIENCIES AND ADDITIONAL INSPECTION A. Any portion of the sewer system found not to conform with these Specifications shall be corrected by the Contractor at no additional cost to the City. Sewers so corrected SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF

SANITARY SEWER SYSTEM

9.f
April 28, 2025 Packet Pg. 323
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-139
shall be re-inspected by Contractor in accordance with this Section at no additional cost to the City.

B. Price of CCTV inspection shall be included in the unit price bid for pipe, structures, and manholes and no additional payment shall be made therefor. **END OF SECTION**
SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF

SANITARY SEWER SYSTEM

9.f
April 28, 2025 Packet Pg. 324
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-140
SECTION 02739

BUILDING SEWER (LATERAL) CONSTRUCTION AND REINSTATEMENT PART 1 - GENERAL

1.01 SUMMARY
A. The Contractor shall be responsible for locating and connecting to existing building sewers (laterals).

B. This work will include replacing portions of the existing building sewer and extending the existing building sewer to connect with the new or rehabilitated main sewer installed under this Contract.

The Contractor shall provide written notification of work activities and sewer outages to all local users in accordance with the project Technical Specifications.

The Contractor may work with residents and businesses to minimize discharge to the sewer and may utilize temporary plugging or flow stoppage from the building sewers (laterals) during the work period if no adverse back up of sewage occurs at connected buildings, otherwise the Contractor shall actively bypass pump from building sewer (lateral) connections and/or cleanouts.

Sewer lateral connections shall be reestablished to each user as quickly as possible and shall not exceed eight (8) hours from the initial disconnection of the building sewer from the sewer main or from the initial service interruption to the user.

All existing laterals shall be reconnected to the rehabilitated, replaced or newly installed sewer main. Diameters of laterals shall be confirmed by the Contractor and replaced in-kind, unless directed otherwise by the Engineer.

Related Sections:

1. 2.

3. SECTION 01720, SEWER OUTAGE NOTIFICATIONS
SECTION 02200, EARTHWORK
SECTION 02145, SEWAGE FLOW CONTROL

4. SECTION 02642, PIPE BURSTING

5. SECTION 15050, GENERAL PIPING

1.02 REFERENCES
City of San Carlos:

Standard Specifications and Details (latest edition)
SECTION 02739

BUILDING SEWER (LATERAL) CONSTRUCTION AND REINSTATEMENT

9.f
April 28, 2025 Packet Pg. 325
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-141
PART 2 - PRODUCTS

2.01 SUBMITTALS
Submit, in accordance with the Contract Documents, installation instructions and details of all pipe, joints, fittings, metallic pipeline marking tape, and appurtenances to be used in the work including the following.

Catalog cuts showing all piping, cleanouts, and fittings.

Connection details for all building sewers and existing systems.

PART 3 - EXECUTION
A. Sewer laterals to be replaced shall be video inspected prior to construction. Condition of lateral shall be coordinated with the Engineer. Laterals determined to be in acceptable condition shall remain in place and be reconnected to the new sewer main.

Laterals determined to be in unacceptable condition shall be replaced as shown on the drawings.

B. Contractor shall construct new sewer lateral from new main to a new cleanout at the property line, per the Contract Documents. Private building sewers currently in service shall be connected to the sewer lateral. The excavation process shall be completed by mechanical means as defined in the Contract Documents and by hand digging as required.

The Contractor may construct sewer laterals in accordance with City Standard Details.

Connection to existing service laterals shall be made after the existing sewer main has been replaced and successfully tested. It is the Contractor’s responsibility to make sure that all service connections are reconnected.

E. Reconnection of existing services to the sanitary system shall be completed as described below:

All building sewers shall be connected to the sanitary sewer main line at a wye (PVC or HDPE pipe) installed on the main line. The connection of the new building sewer pipe to the existing building sewer will be made with suitable adapters or couplings per Section 15050, General Piping.

F. It is the Contractor’s responsibility to locate building sewers and to determine lateral sizes, and whether building sewers are live or have been abandoned.

G. All efforts have been made to show existing service building sewers on the drawings, however, the City cannot ensure that there may be others not shown or shown in other locations. Some project sewer line videos are available on request to aid the Contractor in locating all building sewers; however, the City does not guarantee the completeness or accuracy of the video logs. Sewers to be replaced shall be video inspected at the Contractor’s expense prior to construction.

SECTION 02739

BUILDING SEWER (LATERAL) CONSTRUCTION AND REINSTATEMENT

9.f
April 28, 2025 Packet Pg. 326
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-142
H. The existing building sewer connections to the main sewer may be encased in mortar, concrete or reinforced concrete. There will be no additional compensation for demolition of this material.

I. When the main is to be rehabilitated with cured-in-place pipe (CIPP), if the lateral in poor condition and requires replacement, the lateral shall be replaced prior to rehabilitation of the main.
**END OF SECTION**
SECTION 02739

BUILDING SEWER (LATERAL) CONSTRUCTION AND REINSTATEMENT

9.f
April 28, 2025 Packet Pg. 327
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-143
SECTION 02765

TRAFFIC STRIPES AND PAVEMENT MARKINGS
PART 1 – GENERAL

1.01 DESCRIPTION
A. The Contractor shall furnish all tools, equipment, materials, and supplies and shall perform all labor required to apply traffic stripes and pavement markings at all locations where existing striping is disturbed or removed or where designated by the Engineer, and as specified in these Specifications.

B. All existing traffic stripes and pavement markings shall be replaced in kind.

Equipment, mixing, surface preparation, application, and tolerances for painting traffic stripes and pavement markings shall conform to Section 81-3 ad 84 of the State of California, Department of Transportation Standard Specifications, except as amended by these Technical Specifications.

Pavement markers shall be placed as they existed prior to trenching or application of the asphalt concrete overlay. All traffic stripes, pavement markings (legends) and pavement markers covered by any asphalt concrete overlay shall be replaced by the Contractor.

Protection from Damage: All pavement markers in place (outside the limits of the work) at the time of the asphalt overlay shall be protected from damage and shall be clean and undamaged after completion of asphalt concrete overlay. Any damaged pavement markers shall be replaced in accordance with Section 85 of the State Standard Specifications at the Contractor’s expense.

1.02 REFERENCE
A. Related Sections

1. SECTION 02800, TRAFFIC CONTROL

2. SECTION 02768, TEMPORARY PAVEMENT MARKINGS
B.

State Standard Plans and Specifications (latest edition) California Manuals of Uniform Traffic Control Devices

1.03 SUBMITTALS
A.

Specifications of primer to be used for application.

Manufacturer’s recommendation for type of epoxy to be used when installing markers.

SECTION 02765

TRAFFIC STRIPES AND PAVEMENT MARKINGS

9.f
April 28, 2025 Packet Pg. 328
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-144
C. Samples of each thermoplastic pavement marking.

PART 2 – PRODUCTS

2.01 TRAFFIC STRIPES, PAVEMENT MARKINGS, (LEGENDS) AND PAVEMENT

MARKERS
A. Pavement markers shall conform to the provisions in Section 81-3, Pavement Markers, of the State Standard Specifications and these Technical Specifications.

B. Thermoplastic materials shall conform to the provisions in 84-2.02, “Materials,” of the State Specifications and these special provisions. The thermoplastic material shall be PTH-02SPRAY, PTH-02HYDRO or PTH-02ALKYD.

C. A maximum 4 percent by weight, of the total thermoplastic material mixture may be additives passing the 100-mesh sieve. Pigment, other than titanium dioxide or lead chromate, shall be calcium carbonate.

D. Yellow thermoplastic material shall closely match Color No. 13538 of Federal Standard No. 595a, after being heated for 4 hours at 425 degrees F, and then cooled to 77 degrees F.

Thermoplastic material for traffic stripes shall be applied at a minimum thickness of

0.100 inch.

Glass beads to be applied to the surface of the molten thermoplastic materials shall conform to the requirements of State Specification 8010-004 (Type II), or AASHTO Designation: M247 (Type 1). Copies of State Specification 8010-004 (Type II) are available at the Transportation Laboratory located in Sacramento, California.

PART 3 – EXECUTION

3.01 CONSTRUCTION EQUIPMENT
A. Use equipment manufactured for pavement marking. Use workers experienced in operating such equipment.

Locate bead applicator directly behind and synchronized with marking applicator.

For thermoplastic paint materials, use equipment that is designed to agitate the paint to prevent scorching, discoloration, or excessive high temperatures.

3.02 PREPARATION
A.

Broom or flush the surface to remove dirt, loose stones, or other foreign material immediately prior to applying.

Begin pavement painting and marking operations not later than 24 hours after receipt of written order by Engineer.

Apply all materials in accordance with manufacturer’s and Engineer’s directions.

SECTION 02765

TRAFFIC STRIPES AND PAVEMENT MARKINGS

9.f
April 28, 2025 Packet Pg. 329
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-145

3.03 THERMOPLASTIC PAINT STRIPING
A.

Clean off dirt, glaze, and grease before prestriping.

Do not use materials which produce fumes that are toxic, obnoxious, or injurious to persons or property.

C. Apply so that finish lines have well-defined edges free of waviness.

3.04 WORDS AND OTHER MARKINGS
When no longer required for the direction of public traffic, as determined by the City, the temporary traffic stripe and pavement marking tape and temporary pavement markers, applied to existing pavement, the top layer of new pavements or any other paved surface where the previously placed pavement delineation conflicts with the new traffic pattern, shall be removed and disposed of in accordance with the provisions of Section 7-1.13, Disposal of Materials Outside the Highway Right-of-way, of the State Standard Specifications, and all lines and marks used to establish the alignment for the temporary traffic stripes, pavement markings and temporary pavement markers shall be removed from the pavement.

3.05 RAISED PAVEMENT MARKERS
All raised pavement markers, removed or destroyed during construction, including blue markers for fire hydrants, shall be replaced per Caltrans standards and manufacturers recommendations.

3.06 PLACEMENT OF STRIPING, PAVEMENT MARKINGS, AND RAISED PAVEMENT

MARKERS
A. Permanent traffic stripes and pavement markings shall be installed no sooner than two (2) days, and no later than fourteen (14) days after paving.

B. Raised pavement markers shall be installed no sooner than seven (7) days, and no later than fourteen (14) days after paving.
**END OF SECTION**
SECTION 02765

TRAFFIC STRIPES AND PAVEMENT MARKINGS

9.f
April 28, 2025 Packet Pg. 330
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-146
SECTION 02768

TEMPORARY PAVEMENT MARKINGS
PART 1 - GENERAL

1.01 DESCRIPTION
A. The Contractor shall furnish all tools, equipment, materials, and supplies and shall perform all labor required to apply temporary pavement markings.

B. Lane line or centerline pavement delineation shall be provided at all times for travel lanes open to public traffic. Whenever the work causes obliteration of pavement delineation, temporary pavement delineation or permanent traffic stripes shall be in place prior to opening the traveled way to public traffic.

The Contractor shall perform all work necessary to establish satisfactory alignment for temporary pavement delineation.

Temporary pavement markings that are damaged from any cause during the progress of the work shall be immediately repaired or replaced by the Contractor at his/her expense.

1.02 REFERENCES
A. Related Sections

1. SECTION 02800, TRAFFIC CONTROL

2. SECTION 02765, TRAFFIC STRIPES AND PAVEMENT MARKINGS B.

State Standard Plans and Specifications
California Manuals of Uniform Traffic Control Devices
PART 2 - PRODUCTS

2.01 TEMPORARY TRAFFIC STRIPE AND PAVEMENT MARKING TAPE A.

Removable traffic stripe tape shall be the temporary removable type traffic stripe tape.

Except where existing pavements are to remain in place or on the top layer of new pavements, the Contractor may use painted traffic stripes and pavement markings for temporary traffic stripe and temporary pavement marking. Painted traffic stripes and pavement markings, if used, shall conform to 84-3, Painted Traffic Stripes and Pavement Markings, of the State Standard Specifications, except for payment and for the number of coats of paint which shall be, at the option of the Contractor, either one or two coats.

SECTION 02768

TEMPORARY PAVEMENT MARKINGS

9.f
April 28, 2025 Packet Pg. 331
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-147

2.02 TEMPORARY PAVEMENT MARKERS
A. The use of temporary pavement markers shall conform to the traffic control plans and as determined by the City.

Temporary pavement markers shall be, one of the temporary reflective pavement markers for long-term day/night use (6 months or less).

Reflective pavement markers conforming to the requirements of these Technical Specifications may be used in place of temporary reflective pavement markers for longterm day/night use (6 months or less) except at locations to simulate patterns of broken traffic stripe.

2.03 TEMPORARY PAVEMENT DELINEATION
Temporary pavement delineation shall be furnished in accordance with the provisions in Section 12-3.01, General, of the State Standard Specifications and these Technical Specifications.

PART 3 - EXECUTION

3.01 TEMPORARY PAVEMENT MARKING TAPE
Tape shall be applied to a clean dry surface and rolled slowly with a rubber-tired vehicle or roller to ensure complete contact with the pavement surface in accordance with the manufacturer’s recommendations. Installation procedures for application of tape when the air temperature and pavement temperature is less than 50 degrees F shall be approved by the City prior to beginning the installation of tape. Tape shall not be applied over existing stripes or markings. Completed stripes shall be straight on tangent alignments and shall be on a true arc on curved alignments.

3.02 TEMPORARY PAVEMENT MARKERS
A. Temporary pavement markers shall be applied in accordance with the manufacturer’s instructions and shall be cemented to the surfacing with the adhesive recommended by the manufacturer. Epoxy adhesive shall not be used in areas where removal of the pavement markers will be required.

B. Placement of the reflective pavement markers used for temporary pavement markers shall conform to these Technical Specifications except that the waiting period requirements before placing the pavement markers on new asphalt concrete surfacing as specified in Section 85-1.06, "Placement," of the State Standard Specifications shall not apply and epoxy adhesive shall not be used to place pavement markers in areas where removal of the pavement markers will be required.

3.03 TEMPORARY PAVEMENT DELINEATION
A. Temporary pavement delineation shall be placed, maintained, and removed in accordance with the provisions in Section 12-3.01, General, of the State Standard Specifications and these Technical Specifications.

SECTION 02768

TEMPORARY PAVEMENT MARKINGS

9.f
April 28, 2025 Packet Pg. 332
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-148
B. Surfaces on which temporary pavement delineation is to be applied shall be cleaned of all dirt and loose material and shall be dry when the pavement delineation is applied. **END OF SECTION**
SECTION 02768

TEMPORARY PAVEMENT MARKINGS

9.f
April 28, 2025 Packet Pg. 333
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-149
SECTION 02800

TRAFFIC CONTROL
PART 1 - GENERAL

1.01 SUMMARY
A.

This Section includes requirements for traffic control.

Related Sections:

1. 2.

3. SECTION 02200, EARTHWORK
SECTION 15050, GENERAL PIPING
Article 24, Special Provisions – Traffic Control

1.02 REFERENCES
A. City of San Carlos:

General Provisions.

B. Caltrans:

1. 2.

Standard Plans and Standard Specifications (latest edition).

Encroachment Permit.

C. California Manuals of Uniform Traffic Control Devices (CaMUTCD).

1.03 DEFINITIONS
A. Traffic Control Devices: Signs, signals, markings and other devices placed on or adjacent to a road to regulate, warn or guide traffic.

B. Traffic Control Measures: Elements of the Traffic Control Plan including traffic control devices, personnel, materials, and equipment used to control traffic through the work Zone.

Traffic Control Plan: A written and drawn plan for handling traffic on a specific roadway through the Work Zone.

Work Zone: A traveled area within the construction used by vehicles, bicyclists and pedestrians.

1.04 TRAFFIC CONTROL REQUIREMENTS
A. Provide and maintain temporary traffic control measures to provide for the safe passage of vehicular and pedestrian traffic through and within the Project site.

SECTION 02800

TRAFFIC CONTROL

9.f
April 28, 2025 Packet Pg. 334
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-150
B. Provide and post “Expect Delays” signs at the beginning and end of a street a minimum of seven (7) calendar days prior to beginning construction on that street.

C. Under some circumstances, construction may temporarily prevent access into private driveways. The Traffic Control Plan shall specifically identify these occurrences and provide a plan for minimizing the temporary condition.

1.05 TRAFFIC CONTROL PLAN
A. Prepare and submit detailed Traffic Control Plans to the Engineer for approval. The Traffic Control Plans shall show proposed traffic control measures, signage and other traffic control devices, barricade locations, lane width reductions and lane shutdowns that will be implemented by the Contractor to maintain a safe work site.

Selection of protective devices and directional measures that will be used, including the timing for their use and specific locations, is the responsibility of the Contractor.

Traffic Control Plans shall conform to the City’s temporary Traffic Control Guidelines described in the General Provisions of these Specifications.

The Contractor shall not start work within a Work Zone until the Traffic Control Plans have been accepted by the Engineer.

All traffic control shall conform to California Manuals of Uniform Traffic Control Devices (CaMUTCD) and Article 24 “Traffic Control” of the Special Provisions.

1.06 PUBLIC NOTICE
A. In accordance with Article 24 of the Special Provisions, streets shall not be closed unless authorized by the Engineer in writing at least seventy-two (72) hours prior to the requested date. If street closure is approved, Contractor shall notify the following forty-eight (48) hours prior to the street closure:

1. 2.

3. 4.

5. 6.

All Residents on City Blocks where work will be occurring.

All Businesses on City Blocks where work will be occurring.

City of San Carlos Public Works Department (Project Manager and Inspector).

City of San Carlos Police Department (650) 802-4277.

City of San Carlos Fire Department (650) 780-7400.

City of San Carlos Garbage, Recycling and Tree Trimming Haulers:

Recology San Mateo County (650) 595-3900.

7. 8.

9. San Mateo County Transit District (650) 508 6200.

Affected Schools, noted in the Special Provisions
Others as noted in accordance with the Special Provisions.

SECTION 02800

TRAFFIC CONTROL

9.f
April 28, 2025 Packet Pg. 335
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-151
B. If emergency or urgent street closures are required, the Contractor shall immediately notify:

1. 2.

3. City of San Carlos Public Works Department (Project Manager and Inspector).

City of San Carlos Police Department, (650) 802-4277.

City of San Carlos Fire Department, (650) 780-7400.

C. Notify local residents by door hanger at least seventy-two (72) hours in advance of obstructions and inconvenience due to construction activities, including:

1. 2.

3. 4.

Obstruction of private driveways.

Elimination of on-street parking in front of private residences.

Any other similar inconvenience that may impact local residents.

Door hangers shall include City and Contractor contact information and shall be approved by the Engineer prior to use.

1.07 TEMPORARY SIGNS
A. Erect informational signs advising pending work and lane closures four (4) weeks in advance of actual work, as required by the City. Information on the signs shall be readable to both directions of travel.

Erect signs advising of rough road conditions when temporary pavement has been placed, or when plates are in use.

When needed to advise traffic of approaching conditions, Contractor shall use electronic signs with sequential arrow or changeable message.

1. 2.

Electronic sign shall be installed beyond the outside shoulder of the roadway or behind an existing barrier or guardrail.

The sign shall display the entire message within 7.5 seconds.

D. Temporary signs shall be one sided and shall be wooden or metal with tripod supports.

The Contractor shall add sandbags to support legs for ballast.

Signs that will remain in place at night must have reflective florescent orange sheeting.

Changeable message signs and/or arrow boards may be required at any or all locations.

1.08 TEMPORARY BARRICADES
A. Temporary barricades in good condition, as approved by the Engineer, are required to protect vehicles from areas with drop-offs.

B. Use pin-and-loop type concrete barriers conforming to Caltrans Standards.

SECTION 02800

TRAFFIC CONTROL

9.f
April 28, 2025 Packet Pg. 336
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-152
C. Wooden Barricades shall follow industry standard with reflective devices and an 8- inch diameter amber flashing light using one, 50-watt, 12-volt, battery operated incandescent lamp. The flash shall be visible for 1,200 feet. Failed bulbs shall be promptly replaced.

1.09 FLAGGERS
A. The Contractor’s flaggers must wear orange, yellow, or yellow-green reflective vests and orange, yellow, yellow-green or white hardhats at all times.

Utilize highly visible STOP/SLOW sign paddles with reflective sheeting.

Utilize portable, self-contained two-way radios when more than one flagger is required for traffic control.

D. Employ properly trained persons that have completed an approved traffic control and flagging course. Traffic control submittal shall include flagman certifications.

PART 2 - PRODUCTS
Not Used.

PART 3 - EXECUTION

3.01 GENERAL
A.

Install, operate and maintain temporary traffic control devices in accordance with the Traffic Control Plan.

Traffic control devices shall be promptly moved as construction progresses and removed when no longer required.

Turn, cover, or remove existing permanent traffic control devices when these devices conflict with approved temporary devices.

3.02 LANE CLOSURES
A. Do not close any lane until the area is signed in accordance with the approved Traffic Control Plan.

B. Two -way traffic shall be maintained whenever possible. When one lane must be closed, one-way traffic must be controlled by a flagger in each direction of traffic at all times.

At the end of each workday, restore conditions to allow two-way traffic. Install temporary paving or cover open excavations with heavy steel trench plates, as appropriate for the conditions, to provide a minimum 11-foot wide traveled roadway in both directions. Provide signs indicating rough road conditions when using temporary pavement.

Do not stop or hold vehicles for more than five (5) minutes.

SECTION 02800

TRAFFIC CONTROL

9.f
April 28, 2025 Packet Pg. 337
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-153
E. Allow emergency vehicles immediate passage at all times.

3.03 TEMPORARY BARRICADES
Concrete Barriers shall be installed as follows:

Flare the leading end at a flare rate of 14:1.

When placing concrete barriers, maintain a minimum of 24-inches from face of barrier to edge of traffic lane.

3.04 FLAGGERS
A. Provide flaggers to safely control movement of vehicles and pedestrians around areas disrupted by the Work
B. Flaggers shall be located in positions that provide sufficient time for motorists to respond to the flagger’s instructions, and these positions shall be designated on the traffic control plan.

C. Flaggers shall be paid under the bid item for traffic control and no additional compensation will be allowed.
**END OF SECTION**
SECTION 02800

TRAFFIC CONTROL

9.f
April 28, 2025 Packet Pg. 338
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-154
SECTION 02892

TRAFFIC LOOPS
PART 1 – GENERAL

1.01 DESCRIPTION
The Contractor shall furnish all tools, equipment, materials, and supplies and shall perform all labor required for traffic loops, including connecting to control cabinet and providing complete functioning loops.

1.02 RELATED WORK
SECTION 02800, TRAFFIC CONTROL
SECTION 02500, ASPHALT CONCRETE PAVING
PART 2 – PRODUCTS
Not Used.

PART 3 – EXECUTION

3.01 GENERAL
A. All disturbed or removed traffic detector loops shall be replaced new, before the final lift of asphalt concrete is placed. After the final lift of pavement has been placed, the Contractor shall use a wire locator to locate the left turn loops.

All pull boxes shall be inspected and approved prior to pulling any conductors.

The Contractor shall verify the size and percent fill of all detector handholds and stub outs. For all undersized, damaged or missing handholds and stub outs, the Contractor shall install new.

D. The City will verify all loop and home run locations as marked in the field by the Contractor prior to the Contractor cutting the loops or home runs.

3.02 EXISTING TRAFFIC LOOPS
Existing traffic signals and street lighting shall be kept in operation for the benefit of the traveling public during progress of the work. The Contractor shall contact the City 72 hours prior to removal of any existing detector loop or lead-in wire. The City will install appropriate timing in the traffic signal controller prior to the Contractor cutting the existing loops.

SECTION 02892

TRAFFIC LOOPS

9.f
April 28, 2025 Packet Pg. 339
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-155

3.03 INSTALLATION
A. Loop detectors for inductive detector loop installation shall conform to the provisions in Section 86-5, “Detectors,” of the State Standard Specifications and these Technical Specifications.

The ends of all unused cables shall be sealed. The ends of all cables shall be sealed prior to being installed into the conduits.

At least six feet of slack shall be provided in the pull box nearest each signal standard, for those conductors terminating in that standard; and three feet of slack shall be provided in each conductor in all other pull boxes.

D. Identification shall be by T&B Ty-Rap Cable Ties; No. TY553M, fastened to the conductors in such a manner that they will not move along the conductors. The flags on the Ty-Rap shall be marked with a Ty-Rap marking pen No. WT 163 M-1 (Black) or approved equal. All phase conductors and director cables shall be labeled by phase designators in the pull boxes nearest their termination, and in the controller cabinet.

Phase conductors shall be labeled with phase designation. Detector cables (street and sign) shall be labeled as appropriate. Spare conductors need not be labeled.

E. Splice insulation shall use insulation method “B” per the detail shown in ES-13 of the most current version of the State Standard Drawings. No splices are permitted in detector lead-in cables.

F. All loop wires shall run through detector hand holes installed near lip of gutter.

G. Conductors for each inductive detector loop shall be continuous and un-spliced.

Conductors for inductive loops shall be Type 2. All loops shall be brought to pull box individually through a 2-inch chase, and conductors shall have two turns of twist per foot and spliced to the lead-in conductor in the pull box.

The ends of the tubing shall be sealed watertight at the same time the wire is placed in the slots.

Count loops shall consist of four turns of conductor as specified unless specified otherwise on the Drawings. Each phase loop shall consist of four turns of conductor.

J. The Contractor shall install all loops per the State Standard Drawings or as otherwise specified in the Contract Documents. Loops shall be centered within traffic lanes unless otherwise specified. If any iron (manhole, valve, monument, etc.) is located within two (2) feet of the planned location for home runs, the Contractor shall contact the City for an alternate location for the detector loop or home run prior to cutting any of the loops or home runs in the affected lane(s).

K. Splicing of interconnect cable shall be done only within controller cabinets on terminal blocks furnished and installed by the controller cabinet supplier. All of the splices shall be done in accordance with the recommendations of the controller supplier and to the satisfaction of the City.

SECTION 02892

TRAFFIC LOOPS

9.f
April 28, 2025 Packet Pg. 340
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-156

3.04 REPAIRS
A. If any part of the loop conductor, including the portion leading to the adjacent pull box, is damaged by the Contractor's operations, the entire detector loop shall be replaced. If any adjacent loop is damaged during such replacement, that loop shall also be replaced within three days.

The Contractor shall replace damaged loop detectors within three days after completion of work at an intersection.

The Contractor shall protect existing interconnect cables from damage. Any interconnect cable or facility damaged by Contractor operations shall be replaced by the Contractor at his/her expense.

3.05 DETECTOR AND DETECTOR LEAD-IN CABLE (DLC) TESTING AND

ACCEPTANCE
The Contractor shall test all individual loops and all DLCs prior to splicing. Inductive loops, and all DLCs shall be tested for continuity, inductance and for insulation resistance using a standard multimeter for continuity and an approved loop test meter for inductance and insulation resistance. For continuity test, a value of lower than 5 ohms is desirable and acceptable. For insulation resistance test, a value of greater than 100 meghoms is desirable and acceptable. Inductance shall be more than 50 but less than 700 micro-henries. Test shall be performed and logged on City provided form included in this section. Test shall be performed in the presence of the Engineer before any splices are made. **END OF SECTION**
SECTION 02892

TRAFFIC LOOPS

9.f
April 28, 2025 Packet Pg. 341
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-157
SECTION 02990

ADJUST INCIDENTAL STRUCTURES TO GRADE
PART 1 - GENERAL

1.01 DESCRIPTION
A. This Section includes raising or lowering the grade or changing the slope of the top of existing structures such as but not limited to manholes, catch basins, sumps, inlets, valve boxes, meter boxes, monument boxes, and similar structures shown or implied on the Drawings.

B. This section is not applicable to raising or lowering covers on pressurized systems.

1.02 RELATED WORK
A.

SECTION 02500, ASPHALT CONCRETE PAVEMENT
SECTION 02701, PRECAST CONCRETE STRUCTURES
SECTION 05541, MANHOLE FRAMES AND COVERS
PART 2 - PRODUCTS
Not Used.

PART 3 - EXECUTION

3.01 GENERAL
A. Determine condition of existing incidental structure. Pre-existing damage must be brought to the City’s attention prior to commencement of any work.

B. Existing structures to be adjusted to grade shall be reconstructed to the required grade.

The existing frames, grates, and covers shall be reused unless otherwise indicated.

The existing structure shall be dismantled to a sufficient depth to allow reconstruction.

Adjustment will take place just prior to placing of surface pavement for adjustments of the frame and cover. Adjustments which require dismantling and reconstruction of the structure shall be accomplished at the time of subgrade preparation. Pavement which is removed for this adjustment shall be cut square, tack coated, and capped with 2 inches of asphalt concrete.

Each structure that is adjusted shall be cleaned of accumulated silt, debris, or foreign matter prior to final acceptance of the work.

Any items damaged shall be replaced at the Contractor’s expense.

SECTION 02990

ADJUST INCIDENTAL STRUCTURES TO GRADE

9.f
April 28, 2025 Packet Pg. 342
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-158

3.02 ADJUST INCIDENTAL STRUCTURES TO GRADE
A.

Contractor is responsible for notifying the Engineer of any monuments not shown on the plans that will be disturbed during construction.

Monuments and boxes shall be installed to the finished street grade. The Contractor shall bear the cost and responsibility for obtaining the services of a California registered Surveyor or Civil Engineer to tie out the existing monument, remark, and reset the monument. The Contractor shall be responsible for filing the appropriate Corner Records and shall provide a copy of all recorded documentation to the City prior to project acceptance.

Whether at existing grade or buried, all existing junction structures, traffic signal boxes, monument boxes, water valve boxes, and other miscellaneous utility boxes and vaults within the work area shall be replaced and adjusted to grade. Any items damaged shall be replaced at the Contractor’s expense.

Frames, covers, and grates of existing manholes structures, water valves, monuments, or other facilities shall be adjusted to grade at locations where they are disturbed in accordance with the provisions in Section 15-2.05, “Reconstruction,” of the Caltrans Standard Specifications except that no metal riser adjustment rings will be permitted.

The covers shall be raised by excavating the frame and cover in a neat line with a dimension not greater than necessary to loosen and adjust the frame with the cover and the concrete collar.

Adjustments shall be accomplished by removing the existing concrete collar around the frame, installing concrete adjustment rings (or other as needed), raising the frame and cover, and construction of a new concrete collar. The concrete collar shall be constructed so that the top of the collar is no greater than two inches and no less than one inch below the existing pavement grade. The void between the top of the concrete collar and the finish grade of the pavement around the collar shall be paved to finish grade with asphalt concrete.

G. All existing valve and monument boxes shall be removed and replaced at the time of construction. Water valves must be accessible immediately after paving and water valve covers must be raised within 48 hours of paving. All structures must be paved within 24 hours or the Contractor shall be required to furnish temporary paving. **END OF SECTION**
SECTION 02990

ADJUST INCIDENTAL STRUCTURES TO GRADE

9.f
April 28, 2025 Packet Pg. 343
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-159
SECTION 03123

CONTROLLED LOW STRENGTH MATERIAL
PART 1 - GENERAL

1.01 SUMMARY
A.

The Contractor shall provide Controlled Low Strength Material (CLSM), complete and in place, in accordance with the Contract Documents.

CLSM shall consist of a mixture of aggregate, portland cement, mineral admixtures, water, and at the option of the Engineer, chemical accelerating admixtures.

CLSM shall be placed where indicated and may be used, if the Engineer approves, for the following purposes:

Normal CLSM with high slump, non-segregating consistency that readily flows and fills voids and difficult to reach places: pipe zone fill, trench zone fill, existing utility support, pipe abandonment, structure backfill, and structure cavity fill.

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

1. 2.

ASTM C 33 – Concrete Aggregate
ASTM C 39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

3. 4.

ASTM C 94 - Standard Specification for Ready Mixed Concrete ASTM C 138 - Standard Test Method for Density (Unit Weight), Yield and Air Content (Gravimetric) of Concrete

5. 6.

ASTM C 150 - Standard Specification for Portland Cement ASTM C 260 - Standard Specification for Air-Entraining Admixtures for Concrete.

7. ASTM C 403 - Standard Test Method for Time of Setting of Concrete Mixtures by Penetration Resistance

8. ASTM C 494 - Standard Specification for Chemical Admixtures for Concrete.

9. ASTM C 803 - Standard Test Method for Penetration Resistance of Hardened Concrete, exceeds 650 psi

10. ASTM D 4832 - Standard Test Method for Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders.

B. State Standard Specifications Section 90 (latest edition) SECTION 03123

CONTROLLED LOW STRENGTH MATERIAL

9.f
April 28, 2025 Packet Pg. 344
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-160

1.03 RELATED SECTIONS
A. SECTION 02500, ASPHALT CONCRETE PAVEMENT

1.04 CONTRACTORSUBMITTALS
Shop Drawings:

CLSM mix designs which show the proportions and gradations of all materials proposed for each type of CLSM indicated. Each mix design shall be accompanied by independent laboratory test results of the indicated properties.

If the Contractor proposes to provide lower strength CLSM with aggregates that do not conform to ASTM C 33 - Concrete Aggregate, Shop Drawings shall include a testing program that will be used to control the variability of the aggregates. The testing program shall be acceptable to the Engineer.

1.05 QUALITYASSURANCE
A. All testing will be done by a testing laboratory selected by the City at the City's expense, except as otherwise indicated.

B. If tests of the CLSM show non-compliance with the specifications, the Contractor shall make changes as may be required to achieve compliance. Performing and paying for subsequent testing to show compliance shall be the Contractor's responsibility.

C. Correlation Tests:

1. The Contractor shall perform a field correlation test for each mix of CLSM used in pipe zone, trench zone, existing utility support or backfill used in amounts greater than 100 cubic yards or when CLSM is required to support traffic or other live loads on the fill less than 7 days after placing CLSM.

Field correlation tests shall be performed in a test pit similar in cross section to the Work and at least 10-feet long at a location near the Work. The proposed location shall be acceptable to the Engineer.

Laboratory and field tests shall be performed on samples taken from the same CLSM batch mix. All tests shall be performed by a laboratory at the Contractor’sexpense.

2. 3.

4. Testing shall be performed once each 2 hours during the first 8 hours, once each 8 hours during the first week, and once each 24 hours until the CLSM mix reaches the maximum design strength.
a. Compression testing shall be in accordance with ASTM D 4832 - Preparation and Testing of CLSM Test Cylinders.
b. Setting test shall be in accordance with ASTM C 403 - Time of Setting of Concrete Mixtures by Penetration Resistance.

SECTION 03123

CONTROLLED LOW STRENGTH MATERIAL

9.f
April 28, 2025 Packet Pg. 345
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-161
c. Density tests shall be in accordance with ASTM C 138 - Unit Weight, Yield and Air Content (Gravimetric) of Concrete.

PART 2 - PRODUCTS

2.01 CONTROLLED LOW STRENGTH MATERIAL
A.

CLSM shall be a mixture of cement, pozzolan, coarse and fine aggregate, admixtures, and water, mixed in accordance with ASTM C 94 - Ready Mixed Concrete.

Composition: The following parameters shall be within the indicated limits and as necessary to produce the indicated compressive strengths.

1. 2.

3. Mix proportions as necessary.

Entrained air content shall be between 5 to 10 percent.

Water reducing agent content as necessary.

C. Properties:

1. 2.

3. Density shall be between 120 PCF minimum and 145 PCF maximum.

Slump shall be 5 to 8 inches.

CLSM shall have a compressive strength not less than 100 or greater than 200 psi at 28 days.

2.02 CEMENT
Cement shall be Type II Modified in accordance with ASTM C 150 - Portland Cement.

Mineral admixtures shall not be substituted for Portland cement.

2.03 AGGREGATE
Aggregate shall conform to the quality requirements of Caltrans Section 90-1.02C, "Aggregates" and of these Specifications. Aggregate shall be well graded from coarse to fine.

Aggregate shall have a Sand Equivalent, as tested by California Test 217, of not less than 40.

Aggregate shall be of such size and gradation that, when mixed with Type II modified Portland cement and mineral admixtures, and tested in accordance with ASTM C 39, the compressive strength of a sample will not be less than 100 or greater than 200 pounds per square inch at 28 days. The Contractor shall notify the Engineer, in writing, of the source and grading of the aggregate to be used in the CLSM. If material supplier is not approved by the City for CLSM, Contractor shall make such material available to the Engineer for sampling and testing at least 45 days prior to scheduled placing of the fill. Should the Contractor change his source of supply, he shall notify the Engineer in writing of the new source and grading and make that material available for sampling and testing at least 45 days prior to intended use.

SECTION 03123

CONTROLLED LOW STRENGTH MATERIAL

9.f
April 28, 2025 Packet Pg. 346
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-162

2.04 ADMIXTURES
A. Air entraining admixtures shall be in accordance with ASTM C 260 - AirEntraining Admixtures for Concrete.

B. Water reducing admixtures (Type E) shall be in accordance with ASTM C 494 - Chemical Admixtures for Concrete.

C. Accelerating admixtures (Type C) shall be in accordance with ASTM C 494.

2.05 WATER
Water shall be potable, clean, free from objectionable quantities of silt, organic matter, alkali, salt, and other impurities.

PART 3 - EXECUTION

3.01 PREPARATION
Subgrade and compacted fill to receive CLSM shall be prepared according to Section 02200 - Earthwork.

3.02 BATCHING, MIXING AND DELIVERY
A.

Batching, mixing, and delivery of CLSM shall conform to ASTM C 94. CLSM shall be mixed at a batch plant acceptable to the Engineer and shall be delivered in standard transit mix trucks.

The Portland cement content of the CLSM shall be not less than 47 pounds per cubic yard except that, after testing samples of the Contractor's proposed supply, the Engineer may order an increase in cement content, if necessary to meet the compressive strength requirement specified above. Proportioning for CLSM shall conform to the requirements for proportioning concrete mixes except that dividing of aggregate into sizes will not be required.

C. CLSM shall contain a non-calcium chemical accelerating admixture of at least 2% to decrease curing time. The actual mix proportions shall be submitted by the supplier of the CLSM, indicating the minimum and maximum compressive strengths and is subject to review and approval by the Engineer. The Contractor shall submit the CLSM mix to the Engineer.

3.03 PLACEMENT
A. CLSM shall be placed by tailgate discharge, conveyor belts, pumped, or other means acceptable to the Engineer. CLSM shall be directed in place by vibrator, shovel, or rod to fill all crevices and pockets. Avoid over-consolidation which causes separation of aggregate sizes.

SECTION 03123

CONTROLLED LOW STRENGTH MATERIAL

9.f
April 28, 2025 Packet Pg. 347
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-163
B. CLSM shall be continuously placed against fresh material unless otherwise approved by the Engineer. When new material is placed against existing CLSM, the placement area shall be free from all loose and foreign material. The surface of the existing material shall be soaked a minimum of one hour before placement of fresh material, but no standing water shall be allowed when placement begins.

C. Temperature of the CLSM shall be between 50 and 90 degrees F, when placed.

CLSM shall not be placed when the air temperature is below 40 degrees F. No CLSM shall be placed against frozen subgrade or other materials having temperature less than 32 degrees F.

3.04 3.05

3.06 FINISHING
The finish surface shall be smooth and to the grade indicated or directed by the Engineer.

Surfaces shall be free from fins, bulges, ridges, offsets, and honeycombing. Finishing by wood float, steel trowel, or similar methods is not required.

CURING
CLSM shall be allowed to cure for at least 72 hours prior to placing asphalt concrete pavement of other surface material over it.

PROTECTION
A.

CLSM shall be protected from freezing for 72 hours after placement.

If the placement of the CLSM is not completed early enough to allow for placement of temporary paving, the Contractor shall provide no-skid steel plates to the span of the trench to accommodate traffic until the temporary pavement can be placed.

No fill or loading shall be placed on CLSM until probe penetration resistance, as measured in accordance with ASTM C 803 - Standard Test Method for Penetration Resistance of Hardened Concrete, exceeds 650 psi.

CLSM shall be protected from running water, rain, and other damage until the material has been accepted and final fill completed.
**END OF SECTION**
SECTION 03123

CONTROLLED LOW STRENGTH MATERIAL

9.f
April 28, 2025 Packet Pg. 348
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-164
SECTION 03200

CONCRETE REINFORCEMENT
PART 1 - GENERAL

1.01 SUMMARY
A.

This Section specifies reinforcing steel for use in reinforced concrete.

Related Sections:

Section 03300, CAST-IN-PLACE CONCRETE

1.02 REFERENCES
A. City of San Carlos:

Standard Specifications and Details (latest edition).

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

1. 2.

3. 4.

5. 6.

7. ASTM A82 – Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.

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

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

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

ASTM A775 - Standard Specification for Epoxy-Coated Steel Reinforcing Bars.

ASTM A996 - Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement.

ASTM E329 - Standard Specification for Agencies Engaged in Construction Inspection and/or Testing.

American Concrete Institute:

ACI 315R-18 – Guide to Presenting Reinforcing Steel Design Details.

American Welding Society:

AWS D1.4 – Structural Welding Code – Reinforcing Steel.

Concrete Reinforcing Steel Institute:

1. CRSI Manual – Manual of Standard Practice.

SECTION 03200

CONCRETE REINFORCEMENT

9.f
April 28, 2025 Packet Pg. 349
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-165

2. CRSI PRB – Placing Reinforcing Bars.

1.03 QUALITY ASSURANCE
Quality Control by Contractor:

A. To verify conformance with the specified requirements for concrete reinforcement, the Contractor shall engage the services of an independent testing laboratory which complies with the requirements of ASTM E329, to the satisfaction of the City.

B. The testing laboratory shall provide inspection services as specified herein, when testing is required. Costs of testing laboratory services shall be the Contractors responsibility.

1.04 SUBMITTALS
A. Provide material shop drawings, certified mills tests and welder qualification certificates in accordance to Part 2 of this Section.

B. Provide reinforcement placing drawings conforming to the requirements of ACI 315.

Placing drawings shall include bar lists, schedules, bending details, placing details, and placing plans and elevations as required to fully delineate this portion of the work.

PART 2 - PRODUCTS

2.01 BAR REINFORCEMENT
Reinforcing bars shall be deformed billet steel in conformance with ASTM A615 or ASTM A706. ASTM A996 steel shall not be used. Bars provided as dowels for future construction and bars where specified shall be epoxy-coated in conformance with ASTM A775.

2.02 WIRE FABRIC
Wire fabric shall be welded steel mesh conforming to ASTM A185.

2.03 WIRE AND PLAIN BARS
Wire used as reinforcement and bars used as spiral reinforcement in structures shall be cold drawn steel conforming to ASTM A82.

2.04 TIE WIRE
The wire shall be minimum 16 gage annealed steel conforming to FEDSPEC QQ-W-461H.

2.05 BAR SUPPORTS
Bar supports coming into contact with forms shall be CRSI Class 1 plastic protected or Class 2 stainless steel protected and shall be located in accordance with CRSI MSP-1 and placed in accordance with CRSI PRB. Concrete block supports shall be provided for footing and slabs on grade. Stainless steel or plastic protected plain steel supports shall be provided for other work.

SECTION 03200

CONCRETE REINFORCEMENT

9.f
April 28, 2025 Packet Pg. 350
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-166

2.06 THREADED MECHANICAL COUPLERS
Threaded mechanical couplers shall be "Lenton" as manufactured by Erico Products, Inc., or "Grip-Twist" as manufactured by Dayton Barsplice Inc. or equal designed to develop one hundred twenty-five percent (125%) of the yield strength of the reinforcing steel.

2.07 PRODUCT DATA
Contractor shall submit the following in accordance with the Contract Documents.

Certified mill test reports.

Welder qualification certificate, if applicable, in accordance with AWS D1.4.

PART 3 - EXECUTION

3.01 FABRICATION
Reinforcing steel shall not be bent or straightened in a manner which will injure the material.

Bars with kinks or with bends not shown shall not be used. Heating or welding bars shall be performed in accordance with AWS D1.4 and shall only be permitted where specified or approved by the Engineer. Bars shall not be welded at the bend.

3.02 PLACEMENT
A. Place reinforcing steel in accordance with CRSI PRB and CRSI MSP-1.

B. Position reinforcing steel accurately and secure against displacement by using annealed iron wire at intersections and shall be supported by concrete or metal chairs, spacers or metal hangers. Tack welding of cross bars is not acceptable. Bars shown on the drawings shall not be repositioned (buried) to act as support bars. Additional bars shall be provided as required for supports. Steel rods and pegs may be used to support reinforcing steel on rock foundations. Reinforcing steel shall be placed in such a manner as to not damage waterproofing membrane or plastic lining which has been previously applied or constructed. Reinforcing steel shall be shop-bent or slightly relocated where necessary to clear waterstop. Reinforcing steel shall not be placed on fresh concrete or forced into fresh concrete.

C. Supports for embedded items shall not be welded to the reinforcement. Additional reinforcement may be provided for this purpose.

3.03 SPLICING
A. Splice reinforcing steel as indicated. Additional splices may be provided where approved by the Engineer. Splices shall conform to ACI standards.

B. In slabs, beams, girders and walls, reinforcing steel shall not be spliced in areas of maximum stress. Splices of adjacent bars shall be staggered at least one splice length, unless otherwise specified. Splices in welded wire fabric shall be at least 1-1/2 meshes wide.

SECTION 03200

CONCRETE REINFORCEMENT

9.f
April 28, 2025 Packet Pg. 351
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-167

3.04 CLEANING
Clean reinforcing steel of mill rust scale, dried concrete, or other coatings that may reduce bond. Reinforcement reduced in section is not acceptable. When concrete placement is delayed, reinforcement shall be cleaned by sandblasting if directed by the Engineer.

3.05 REPAIR OF EPOXY COATING
Epoxy coating damage need not be repaired in cases where the damaged area is 0.1 square inch or smaller. All damaged areas larger than 0.1 square inch shall be repaired in conformance with ASTM A775.
**END OF SECTION**
SECTION 03200

CONCRETE REINFORCEMENT

9.f
April 28, 2025 Packet Pg. 352
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-168
SECTION 03300

CAST-IN-PLACE CONCRETE
PART 1 - GENERAL

1.01 SUMMARY
A. This Section specifies cast-in-place concrete for pavements, sidewalks, curbs, encasements, and miscellaneous structures.

B. Related Sections:

1. 2.

3. SECTION 02701, PRECAST CONCRETE STRUCTURES
SECTION 03200, CONCRETE REINFORCEMENT
SECTION 03600, GROUT

1.02 REFERENCES
A. City of San Carlos:

Standard Specifications and Details (latest edition).

B. American Concrete Institute (ACI):

1. 2.

ACI MCP – Manual of Concrete Practice.

ACI 211.1 – Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete.

3. 4.

5. 6.

7. ACI 301 - Specifications for Structural Concrete.

ACI 304 – Guide for Measuring, Mixing, Transporting, and placing Concrete.

ACI 305R – Guide to Hot Weather Concreting.

ACI 306R – Guide to Cold Weather Concreting.

ACI 318 – Building Code Requirements for Structural Concrete (ACI 318- 11) and Commentary.

8. ACI 347 – Guide to Formwork for Concrete.

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

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

2. 3.

ASTM C33 - Standard Specification for Concrete Aggregates.

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

SECTION 03300

CAST-IN-PLACE CONCRETE

9.f
April 28, 2025 Packet Pg. 353
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-169

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

5. ASTM C67 - Standard Test Methods for Sampling and Testing Brick and Structural Clay Tile.

6. 7.

ASTM C94 - Standard Specification for Ready-Mixed Concrete.

ASTM C136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

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

9. ASTM C150 - Standard Specification for Portland Cement.

10. 11.

ASTM C172 - Standard Practice for Sampling Freshly Mixed Concrete.

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

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

13. 14.

15. ASTM C467 - Standard Classification of Mullite Refractories ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.

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

16. ASTM E329 - Standard Specification for Agencies Engaged in Construction Inspection and/or Testing.

D. State Standard Specifications Sections 40 and 90 (latest edition)

1.03 QUALITY ASSURANCE
A.

Quality Control by Contractor:

1. To verify conformance with the specified requirements for cast-in-place concrete, the Contractor shall engage the services of an independent testing laboratory which complies with the requirements of ASTM E329.

2. Costs of testing laboratory services shall be the responsibility of the Contractor in accordance with the Contract Documents.

Basis for Quality:

1. Cast-in-place concrete shall conform to the requirements of ACI 301, except as modified.

2. Unless specified otherwise, all formwork shall conform to ACI 347.

SECTION 03300

CAST-IN-PLACE CONCRETE

9.f
April 28, 2025 Packet Pg. 354
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-170

1.04 SUBMITTALS
A. Submit concrete, mix designs, recent test data for the submitted mixes, and test data for mix components confirming that the mixes meet the requirements of this Section.

Submit data on concrete accessories specified herein that the Contractor intends to install in the work.

Submit the following to the project inspector in accordance with the Contract Documents:

1. TEST REPORTS: Three copies of reports from the concrete supplier shall be provided certifying that all concrete materials comply with the specifications and all test requirements.

2. READY-MIXED CONCRETE TRUCK DELIVERY TICKETS: Each load of ready-mixed concrete delivered to the job site shall be accompanied by a delivery ticket showing the information listed in ASTM C94, Section 14.

PART 2 - PRODUCTS

2.01 MATERIALS
A. Cement: Portland cement shall be ASTM C150, Type II or Type V, low alkali, containing less than 0.60 percent alkalis.

B. Aggregates:

1. GENERAL: Fine and coarse aggregates shall conform to ASTM C33. Fine and nonreactive and shall be washed before use.

When sources of aggregates are changed, test reports shall be provided for the new material. The tests specified shall be performed prior to commencing concrete work.

2. 3.

FINE AGGREGATE: Fine aggregate shall be hard, dense, durable particles of either sand or crushed stone regularly graded from coarse to fine. Gradation shall conform to ASTM C33.

COARSE AGGREGATE: Coarse aggregate shall be hard, dense and durable gravel or crushed rock free from injurious amounts of soft and friable particles, alkali, organic matter and other deleterious substances. Gradation of each coarse aggregate size specified in this Section and shall conform to ASTM C33-Table 3.

C. Admixtures:

1. GENERAL: All admixtures shall be compatible with the concrete. Calcium chloride or admixtures containing calcium chloride are not acceptable.

Admixtures shall be used in accordance with the manufacturer's recommendations and shall be added separately to the concrete mix.

SECTION 03300

CAST-IN-PLACE CONCRETE

9.f
April 28, 2025 Packet Pg. 355
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-171

2. WATER REDUCING RETARDER: Water reducing retarder shall be ASTM C494, Type D, and shall be BASF MasterSet R 300; Sika Chemical Corp., Plastiment; or equal.

3. AIR ENTRAINING AGENT: Air entraining agent shall be BASF, MasterAir AE 90; W. R. Grace and Co., DaraVair; or equal. The air entraining agent added shall produce, in accordance with ASTM C260, an entrained air content specified in this Section for each class of concrete.

D. Water: Water for washing aggregate, for mixing and for curing shall be free from oil and deleterious amounts of acids, alkalis, and organic materials.

2.02 CONCRETE CHARACTERISTICS
A. Mix Proportioning:

1. Concrete shall be normal weight concrete composed of specified cement, admixtures, aggregates and water proportioned and mixed to produce a workable, strong, dense, and impermeable concrete.

2. Concrete shall be provided in accordance with the following:

Concrete ASTM Min. Maximum Flyash percent Air Maximum Minimum Class Coarse
Aggregate Content, ratio by
Cement water/cement by weight of Entrainment
Admixture
slump in
inches
28-day
compressive
strength, psi
cementious
Size sacks/cu weight material
yd
concrete
B
C
E
#57
#67
#57

5.25 5.25

5.25 0.45

0.45 0.55
18-20
18-20
0 Yes
Yes
No
3-1/2
4 6
4000
4000
2000
Notes for table:
a. Compressive strength shall be determined at the end of 28 days based on test cylinders made and tested in accordance with ASTM C39.
b. When slag is used as pozzolan material, slag shall comply with ASTM C989 / AASHTO M 302, Grade 100 or 120.

3. Concrete mix for sidewalk, curb, and gutter shall include 1 pound of Lamp Black color admixture per one cubic yard of concrete.

B. Concrete shall be provided by class for the corresponding use listed as follows:

Types of Use Class of Concrete
Concrete 12 inches thick and greater
Concrete less than 12 inches thick
Conduit Encasement (duct banks) and
concrete fill
B
C
E
SECTION 03300

CAST-IN-PLACE CONCRETE

9.f
April 28, 2025 Packet Pg. 356
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-172
C. Control: Before beginning concrete work, the Contractor shall determine the proper proportions of materials for class of concrete B and C. Methods for selecting and adjusting proportions of the ingredients shall be in accordance with ACI 211.1. Reports from the concrete supplier of each mix design shall state whether the items reported comply with the specifications and shall show (1) the expected strength, (2) corresponding slump, (3) expected drying shrinkage, (4) weights and test results of the ingredients on the basis of field experience and/or trial mixtures in accordance with ACI 318, Chapter 5 with at least 30 tests, and (5) other physical properties necessary to check each mix design. Copies of the reports shall be submitted in accordance with the Contract Documents.

2.03 WATERSTOPS
Where specified, waterstops in construction or expansion joints shall be Greenstreak PVC waterstop by Sika Corporation; or approved equal. Waterstops used for connection of pipes to manhole walls are specified elsewhere.

2.04 EXPANSION JOINT MATERIALS
Expansion joint material shall be ¼-inch or ½-inch thick, per applicable City Standard Detail, pre-molded expansion joint filler in conformance with ASTM D1751. Expansion joint material shall be shaped to fit the cross section of concrete being placed.

2.05 BONDING COMPOUNDS
A.

Epoxy resin bonding compounds shall be used for wet areas and shall Master Builders Technologies, Concresive series as applicable; Sika Chemical Corporation, Sikadur 35, Hi-Mod LV, Sikadur 32, Hi-Mod, or Sikadur 31, Hi-Mod Gel as applicable; or equal.

Nonepoxy bonding compounds shall be used for dry areas and shall be Acrylic Bondcrete; Imperial Chemical Industrial, Inc., Thoro System Products, Acryl 60; Thorobond; or equal. Bonding compounds shall be applied in accordance with the manufacturer's instructions.

2.06 RETARDANT
Retardant for exposing aggregates for nonformed surfaces in construction joints shall be Sika Rugasol-S, Horn Aggretex-H, or equal. Retardant shall be applied in accordance with manufacturer's instructions sufficient to assure a minimum penetration of 1/8 inch.

2.07 CURING AND SEALING COMPOUNDS
Curing and sealing compound shall be BASF, Masterseal; A. C. Horn Inc., Horn Clearseal EM180; Burke Company Spartan-Cote WB Cure Seal Hardener; or equal; conforming to ASTM C309. Curing compounds shall be clear and shall be applied in accordance with the manufacturer's instructions, except as otherwise specified.

2.08 CONCRETE PAVING WITHIN STATE RIGHT-OF-WAY
Concrete paving within State right-of-way shall be in accordance with Section 40 and 90 of the State Standard Specifications.

SECTION 03300

CAST-IN-PLACE CONCRETE

9.f
April 28, 2025 Packet Pg. 357
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-173
PART 3 - EXECUTION

3.01 GENERAL
Construction of cast-in-place concrete shall be in accordance with the pertinent recommendations contained in ACI Manual of Concrete Practice of 300 Group.

3.02 CONCRETE
A.

Concrete shall be truck-mixed, ready-mixed concrete conforming to the applicable portions of ASTM C94. Materials shall be proportioned by weighing. The Contractor shall be responsible for producing concrete of the specified characteristics.

Concrete shall be delivered to the site of work, and discharge shall be completed within 1-1/2 hours after introduction of the water to the mixture.

3.03 CONVEYING AND PLACING CONCRETE
A. Conveying Concrete: Concrete shall be conveyed from the mixer to the forms in accordance with ACI 301, Chapter 8. Concrete which has segregated in conveying shall be removed from the site of the work.

B. Placing Concrete:

1. GENERAL: Concrete shall be placed in accordance with ACI 301, Chapter 8, and ACI 304, Chapter 6. Pumped concrete shall be the class and consistency specified in the Contract Documents.

2. 3.

PLACING CONCRETE IN HOT WEATHER: In hot weather (above 85 degrees F), concrete shall be placed in accordance with ACI 305R.

PLACING CONCRETE IN COLD WEATHER: In cold weather (below 45 degrees F), concrete shall be placed in accordance with ACI 306R.

3.04 CONCRETE FORMWORK
Formwork shall be installed in accordance with ACI 347.

3.05 CURING AND SEALING
A. General

1. Concrete curing shall be completed by water curing or by using a clear membrane curing compound or by a combination of both methods. Repairs or treatment of concrete surfaces shall be coordinated so that interruption of the curing will not be necessary.

2. Concrete surface temperature shall be maintained between 50 degrees F and 80 degrees F for at least 5 days. Curing concrete in hot weather (above 85 degrees F) shall be in accordance with ACI 305R. Curing concrete in cold weather (below 45 degrees F) shall be in accordance with ACI 306R.

SECTION 03300

CAST-IN-PLACE CONCRETE

9.f
April 28, 2025 Packet Pg. 358
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-174
B. Water Curing: When water curing is used, concrete shall be kept wet continuously for a minimum of ten (10) days after placement. Burlap mats or fabric may be used to retain moisture during the curing period.

C. Curing Compound:

1. When curing compound is used, it shall be applied as soon as the concrete has set sufficiently so as not to be marred by the application or immediately following form removal for vertical and other formed surfaces. Preparation of surfaces, quantities used, application procedures, and installation precautions shall be followed in strict compliance with the manufacturer's instructions.

2. Curing compound shall not be used on concrete surfaces to be coated, waterproofed, or moisture-proofed.

3.06 PROTECTION
Concrete shall be protected from injurious action by sun, rain, flowing water, frost and mechanical injury.

3.07 CONSTRUCTION JOINTS
A. Construction joints shall be located and formed as specified. A rough surface of exposed concrete aggregates shall be produced using a surface retardant at construction joints. The limit of the treated surfaces shall be 1 inch away from the joint edges. Within 24 hours after placing, retarded surface mortar shall be removed either by high pressure water jetting or stiff brushing or combination of both so as to expose coarse aggregates.

A rough surface of exposed aggregate may also be produced by sandblasting followed by high pressure water jetting. Sandblasting, if used, shall remove 1/8 inch of laitance film and shall expose coarse aggregate to insure adequate bond.

B. Reinforcing steel and welded wire fabric shall be continued across construction joints. Waterstops shall be provided in construction joints at locations as specified.

3.08 INSERTS AND EMBEDMENTS
A. Inserts:

1. Where pipes, castings or conduits are to pass through structures, the Contractor shall place such pipes or castings in the forms before placing the concrete, or he may provide openings in the concrete for subsequent insertion of such pipes, castings or conduits. Such openings shall be provided with waterstops and Vshaped construction joint as shown and shall have a slight flare to facilitate grouting and permit the escape of entrained air during grouting

2. Additional reinforcement shall be provided around large openings as shown on the Drawings. The grout shall be non-shrink grout as specified in the Contract Documents.

SECTION 03300

CAST-IN-PLACE CONCRETE

9.f
April 28, 2025 Packet Pg. 359
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-175
B. Embedments: Gate frames, gate thimbles, special castings, channels or other miscellaneous metal parts that are to be embedded in the concrete shall be set and secured in the forms prior to concrete placement. Unless otherwise specified, anchor bolts and inserts shall be embedded in concrete as shown. The Contractor shall provide inserts, anchors or other bolts necessary for the attachment of piping, valves, metal parts and equipment. Operators or sleeves for gate or valve stems shall be positioned to clear reinforcing steel, conduit and other embedments, and to align accurately with equipment.

3.09 EXPANSION JOINTS
Expansion joints shall be as specified. Reinforcement or other embedded metal items bonded to the concrete shall not extend through expansion joints. Waterstops shall be provided in expansion joints as specified in this Section.

3.10 WATERSTOPS
Waterstops shall be provided at the specified locations. Waterstops shall be securely held in position during placing of concrete. If, after placing concrete, waterstops are materially out of position or shape, the surrounding concrete shall be removed, the waterstop reset, and concrete replaced in accordance with this Section.

3.11 MODIFICATION OF EXISTING CONCRETE
Existing concrete shall be removed, and the remaining surfaces resurfaced as specified. The remaining concrete shall be protected from damage. Clean lines shall be made by sawing through the existing concrete. The concrete may be broken out after initial saw cuts in the event thickness prevents cutting through. Where it is not possible to use a saw, the initial cuts shall be made with chipping hammers. These cuts shall be sufficient to prevent damage to the remaining concrete. In general, an opening in existing concrete shall be oversized 1 inch on all sides and built back to the correct dimension with an epoxy grout. Where oversized openings cannot be made, the concrete shall be cut to the correct dimension, with the exposed reinforcing cut back an additional 1 inch and the resulting hole filled with epoxy grout. Cut or broken concrete surfaces shall be resurfaced with an epoxy grout. Concrete surfaces to be coated shall be dry. Where new concrete adjoins existing concrete surfaces or surfaces which have been cut, such surfaces shall be cleaned by sandblasting to remove laitance, loose coatings and foreign materials, and coated with the bonding compound just prior to the placement of the new concrete. Bonding compounds shall be as specified in this Section. Unless otherwise specified, continuity of reinforcing steel shall be obtained across the joint either by exposing existing bars to provide sufficient laps with new bars or by welding existing bars with new bars. Dowels shall be drilled and set with epoxy grout into existing concrete.

3.12 FORMED SURFACE FINISHES
A. Repair of Surface Defects: Surface defects, including tie holes, minor honeycombing or otherwise defective concrete shall be repaired in accordance with ACI 301, Chapter

9. Areas to be patched shall be cleaned. Patches on exposed surfaces shall be finished to match the adjoining surfaces after they have set. Patches shall be cured as specified for the concrete.

B. Finishing:

SECTION 03300

CAST-IN-PLACE CONCRETE

9.f
April 28, 2025 Packet Pg. 360
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-176

1. FINISH A: Finish A shall be a grout clean finish in accordance with ACI 301, Section 10.3.2. Surfaces shall be lightly sandblasted prior to sacking. For interior areas not exposed to moisture or weather, water used in the mortar shall be mixed with a PVA bonding compound as recommended by the manufacturer. Unless otherwise specified, Finish A shall be provided for all surfaces exposed to view, both painted and unpainted.

2. 3.

FINISH B: Finish B shall be the same as Finish A, except that the final burlap rubbing may be omitted, providing the steel trowel scraping removes the loose buildup from the surface. Finish B shall be provided for waterproof and moisture-proof coated surfaces.

FINISH C: Finish C shall be a finish which has surface imperfections less than 3/8 inch in any dimension. Surface imperfections greater than 3/8 inch shall be repaired or removed and the affected areas neatly patched. Finish C or smoother shall be provided for interior surfaces of tanks and channels from 1 foot below minimum water surfaces and down and otherwise unfinished interior surfaces.

4. FINISH D: Unless otherwise specified, Finish D shall be the finish for surfaces not exposed to view in the finish work or by other construction, which may be left as they come from the forms, except that tie holes shall be plugged and defects greater than 1/2 inch in any dimension shall be repaired.

3.13 SLAB FINISHES
A. General: Where finish is not specified, floor slabs shall receive steel troweling. Dry cement shall not be used on new concrete surfaces to absorb excess moisture. Edges shall be rounded to a radius of 1/2 inch. Joints shall be grooved to a radius and depth of 1/4 inch each.

B. Float Finish: Float finish shall conform to ACI 301, Section 11.7.2. Floating shall be performed with a hand or power-driven float. Floating of any one area shall be the minimum necessary to produce the finish specified. Floating shall compact and smooth the surface and close any cracks and checking of surfaces. Float finish shall be applied to surfaces of channel and tank bottom slabs and to footings.

Steel Trowel Finish: Steel trowel finish shall conform to ACI 301, Section 11.7.3.

Immediately after final troweling, the surface shall be cured and protected as specified. in this Section. Steel trowel finish shall be provided on floors unless specified otherwise.

Broomed Finish: Broomed finish shall conform to ACI 301, Section 11.7.4. Broomed finish shall be provided for walks, tops of walls, slabs on grade exposed to atmosphere, and where otherwise specified.

3.14 FIELD SAMPLING AND TESTING OF CONCRETE
A. General: Field sampling and testing shall be performed by the independent testing laboratory specified in this Section. Samples of concrete shall be taken at random locations and at such times to represent the quality of the materials and work SECTION 03300

CAST-IN-PLACE CONCRETE

9.f
April 28, 2025 Packet Pg. 361
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-177
throughout the project. The laboratory shall provide the necessary labor, materials and facilities for sampling, casting, handling and storing the concrete samples at the site of work. The minimum number of samples and tests are specified in this Section.

Sampling: Concrete shall be sampled as follows and tested in accordance with this Section. Samples of plastic concrete shall be obtained in accordance with ASTM C172. Samples for pumped concrete shall be taken at the hose discharge point.

Samples for other concrete shall be taken at the hopper of transit mix truck.

Testing: Services of a certified concrete testing laboratory shall be provided at the City’s expense to confirm compliance of cast-in-place concrete and CLSM with these Specifications. Failure of the concrete to meet the specified requirements shall be grounds for removal and replacement of the failing concrete, and re-testing at the Contractor's expense.

1. STRENGTH TESTS: The strengths specified for the design mix shall be verified by the testing laboratory during placement of the concrete. Verification shall be accomplished by testing standard cylinders of concrete samples taken at the job site.

Standard cylinders shall represent the concrete placed in the forms. One set of three standard cylinders shall be cast for each 50 cubic yards, or fraction thereof, for concrete placed in structures, building slabs and footings, but at least three cylinders shall be taken from any one batch. Casting, handling and curing of cylinders shall be in accordance with ASTM C31. Additional cylinders shall be provided when an error in batching is suspected. For the first 24 hours after casting, the cylinders shall be kept moist in a storage box constructed and located so that its interior air temperature will be between 60 and 80 degrees F. At the end of 24 hours, the cylinders shall be transported to the testing laboratory.

Testing of specimens for compressive strength shall be in accordance with ASTM C39. Tests shall be made at 7 and 28 days from time of casting. One test cylinder from each group of three shall be tested at the end of 7 days, and two shall be tested at the end of 28 days. Each strength test result shall be the average of the strengths of two test cylinders at 28 days, except that if one cylinder in a set of two shows evidence of low strength due to improper sampling, casting, handling or curing, the result of the remaining one cylinder shall be used.

The average of any three consecutive 28-day strength test results of the cylinders representing each class of concrete shall be equal to or greater than the specified strength and not more than 10 percent of the strength test results shall have values less than the specified 28-day strength for the total job concrete. No individual strength test results shall be less than the specified strength by more than 500 pounds per square inch.

Certified reports of the test results shall be provided directly to the Engineer.

Test reports shall include sufficient information to identify the mix used, the SECTION 03300

CAST-IN-PLACE CONCRETE

9.f
April 28, 2025 Packet Pg. 362
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-178
stationing or location of the concrete placement, and the quantity placed. Slump and ambient temperature shall be noted.

If the 28-day test results fall below the specified compressive strength for the class of concrete required for any portion of the work, adjustment in the proportions, water content, or both, shall be made as necessary at the Contractor's expense. Changes and adjustments shall be reported in writing to the Engineer.

If compressive test results indicate concrete in place may not meet structural requirements, tests shall be made to determine if the structure or portion thereof is structurally sound. Tests may include, but not be limited to, cores in accordance with ASTM C42 and any other analyses or load tests acceptable to the Engineer. Costs of such tests shall be borne by the Contractor.

2. TESTS FOR CONSISTENCY OF CONCRETE: The slump shall be as specified when measured in accordance with ASTM C143. Samples for slump determination shall be taken from the concrete during placing. Slump tests shall be performed whenever standard cylinders are cast.

D. Final Laboratory Report: A final report, prepared by the testing laboratory, shall be provided at the completion of all concreting. This report shall summarize the findings concerning concrete used in the project and provide totals of concrete used by class and structure.

3.15 CLEANUP
Upon completion of the work and prior to final inspection, clean all concrete surfaces, except outside sidewalks or paved areas and those having curing and sealing compound. **END OF SECTION**
SECTION 03300

CAST-IN-PLACE CONCRETE

9.f
April 28, 2025 Packet Pg. 363
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-179
SECTION 03600
GROUT
PART 1 – GENERAL

1.01 DESCRIPTION
A.

This Section specifies grout for structural and miscellaneous uses.

Related Sections:

SECTION 03300, CAST-IN-PLACE CONCRETE

1.02 QUALITY ASSURANCE
Quality control by contractor:

A. To verify conformance with the specified requirements for grout, the Contractor shall engage the services of an independent testing laboratory which complies with the requirements of ASTM E329. The testing laboratory shall sample and test grout materials as required in this Section.

1.03 REFERENCES
A. American Society of Testing and Materials (ASTM):

1. 2.

ASTM C33 - Concrete Aggregates.

ASTM C40 – Standard Test Method for Organic Impurities in Fine Aggregates for Concrete.

3. 4.

ASTM C87 – Standard Test Method for Effect of Organic Impurities in Fine Aggregate on Strength of Mortar.

ASTM C117 - Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate Material Finer Than 75 μm (No. 200) Sieve in Mineral Aggregates by Washing.

5. 6.

7. 8.

9. ASTM C136 - Sieve Analysis of Fine and Coarse Aggregates.

ASTM C150 – Portland Cement.

ASTM C289 - Potential Reactivity of Aggregates (Chemical Method).

ASTM C494 - Chemical Admixtures for Concrete.

ASTM D2419 - Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate.

SECTION 03600
GROUT

9.f
April 28, 2025 Packet Pg. 364
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-180

10. ASTM E329 REV C - Inspection and Testing Agencies for Concrete, Steel, and Bituminous Materials as Used in Construction.

1.04 SUBMITTAL
Contractor shall submit grout, mix designs, recent test data for the submitted mixes, and test data for mix components confirming that the mixes meet the requirements of this Section.

PART 2 – PRODUCTS

2.01 MATERIALS
A. Cement:

Portland cement shall be ASTM C150, Type II or Type V, low alkali, containing less than 0.60 percent alkalis.

B. Aggregate:

1. 2.

GENERAL: Aggregate shall be nonreactive and shall be washed before use.

When sources of aggregate are changed, test reports shall be provided for the new material. The tests specified shall be performed prior to commencing grout work.

FINE AGGREGATE: Fine aggregate shall be hard, dense, durable particles of either sand or crushed stone regularly graded from coarse to fine and shall conform to ASTM C33 as modified herein. When tested in accordance with ASTM C136, gradation shall be such that 100 percent by weight will pass a standard No. 8 mesh sleeve and no less than 45 percent by weight will pass a standard No. 40 mesh sieve.

3. Variation from the specified gradations in individual tests will be acceptable if the average of three consecutive tests is within the specified limits and the variation is within the permissible variation listed below:

U.S. standard
sieve size
Permissible variation in
individual tests, percent
30 or coarser
50 or finer
2 0.5

4. Other tests shall be in accordance with the following specifications:

Test
Organic
Test method
ASTM C40
Requirements
Color lighter than standard
Impurities
Amount of
Material Passing
No. 200 Sieve
Soundness
ASTM C117 3% maximum by weight
ASTM C88
ASTM C289
10% maximum loss with sodium sulfate
Reactivity Innocuous aggregate
SECTION 03600
GROUT

9.f
April 28, 2025 Packet Pg. 365
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-181
Sand Equivalent ASTM D2419 Minimum 80
C. Admixtures:

Admixtures shall be compatible with the grout. Calcium chloride or admixtures containing calcium chloride are not acceptable. Admixtures shall be used in accordance with the manufacturer's recommendations and shall be added separately to the grout mix.

D. Water:

Water for washing aggregate, for mixing and for curing shall be free from oil and deleterious amounts of acids, alkalis, and organic materials; shall not contain more than 1000 mg/1 of chlorides as Cl, nor more than 1300 mg/1 of sulfates as SO4; and shall not contain an amount of impurities that may cause a change of more than 25 percent in the setting time of the cement nor a reduction of more than 5 percent in the compressive strength of the grout at 14 days when compared with the result obtained with distilled water. Additionally, water used for curing shall not contain an amount of impurities sufficient to discolor the grout.

E. Grout:

1. 2.

NONSHRINK GROUT: Shall be nonmetallic aggregate grout: Five Star Products, Inc. Five Star Grout, Master Builders Masterflow 713, or equal.

EPOXY GROUT: Epoxy grout shall be a high modulus, two-component, moisture insensitive, 100 percent solids, thermosetting modified polyamid epoxy compound. The consistency shall be a paste form capable of not sagging in horizontal or overhead anchoring configurations. Material shall conform to ASTM C881, Type 1, Grade 3, such as Master Builders Technologies Concresive series, Sika Corporation Sikadur Hi-Mod Series, Adhesive Technology Corporation Solidbond 200, or equal, and shall have a heat deflection temperature in excess of 130 degrees F.

3. EPOXY PRESSURE GROUT FOR CRACK REPAIR: Epoxy for pressure grouting/crack injection shall be a two-component, moisture insensitive, high modulus, injection grade, 100 percent solids, blend of epoxy-resin compounds.

The consistency shall be as required to achieve complete penetration in hairline cracks and larger. Material shall conform to ASTM C881, Type 1, Grade 1, such as Sika Corporation Sikadur 52, Adhesive Technology Corporation SLV 300 series, or equal.

PART 3 – EXECUTION

3.01 NONSHRINK GROUT
A. Nonshrink, nonmetallic aggregate grout shall be used to fill the annular space between a cored opening and a pipe’s outside diameter at pipe-to-manhole connections.

SECTION 03600
GROUT

9.f
April 28, 2025 Packet Pg. 366
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-182
Contractor shall core drill, carefully chip out concrete, or remove bricks to create openings to existing manholes where new pipes are to connect. The new pipe shall be inserted into the opening with an approved pipe-to-manhole connector. The annular space between the pipe/adapter’s outside diameter and the cored opening shall be packed with nonshrink grout. After connection the Contractor shall rechannel the inside of the existing manhole base to provide a smooth flow channel transition to the newly installed pipe.

The Contractor shall plug any holes remaining from abandoned lines with concrete or nonshrink grout.

Nonshrink, nonmetallic aggregate grout shall also be used for the bearing surfaces of machinery and equipment bases, column base plates and bearing plates, where applicable.

3.02 EPOXY GROUT
Epoxy grout shall be used for repairing cracks by pressure grouting or gravity flow and repairing structural concrete. Concrete shall be primed in accordance with the grout manufacturer's instructions.
**END OF SECTION**
SECTION 03600
GROUT

9.f
April 28, 2025 Packet Pg. 367
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-183
SECTION 03930

MANHOLE REHABILITATION
PART 1 GENERAL

1.01 SUMMARY
A. This Section specifies the method and material for the rehabilitation of sanitary sewer manholes including materials, testing, and installation of corrosion barrier composite liners and coatings for concrete structures in compliance with manufacturer’s installation requirements and compliance with applicable building codes and standards.

Methods presented may utilize a spray or trowel applied calcium aluminate cementitious structural rehabilitation system, epoxy mortar barrier, or corrosion barrier geopolymer mortar. The purpose of this work is to obtain a dense and durable lining that is resistant to biosulfuric acid attack and meets the strength requirements described elsewhere in this specification. The work covered in this specification consists of furnishing all labor, equipment, materials, and supervision necessary to accomplish the rehabilitation as specified. When complete the rehabilitated structure shall:

1. 2.

3. Provide for a uniformly smooth surface of specified thickness.

Minimize, if not eliminate sources of inflow/infiltration (I/I).

Provide a service life that is supported by documented test analysis.

B. The Contractor's sequence of operation relative to structural rehabilitation shall include, but not be limited to the following:

1. 2.

3. Manhole rehabilitation shall take place after completion of pipeline rehabilitation but prior to disabling sewage diversion or bypass.

Eliminate all sources of groundwater infiltration and voids in manhole walls and bases as appropriate for rehabilitation method used.

Rehabilitate all interior surfaces including walls, and floors in accordance with the specification and the nature of the sub-surfaces to which the cementitious structural rehab system is to be applied.

4. 5.

Provision to "cure" the installed lining material.

Provision to “test” lining and structural rehabilitation materials.

The Contractor and the manufacturer shall guarantee workmanship, lining/coating system materials, installation and completed product for a period of ten (10) years from the date of substantial completion of the manhole rehabilitation work.

This Section also specifies the method and material for manhole channel/base restoration.

SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 368
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-184

1.02 RELATED SECTIONS
A.

Section 03300: Cast-in-Place Concrete
Section 03600: Grout

1.03 SYSTEM DESCRIPTION
This specification defines the material, method and installation for the rehabilitation of sanitary sewer manholes utilizing a spray or trowel applied Cementitious Liner with Epoxy topcoat, Cementitious with Calcium Aluminate and Geo-polymer restoration mortar. The work covered in this specification consists of furnishing all labor, equipment, materials, and supervision necessary to accomplish the rehabilitation as specified.

1.04 QUALITY ASSURANCE
A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary trades and crafts and who are completely familiar with the specified requirements and methods needed for proper performance of the work of this section.

A minimum of three (3) years of active continuous experience in the commercial application of manhole rehabilitation under the Contractor’s license is required.

B. Engage experienced applicator to perform Work of this Section who has specialized training in installing materials required for this Project; who is approved, authorized, or licensed by coating system Manufacturer to install Manufacturer's product; and who is eligible to receive the standard Manufacturer's warranty. A minimum of three (3) years of active continuous experience in the commercial application of manhole rehabilitation under the Contractor’s license is required.

1.05 REFERENCES
A.

ACI 305R - Hot Weather Concreting.

ACI 503R - Use of Epoxy Compounds for Coating Concrete.

ASTM C78 - Flexural Strength of Concrete (Using Simple Beam With Third-Point Loading).

D. ASTM C109 - Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or 50-mm Cube Specimens).

ASTM C157 - Length Change of Hardened Hydraulic-Cement Mortar and Concrete.

ASTM C876 - Half-Cell Potentials of Uncoated Reinforcing Steel in Concrete.

ASTM D4138 - Measurement of Dry Film Thickness of Protective Coating Systems by Destructive Means.

SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 369
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-185
H. International Concrete Repair Institute (ICRI) Technical Guideline No. 03730 – Surface Preparation Guidelines for the Repair of Deteriorated Concrete Resulting From Reinforcing Steel Corrosion.

ASTM C597 – Standard Test Method for Pulse Velocity Through Concrete (Compressive Strength)
ASTM C321 - Standard Test Method for Bond Strength of Chemical-Resistant Mortars.

1.06 SUBMITTALS
A. Furnish the following Qualifications submittal with bid.

1. 2.

Submit company history stating years in service.

Submit evidence of factory authorization or licensing by Manufacturer of lining system to install product

3. Submit documentation of employees’ cognizance and ability to comply with all Federal and State OSHA regulations regarding confined space entry.

B. Furnish the following lining/coating system submittals.

1. 2.

3. Submit Manufacturer’s product catalog data including physical properties.

Submit application instruction requirements.

Submit liner/coating system and application certification per certificate of compliance requirements.

4. 5.

6. Submit material samples, when requested by the Engineer.

Submit qualifications of applicator(s).

Submit to the City a manufacturer’s warranty for the liner or coating rehabilitation system to be in force and effective for a period of ten (10) years from the date of final acceptance by the City.

7. Submit to the City a warranty from the Contractor to be in force and effective for a period of ten (10) years from the date of final acceptance by the City. The warranty shall require the Contractor to repair or replace the manhole should leakage or other failure result from faulty materials or installation as determined by the Engineer.

C. Furnish the following channel/base restoration submittals:

1. 2.

Submit Manufacturer’s product catalog data including physical properties.

Submit application instruction requirements.

SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 370
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-186
D. Furnish the following channel/base restoration submittals:

1. 2.

Submit Manufacturer’s product catalog data including physical properties.

Submit application instruction requirements.

1.07 DELIVERY, STORAGE AND HANDLING
Manufacturer’s instruction and warranty requirements for delivery, storage and handling of concrete restoration and coating systems shall be strictly followed.

PART 2

2.01 LINING/COATING MATERIALS
A. All materials used for lining/coating systems shall be specifically designed for use in

PRODUCTS
manhole rehabilitation. All materials used shall be, whenever possible, from the same manufacturer. Sanitary sewer manholes shall be rehabilitated using one of the following methods:

1. Mainstay ML-72 Sprayable Microsilica Cement Mortar and Mainstay DS-5 Epoxy Mortar Corrosion Barrier,

2. 3.

Geopolymer mortar using Quadex GeoKrete,
Cementitious Liner with Calcium Aluminate Mortar (minimum ½-inch thickness).

B. MAINSTAY ML-72 SPRAYABLE MICROSILICA CEMENT MORTAR AND DS-5 EPOXY COATING:

The Mainstay ML-72 Cement Mortar shall be provided by the same manufacturer and be in compliance with the following criteria:

1. 2.

Restoration Mortar: Mainstay ML-72 Sprayable Microsilica Cement Mortar.

Low shrinkage, high strength, sprayable microsilica mortar.

Composition: Blend of cements, microsilica, thermoplastic fibers, densifiers, and modifiers. Mortar shall not contain calcium aluminate cements or aggregates.

3. 4.

Compressive Strength, ASTM C109:
a.
b.
1 Day: 3,000 psi
28 Days: 10,000 psi
Flexural Strength, ASTM C293:
a. 1 Day: 535 psi
SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 371
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-187
b. 28 Days: 1,400 psi

5. 6.

7. Tensile Strength, ASTM C496:
a.
b.
1 Day: 330 psi
28 Days: 790 psi
Shrinkage, ASTM C596:
a. 28 Days @ 90%: 0.01 percent
Uniaxial Tensile Bond Strength, ACI 503R, Appendix A:
a. 28 Days: Greater than 500 psi over high strength concrete (5,000 psi compression strength concrete - bond strength governed by substrate tensile strength). Minimum acceptable bond = 145 psi.

The specifics of the Corrosion Barrier Coating; Mainstay DS-5 Ultra High Build Epoxy Coating shall conform to the specifics below and shall be used with Mainstay ML-72 cement Mortar:

1. 2.

3. 4.

5. Composition: 100 percent solids, modified epoxy coating Thickness: Minimum of 100 mils in 2 coats
Number of Components: 2
Finish: Gloss
Color: White
C. GEOPOLYMER MORTAR USING QUADEX GEOKRETE:

Coating system shall be a corrosion barrier geopolymer mortar using Quadex’s GeoKrete. Minimum physical and chemical resistant properties:

1. 2.

3. 4.

5. 6.

Compressive Strength, ASTM C109:
a. 28 Days: 8,000 psi
Flexural Strength, ASTM C293:
a. 28 Days: 1,200 psi
Bond Strength, ASTM C882:
a. 28 Days: 3,000 psi
Chemical Resistance, ASTM C267:
a. Not to exceed 0% mass loss in 8 weeks
Permeability, AASHTO T-277:
a. Not to exceed 300 coulombs.

Freeze Thaw, ASTM C666:
a. No damage in minimum 300 cycles.

SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 372
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-188

7. Material Wet Density:
a. Minimum 127 +/-5 pcf.

D. CEMENTITIOUS LINER WITH CALCIUM ALUMINATE MORTAR
(MINIMUM ½-INCH THICKNESS):

Cementitious Lining material furnished under this specification shall be a prepackaged mortar mix, including all cement, aggregates, and any required additives. The mortar mix shall be pure Calcium Aluminate mortar designed for rehabilitation of deteriorated concrete and brick structures. Prior to application the Contractor shall provide to the Engineer the yield area per bag for the mortar mix. It is the intent of this specification that the Contractor only be required to add the proper amount of potable water so as to produce concrete suitable for spray application. Re-mixing or tempering shall not be permitted. Do not add Portland cement, other aggregates, or any admixtures whatsoever to lining material. Typical package weights shall not be less than 50 lbs. and shall be identical for all material furnished on this project.

1. The chemical composition of the cement portion as well as the aggregates of the mortar mix shall meet or exceed the following:

Al2O3
38-47%
CaO
33-40%
FeO + Fe2O3
6-17%
SiO2
4-9%
Minimum physical and chemical resistant properties:

1. 2.

3. Compressive Strength (ASTM C109):
a. 24 Hours: > 5,500 psi
b. 28 Days >7,000
Flexural Strength (ASTM C293):
a. 24 Hours: >900 psi
b. 28 Days: >1,300 psi
Splitting Tensile Strength (ASTM C496)
a. 24 Hours: >550 psi
b. 28 Days: >700 psi

4. 5.

6. Slant Shear test (ASTM C882)
a. 28 Days: >2,500 psi
Shrinkage at 28 days (ASTM C596)
a. 28 Days: < 0.08% cured @ 90% relative humidity
Freeze Thaw (ASTM C666):
a. After 300 cycles: < 0.08% cured @ 90% relative humidity

2. The mortar mix shall be either “SewperCoat PG” or “SewperCoat 2000HS Regular”, both as manufactured by Kerneos Inc. or approved equal.

SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 373
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-189

3. Selected mortar mix must have at least seven (7) years of successful performance in similar applications and be supplied by an ISO 9001 certified manufacturer.

Manufacturer’s ISO 9001 certificate shall be submitted to Engineer.

4. In addition, the mortar mix shall be designed to withstand long-term exposure to a bacterially corrosive hydrogen sulfide environment that may be expected to produce a pH of 1 on normal Portland cement based concrete or typical brick and mortar surfaces.

5. 6.

Water used in mixing shall be fresh, clean, potable water, free from injurious amounts of oil, acid, alkali, vegetable, sewage and/or organic matter. Water shall be considered as weighing 8.32 pounds per gallon.

Mortar mix shall be stored with adequate provisions for the prevention of absorption of moisture. It shall be stored in a manner that will permit easy access for inspection and identification of each shipment

2.02 CHANNEL AND BASE RESTORATION MATERIALS
A. A fast curing, high early strength (6,000 psi) mortar such as Rapid Set Mortar Mix or approved equal shall be used for patching of or restoration of manhole channel invert / base to the original elevation. Manhole coating/liners in Section 2.01 may also be used to restore channel invert / base to original elevation.

B. A fast curing, high early strength (6,000 psi) concrete such as Rapid Set Concrete Mix or approved equal shall be used for repairing deteriorated manhole channels/bases, rebuilding channels/bases in existing manholes, or concrete weir installation in an existing channel.

2.03 INFLOW AND INFILTRATION PREVENTION MATERIALS
A. If inflow or infiltration is observed within the structure after surface preparation is complete, a rapid setting crystalline enhanced hydraulic cement product specifically formulated for infiltration control shall be used to stop minor infiltration flows in accordance with the manufacturer's recommendations.

The material shall be Thoroc Plug, Octocrete, Burke Plug, or epoxy grout as specified in Section 03600, Grout, or approved equal.

For manholes rehabilitated using the epoxy lining method, minor infiltration flows shall be stopped with Mainstay ML-10 or approved equal product that is compatible with the proposed lining system and in accordance with the manufacturer’s recommendations.

D. Where infiltration flows are more severe, pressure grouting may be required. The material for pressure grouting shall be Avanti A-220, DeNeef or epoxy grout as SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 374
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-190
specified in Section 03600, Grout, or approved equal. Pressure grouting product shall be installed in accordance with the manufacturer's written instructions.

All materials, labor, equipment, and incidentals required to correct inflow and infiltration conditions will be considered incidental to rehabilitation.

2.04 RUNG REMOVAL MATERIALS
Rung removal shall include cutting rungs, drilling out minimum 1-inch into manhole wall, and filling voids with 100% solids epoxy Sikadur, as specified in Section 03600, Grout or approved equal.

PART 3 EXECUTION

3.01 PREPARATION
A. Before using any product, investigate its compatibility with surfaces, fillers and joints sealants.

Use only compatible materials.

Clean cracked or soft areas with wire brush.

Concrete preparation and installation of coating shall be performed under supervision of authorized Manufacturer’s representative.

E. Interior surface preparation of manholes shall proceed as follows:

1. Remove manhole rungs prior to rehabilitating manhole, using such methods that will minimize damage to structure surface.

2. Water blast manhole interior to remove deteriorated concrete, oil, grease, or existing coating. Water blast equipment shall use of a minimum pressure of 3,500 psi and shall not use detergent or other chemical cleaning solvents.

3. 4.

Inspect cleaned surfaces to identify and mark corroded reinforcing steel, and to locate cracks, leaks and joints.

Grind anchor bolts down to ½” below surface and patch flush. Promptly repair any damage to manhole structure caused by removal of steps, using methods acceptable to Owner.

5. 6.

Remove all debris prior to coating. Do not allow debris to enter sewer system.

Prepare surfaces to have a minimum profile of 1/16 inch profile, preferably with aggregate exposed.

7. Prior to installation, repair all irregularities, voids, and deteriorated surfaces to a uniform and sound surface using rapid setting repair mortar compatible with lining system.

SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 375
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-191

8. Saturate all surfaces thoroughly with water.

9. Apply restoration mortar as soon as water sheen is no longer visible.

10. Return manhole channel and shelf areas to original dimensions using concrete repair mortar. Hand trowel shelves to provide smooth and uniform surface.

Allow concrete to cure prior to coating.

3.02 OPERATIONS
A. The Contractor shall provide all equipment necessary to individually gauge, control, and monitor the actual amounts of all component materials necessary to complete the lining installation. The type of equipment and methods used to gauge, control, and monitor component materials shall be subject to approval by the Engineer and Manufacturer.

B. All lining materials shall be thoroughly mixed by mechanical means to ensure all agglomerated particles are reduced to original size or removed prior to placement into the application equipment (i.e. the hopper). Each batch of material should be entirely discharged before recharging with fresh material. Mixing equipment shall be cleaned at regular intervals to remove all adherent materials.

The addition of water to the mix shall be in strict accordance with the Manufacturer’s recommendations.

Re-mixing or tempering shall not be permitted. Rebound materials shall not be reused.

3.03 EQUIPMENT
Equipment shall be of spray type and approved by the material manufacturer. Alternate equipment may be utilized provided it meets the performance requirements of the specification.

All equipment must be kept in operating condition and good repair.

3.04 PROTECTION OF ADJACENT SURFACES
During progress of the work, adjacent areas or grounds which may be permanently discolored, stained or otherwise damaged by dust and rebound material, shall be adequately protected and, if contacted, shall be cleaned by early scraping, brushing or washing as the surroundings permit.

3.05 INFLOW AND INFILTRATION PREVENTION
Inflow and infiltration prevention materials shall be installed in accordance to manufacturer’s recommendation

3.06 APPLICATION OF MAINSTAY ML-72 SPRAYABLE MICROSILICA CEMENT

RESTORATION MORTAR
A.

Furnish and install materials at locations shown on Plans and Submittals.

Apply restoration mortar in accordance with manufacturer's instructions.

SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 376
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-192

1. Apply uniformly to substrate to the specified thickness. Do not apply to manhole frame.

2. Do not trap air in corners, behind exposed reinforcing steel, or between lifts.

Mortar Thickness: Apply a minimum thickness of 1/2 inch above peaks of existing profile after surface preparation.

Finish surface with wood float, sponge float, broom, or brush to produce a textured surface upon which to apply Corrosion Barrier Mortar.

Follow manufacturer’s instruction for hot or cold weather application.

3.07 APPLICATION OF DS-5 EPOXY CORROSION BARRIER COATING A. Apply epoxy corrosion barrier coating to the entire barrel sections, cones and manhole inverts in accordance with manufacturer's instructions. Do not apply to manhole frame.

B. Apply epoxy corrosion barrier coating as soon as possible after finishing of restoration mortar, but before it is allowed to cure for more than 4 hours. If the Epoxy Corrosion Barrier Coating cannot be applied within this time frame, the surface of the Restoration Mortar shall be primed within that time frame with manufacturer’s recommended penetrating primer to hold the surface for up to 72 hours.

Do not allow surface contamination on the finished restoration mortar before application of epoxy corrosion barrier coating. Remove any contamination of primed mortar before application of epoxy corrosion barrier coating by means of high pressure (min. 3,500 psi) water blast.

Allow a minimum cure time of 24 hours at 70 degrees F.

3.08 APPLICATION OF CEMENTITIOUS LINER WITH CALCIUM ALUMINATE

RESTORATION MORTAR
A. Application shall be according to the manufacturer’s recommendation and these technical specifications.

B. Lining material shall not be applied to a frozen surface or to a surface that may freeze within 24 hours of application. Frozen conditions shall be defined as ambient temperatures of 32 degrees Fahrenheit or below.

C. Cementitious liner - Sequence of application may be from bottom to top or vice versa if rebound is properly removed.

Application shall be from an angle as nearly perpendicular to the surface as practicable, with the nozzle held at least 1 foot from the working sub-surface (except in confined control). If the flow of material at the nozzle is not uniform and slugs, sand spots, or wet sloughs result, the nozzleman shall direct the nozzle away from the work until the faulty conditions are corrected. Such defects shall be replaced as the work progresses.

SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 377
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-193
D. Application shall be suspended if:

1. 2.

Air velocity separates the cement from the aggregate at the nozzle.

Ambient temperature approaches freezing and the newly placed SewperCoat, or approved equal, cannot be protected and insulated.

The time interval between successive layers of material application must be sufficient to allow “tackiness” to develop but not final set. If final set does occur, this surface shall be prepared in accordance with Sections 3.01C of this document.

Construction joints within a manhole shall be avoided. In the event a construction joint is necessary and approved by the Engineer, it shall be sloped off to a thin, clean, regular edge, at a 45-degree angle. Prior to placement of the adjoining materials, the sloped portion and adjacent applied material shall be thoroughly cleaned as necessary, then moistened and scoured with an air jet.

Nozzleman shall bring the material to an even plane and to well-formed corners.

After the body coat has been placed, the surface shall be trued with a thin-edge screed to remove high areas and expose low areas. Low areas shall be properly filled with additional material to insure a true, flat surface as specified herein.

For manhole applications, the minimum thickness of SewperCoat, or approved equal, shall be a ½-inch cover over all surfaces. The thickness minimum is in addition to any material required to fill voids. For voids greater than one (1) square foot and less than 3/4-inch in depth, the Contractor may request approval from the Engineer to use spray applied cementitious material to fill voids.

Contractor shall provide all equipment necessary to individually gauge, control, and monitor the actual amounts of component materials necessary to complete the lining installation. The type of equipment and methods used to gauge, control, and monitor component materials shall be submitted to the Engineer for review and approval.

1. Cementitious liner with Calcium Aluminate Mortar shall be allowed to cure in accordance with the manufacturer’s recommendations.

2. Cementitious liner with Calcium Aluminate Mortar shall be applied to all interior surfaces of the manhole structure including invert, benches, walls, cone, chimney, and grade rings.

K. CURING:

If the material has been applied and furnished in accordance to the specifications, and it has been determined that the environment is not moist enough for natural curing, the contractor will be required to apply a curing compound to all coated surfaces. Curing compound shall meet the requirements of ASTM C309 and have the approval of the lining material Manufacturer and the Engineer prior to use.

SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 378
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-194
Moist curing may also be used in lieu of curing compound. If moist curing is selected, it should be implemented just after the notice of uniform heat generation of the installed lining. Moist curing can consist of the use of soaker hoses, water sprinklers, or vapor/misting machines. Regardless of delivery method, moist curing should continue for a minimum of 18 hours.

L. LINING/COATING OF INVERT:

The rehabilitation lining to be used shall extend to and include the invert of the existing manhole. The invert of the manhole shall be raised to provide a smooth transition from the upstream to downstream end. Material used at the manhole invert shall be suited to its intended purpose and shall be compatible with material it contacts.

M. REMOVAL AND DISPOSAL OF DEBRIS:

The Contractor shall be responsible for removal and disposal of all debris removed during the cleaning and rehabilitation process. The Contractor shall comply with all Federal, State, and local regulations regarding disposal of debris.

3.09 APPLICATION OF GEOPOLYMER LINER
A.

Furnish and install materials at locations shown on Plans and Submittals.

Mix and apply material in accordance with manufacturer's instructions to proper consistency.

Material shall be applied when no visible water dripping or running.

Material shall not be applied during freezing weather conditions.

Material shall not be applied when the ambient temperature is 37°F and falling or when the temperature is anticipated to fall below 32°F within 24 hours.

F. HAND SPRAY APPLICATION:

1. Material hose shall be coupled to a low- velocity spray application nozzle.

Pumping of the material shall commence and the mortar shall be atomized by the introduction of air at the nozzle, creating a low-velocity spray pattern for material application.

2. 3.

Spraying shall be performed by starting at the bottom of the structure and progressing up the wall.

Material shall be applied to a minimum thickness of one (1) inch. Material shall be applied to the bench area in such a manner as to provide for proper drainage without ponding and accounting for anticipated abrasion.

4. Troweling of materials shall begin immediately following the spray application. Initial troweling shall be in a motion, to compress the material into SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 379
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-195
any voids within the structure walls. Precautions should be taken not to over trowel.

5. Once troweling has been completed the applied liner shall be brushed to remove trowel marks and to break up the latent surface brought about by troweling. Brushing should be in the horizontal plane and as with troweling do not over work the lining material.

G. CENTRIFUGAL APPLICATION:

1. Spin-cast unit shall be approved by the material manufacturer. Motor torque and application process shall be sufficient to evenly apply lining materials within a 4foot diameter structure. Robotic insertion/ extraction equipment and speeds shall be calibrated to the structure diameter to ensure uniform application to specified thickness. Material hose shall be coupled to the spincast unit. The spin-cast unit shall then be positioned within the center of the structure.

2. Initially locate the spinner at either the top of the manhole chimney or the lowest point corresponding to the junction of the manhole bench and walls. The spin-cast unit shall then be initialized and pumping of the material shall commence. As the mortar begins to be centrifugally cast evenly around the interior of the structure, the rotating applicator head shall be cycled up and down in rough, non-uniform vertical structures at a controlled retrieval speed conducive to providing a uniform material thickness on the structure walls.

H. CURING:

Manhole shall be isolated from sunlight and dry outside air as soon as possible but no more than 10 minutes after troweling is complete to minimize moisture loss in the material. Contractor shall place a cover sheet of plastic sheeting between manhole frame and cover or tunnel/pipe terminations to prevent moisture loss. Applications should not occur in direct sunlight. When low or no flow conditions exist within the manhole, place plastic sheeting underneath the lid/cover.

3.10 FIELD QUALITY CONTROL
A. Field testing shall include the following:

1. Inspection of Interior Surface Preparation – A visual inspection of the manhole surface following the interior surface preparation shall be performed by the Applicator before receiving the finish coat. Additionally, the City shall be notified two days in advance of the inspection.

2. Thickness Testing – During application, a wet film thickness test shall be used to ensure uniform thickness during application. Contractor shall perform the test and shall submit documented thickness readings to the City. Any area that does not meet the specified thickness shall receive additional coating at the Contractor’s expense.

SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 380
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-196

3. Installation, Leakage and Field Performance Test – A visual inspection by the City of the finished installation shall be performed to demonstrate compliance to these Contract Documents and Manufacturer’s printed literature.

4. Cementitious Material Property Testing (for calcium aluminate lining systems) – When specified or directed by the Engineer, one 2 X 2-inch sample cube shall be taken for every 50 bags of material used. Samples shall be sprayed from nozzle, identified in the presence of the Engineer and sent, to an independent test laboratory for compression strength testing as described in ASTM C-109.

5. Holiday Testing (for epoxy or polymer lining systems) – After the protective coating has set hard to the touch it shall be inspected with high voltage holiday detection equipment such as Tinker and Rasor APW or equivalent specified by coating Manufacturer. Perform spark testing upon completion of the visual inspection and in the presence of the City. Spark testing voltage will be set at 100 volts per mil of coating thickness specified. All detected holidays shall be marked and repaired following the manufacturer’s recommendations and shall be performed at no cost to the City. Complete additional spark testing after all repairs have been completed, reinspected and approved.

6. Adhesion Testing (for epoxy or polymer lining systems) – Affix one 3/4-inch dolly to lined surface at upper cone section, midsection and bottom. Adhesive used to attach dollies to liner shall be rapid setting with tensile strength in excess of liner material and permitted to cure in accordance with Manufacturer’s specifications. Prior to pull test, tester shall use scoring device to cut through coating until substrate is reached. Failure due to improper dolly adhesive or scoring will require retesting at no additional cost to City. Pull tests in each area shall exceed 200 psi and include substrate adhered to back of dolly or leave no visual signs of coating material in test hole. Pull tests with results between 150 psi and 200 psi may be acceptable if more than 50% of substrate adhered to back of dolly. If any tests fail, test at least 3 additional locations in the section of the failure, as directed by City. If any of retests fail, remove entire liner and replace at the Contractor’s expense. If host structure fails adhesion test, one additional host structure shall be tested as directed by City. **END OF SECTION**
SECTION 03930

MANHOLE REHABILITATION

9.f
April 28, 2025 Packet Pg. 381
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-197
SECTION 05541

MANHOLE FRAMES AND COVERS
PART 1 - GENERAL

1.01 SUMMARY
A. This Section specifies manhole frames and covers
SECTION 02701, PRECAST CONCRETE STRUCTURES

1.02 REFERENCES
A. City of San Carlos
Standard Specifications and Details (latest edition)
American Society for Testing and Materials (ASTM)
ASTM A48 - Standard Specification for Gray Iron Castings B.

1.03 SUBMITTALS
Submit the following in accordance with the Contract Documents.

A. Manufacturer's catalog data showing specific items to be supplied for these specifications including:

1. 2.

Manhole frames
Manhole covers
PART 2 - PRODUCTS

2.01 ACCEPTABLE PRODUCTS
A.

Manhole frames and covers shall have a 24-inch opening.

Standard manhole frame and covers shall be D&L Foundry A-1018 or A-1024, SBF 1900, Phoenix P-1090 or approved equal and installed per the Contract Documents.

B. Watertight manhole frames and covers shall be Neenah R-1755-E1 or approved equal and installed per the Contract Documents.

2.02 MATERIALS
The materials for manhole frames and covers shall be cast iron in accordance with ASTM A48, Class 35B with solid covers embossed to match the City’s standard manhole cover pattern.

SECTION 05541

MANHOLE FRAMES AND COVERS

9.f
April 28, 2025 Packet Pg. 382
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-198

2.03 FABRICATION
A. Manhole frames and covers shall be the heavy-duty type designed for H-20 highway loading. Bearing and wedging surfaces shall be machined to ensure a tight fit and to prevent rocking.

B. The City's name and the manufacturer's name, initials, or logo type shall be cast in frame and cover. The bearing surfaces of the frame and cover shall be machined, and the cover shall seat firmly without rocking. Before leaving the foundry, all castings shall be protected with an asphalt coating as follows:

1. The surface to be protected shall be clean, uncoated cast iron free of oil, grease, scale, or rust.

2. The castings shall be cleaned and dipped twice in a preparation of asphalt or coal tar and oil applied at a temperature of not less than 290 degrees or more than 310 degrees Fahrenheit to form a firm and tenacious coating.

PART 3 - EXECUTION

3.01 INSTALLATION
A. Existing and new manhole frames and covers shall not be set to final grade until the pavement has been completed, unless otherwise approved by the Engineer. The manhole frame and cover shall be permanently set when so authorized by the Engineer.

The frame shall be centered on the manhole shaft and laid on mortar to final grade. The mortar shall be neatly struck.

B. Set manhole frames and covers in paved or improved areas flush with the surrounding surfaces unless otherwise specified. Manhole frames and covers in unimproved areas/fields shall be set no less than 6 inches and no more than 12 inches above grade. **END OF SECTION**
SECTION 05541

MANHOLE FRAMES AND COVERS

9.f
April 28, 2025 Packet Pg. 383
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-199
SECTION 15050

GENERAL PIPING
PART 1 - GENERAL

1.01 SUMMARY
A. The Contractor shall furnish, install, test, and complete the piping in accordance with the Contract Documents.

B. Related Sections:

1. 2.

3. 4.

5. 6.

SECTION 02200, EARTHWORK
SECTION 02701, PRECAST CONCRETE STRUCTURES
SECTION 02735, SANITARY SEWER SYSTEM TESTING
SECTION 02800, TRAFFIC CONTROL
SECTION 15063, POLYVINYL CHLORIDE SEWER PIPE
SECTION 15066, DR 17 HIGH-DENSITY POLYETHYLENE (HDPE)
PIPE

1.02 QUALITY ASSURANCE
A. Like items of materials provided hereunder shall be the end products of one manufacturer in order to achieve standardization for appearance and manufacturer’s service.

B. To assure uniformity and compatibility of piping components in grooved-end piping systems, fittings and couplings shall be furnished by the same manufacturer.

1.03 REFERENCES
A. City of San Carlos:

Standard Specifications and Details (latest edition).

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

Refer to individual piping sections for relevant ASTM standards. 49.

ASTM C700 for Vitrified Clay Pipe (VCP) point repairs
C. Uni-Bell PVC Pipe Association:

Recommended Practice for Low-Pressure Air Testing of Installed Sewer Pipe, current Uni-B-6 pamphlet.

SECTION 15050

GENERAL PIPING

9.f
April 28, 2025 Packet Pg. 384
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-200

1.04 GENERAL
A.

All sewer construction materials proposed to be used shall be new materials.

Where material specification numbers are used herein, they shall refer to the latest revision thereof.

1.05 SUBMITTALS
A. Submit, in accordance with the Contract Documents, installation instructions and details of all pipe, joints, fittings, metallic pipeline marking tape, and appurtenances to be used in the work including the following.

1. Catalog cuts showing all piping, manholes, couplings, and fittings. a. Shop drawings shall indicate the details of all thickness, joints, materials, require fabrication tolerances, and procedures, as applicable.

2. Dimensioned layout drawings, including piping, building sewers, and manholes.

3. 4.

5. 6.

7. 8.

Installation procedures and sequencing.

Staging and lay-down areas.

Security plans and fencing, if applicable.

Sewer Bypassing Plan in accordance with the Contract Documents.

Traffic Control Plan in accordance with the Contract Documents.

Connection details for all building sewers and existing systems.

B. The review of procedures and equipment by the Engineer shall not relieve the Contractor of his responsibility nor modify any of the provisions of the contract.

PART 2 - PRODUCTS

2.01 PIPE AND FITTINGS
Refer to applicable pipe specification in Contract Documents.

2.02 FLEXIBLE COUPLINGS
A. Flexible couplings shall be Mission Rubber Flex-Seal ARC Shielded adjustable repair couplings with stainless steel shear band (i.e. MR02 ARC series) or approved equal.

Couplings shall have T-Bolt clamps to secure the coupling tightly to entering and exiting pipes. All screw-clamp hardware shall be Type 316 stainless steel with stainless steel support sleeve. Rubber material shall be suitable for sewage service.

SECTION 15050

GENERAL PIPING

9.f
April 28, 2025 Packet Pg. 385
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-201
B. Existing vitrified clay pipe (VCP) in some areas of the City of San Carlos have been found to have a smaller outer diameter than typical VCP. Connections to existing VCP may require a coupling with a smaller diameter gasket (such as MR03 ARC or MR53 ARC intended for connection to asbestos cement pipe). Contractor shall confirm the outer diameter of existing VCP prior to connections and utilize the appropriate couplings to achieve a watertight seal, at no additional cost to the City.

2.03 BURIED DETACTABLE WARNING AND IDENTIFICATION TAPE
A. Warning tape shall be installed with all sewer mains constructed by open cut method.

B. Warning tape shall be polyethylene plastic and metallic core or metallic-faced, acidand alkali-resistant, polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines.

C. Provide tape on rolls, 6-inch-minimum width, color coded green for sewer mains with the words “Caution: Sewer Line Buried Below” printed continuously along its length.

Wording shall be approximately ¾ inch high at maximum intervals of two (2) feet.

Color and printing shall be permanent, unaffected by moisture or soil.

Minimum thickness of the tape shall be 0.004 inch.

Tape shall have a minimum strength of 1500 psi lengthwise.

Tape shall be manufactured with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep.

Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

If directed by the Engineer, samples of the marking tape shall be submitted in accordance with the Contract Documents.

2.04 TRACER WIRE FOR NON-LINEAR INSTALLATIONS
A. Tracer wire shall be used for all non-linear sewer main installations.

B. All trace wire shall have HDPE insulation intended for direct burial use at 30 volts, color coated per APWA standard for the specific utility being marked.

C. Tracer wire shall meet the requirements of one of the following based on construction method:

1. Open Trench – Copperhead #12 AWG Copper Clad Steel High Strength with minimum 30 mil HDPE insulation thickness, Part #1230*-HS or approved equal.

2. Pipe Bursting or Reaming – Copperhead SoloShot Extreme Strength 7 x 7 Stranded, with minimum 50 mil HDPE insulation thickness, Part # PBX-50 or approved equal
SECTION 15050

GENERAL PIPING

9.f
April 28, 2025 Packet Pg. 386
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-202
D.

Tracer wire shall be laid along the top of all plastic pipe and held in place with appropriate tape, ties or hitches spaced not more than 13 feet apart.

Tracer wire shall be terminated at structure connections or pipe locator boxes as indicated on the Drawings.

Splices along the continuous run of tracer wire for repair of a wire break or replacement of failed segment of wire shall use 3M Brand DBR Direct Bury Splice Kit or approved equal.

PART 3 - EXECUTION

3.01 PREPARATION
A. Trenching and trench dewatering requirements shall comply with the requirements of the Contract Documents.

B. Sewer bypassing and dewatering requirements shall comply with the requirements of the Contract Documents.

C. Layout of Controls:

1. 2.

3. Establish line and grade control and staking in accordance with the Contract Documents.

The grades and alignment of the sewer so staked must be approved by the Engineer prior to start of sewer construction.

Construction staking:
a.
b.

A registered land surveyor engaged by the Contractor shall be responsible for setting stakes and preparing cut sheets. Submit the name, license number and expiration date of the surveyor in charge of the survey work prior to construction.

At least five (5) working days before the start of any sewer construction requiring staking, submit three copies of cut sheets to the Engineer. Cut Sheets will be reviewed and one approved copy will be furnished to the Contractor for use in construction. Stakes must not be marked with cuts prior to Engineer’s approval of cut sheets.
c. The Contractor shall be responsible for preserving all required benchmarks, reference points and construction stakes in the area and will be responsible for any cost incurred in replacing any such benchmarks, reference points or construction stakes which are destroyed as a result of his activities.
d.
e.

The Contractor shall be responsible for maintaining the legibility and refreshing of paint marks as long as needed, including maintenance during idle time and/or inclement weather.

Unless otherwise required by the Engineer, locate sewer construction stakes at 50-foot maximum intervals except that on horizontal curves SECTION 15050

GENERAL PIPING

9.f
April 28, 2025 Packet Pg. 387
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-203
and on sewers with a slope flatter than 0.003 foot per foot the maximum spacing will be 25 feet. The maximum spacing of construction stakes on vertical curves shall be 10 feet. Additional sewer construction stakes shall be located at angle points, grade breaks, and structures. f. Offset stakes from the centerline of the sewer at a safe distance from the excavation but in no case greater than 10 feet unless authorized by the Engineer. The stakes will be marked with offset distance and station only.

D. Surveying Instruments or Lasers: When laying main sewers 6 inches and larger in diameter, unless otherwise approved by the Engineer, a commercial Laser grade setting system shall be used. The following requirements and conditions must be met:

1. The Contractor shall have the responsibility of providing an instrument operator who is qualified and trained in the operation of the Laser, and said operator must adhere to the provisions of the State of California Construction Safety Orders issued by the Division of Industrial Safety. Attention is particularly directed to Section 1514, and Sections 1800 through 1801 of said orders for applicable requirements.

2. 3.

When using a Laser, the Laser shall be an in-line Laser or be connected firmly to a tripod, set firmly on compacted soil. The Laser height of instrument shall be taken from one offset hub and checked with at least two more hubs. This shall be done every time the Laser is set up or disturbed.

The Laser shall be properly calibrated at all times. If any Laser is found to be out of calibration, the Laser shall be removed from the job site until it has been properly calibrated.

E. Line and Grade:

1. The horizontal controls for this project are the control points and base lines as shown on the plan. The vertical controls for this project are the benchmarks as shown on the plan.

2. It is the responsibility of the Contractor to check these benchmarks at the beginning of the contract period and report any errors or discrepancies to the Engineer.

3. 4.

When satisfied that all benchmarks are correct, the Contractor shall use these benchmarks to furnish and maintain all reference lines and grades for sewer construction. Contractor shall not disturb benchmarks with construction equipment, materials or by dewatering operations.

Submit to the Engineer copies of field notes used to establish all lines and grades. The Contractor remains fully responsible for the accuracy of his work and the correction of it, if required.

F. Verification of Existing Sewer Connection at New Manhole:

1. Where connection is to be made to an existing sewer with a new manhole, said existing sewer shall be uncovered and checked for location and elevation prior SECTION 15050

GENERAL PIPING

9.f
April 28, 2025 Packet Pg. 388
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-204
to submitting cut sheets. Any discrepancy between the Plans and field information shall be reported immediately to the Engineer.

2. Where construction requires removal of any existing sewer or structure from service, the work shall be conducted in accordance with the Contract Documents.

Sewer Pipe Plugs: Sewer pipe stubs, or other open ends, which are not to be connected for service under this contract, shall be plugged or capped with standard watertight plugs or caps, as submitted by the Contractor and approved by the Engineer for use in the particular installation.

Handling of Pipe:

1. All pipe and accessories shall be carefully lowered into the trench in such a manner as to prevent damage to pipe and fittings. Under no circumstances shall pipe or accessories be dropped or dumped into the excavation.

2. Pipe shall be protected against impact shocks during handling. Prior to making pipe joints, all surfaces of the portion of the pipe to be joined shall be cleaned, dried and otherwise repaired in accordance with the manufacturer's installation instructions. The interior of all pipe shall be kept free from all dirt and foreign matter as the work progresses.

3. At the close of each day's work, and at such other times when pipe is not being installed or utilized for service, the ends of all open pipes shall be closed with a watertight plug or cap.

I. Field Cutting Pipe:

1. Use whole lengths of pipe wherever possible. Short lengths or cut pieces shall be allowed only to complete connections to manholes and structures, wye branches, and other required fittings.

2. Unless otherwise permitted by the Engineer, pipes that must be cut in the field shall be cut as recommended by the pipe manufacturer.

3.02 EXCAVATION AND TRENCHING
Perform all excavations for pipelines and appurtenances, of whatever substances encountered, to the depths indicated in the Contract Documents and in accordance with the Contract Documents.

3.03 INSTALLATION
A. General:

SECTION 15050

GENERAL PIPING

9.f
April 28, 2025 Packet Pg. 389
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-205

1. Each pipe and fitting shall be carefully inspected before the pipe or fitting is installed. Clean ends of pipe thoroughly. Remove foreign matter and dirt from inside of pipe and keep clean during and after laying.

2. Clean out fittings and pipe sections before installing. Clean joint contact surfaces immediately prior to joining. Use joint lubricants and joining methods as recommended by the pipe manufacturer.

3. 4.

Furnish and assemble pipe and fittings to provide accurate alignment for joints.

Make all joints watertight.

B. Every precaution shall be taken to prevent foreign material from entering the pipe during installation. No debris, tools, clothing, or other materials shall be placed in the pipe. Whenever pipe laying is stopped, the open end of the pipe shall be closed with an end board closely fitting the end of the pipe to keep sand and earth out of the pipe. The end board shall have several small holes near the bottom to permit water to enter the pipe and prevent flotation in the event of flooding of the trench.

Use proper implements, tools, and facilities for the safe and proper protection of the pipe. Carefully handle pipe in such a manner as to avoid any physical damage to the pipe. Do not drop or dump pipe into trenches under any circumstances.

Buried Pipe:

1. Commencement of New Sewer Pipeline:

Unless otherwise specified or authorized by the Engineer, the laying of the pipe by open-cut methods in finished trenches shall be commenced at the lowest point of the project and continued in an upstream manner until completion.

Spigot ends shall point in the direction of the flow except as noted or otherwise specified. The joints shall be carefully centered so that when laid to proper grade and alignment as designated on the Contract Documents, they will form a sewer with a uniform invert.

2. Pipe Installation:
a.
b.
c.

The sewer trench shall be dewatered to enable pipe installation under dry conditions per the Contract Documents.

Backfill material shall not be dropped directly on the pipe, and chutes or deflectors shall be utilized to protect the pipe
Adequate backfill shall be deposited on pipe to prevent floating of pipe.

Any pipe which has floated shall be removed from the trench, cleaned, and reinstalled in an acceptable manner. No pipe shall be installed when, in the opinion of the Engineer, the trench conditions or weather are unsuitable for such work.

3. Control of Line and Grade:
a. Total horizontal deviation of the sewer from the line shown on the Contract Documents shall be not more than 1 inch. The sewer grade shall not deviate from the profile shown on the Plans by more than 1/4 SECTION 15050

GENERAL PIPING

9.f
April 28, 2025 Packet Pg. 390
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-206
inch, measured at the pipe invert, and the grade shall be maintained during and after backfilling operations. Sewer grades exceeding this amount shall be removed and replaced at Contractor's expense. b. If deviations less than 1/4 inch from the design grade occurs, pipe joints shall be deflected to bring the invert back to grade. Grade corrections shall be made gradually to prevent ponding in the pipe invert at low spots. Pipe shall be installed to be free draining (no sags) between any two points. No reverse (adverse) grade will be allowed.

4. 5.

Joint Deflections: The deflection in the joint between any two successive pipe sections shall not exceed 50 percent of the maximum deflection as recommended by the pipe manufacturer. The minimum allowable radius shall be 300 feet unless otherwise shown. Minimum 2-foot pipe lengths may be supplied, or pipe may be cut, if approved joint material is available, to install short radius curves and conform with the joint deflection limitations. When short lengths are to be used, it shall be as shown on the Plans.

General:
a. When the pipe laying is not in progress, including break hours, the open ends of pipe shall be closed by approved means, and no trench water, animals, or foreign material shall be permitted to enter the pipe. b. All buried pipe shall be prepared as herein before specified and shall be laid on the prepared pipe embedment material in accordance with the Contract Documents to ensure uniform bearing. No pipe shall be laid in water or when, in the opinion of the Engineer, trench conditions are unsuitable.
c. All sewer mains and building sewers installed by open cut methods shall be installed with green metallic marking tape indicating the presence of the buried sewer. The tape shall be located at the lower of the two following depths:
1)
2)
18 inches above the sewer pipe.
6 inches below the finished subgrade.

3.04 FITTINGS
Fittings shall be sized to receive the type of pipe specified. Installation of fittings will be in accordance with manufacturer's recommendations. Fittings and wyes shall be of the same material as that of the pipe it is connecting to.

3.05 DELIVERY, STORAGE, AND HANDLING
A. Materials delivered to site shall be inspected for damage and accepted by the Contractor.

B. Pipe materials shall be stored in strict accordance with the manufacturer's requirements.

Typical requirements for pipe storage include:

SECTION 15050

GENERAL PIPING

9.f
April 28, 2025 Packet Pg. 391
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-207

1. Pipe shall be stored, if possible, at the job site. Caution shall be exercised to avoid compression, damage, or deformation to the pipe joints and barrel. Pipe supports and straps installed by the manufacturer shall be maintained in place during storage.

2. 3.

4. When pipelines are stacked, insure that weight or upper units do not cause damage to pipe in lower units.

Pipes shall be supported by struts, racks or dunnage to prevent damage to the bottom during storage.

When long-term storage with exposure to direct sunlight is unavoidable, pipe shall be covered with an opaque material while permitting adequate air circulation above and around the pipe as required to prevent excessive heat accumulation.

5. 6.

7. Pipe shall not be stored close to heat sources or hot objects such as heaters, boilers, steam lines, engine exhaust, etc.

Pipe shall not be stored directly on the ground and shall be kept free of dirt and debris.

Protect gaskets from excessive exposure to heat and sunlight.

3.06 PIPE COUPLINGS
Installation of pipe couplings shall be in accordance with the manufacturer’s recommendations.

3.07 TESTING
Testing shall be completed in accordance with the Contract Documents.

3.08 CLEANING
Care shall be exercised during fabrication to prevent the accumulation of pipe cuttings, and filings, gravel, cleaning rags, etc., within piping sections. All piping shall be examined to assure removal of these and other foreign objects prior to assembly. Shop cleaning may employ any conventional commercial cleaning method if it does not damage, deform, swell, or otherwise alter the physical properties of the material being cleaned.

3.09 FIELD QUALITY CONTROL
A.

Field tests and inspections including air pressure tests and cleaning shall be in The following construction deficiencies shall be considered as in need of correction prior to acceptance of the work:

1. 2.

3. Damaged pipes including cracks, gouges and chipped ends of pipe sections.

Slope less than the specified.

Changes in slope greater than ±0.05 percent of the design slope.

SECTION 15050

GENERAL PIPING

9.f
April 28, 2025 Packet Pg. 392
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-208

4. 5.

6. Low spots, sags or bellies that hold water
Dropped, offset or separated joints.

Excessive gap between pipe ends within a coupling or fitting (greater than 0.5 inch unless approved by the Engineer).

7. 8.

Infiltration/leaking joints.

Other noted deficiencies.
**END OF SECTION*
SECTION 15050

GENERAL PIPING

9.f
April 28, 2025 Packet Pg. 393
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-209
SECTION 15063
SDR 26 POLYVINYL CHLORIDE SEWER PIPE (PVC)
PART 1 – GENERAL

1.01 DESCRIPTION
A. The Contractor shall furnish and install all 4- to 10-inch underground polyvinyl chloride (PVC), non-pressure pipe and all appurtenant work, complete and in place, all in accordance with the Contract Documents.

B. Related Sections

1. 2.

3. SECTION 15050, GENERAL PIPING
SECTION 02200, EARTHWORK
SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

1.02 REFERENCES
A. Unless otherwise specified, references to documents shall mean the documents in effect at the time of Advertisement for Bids or Invitation to Bid (or on the effective date of the Agreement if there were no Bids). If referenced documents have been discontinued by the issuing organization, references to those documents shall mean the replacement documents issued or otherwise identified by that organization or, if there are no replacement documents, the last version of the document before it was discontinued. Where document dates are given, references to those documents shall mean the specific document version associated with that date, whether or not the document has been superseded by a version with a later date, discontinued or replaced.

B. American Society of Testing and Materials (ASTM)

1. 2.

3. 4.

5. ASTM D1784 - Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds ASTM D2321 - Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications ASTM D3034 - Standard Specification for Type PSM Poly Vinyl Chloride (PVC) Sewer Pipe and Fittings
ASTM D3212 - Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals
ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe
SECTION 15063
SDR 26 POLYVINYL CHLORIDE SEWER PIPE

9.f
April 28, 2025 Packet Pg. 394
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-210

1.03 CONTRACTOR SUBMITTALS
In accordance with the Contract Documents, Shop Drawings, Product Data and Samples, the Contractor shall prepare and submit to the Engineer the following:

A. Shop Drawings:

The Contractor shall submit shop drawings and laying diagrams of all pipe, joints, bends, special fittings, and piping.

B. Certificates:

The Contractor shall provide manufacturers’ certificates for all materials indicating conformance to the Contract Documents.

1.04 QUALITY ASSURANCE
A. Testing: All materials testing will be based upon applicable ASTM Test Methods and AWWA Standards referenced herein for the materials specified.

All costs of such inspection and tests shall be borne by the Contractor.

Certificates: Manufacturer’s notarized certificates of compliance shall be furnished by the Contractor. Certification by the manufacturer that pipe and fittings furnished under this specification were manufactured, sampled, tested, and inspected in accordance with ASTM D3034. Certification shall be signed by an authorized agent of the manufacturer. A report of test results shall be furnished if requested by the Engineer.

The date the pipe was manufactured shall be included in the Certification.

D. The pipe shall be subjected to the specified hydrostatic strength tests, flexure tests, and crushing tests. The crushing tests shall be made on samples taken from the center of full-length sections of pipe.

PART 2 – PRODUCTS

2.01 GENERAL
A. All PVC pipe shall be continuously and permanently marked with the manufacturer’s name, pipe size, dimension ratio and pressure rating in psi.

B. The Contractor shall require the manufacturer to mark the date of extrusion on the pipe.

This dating shall be done in conjunction with records to be held by the manufacturer for two (2) years, covering quality control tests, raw material batch number, and other information deemed necessary by the manufacturer.

2.02 PIPE
A. Polyvinyl chloride sewer pipe, fittings and joint materials shall be SDR 26 PVC except as otherwise specified herein and shown on the drawings.

B. All materials incidental to flexible pipe installations such as gaskets, joint lubricants, cements, etc., shall be supplied by the pipe manufacturer. All flexible pipe required in odd lengths shall be cut using a proper cutting tool and guide that insures true-line cut SECTION 15063
SDR 26 POLYVINYL CHLORIDE SEWER PIPE

9.f
April 28, 2025 Packet Pg. 395
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-211
on planes perpendicular to the pipe axis. No bevel cuts for pipeline alignment adjustments will be permitted.

Unless otherwise specified, SDR-26 PVC pipe shall be in accordance with the requirements for SDR-26 sewer pipe as stated in ASTM D3034. Pipe joints and fittings shall be factory assembled, integral wall bell and spigot configuration, compatible with the pipe and shall meet the requirements of ASTM D3212. The furnished pipe shall be sewer pipe green in color.

PVC pipe shall have a solid cross section rubber ring gasket. The gasket shall be securely attached to the pipe to prevent displacement of the gasket when installed in the field. All rubber-ring gaskets shall be in accordance with ASTM F477. Lubricant used for field assembly of gasketed PVC pipe shall have no detrimental effect on the gasket, joint, fitting, or pipe and shall be as recommended by the manufacturer.

All PVC pipe shall be joined by compression joints unless otherwise indicated in the Contract Documents and shall conform to the following requirements:

Polyvinyl-chloride pipe (PVC) shall conform to the requirements of ASTM D 3034, SDR 26. Material for PVC pipe shall conform to the requirements of ASTM D 1784, cell Class 12454-B or 12454-C, as defined therein.

2.03 FITTINGS
A. All fittings for PVC pipe shall conform to the requirements of ASTM D3034. The ring groove and gasket ring shall be compatible with PVC pipe ends. Flanged fittings shall be compatible with cast-iron or ductile-iron pipe fittings.

B. The strength class of the fittings shall be not less than the strength class of any adjoining pipe.

2.04 BEDDING MATERIAL
Pipe bedding material shall conform to the requirements of Section 02200, Earthwork.

2.05 FLEXIBLE COUPLINGS
Flexible couplings, where applicable, shall conform to the requirements of Section 15050, General Piping.

2.06 PIPE-TO-MANHOLE CONNECTORS
A. Existing Manholes: Provide GPK sanded exterior PVC manhole adapter, or approved equal, at the entry of all PVC pipe into existing manholes. Sanded exterior PVC manhole adapter shall be GPK Part No. 916, or approved equal, suitable for connection to PVC main. Existing manholes openings modified for pipe replacement or upsizing shall be grouted in place with non-shrink grout.

B. Cast-in Place Base Manholes:

1. Provide rubber waterstop gaskets on the pipe exterior perimeter at the entry of all PVC pipe into new manholes. Rubber waterstop gaskets shall be Fernco Concrete Manhole Adapters or approved equal.

SECTION 15063
SDR 26 POLYVINYL CHLORIDE SEWER PIPE

9.f
April 28, 2025 Packet Pg. 396
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-212

2. Where a cast-in-place base will be poured around an existing PVC pipe (portion of pipe to remain as manhole channel), provide A-Lok Waterstop Wedge Kit or approved equal waterstop that is compatible with installation around the existing pipe.

C. Precast Base Manholes: Provide watertight pipe connections per manufacturer’s recommendation. When additional field connections or corrections are required, connection shall be made using applicable sanded manhole adapters and non-shrink grout as shown on the Contract Documents.

PART 3 – EXECUTION

3.01 GENERAL
A. All laying, jointing, and testing for defects and for leakage shall be performed in the presence of the Engineer and shall be subject to inspection before acceptance. All material found during the progress of the work to have defects will be rejected, and the Contractor shall promptly remove such defective materials from the site of the work.

B. Installation shall conform to the requirements of ASTM D 2321 and to the supplementary requirements or modifications specified herein. Wherever the provisions of this Section and the requirements of ASTM D 2321 are in conflict, the more stringent provision shall apply.

3.02 TRENCHING AND BACKFILL
A. Trench excavation and backfill shall conform to the requirements of Section 02200, Earthwork.

B. The minimum depth of cover over the top of the pipe shall be as indicated in the Contract Documents.

3.03 LAYING PIPE
A. The pipe shall be installed in accordance with the requirements of ASTM D 2321 and as indicated in the Contract Documents. The Sections shall be closely jointed to form a smooth flow line. Immediately before placing each section of pipe in final position for jointings, the bedding for the pipe shall be checked for firmness and uniformity of surface.

B. Proper implements, tools, and facilities, as recommended by the pipe manufacturer’s standard printed installation instructions, shall be provided and used by the Contractor for safe and efficient execution of the work. All pipe, fittings, and accessories shall be carefully lowered into the trench by means of derrick, ropes, or other suitable equipment in such a manner as to prevent damage to pipe and fittings. Under no circumstances shall pipe or accessories be dropped or dumped into the trench.

C. Cutting and machining of the pipe shall be accomplished in accordance with the pipe manufacturer’s standard procedures for this operation. Pipe shall not be cut with a coldSECTION 15063 SDR 26 POLYVINYL CHLORIDE SEWER PIPE

9.f
April 28, 2025 Packet Pg. 397
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-213
chisel, standard-iron pipe cutter, nor any other method that may fracture the pipe or produce ragged, uneven edges.

D. The pipe and accessories shall be inspected for defects prior to lowering into the trench.

Any defective, damaged, or unsound pipe shall be repaired or replaced. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench. Pipe shall be kept clean during and after laying. All openings in the pipeline shall be closed with watertight, expandable-type sewer plugs or PVC test plugs at the end of each day’s operation or whenever the pipe openings are left unattended. The use of burlap, wood, or other similar temporary plugs will not be permitted.

Adequate protection and maintenance of all underground and surface utility structures, drains, sewers, and other obstructions encountered in the progress of the work shall be furnished by the Contractor, at its own expense, under the direction of the Engineer.

Where the grade or alignment of the pipe is obstructed by existing utility structures, such as conduits, ducts, pipes, branch connections to main sewers, or main drains, the obstruction shall be permanently supported, relocated, removed, or reconstructed by the Contractor in cooperation with owners of such utility structures. Unless otherwise indicated, this work shall be performed at the Contractor’s expense.

3.04 HANDLING
A. Handling of the PVC pipe shall be done with care to ensure that the pipe is not damaged in any manner during storage, transit, loading, unloading, and installation.

B. Pipe shall be inspected both prior to and after installation in the ditch, and all defective lengths shall be rejected and immediately removed from the working area.

3.05 FIELD JOINTING
A. Each pipe-compression-type joint shall be joined with a lock-in rubber ring and a ring groove that is designed to resist displacement during pipe insertion.

B. The ring and the ring seat inside the bell shall be wiped clean before the gasket is inserted. At this time, a thin film of lubricant shall be applied to the exposed surface of the ring and to the outside of the clean pipe end. Lubricant other than that furnished with the pipe shall not be used. The end of the pipe shall then be forced into the ring to complete the joint.

The pipe shall not be deflected either vertically or horizontally in excess of the printed recommendations of the manufacturer of the coupling.

When pipe laying is not in progress, the open ends of the pipe shall be closed to prevent trench water from entering pipe. Adequate backfill shall be deposited on pipe to prevent floating of pipe. Any pipe which has floated shall be removed from the trench, cleaned, and re-laid in an acceptable manner. No pipe shall be laid when, in the opinion of the Engineer, the trench conditions or weather are unsuitable for such work.

SECTION 15063
SDR 26 POLYVINYL CHLORIDE SEWER PIPE

9.f
April 28, 2025 Packet Pg. 398
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-214
E. All pipes shall have a home mark on the spigot end to indicate proper penetration when the joint is made. The Contractor shall not over-insert PVC pipe beyond the home mark on each length of pipe.

The socket and spigot configurations for the fittings and couplings shall be compatible to those used for the pipe.

3.06 INSTALLATION OF BENDS, TEES, AND REDUCERS
Cast-iron and PVC fittings shall be installed utilizing standard installation procedures. Fittings shall be lowered into trench by means of rope, cable, chain, or other acceptable means without damage to the fittings. Cable, rope, or other devices used for lowering fittings into trenches shall be attached around exterior of fittings for handling. Under no circumstances shall the cable, rope, or other device be attached through the fitting’s interior for handling. Fittings shall be carefully connected to pipe or other facility, and joint shall be checked to ensure a sound and proper joint.

3.07 TESTING
Field testing of PVC gravity sewer pipe shall conform to the requirements of Section 02735, Sanitary Sewer System Testing.
**END OF SECTION**
SECTION 15063
SDR 26 POLYVINYL CHLORIDE SEWER PIPE

9.f
April 28, 2025 Packet Pg. 399
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-215
SECTION 15066
DR 17 HIGH-DENSITY POLYETHYLENE (HDPE) PIPE
PART 1 - GENERAL

1.01 SUMMARY
A. The Contractor shall furnish, install, and test, complete and in place, high-density polyethylene (HDPE) pipe and fittings, in accordance with the Contract Documents.

The HDPE pipe and fittings specified herein shall be used only in association with trenchless construction methods, unless otherwise approved by the Engineer.

B. Related Sections

1. 2.

3. 4.

5. SECTION 15050, GENERAL PIPING
SECTION 02200, EARTHWORK
SECTION 02642, PIPE BURSTING
SECTION 02643, PIPE REAMING
SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

1.02 REFERENCES
A. Commercial Standards:

1. 2.

ASTM D 638 - Test Method for Tensile Properties of Plastics.

ASTM D 696 - Test Method for Coefficient of Linear Thermal Expansion of Plastics.

3. 4.

5. ASTM D 746 - Test Method for Brittleness Temperature of Plastics and Elastomers by Impact.

ASTM D 1238 - Test Method for Flow Rates of Thermoplastics by Extrusion Plastometer.

ASTM D 1505 - Test Method for Density of Plastics by the Density-Gradient Technique.

6. 7.

8. ASTM D 1525 - Test Method for Vicat Softening Temperature of Plastics.

ASTM D 1603 - Test Method for Carbon Black in Olefin Plastics.

ASTM D 1693 - Test Method for Environmental Stress-Cracking of Ethylene Plastics.

9. ASTM D 1928 - Test Method for Preparation of Compression-Molded Polyethylene Test Sheets and Test Specimens.

10. 11.

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

ASTM D2321 - Practice for Underground Installation of thermoplastic pipe for sewers and other gravity-flow applications.

SECTION 15066

HIGH DENSITY POLYETHYLENE (HDPE) PIPE

9.f
April 28, 2025 Packet Pg. 400
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-216

12. 13.

ASTM D 2657 – Practice for Heat Joining of Polyolefin Pipe and Fittings.

ASTM D 2837 – Method for Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials.

14. 15.

16. 17.

18. 19.

ASTM D3035 - Polyethylene Plastic Pipe (SDR-PR) Based on Controlled Outside Diameter.

ASTM D 3261 - Specification for Butt Heat Fusion Polyethylene (PE) Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing.

ASTM D 3350 - Specification for Polyethylene Plastic Pipes and Fittings Materials.

ASTM F 585 - Practice for Insertion of Flexible Polyethylene Pipe into Existing Sewers.

ASTM F 714 - Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter.

Plastics Pipe - Renewing Sewers with Polyolefin Pipe.

1.03 CONTRACTOR SUBMITTALS
A. Submit, in accordance with the Contract Documents, installation instructions and details of all pipe, joints, fittings, metallic pipeline marking tape, and appurtenances to be used in the work including the following.

The Contractor shall furnish documents to the Engineer certifying that the pipe furnished hereunder is in compliance with the requirements of the Project Documents.

The Contractor shall submit a 1-foot segment of each pipe diameter from the pipe supply delivered to the project. The pipe segment shall include a weld joint performed by the operator using the fusing equipment on the project. The sample shall be submitted and reviewed by Engineer prior to installation of any HDPE pipe.

D. Submit a list of pipe and fittings to be used, which includes the following information where applicable:

1. 2.

3. 4.

5. 6.

7. 8.

Pipe and fittings to be used
Manufacturer
Model number, if applicable
Size and Sizing System
Materials
Pressure rating
Catalog data
Pipe joining methods and equipment, including specific procedures for fusion welding (pipe end cleaning, facing, joining, control of heating plate operation, documentation of jointing, debeading, etc.).

The Contractor shall furnish to the Engineer quality control records.

Quality assurance procedures shall be performed by the pipe manufacturer fully in accordance with the requirements of this specification. The certification shall include SECTION 15066

HIGH DENSITY POLYETHYLENE (HDPE) PIPE

9.f
April 28, 2025 Packet Pg. 401
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-217
certified laboratory data confirming that said tests have been performed on a sample of the pipe to be provided under this contract, or pipe from that production run, and that satisfactory results were obtained.

PART 2 - PRODUCTS

2.01 MATERIAL REQUIREMENTS
A.

Referenced pipe sizes on drawings are nominal inside pipe diameters.

All materials delivered to the job site shall be new, free from defects, and marked to identify manufacturer, material, class, and other appropriate information.

The Contractor shall provide polyethylene pipe as specified. The pipe shall be made to diameter and tolerances in accordance with ASTM D3035. All pipe shall be made from virgin grade material. The pipe shall be of the diameter and class shown or specified and shall be furnished complete with all fittings, flanged joints and other appurtenances as necessary for a complete and functional system.

Acceptance of materials will be subject to strength and quality testing, in addition to inspection of the completed product. Acceptance of installed piping system will be based on inspection and leakage tests.

2.02 PIPE AND FITTING MATERIALS
A. Pipe and fittings shall be high density, high molecular weight polyethylene, as defined in ASTM D 3350. In addition, the material shall be listed by the Plastic Pipe Institute with a designation of PE 4710.

B. Fittings shall be of the same material and class as the pipe. Identification of pipe and fittings shall be in accordance with ASTM D 3350. Pipe and fittings shall be made from virgin material. No rework compound, except that obtained from the manufacturer’s own production of the same formulation, shall be used. Pipe and fittings shall be homogeneous throughout and shall be free of visible cracks, holes, foreign material, blisters, or other deleterious faults.

Dimensions of pipe and fittings shall be in accordance with ASTM F 714. The pipe and fittings shall be DR 17 or as approved by the Engineer, with a minimum pressure of 125 psi at 73.4°F, and shall be Iron Pipe Size (IPS) rating. Where indicated on plans, DR 11 pipe and fittings shall have with a minimum pressure of 200 psi at 73.4°F, and shall be Iron Pipe Size (IPS) rating.

The inside diameter of the new pipe shall meet the following minimum requirements:

Nominal Size Shown DR 17
on Drawings (inches) Actual Minimum Inside
Diameter (inches)
4 6
8 3.94

5.80 7.55
E. The pipe and fittings shall have a WHITE OR LIGHT GRAY COLORING ON THE INTERIOR.

SECTION 15066

HIGH DENSITY POLYETHYLENE (HDPE) PIPE

9.f
April 28, 2025 Packet Pg. 402
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-218
F. The high-density polyethylene pipe and fittings shall be provided by the following manufacturer, or approved equal:

DriscoPlex, Division of Chevron Phillips Chemical Co., Plano, TX, 4600 Series pipe for Industrial and Municipal Sewer Trenchless application.

G. Wye fittings for lateral connection to an HDPE main shall be 30 deg. or 45 deg. HDPE stubs or saddles fused to the HDPE main.

2.03 JOINTS
A. Joints in HDPE pipe shall be made using thermal butt-fusion welding equipment designed for the specific purpose of permanently connecting HDPE pipes. This equipment shall be capable of squarely facing the pipe ends to be joined, properly heating each pipe end to the temperature range specified by the pipe manufacturer, and applying and sustaining the appropriate pressure, as recommended by the pipe manufacturer.

B. The butt-fusion welding machine shall be outfitted with a measuring and recording unit that documents the conditions existing during the fusion of each individual weld. A printout that includes the date and time each joint was made, the joint number, the initials of the machine operator, the platen temperature at the time of mating, the pressure during the heating cycle, the time period for the heating cycle, the pressure during the soak cycle, and the time period of the soak cycle shall be machine-generated and delivered to the Engineer at the end of each work shift. The recording unit shall be a DataLogger, as manufactured by McElroy Manufacturing, Inc., or approved equal.

Fusion equipment shall be operated by technicians who have been certified by a major gas public utility such as Pacific Gas and Electric, Southern California-Edison or pipe manufacturer or supplier for operation of such equipment. Furthermore, all technicians performing butt-fusion welding on this project shall have a minimum of two (2) years experience operating the same equipment used hereon.

Butt-fusion welding equipment shall be as follows, or approved equal:

1. McElroy No. 412 Hydraulic Fusion Machine, McElroy Manufacturing, Tulsa, Oklahoma

2. Proweld Field 12 (315)-R, Asahi/America, Malden, Massachusetts

2.04 FABRICATED FITTINGS
The Contractor shall provide fabricated fittings where required. Fabricated fittings in-line with the pipeline (i.e., a flange adapter), shall have an I.D. that matches I.D. of the pipeline. If the fitting is off-line (i.e., a tee), then the fabricated fitting shall have an I.D. in accordance with the Contract Documents. Unless otherwise required, all fabricated fittings shall be butt-fusion welded.

2.05 ELECTROFUSION COUPLINGS
Fittings/Joints that are to be assembled after pipe bursting/reaming has been completed, shall be butt fused where accessible. An electrofusion coupling shall be used on inaccessible locations. Electrofusion couplings shall be Frialen Electrofusion couplings, as manufactured by Friatec, Inc; Integrifuse Electrofusion couplings, as manufactured by Integrity Fusion Products; Elofit Electrofusion couplings, as manufactured by Nupi Americas or approved SECTION 15066

HIGH DENSITY POLYETHYLENE (HDPE) PIPE

9.f
April 28, 2025 Packet Pg. 403
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-219
equal. Coupling shall be IPS and meet requirements of ASTM F714, F1055, D3035 and DD3350.

2.06 FLEXIBLE COUPLINGS
Flexible couplings, where applicable, shall conform to the requirements of Section 15050, General Piping. Flexible couplings shall only be used when connecting to existing pipe or dissimilar materials.

2.07 PIPE-TO-MANHOLE CONNECTORS
A. Existing Manholes: Provide sanded exterior PVC manhole adapter at the entry of all HDPE pipe into existing manholes. Sanded exterior PVC manhole adapter shall be GPK Part No. G316, or approved equal, suitable for connection to IPS HDPE main.

Existing manholes openings modified for pipe replacement or upsizing shall be grouted in place with non-shrink grout.

B. Cast-in Place Base Manholes:

1. Provide rubber waterstop gaskets on the pipe exterior perimeter at the entry of all HDPE pipe into new manholes. Rubber waterstop gaskets shall be Fernco Concrete Manhole Adapters or approved equal.

2. Where a cast-in-place base will be poured around an existing HDPE pipe (portion of pipe to remain as manhole channel), provide A-Lok Waterstop Wedge Kit or approved equal waterstop that is compatible with installation around the existing pipe.

PART 3 - EXECUTION

3.01 HANDLING AND STORAGE
A. All pipe, fittings, etc., shall be carefully handled and protected against damage, impact shock, free fall, and scoring. All pipe handling equipment shall be acceptable to the Engineer. Pipe shall be stored in a manner that protects the pipe against injury or damage. Stacking of polyethylene pipe will not be allowed.

B. The Contractor shall inspect each pipe and fitting prior to butt-fusion welding and again prior to installation. Any damaged pipe or fittings shall be repaired or replaced by the Contractor, at no additional expense to the District and to the satisfaction of the Engineer. Damage shall include, but not be limited to, gouges, cuts, or scratches of a depth greater than five percent (5%) of the pipe wall.

C. Prior to butt-fusion welding or installation, each pipe or fitting shall be thoroughly cleaned of any foreign substance that may have collected thereon and shall be kept clean at all times thereafter. The material used to clean the pipe and fittings shall be as recommended by the pipe manufacturer.

SECTION 15066

HIGH DENSITY POLYETHYLENE (HDPE) PIPE

9.f
April 28, 2025 Packet Pg. 404
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-220

3.02 BUTT-FUSION WELDING
A. Only technicians who have been certified in accordance with the requirements of paragraph 2.03.C shall be allowed to operate the butt-fusion welding equipment.

B. Butt-fusion welds shall be performed in accordance with manufacturer’s instructions.

The butt-fusion welding procedures are summarized below:

1. Clean each pipe end with a clean cotton cloth to remove dirt, oil, grease, and other foreign materials.

2. 3.

Square (face) the mating surfaces of each of the pipes to be fused.

Bring the two (2) pipe ends together and adjust the pipe locations to ensure proper alignment.

4. 5.

Verify that the surface temperature of the heater plate is within manufacturer’s recommended temperature range and then clean the heater surface with a clean cotton cloth.

Insert the heater plate between the pipe ends, bring the ends into firm contact with the heater plate without applying pressure, and achieve a proper melt pattern.

6. 7.

8. After achieving the proper melt bead, remove the heater plate and quickly examine the pipe ends for complete melt.

Once complete melt has been accomplished, rapidly bring the pipe ends together and apply pressure as recommended by the pipe manufacturer.

Hold the pressure constant and at the proper level throughout the cooling period, for the minimum time period recommended by the pipe manufacturer or as necessary to achieve proper cooling.

The Contractor shall mark each joint with the individual joint number, corresponding to the joint identification number appearing on the printout of the data logger attached to the butt-fusion welding machine. The printout shall be attached to the pipe near the joint for collection by the Engineer.

The Contractor shall remove both the internal and external melt bead from the welded joint. Bead removal shall be accomplished in a manner that does not score or gouge the pipe.

3.03 INSTALLATION
A. HDPE pipe shall be used for pipe bursting/reaming applications only, unless indicated otherwise in the Project Documents or approved by the Engineer. The Contractor shall insert the pipe through properly prepared insertion and receiving pits, in accordance with the requirements of ASTM F 585.

B. The maximum pulling force that may be applied to any pipe shall be calculated as follows:

F = SA
where:

F = maximum pulling force on pipe (lb.)
SECTION 15066

HIGH DENSITY POLYETHYLENE (HDPE) PIPE

9.f
April 28, 2025 Packet Pg. 405
City Project No. C9617
2025 Sewer Rehabilitation Project
April 2025
Submittal
Technical Specifications
Page TS-221
S = maximum allowable stress (1,000 psi)
A = cross-sectional area of pipe wall (square inches)
The cross-sectional area of the pipe wall shall be calculated as follows:

A = π(D-t)t
where:

D = outside diameter (in)
t = minimum wall thickness (in)
C. The Contractor shall take care not to drag the pipe over rocks or rough surfaces that may damage the pipe. An appropriate pulling head shall be attached to the end of the pipe and shall be used for pulling the pipe at all times. Pulling the pipe by the flanged end will not be allowed.

Manhole connections shall be made by attaching a collar to the end of the pipe and encasing the collar in the manhole wall using grout, in accordance with the Project Documents. The collar shall not be used for pulling the pipe into the horizontal boring.

Following installation, the insertion and receiving pits, and any other excavations used, shall be backfilled in accordance with the requirements of Section 02200, Earthwork.

3.04 FIELD COUPLINGS
Installation of pipe couplings shall be in accordance with the manufacturer’s recommendations.

3.05 TESTING
Field testing of sanitary sewer system shall conform to the requirements of Section 02735, “Sanitary Sewer System Testing.”
**END OF SECTION**
SECTION 15066

HIGH DENSITY POLYETHYLENE (HDPE) PIPE

9.f
April 28, 2025 Packet Pg. 406

9.f
April 28, 2025 Packet Pg. 407

9.f
April 28, 2025 Packet Pg. 408

DAILY WORK REPORT
Project Name:

Contractor:

File No.:

Foreman:

Date:

Weather:

CONTRACT WORK PERFORMED DIARY AND REMARKS
Item # Description Unit Survey Station New and Unforeseen Work [ ] None [ ] Yes, describe:

EQUIPMENT LABOR
Equip. # Description Hours Hourly Rate Ext. Amount Emp. # Employee Name Hours Hourly Rate Ext. Amount

SUBTOTAL COST OF EQUIPMENT

MATERIAL
Inv. # Description Unit Unit Cost Ext. Amount

SUBTOTAL COST OF MATERIALS SUBTOTAL COST OF LABOR
WORK done by specialists
Inv. # Description Amount Subsistence
Travel Expense
Other

TOTAL COST OF LABOR
+ 3 % on labor

SUBTOTAL COST OF WORK DONE BY SPECIALISTS TOTAL COST OF EQUIPMENT, MATERIALS AND WORK + 15% on equipment and material
+ 5% on work done by specialists
Contractor Foreman Date CS Reviewed By Date TOTAL COST

9.f
April 28, 2025 Packet Pg. 409

9.f
April 28, 2025 Packet Pg. 410
Mott MacDonald
Potholing Report
11/12/2024
11/13/2024
EXARO Technologies Corporation
1831 Bayshore Highway
Burlingame, California
Mario Lopez
Office (650)777-4324
Cell: (408)221-5090
[email protected]
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 411
Date:

Prepared For:

Project #:
11/12/2024
Mott MacDonald
24-1101
Location: San Carlos
PH # Street Cut Size Asph Conc Soil Utility
Gas
Utility Size Material Depth
28"
Location Reference / Notes
Greenwood Ave
& Brittan Ave
Sand, dirt,
roots
55" N from the face of the curb.
1 35'4" E from the face of the curb.
1(2nd)
B
1' X 1'
1' X 1'
1' X 1'
1' X 1'
1' X 1'
1' X 1'
10"
10"
8"
2", 4"
8"
Orange Plastic
Cast Iron
Cast Iron
Cast Iron
VCP
Greenwood Ave
& Brittan Ave
Sand, dirt,
roots
193" E from center of sanitary sewer manhole.

Water 39" 64" N from edge of crosswalk.

Greenwood Ave
& Brittan Ave
193" E from center of sanitary sewer manhole.

Dirt, clay 64" N from edge of crosswalk.

Hard clay
Hard clay
Hard clay
Water 4" 28"
112" N from face of curb.
2 2025 Brittan Ave 7" Water 8" 46" 261" E from center of storm drain manhole.

Cordilleras Ave
& Brittan Ave
60" E from water valve.

C 7" Sanitary Sewer 74" N from face of curb.

Water
6" 52"
Cordilleras Ave
& Brittan Ave
60" E from water valve.

C(2nd) 7" 8" ACP 37" 74" N from face of curb.

Note:

PH B - Located 4" Water uti;lity.

Foreman
Technician
Yo Singh
Alex Williams
Addt'l Crew/Flagger
Addt'l Crew/Flagger
Standby Rep
Client Rep
Timesheet Date Start/End Hours OT Night Stay Check Check Additional Equipment/Material used:
/
6:30
Electronic
Detector Monday Arrow Board
Cold patch
Class II
Tuesday
Wednesday
Thursday
Friday
GPR 11/12/2024 /2:30 8
/
Pk nails &
shiners
/
/
/
/
Hotmix Aspht
CDF/slurry
Ready-mix conc
Cutback
Vibra-plate
Flat bed
Field Changes or Special Requests from Client Representative:

Saturday
Sunday
Pick-up truck #
Vac rig #8 Client Representative Signature:
~Delivering Excellence with a Sense of Urgency~™

9.f
April 28, 2025 Packet Pg. 412
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/12/2024
Pothole # 1 Street: Greenwood Ave & Brittan Ave
Cut Size: 1' X 1' Location:
55" N from the face of the curb.

Asphalt: 10" 35'4" E from the face of the curb.

Concrete:

Notes:

Depth:

Utility:

Size:
28"
Gas
2", 4"
Material: Orange Plastic
Soil: Sand, dirt,
roots
PH 1
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 413
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/12/2024
Pothole # 1(2nd) Street: Greenwood Ave & Brittan Ave
Cut Size: 1' X 1'
10"
Location:
193" E from center of sanitary sewer manhole.

Asphalt: 64" N from edge of crosswalk.

Concrete:

Notes:

Depth:

Utility:

Size:
39"
Water
8"
Material: Cast Iron
Soil: Sand, dirt,
roots
PH 1(2nd)
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 414
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/12/2024
Pothole # B Street: Greenwood Ave & Brittan Ave
Cut Size: 1' X 1' Location:
193" E from center of sanitary sewer manhole.

Asphalt: 8" 64" N from edge of crosswalk.

Concrete:

Notes:

Depth:

Utility:

Size:
28"
Water
4"
Material: Cast Iron
Soil: Dirt, clay
PH 1
PH B
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 415
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/12/2024
Pothole # 2 Street: 2025 Brittan Ave
Cut Size: 1' X 1' Location:
112" N from face of curb.

Asphalt: 7" 261" E from center of storm drain manhole.

Concrete:

Notes:

Depth:

Utility:

Size:
46"
Water
8"
Material: Cast Iron
Soil: Hard clay
PH 2
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 416
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/12/2024
Pothole # C Street: Cordilleras Ave & Brittan Ave
Cut Size: 1' X 1' Location:
60" E from water valve.

Asphalt: 7" 74" N from face of curb.

Concrete:

Notes:

Depth: 52"
Utility: Sanitary Sewer
Size: 6"
Material: VCP
Soil: Hard clay
PH C
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 417
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/12/2024
Pothole # C(2nd) Street: Cordilleras Ave & Brittan Ave
Cut Size: 1' X 1'
7"
Location:
60" E from water valve.

Asphalt: 74" N from face of curb.

Concrete:

Notes:

Depth:

Utility:

Size:
37"
Water
8"
Material: ACP
Soil: Hard clay
PH C(2nd)
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 418
Date:

Prepared For:

Project #:
11/13/2024
Mott MacDonald
24-1101
Location: San Carlos
PH # Street Cut Size Asph Conc Soil Utility Utility Size Material Depth 50"
Location Reference / Notes
Ground water after 4'.
103" S from the water valve.
42" E from the edge of the gutter.

Stanford Lane &
9 Eaton Ave
9(2nd)
4 1' X 1'
1' X 1'
1' X 1'
1' X 1'
1' X 1'
1' X 1'
1' X 1'
1' X 1'
1' X 1'
Dip
6"
6"
6"
5"
5"
5"
6"
6"
6"
Clay, mud
Clay, mud,
Hard clay
Clay, mud
Clay, mud
Clay, mud
Dirt, rocks
Dirt, rocks
Dirt, rocks
Sanitary Sewer
Water
8"
6"
Clay
ACP
Ground water after 4'.
103" S from the water valve.
42" E from the edge of the gutter.

Stanford Lane &
Eaton Ave 38"
Dipped Sanitary Sewer @ 51" (top of pipe).
92" N from the edge of the gutter.
87" E from stop sign pole.

Cedar Street &
Brittan Ave Water 4" ACP 37"
185" E from face of the curb.
10 1022 Walnut Street 55' S from fire hydrant.
1022 Walnut Street
1022 Walnut Street
Unknown 2" Plastic
Steel
13"
185" E from face of the curb.
10(2nd) 55' S from fire hydrant.
10(3rd)
6 Storm Drain
Sanitary Sewer
Storm Drain
Sanitary Sewer
Gas
24"
8"
24"
185" E from face of the curb.

VCP 51" 55' S from fire hydrant.

Cordilleras Ave &
Howard Ave
58" S from face of the curb.
18" 16" E from edge of crosswalk.
6"
Concrete
VCP
33"
Cordilleras Ave &
Howard Ave
58" S from face of the curb.
6(2nd) 16" E from edge of crosswalk.
5 73"
Cordilleras Ave &
Howard Ave
58" S from face of the curb.
2" Plastic 133" E from edge of crosswalk.

VCP
39"
Dipped sanitary sewer (top of pipe). Gas line runs 4' back of sidewalk. Opened two PG&E lids. One had groung rod other had D(DIP) 2272 Howard Ave Sanitary Sewer 6" 80" top of pipe base wires@33" to bottom of wires in lid.

Foreman
Technician
Yo Singh
Alex Williams
Addt'l Crew/Flagger
Addt'l Crew/Flagger
Standby Rep
Client Rep
Timesheet Date Start/End Hours OT Night Stay Check Check Additional Equipment/Material used:
/
Electronic
Detector Monday Arrow Board
/
6:30
Tuesday
Wednesday
Thursday
Friday
Cold patch
Class II
GPR
Pk nails &
11/13/2024 /2:30 8 shiners
/
Hotmix Aspht
CDF/slurry
Ready-mix conc
Cutback
Vibra-plate
Flat bed
Field Changes or Special Requests from Client Representative:
/
/
/
Saturday
Sunday
Pick-up truck #
Vac rig #8 Client Representative Signature:
~Delivering Excellence with a Sense of Urgency~™

9.f
April 28, 2025 Packet Pg. 419
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/13/2024
Pothole # 9 Street: Stanford Lane &Eaton Ave
Cut Size: 1' X 1' Location:

Ground water after 4'.

Asphalt:

Concrete:
6" 103" S from the water valve.
42" E from the edge of the gutter.

Notes:

Depth: 50"
Utility: Sanitary Sewer
Size: 8"
Material: Clay
Soil: Clay, mud
PH 9
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 420
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/13/2024
Pothole # 9(2nd) Street: Stanford Lane &Eaton Ave
Cut Size: 1' X 1'
6"
Location:

Ground water after 4'.
103" S from the water valve.
42" E from the edge of the gutter.

Asphalt:

Concrete:

Notes:

Depth:

Utility:

Size:
38"
Water
6"
Material: ACP
Soil: Clay, mud,
PH 9(2nd)
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 421
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/13/2024
Pothole # 4 Street: Cedar Street &Brittan Ave
Cut Size: 1' X 1' Location:

Dipped Sanitary Sewer @ 51" (top of pipe).

Asphalt:

Concrete:
6" 92" N from the edge of the gutter.
87" E from stop sign pole.

Notes:

Depth:

Utility:

Size:
37"
Water
4"
Material: ACP
Soil: Hard clay
PH 4
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 422
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/13/2024
Pothole # 10 Street: 1022 Walnut Street
Cut Size: 1' X 1' Location:
185" E from face of the curb.

Asphalt: 5" 55' S from fire hydrant.

Concrete:

Notes:

Depth: 13"
Utility: Unknown
Size: 2"
Material: Plastic
Soil: Clay, mud
PH 10
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 423
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/13/2024
Pothole # 10(2nd) Street: 1022 Walnut Street
Cut Size: 1' X 1'
5"
Location:
185" E from face of the curb.

Asphalt: 55' S from fire hydrant.

Concrete:

Notes:

Depth: 24"
Utility: Storm Drain
Size: 24"
Material: Steel
Soil: Clay, mud
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 424
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/13/2024
Pothole # 10(3rd) Street: 1022 Walnut Street
Cut Size: 1' X 1'
5"
Location:
185" E from face of the curb.

Asphalt: 55' S from fire hydrant.

Concrete:

Notes:

Depth: 51"
Utility: Sanitary Sewer
Size: 8"
Material: VCP
Soil: Clay, mud
PH 10(3rd)
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 425
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/13/2024
Pothole # 6 Street: Cordilleras Ave &Howard Ave
Cut Size: 1' X 1' Location:
58" S from face of the curb.

Asphalt: 6" 16" E from edge of crosswalk.

Concrete:

Notes:

Depth:

Utility: Storm Drain
Size:
33"
18"
Material:

Soil: Dirt, rocks
PH 5
PH 6
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 426
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/13/2024
Pothole # 6(2nd) Street: Cordilleras Ave &Howard Ave
Cut Size: 1' X 1'
6"
Location:
58" S from face of the curb.

Asphalt: 16" E from edge of crosswalk.

Concrete:

Notes:

Depth: 73"
Utility: Sanitary Sewer
Size: 6"
Material: VCP
Soil: Dirt, rocks
PH 5
PH 6(2nd)
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 427
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/13/2024
Pothole # 5 Street: Cordilleras Ave &Howard Ave
Cut Size: 1' X 1' Location:
58" S from face of the curb.

Asphalt: 6" 133" E from edge of crosswalk.

Concrete:

Notes:

Depth:

Utility:

Size:
39"
Gas
2"
Material: Plastic
Soil: Dirt, rocks
PH 5
PH 6
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 428
Subsurface Utility Report
Client
Project #
City
Mott MacDonald
24-1101
San Carlos
Date 11/13/2024
Pothole # D(DIP) Street: 2272 Howard Ave
Cut Size: Dip Location:

Dipped sanitary sewer (top of pipe). Gas line runs 4' back of Asphalt:

Concrete:
sidewalk. Opened two PG&E lids. One had groung rod other had base wires@33" to bottom of wires in lid.

Notes:

Depth: 80" top of pipe
Utility: Sanitary Sewer
Size: 6"
Material:

Soil:

VCP
DIP D
~ Delivering Excellence with a Sense of Urgency ~ ™

9.f
April 28, 2025 Packet Pg. 429

9.f
April 28, 2025 Packet Pg. 430

9.f
April 28, 2025 Packet Pg. 431

PROJECT INFORMATION SIGN
The Project Information sign shall conform to the following:

Material: Aluminum 0.080”
Size: 48” x 48”
Round off all corners

9.f
April 28, 2025 Packet Pg. 432
D. Colors:

1. 2.

3. 4.

5. Border – Blue
Background – Blue and White
City of San Carlos Logo – Black, Green, and Yellow.

City of Good Living Logo – Blue and Yellow
Text – Blue and White
The Vector files for the sign and logos to shall be supplied to the sign manufacturer upon request. The Contractor shall provide the Company name and a 24-hour toll-free contact phone number on the sign, as shown per the Contract Documents.

The Contractor shall check with the Project Manager to obtain the project name and telephone number before fabricating the sign.

9.f
April 28, 2025 Packet Pg. 433

OLD COUNTY RD

LAUREL ST
ELM ST

WOOD LANDAVE

INDUSTRIAL RD

EATON AVE

CEDAR ST

BELMONT AVE BRITTAN AVE

WOOD AVE
RUBY

CEDAR ST

ARROYO AVE
AVE

ALAMEDA DE LAS PULGAS
HOWARD

AVE EMERALDAVE PARK AVE

WALNUT ST
EL CAMINO REAL (CA-82) GREEN SITE MAP SHEET INDEX VICINITY MAP CITY OF SAN CARLOS, CALIFORNIA DEPARTMENT OF PUBLIC WORKS 600 ELM STREET, SAN CARLOS, CA 94070 REVISIONS NO. DATE DESCRIPTION APR'VD SCALE: DATE: SHEET: APPROVED FOR CONSTRUCTION: RECOMMENDED FOR APPROVAL: CITY ENGINEER DATE DRAWN BY: DESIGNED BY: PRINCIPAL ENGINEER GRACE LE, PE ALEX TAT, PE DATE JH MG, MV AS SHOWN 04/21/2025 1 OF 40 PROJECT NO. C9617 REHABILITATION PROJECT 2025 SANITARY SEWER PREPARED BY: MOTT MACDONALD GREGORY C. FELTER DATE LEGEND DRAWING NO: G-1 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGINEER STAT E OF CA L I FOR N C I V I L IA G R E GO R Y C . F E L T E R 04/21/2025 4/22/2025 4/22/2025 “ ” “ ” “ ” GENERAL NOTES: ℄ ∅ ABBREVIATIONS, LEGEND & GENERAL NOTES 2G-2 DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR E GO R Y C . F E L T ER N.T.S. N.T.S.

C-1
C-2 C-3 (NIC) C-4 (NIC) C-5 (NIC) C-6 (NIC) C-7 (NIC) C-8 (NIC) C-9C-10
C-11 C-12 C-13 C-14

ALAMEDA DE LAS PULGAS BROOK ST GREENWOOD AVE BRITTAN AVE HOWARD AVE HOWARD AVE

WOOD BRITTAN AVE

DAYTON AVE GREEN

ORANGE AVE

CEDAR ST

CORDILLERAS AVE

OAKHURST AVE

ORANGE AVE

CEDAR ST
ROSEWOOD AVE GAYLORD ST LUPIN WAY LAND AVE AVE HOWARD WOOD AVE C-33 (NIC) C-32 (NIC) BRITTAN AVE INDUSTRIAL RD

EL CAMINO REAL
OLD COUNTY RD DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: N.T.S N.T.S. KEY MAP 1 3G-3 N.T.S.

C-28 C-30 C-27 C-31
C-29 C-34 C-35 C-37 C-36

ST FRANCIS WY
ELM ST

EATON AVE

BRITTAN AVE ELM ST WALNUT ST GREENWOOD AVE LAUREL ST ORTEGA ALLEY ORTEGA ALLEY ORTEGA ALLEY ELM ST

BELMONT AVE

HOWARD AVE LAUREL ST

WHITE OAK WY
CENTRAL AVE ELM ST ROSEWOOD AVE LAUREL ST EL CAMINO REAL WALNUT ST ELM ST ROSEWOOD AVE EL CAMINO REAL LAUREL ST WALNUT ST EL SERENO DR.

SUNNYDALE AVE
C-15
C-18
C-19
C-17 C-16
C-20
C-21
C-22 C-23 C-24
C-25
C-26SUNNYDALE WY

STANFORD LN

CHESTNUT ST

EATON AVE

CEDAR ST KELTON AVE

PARK AVE

COLTON AVE

PEARL AVE

RUBY AVE

EMERALD AVE

GARNET AVE
EATON

ST FRANCIS WY

ALBERTA AVE

ALAMEDA DE LAS PULGAS
AVE DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: N.T.S N.T.S. KEY MAP 2 4G-4 N.T.S.

ALAMEDA DE LAS PULGAS

DAYTON AVE

ORANGE AVE

CEDAR ST CEDAR ST

ORANGE AVE

OAKHURST AVE

CORDILLERAS AVE

ROSEWOOD AVE

ORTEGA ALLEY

LAUREL ST LAUREL ST

WALNUT ST
ELM ST

EL CAMINO REAL

OLD COUNTY RD BRITTAN AVE
ELM ST

ROSEWOOD AVE

WOODLAND AVE

LUPIN WAY BRITTAN AVE

GREEN WOOD

BROOK ST
AVE

HOWARD AVE BRITTAN AVE GAYLORD ST

HOWARD AVE

GREENWOOD AVE

HOWARD AVE BRITTAN AVE

GREENWOOD AVE
ELM ST

WALNUT ST

LAUREL ST

HOWARD AVE

INDUSTRIAL RD BELMONT AVE

ORTEGA ALLEY

EL CAMINO REAL WHITE OAK WY

LAUREL ST

WALNUT ST

ELM ST BELVEDERE AVE

GOVER LN
EL SERENO DR. ST FRANCIS WY

ORTEGA ALLEY

ELM ST EATON AVE SUNNYDALE WY

CHESTNUT ST

STANFORD LN

EATON AVE

CEDAR ST

ALBERTA AVE

PARK AVE

ST FRANCIS WY

KELTON AVE

COLTON AVE

ALAMEDA DE LAS PULGAS

GARNET AVE

EMERALD AVE

RUBY AVE
AVE
EATON
PEARL AVE CENTRAL AVE DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV TGJH 86290 3/31/2027 No. Exp.

REGI STERED

PROFESSIONA L ENGI NEER
STAT E

OF CA L I FOR N

C I V I L
IA
GR E GO R Y C . F E L T ER KEY MAP - SURVEY CONTROL LOCATIONS 1" = 150' SURVEY CONTROL (1) 5G-5N/A
DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR E GO R Y C . F E L T ER CITY BM # ELEV (FT) NAVD88 CITY BENCHMARK DESCRIPTION N/A SURVEY CONTROL (2) 6G-6N/A DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND ALAMEDA DE LAS PULGAS AND LUPIN WAY STA 10+00 TO 13+85 7C-1 SCALE: 1"=20' 1"=4' VERT SCALE: 1"=20' HORIZ SCALE: 1"=20' DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR E GO R Y C . F E L T ER SSMH REPLACEMENT AND REHABILITATION LEGEND SCALE: 1"=20' RIGHT-OF-WAY-FROM ALAMEDA DE LAS PULGAS STA 20+00 TO 21+45 8C-2 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' SSMH REPLACEMENT AND REHABILITATION LEGEND 1"=4' VERT SCALE: 1"=20' HORIZ ORANGE AVE STA 90+00 TO 92+67 9C-9 DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' SSMH REPLACEMENT AND REHABILITATION LEGEND 1"=4' VERT SCALE: 1"=20' HORIZ GREENWOOD AVE STA 100+00 TO 102+52 10 C-10 DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' SSMH REPLACEMENT AND REHABILITATION LEGEND 1"=4' VERT SCALE: 1"=20' HORIZ HOWARD AVE STA 110+00 TO 113+43 11 C-11 DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' SSMH REPLACEMENT AND REHABILITATION LEGEND 1"=4' VERT SCALE: 1"=20' HORIZ HOWARD AVE STA 120+00 TO 123+44 12 C-12 DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' SSMH REPLACEMENT AND REHABILITATION LEGEND 1"=4' VERT SCALE: 1"=20' HORIZ HOWARD AVE STA 130+00 TO 132+30 13 C-13 C-14 DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND SCALE: 1"=20' EASEMENT BETWEEN WOODLAND AVE AND ROSEWOOD AVE STA 150+00 TO 152+95 14 C-14 1"=4' VERT SCALE: 1"=20' HORIZ 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND SCALE: 1"=20' 1"=4' VERT SCALE: 1"=20' HORIZ GARNET AVE EASEMENT STA 160+00 TO 161+23 AND 162+00 TO 164+53 15 C-15 SCALE: 1"=20' 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND SCALE: 1"=20' 1"=4' VERT SCALE: 1"=20' HORIZ ST FRANCIS WAY EASEMENT STA 170+00 TO 171+32 AND 172+00 TO 173+32 16 C-16 SCALE: 1"=20' EATON AVE STA 180+00 TO 183+00 17 C-17 SSMH REPLACEMENT AND REHABILITATION LEGEND DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' EASTMENT BETWEEN ST FRANCIS WAY AND EATON AVE STA 190+00 TO 195+04 18 C-18 1"=4' VERT SCALE: 1"=20' HORIZ SSMH REPLACEMENT AND REHABILITATION LEGEND 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND SCALE: 1"=20' PEARL AVE STA 200+00 TO 203+20 19 C-19 DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' SSMH REPLACEMENT AND REHABILITATION LEGENDPEARL AVE STA 203+20 TO 206+32 AND 207+00 TO 207+54 20 C-20 1"=4' VERT SCALE: 1"=20' HORIZ 1"=4' VERT SCALE: 1"=20' HORIZ 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND SCALE: 1"=20' EASEMENT BETWEEN KELTON AVE AND EATON AVE STA 220+00 TO 223+25 21 C-21 DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND SCALE: 1"=20' EASEMENT BETWEEN KELTON AVE AND COLTON AVE STA 230+00 TO 230+63 22 C-22 1"=4' VERT SCALE: 1"=20' HORIZ SCALE: 1"=20' DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND EASEMENT AT GOVER LANE STA 240+00 TO 240+88 23 C-23 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' EASEMENTS BETWEEN CEDAR ST AND ELM ST STA 250+00 TO 253+87 24 C-24 1"=4' VERT SCALE: 1"=20' HORIZ 1"=4' VERT SCALE: 1"=20' HORIZ SSMH REPLACEMENT AND REHABILITATION LEGEND SCALE: 1"=20' DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND EASEMENT BETWEEN STANFORD LANE AND OAKDALE ST STA 260+00 TO 260+56 25 C-25 1"=4' VERT SCALE: 1"=20' HORIZ 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' SSMH REPLACEMENT AND REHABILITATION LEGEND EATON AVE STA 270+00 TO 272+50 26 C-26 DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND SCALE: 1"=20' ELM ST STA 280+00 TO 282+87 27 C-27 1"=4' VERT SCALE: 1"=20' HORIZ 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND SCALE: 1"=20' WALNUT ST STA 290+00 TO 293+06 28 C-28 DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND EASEMENT BETWEEN WALNUT ST AND LAUREL ST STA 300+00 TO 302+85 29 C-29 1"=4' VERT SCALE: 1"=20' HORIZ 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' SSMH REPLACEMENT AND REHABILITATION LEGEND ORTEGA ALLEY STA 310+00 TO 314+94 30 C-30 DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' 1"=4' VERT SCALE: 1"=20' HORIZ 1"=4' VERT SCALE: 1"=20' HORIZ SCALE: 1"=20' ORTEGA ALLEY STA 320+00 TO 322+03 AND STA 323+00 TO 324+43 31 C-31 SSMH REPLACEMENT AND REHABILITATION LEGEND 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' EASEMENT BETWEEN BELMONT AVE AT ELM AND BELVEDERE AVE STA 350+00 TO 350+11 AND 352+00 TO 355+36 32 C-34 SSMH REPLACEMENT AND REHABILITATION LEGEND 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND SCALE: 1"=20' EASEMENT BETWEEN BELVEDERE AVE AND WHITE OAK WAY STA 360+00 TO 360+58 AND 361+00 TO 363+86 33 C-35 SCALE: 1"=20' 1"=4' VERT SCALE: 1"=20' HORIZ 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SSMH REPLACEMENT AND REHABILITATION LEGEND SCALE: 1"=20' EASEMENT AT EL SERENO DR STA 370+00 TO 372+02 34 C-36 1"=4' VERT SCALE: 1"=20' HORIZ DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV 1" = 20' 1" = 4' TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R SCALE: 1"=20' ORTEGA ALLEY AT ST FRANCIS WAY STA 380+00 TO 385+70 35 C-37 1"=4' VERT SCALE: 1"=20' HORIZ SSMH REPLACEMENT AND REHABILITATION LEGEND

PLAN VIEW

SECTION A-A
A A
B
B

SECTION B-B
1 D-1
1 D-1
3 4
N.T.S.

N.T.S. N.T.S.
2 D-1 D-1
D-1
N.T.S
DETAILS (1)
36 D-1
N.T.S
N.T.S.
1 D-1

DEPARTMENT OF PUBLIC WORKS

SAN CARLOS, CALIFORNIA
DESIGNED BY:

CHECKED BY:

DRAWN BY:

PROJECT ID:

DATE:

STEVEN J. MACHIDA

DIRECTOR OF PUBLIC WORKS
2025 SEWER REHABILITATION PROJECT
Hz SCALE:

Vt SCALE:

Drawing No.

Sheet of CONSULTANT:
2077 Gateway Place
Suite 550
San Jose CA 95110
United States of America
T +1 (408) 572 8800
F +1 (408) 572 8799
www.mottmac.com
504101469 40
04/21/2025
C9617

AA, MG, MV
TG
JH
86290
3/31/2027
No.

Exp. REGI STERED PROFESSIONA L ENGI NEER

STAT E OF CA L I FOR N

C I V I L
IA
GR EG O R Y C . F E L T E R
N.T.S.
1 D-2
N.T.S.
3 D-2
N.T.S.
4 D-2
N.T.S.

DETAILS (2)
37 D-2
N.T.S.

N.T.S.
5 D-2
N.T.S.

D-2
2 DEPARTMENT OF PUBLIC WORKS

SAN CARLOS, CALIFORNIA
DESIGNED BY:

CHECKED BY:

DRAWN BY:

PROJECT ID:

DATE:

STEVEN J. MACHIDA

DIRECTOR OF PUBLIC WORKS
2025 SEWER REHABILITATION PROJECT
Hz SCALE:

Vt SCALE:

Drawing No.

Sheet of CONSULTANT:
2077 Gateway Place
Suite 550
San Jose CA 95110
United States of America
T +1 (408) 572 8800
F +1 (408) 572 8799
www.mottmac.com
504101469 40
04/21/2025
C9617

AA, MG, MV
TG
JH
86290
3/31/2027
No.

Exp. REGI STERED PROFESSIONA L ENGI NEER

STAT E OF CA L I FOR N

C I V I L
IA
GR EG O R Y C . F E L T E R
DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R N.T.S. CITY STANDARD DETAILS (1) 38 D-3N.T.S.

DEPARTMENT OF PUBLIC WORKS SAN CARLOS, CALIFORNIA DESIGNED BY: CHECKED BY: DRAWN BY: PROJECT ID: DATE: STEVEN J. MACHIDA DIRECTOR OF PUBLIC WORKS 2025 SEWER REHABILITATION PROJECT Hz SCALE: Vt SCALE: Drawing No. Sheet of CONSULTANT: 2077 Gateway Place Suite 550 San Jose CA 95110 United States of America T +1 (408) 572 8800 F +1 (408) 572 8799 www.mottmac.com 504101469 40 04/21/2025 C9617 AA, MG, MV TGJH 86290 3/31/2027 No. Exp. REGI STERED PROFESSIONA L ENGI NEER STAT E OF CA L I FOR N C I V I L IA GR EG O R Y C . F E L T E R N.T.S. CITY STANDARD DETAILS (2) 39 D-4N.T.S.

DEPARTMENT OF PUBLIC WORKS

SAN CARLOS, CALIFORNIA
DESIGNED BY:

CHECKED BY:

DRAWN BY:

PROJECT ID:

DATE:

STEVEN J. MACHIDA

DIRECTOR OF PUBLIC WORKS
2025 SEWER REHABILITATION PROJECT
Hz SCALE:

Vt SCALE:

Drawing No.

Sheet of CONSULTANT:
2077 Gateway Place
Suite 550
San Jose CA 95110
United States of America
T +1 (408) 572 8800
F +1 (408) 572 8799
www.mottmac.com
504101469 40
04/21/2025
C9617

AA, MG, MV
TG
JH
86290
3/31/2027
No.

Exp.

REGI STERED

PROFESSIONA L ENGI NEER
STAT E

OF CA L I FOR N C I V I L IA

GR EG O R
Y
C . F E L T E R
N.T.S.

CONSTRUCTION BEST MANAGEMENT PRACTICES (BMPS)
40 D-5
N.T.S.

CITY COUNCIL

STAFF REPORT
MEETING DATE: April 28, 2025
ITEM TITLE: Adopt a Resolution Approving the Installation of the Centennial Community Grant Program’s Temporary Pavement Public Art Mural on the 700 Block of Laurel Street.

RECOMMENDATION:

Staff recommend that the City Council adopt a Resolution approving the installation of the Centennial Community Grant Program’s temporary pavement public art mural on the 700 block of Laurel Street.

FISCAL IMPLICATIONS:

No additional funding is required for the installation of the Centennial Community Grant Program public art mural. The City awarded the non-profit organization, Art Bias, $30,000 through the Centennial Community Grant Program in December 2024. These allocated grant funds will be used to cover artist stipends, supplies, and equipment for the installation of the mural.

BACKGROUND:

In September 2024, the City launched the Centennial Community Grant Program for the City’s centennial year, inviting San Carlos-based non-profit community groups and organizations to submit a request for funding. The goal of the program was to provide an opportunity for community groups to expand centennial celebrations through new programs, activities, or events.

The City received nineteen grant program proposals by the stated deadline. In December 2024, the City announced the Centennial Community Grant Program recipients. Art Bias was one of eighteen grant recipients and was awarded $30,000 to design and install a temporary pavement public art mural that honors the rich history and future of San Carlos.

ANALYSIS:

Through conversations with staff and Art Bias representatives, it was determined that the ideal location for the pavement public mural was the 700 block of Laurel Street due to the temporary nature of the art installation, high rate of visibility in the downtown core, as well as a reduced impact on pedestrian and vehicle traffic during the installation as this block was recently converted into a pedestrian-only zone. The mural is also thought to transform the former car traffic area into a welcomed gathering spot for pedestrians and enhance the celebratory atmosphere of the downtown area.

The Parks, Recreation and Culture Commission, at its April 2, 2025 meeting, unanimously

9.g
April 28, 2025 Packet Pg. 474
recommended the installation of this temporary public art mural to celebrate the centennial.

Feedback from Commissioners was positive and they shared this is a great community project to celebrate the centennial, emphasized the importance to ensure durability of the mural, and that the design truly reflects the history of San Carlos.

Mural Description
The mural will extend 496 feet along the 700 block of Laurel Street, spanning from Cherry Street to Harrington Park (330 feet) and Harrington Park to the traffic barriers (166 feet). The street width is 20 feet from gutter to gutter. The full Centennial Pavement Art Mural Proposal is included as Attachment 1.

Design Concepts
● A colorful, graphic path running the length of the street, functioning as a visual timeline from 1925 to 2025. Photographic images presented here are placeholders only. More graphic, illustrative art including titles for clarification and reference will be developed. ● Bookended by a Pre-Centennial section (highlighting early San Carlos history) and a PostCentennial section (depicting futuristic innovations). ● Fireworks motifs incorporated throughout to enhance the centennial celebration theme.

The mural timeline will feature significant historical milestones of San Carlos, including:
 Pre-Centennial (before 1925): first post office (1895), train (1888), first airport (1917) and speedway (1921)
 1925-1935: The Enquirer newspaper, City of Good Living, Bank of America  1935-1945: Firetruck, population sign, gas station, new post office  1945-1955: War relief effort, Varian electron tube invention, first Italian restaurant (Gold Platter), Carlos Theatre, Population Sign: 3,520
 1955-1965: San Carlos High School, Laurel Theatre, Burton Park, native plants and flowers. Population Sign: 14,371
 1965-1975: bowling alley, Circle Star Theatre, Vietnam War protests  1975-1985: Olympic torch run, Hometown Days Parade, Fun Run  1985-1995: Hometown Days Pet Parade, Art and Wine Faire, Hiller Aviation Museum, Population Sign: 26,167
 1995-2005: First winery (Domenico’s), Rex Walheim’s spacewalk, Population Sign: 27,718
 2005-2015: San Carlos Children’s Theatre, Library family story time, Population Sign: 28,406
 2015-2025: Farmers’ Market, Art Bias, Summer Concerts at Burton Park, Population Sign: 30,722
 Post-Centennial (Future): Speculative technology and innovations Next Steps
Should the City Council approve the installation of the public art mural, artists will make final art preparations over the next two months for a planned mural installation beginning in July 2025. Art Bias plans to schedule a community paint day during the beginning of the installation schedule

9.g
April 28, 2025 Packet Pg. 475
and will also work through their youth artist mentorship program to include young community artists in the project. The installation of the full mural project will be phased and completed in sections to reduce the impact to pedestrian traffic along the 700 block of Laurel Street. The entire mural project is anticipated to take approximately two months to complete.

ALTERNATIVES:

The alternatives available to the City Council include:

1. Adopt a Resolution approving the Centennial Community Grant Program’s temporary pavement public art mural on the 700 block of Laurel Street; or

2. Do not adopt the Resolution; or

3. Provide staff with alternative direction.

Respectfully submitted by:

Amy Newby, Parks & Recreation Director
Approved for submission by:
_______________________
Jeff Maltbie, City Manager
ATTACHMENT(S):

1. Resolution

2. Centennial Pavement Art Mural Proposal

9.g
April 28, 2025 Packet Pg. 476
RESOLUTION NO. 2025 – ____

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF SAN CARLOS

APPROVING THE INSTALLATION OF THE CENTENNIAL COMMUNITY GRANT PROGRAM’S TEMPORARY PAVEMENT PUBLIC ART MURAL ON THE
700 BLOCK OF LAUREL STREET.

WHEREAS, the City launched the Centennial Community Grant Program in September 2024; and
WHEREAS, one of eighteen grant recipients, Art Bias proposed a temporary pavement public art mural; and
WHEREAS, through grant meetings with staff and artists, it was determined that the premier location for this mural would be the 700 block of Laurel Street where it has the most visibility in the downtown core; and
WHEREAS, the mural is thought to transform the former car traffic area into a welcomed gathering spot for pedestrians and enhance the celebratory atmosphere of the downtown area; and
WHEREAS, the Parks, Recreation and Culture Commission at its April 2, 2025 meeting unanimously recommended the installation of this temporary public art mural to celebrate the centennial; and
WHEREAS, the mural will extend 496 feet along the 700 block of Laurel Street, spanning from Cherry Street to Harrington Park (330 feet) and Harrington Park to the traffic barriers (166 feet); and
WHEREAS, the mural design will include a colorful, graphic path running the length of the street, functioning as a visual timeline of San Carlos history dating from 1925 to 2025, and bookended by pre-centennial and post-centennial sections; and NOW, THEREFORE BE IT RESOLVED, that the San Carlos City Council hereby approves the Centennial Community Grant Program’s temporary pavement public art mural on the 700 block of Laurel Street.
* * * * *
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 28th day of April 2025, by the following vote:

AYES, COUNCILMEMBERS:

NOES, COUNCILMEMBERS:

ABSENT, COUNCILMEMBERS:

9.g
April 28, 2025 Packet Pg. 477
________________________________
CITY CLERK of the City of San Carlos
APPROVED:
___________________________
MAYOR of the City of San Carlos

9.g
April 28, 2025 Packet Pg. 478
San Carlos Centennial Pavement Art
Mural Proposal
Proposal Summary: The original Art Bias proposal for two separate pavement art murals celebrating the San Carlos Centennial in 2025 has been revised. Instead, a single, large-scale pavement art mural will be created on the 700 block of Laurel Street, which has been converted into a pedestrian-only zone. Covering a total area of 9,920 square feet, this mural will serve as a vibrant centerpiece for the centennial celebration.

On December 3, 2024, the City of San Carlos Centennial Community Grant Program awarded Art Bias Artists $30,000 to create a pavement art mural that would honor the rich history and future of San Carlos. Pavement art is visually engaging, low-cost, and will add vibrancy and excitement to the area. It will transform the former car traffic area into a welcome gathering spot for pedestrians, and enhance the celebratory atmosphere of the centennial event. Additionally, the mural will provide significant benefits to local businesses by increasing foot traffic, drawing visitors to the area, and encouraging longer stays in the pedestrian zone. A visually dynamic and Instagram-worthy environment will boost social media exposure, ultimately supporting small businesses along Laurel Street by enhancing visibility and customer engagement.

Segment from Cherry Street to Harrington Park is 330 ft and the shorter segment from Harrington Park to the traffic barriers is 166 ft. Total length of 496 ft. The street width, from gutter to gutter is 20ft.

Community Involved Art
● The San Carlos Centennial Pavement Art Mural will provide an educational experience for Art Bias Mentees from Sequoia High School, guiding them through the various stages of mural creation. They will learn about grant writing, gathering community input, research and design, proposal development, design revisions, pavement preparation, mural sketching, community painting, fine detailing, and sealing the final artwork— gaining invaluable hands-on experience throughout the process. ● Community input is a key component of the design process. Public outreach has been conducted through flyers distributed at libraries, along Laurel Street, and at the local Farmer’s Market. These flyers encourage community members to visit the Art Bias website via QR code to share ideas on historical moments and their favorite aspects of San Carlos to be incorporated into the artwork.
○ Popular ideas reported: Past, Present, Future; Natural History; Technological Advancements; San Carlos Community Events and Cultures; Fun for the kids; Include animals, trees and gardens; Celebrate Circle Star, Children’s Theatre, the library, summer concerts, and Hometown Days events
● A PR campaign will begin before Hometown Days to generate excitement for the mural, using Social Media, Flyers and News Coverage.
● Both Art Bias Mentees and the San Carlos community will be invited to participate in the mural’s creation. The active involvement of community members in both the design and

9.g
April 28, 2025 Packet Pg. 479
painting processes will foster a sense of ownership and pride in downtown San Carlos, creating a shared investment in the cultural and historical significance of the artwork Historical Consultation: We are collaborating with:
● Linda Garvey, President of the San Carlos Community Foundation ● Carol Bria, Friends of the San Carlos Library
Their expertise and resources have been instrumental in curating historical imagery for the mural.

Artists:

Amber Smith: Amber Smith is a socially engaged art practitioner whose work involves community collaboration to encourage creativity and action. Her large-scale installations, murals, and mosaics address social and political issues, with a particular focus on endangered species, habitats, and marginalized people. Amber’s work has been exhibited in numerous public art settings, including:
● Dusk and Dawn: the grey wolf’s elegy, installed in Ponderosa Park, Sunnyvale (‘25) ● Penguins in Peril won an Activism Award with Wild Heart Gallery, juried exhibition:

Colorful Creatures 2025 - and was a community outreach project for the Atherton Earth Day Festival.
● Ribbiting Crisis: A global response to the Frog Pandemic, Sanchez Art Center (‘24) ● Endangered Habitats: Aerocycle - installed at the Skyway Center (‘23) ● Cuppa Joe sculpture, Hoover Park, Palo Alto, ARTLIFT Microgrant Recipient (‘22) She is currently serving as an Arts Commissioner for the city of Palo Alto and she has a Fine Art degree from UC Berkeley. You can learn more about Amber at www.asmerakiartstudio.com Amber Smith working with youth on an artwork using entirely recycled bottle caps and other items.

Deborah Shea: A former graphic designer, illustrator and creative director, Deborah Shea now dedicates herself full-time to her studio art practice. She previously designed and created a

9.g
April 28, 2025 Packet Pg. 480
chalk mural in front of San Carlos’ City Hall. Other public art projects include middle school summer projects with Ruth Asawa for UCF and San Francisco Hyatt Hotel, a heart sculpture for the SFGeneral Hospital,public Bear sculpture art for the Los Altos Rotary, and Danville heart sculpture“Hearts on Hartz”. Her work is inspired by nature, integrating local flora and fauna into her large scale pastel paintings. She was one of seven artists chosen for Chan-Zuckerberg Initiative Center show Environments of Emergence.

Deborah holds a BA in Studio Art and Design from UC Davis, where she studied with Wayne Thiebaud, and Roland Petersen. Her work is displayed at George Washington Hospital in Fremont, the Peninsula Surgery Center in Redwood Shores and upcoming exhibits at the Cora offices in San Mateo and the City Hall of Atherton. Deborah has won many awards for her work, along with solo shows and juried exhibits in the US. She is currently pursuing an MFA at the Academy of Art in San Francisco. She teaches online classes and in-person workshops for the Georgia O’Keeffe Museum in Santa Fe. You can learn more about Deborah work at www.DeborahSheaStudios.com
Deb Shea next to her asphalt chalk art mural at the San Carlos City Hall Shari Bryant: Shari Bryant began formal studies in art more than two decades ago at the University of Florida, where she completed an undergrad in Studio Art and a minor in Japanese

9.g
April 28, 2025 Packet Pg. 481
language. She developed a love of portraiture working as a caricature and portrait artist at the Walt Disney World Resorts for a summer job.

Twenty years later, Shari resumed her art studies, pursuing an MFA in Illustration at Academy of Art University in San Francisco. By day, she works as the Director of Program Management at a local technology firm. In the evenings, she works at her art studio Shari Bryant Creative, which opened as part of the Art Bias community in October of 2021. Shari was named an Individual Artist Fellow for the California Arts Council in 2023. Her current series Meladies: The Fantastic Black Woman is an exploration of Blackness and fantasy -- reimagining Black women fantastically in roles of beauty, power, and brilliance.

Shari next to her works Antlers and Mædusa at the opening reception for the Chan-Zuckerberg Initiative Center show Environments of Emergence.

Proposed Design: The mural will extend along 496 feet of Laurel Street, spanning from Cherry Street to Harrington Park (330 feet) and from Harrington Park to the traffic barriers (166 feet).

The street width is 20 feet from gutter to gutter.

9.g
April 28, 2025 Packet Pg. 482
Segment from Cherry Street to Harrington Park is 330 ft and the shorter segment from Harrington Park to the traffic barriers is 166 ft. Total length of 496 ft. The street width, from gutter to gutter is 20ft.

Design Concept:
● A colorful, graphic path running the length of the street, functioning as a visual timeline from 1925 to 2025. Photographic images presented here are placeholders only. More graphic, illustrative art including titles for clarification and reference will be developed. ● Bookended by a Pre-Centennial section (highlighting early San Carlos history) and a Post-Centennial section (depicting futuristic innovations). ● Fireworks motifs incorporated throughout to enhance the centennial celebration theme. ● The timeline will feature significant historical milestones, including:
○ Pre-Centennial (Before 1925): First post office (1895), Train (1888), First airport (1917), Speedway (1921)
○ 1925-1935:The Enquirer newspaper, City of Good Living, Bank of America ○ 1935-1945: Firetruck, Population sign, Gas station, New post office ○ 1945-1955: War relief effort, Varian electron tube invention, First Italian restaurant (Gold Platter), Carlos Theatre, Population Sign: 3,520 ○ 1955-1965: San Carlos High School, Laurel Theatre, Burton Park, Native plants and flowers. Population Sign: 14,371

9.g
April 28, 2025 Packet Pg. 483
○ 1965-1975: Bowling alley, Circle Star Theatre, Vietnam War protests ○ 1975-1985: Olympic torch run, Hometown Days Parade, Fun Run ○ 1985-1995: Pet Parade, Art and Wine Fair, Hiller Museum, Population Sign:
26,167
○ 1995-2005: First winery (Domenico’s), Rex Walheim’s spacewalk, Population Sign: 27,718
○ 2005-2015: San Carlos Children’s Theatre, Library Family Storytime, Population Sign: 28,406
○ 2015-2025: Farmer’s Market, Art Bias, Summer Concerts at Burton Park, Population Sign: 30,722
○ Post-Centennial (Future): Speculative technology and innovations Additionally, a minor narrative thread will highlight technological advancements, such as the evolution of the telephone from 1925 to the present. To make the timeline engaging, illustrated animal characters representing pre-industrialization wildlife will be integrated into the design. ***Please note that the items listed in the timeline are those we desire to include at this time; however, this list may change based on image availability and design aesthetic.

Durability: Slightly different from wall murals, pavement artwork is meant to be more temporary and quicker to implement than mural art on a wall. The art uses outdoor latex for floors and is

9.g
April 28, 2025 Packet Pg. 484
expected to last 3-5 years. One maintenance, cleaning, and retouch is scheduled into the budget. After that, the artwork can be removed through pressure washing.

Project Timeline:

The projected timeline covers the following milestone areas are target timeframes:

1. First round approval | Art Commission - Mar 24 - Apr 3

2. Second round approval | City Council - Apr 4 - Apr 18

3. Youth Mentorship - Apr 8 - May 17

4. Final preparation - Apr 21 - Jul 11

5. Execution - Jul 12 - Sept 21
Note: Art Bias Youth Mentorship contribution will be handled by additional members of the Art Bias community with input from project artists. Included are also tentative milestones for final deliverables and social media / marketing, but these will be defined at a later time.

Artist Statement:

As artists, we believe that public art is a powerful tool for storytelling, education, and community connection. This mural is more than just a visual landmark—it is a bridge between the past, present, and future of San Carlos. By transforming the pedestrian-only Laurel Street into a vibrant and interactive timeline, we aim to celebrate the city’s rich history while inviting the community to envision its future.

Our approach prioritizes community engagement, ensuring that the people of San Carlos have a voice in shaping this piece. Through historical research and public input, we are creating an artwork that reflects the city’s collective memories and aspirations. The incorporation of both historical events and future innovations offers a dynamic narrative that encourages reflection, curiosity, and local pride.

Additionally, our artistic vision emphasizes accessibility and joy. The use of bright colors, engaging graphics, and playful animal characters invites all ages to interact with and appreciate the mural. We hope this project not only beautifies Laurel Street but also fosters a sense of belonging, cultural appreciation, and inspiration for generations to come.

Conclusion:

This community-driven pavement art mural will serve as a vibrant, educational, and celebratory focal point for the San Carlos Centennial. By integrating historical elements, technological progress, and local wildlife imagery, the design will create an engaging and meaningful experience for pedestrians while enhancing the city’s public space. The project fosters civic pride, strengthens community involvement, and brings history to life in a creative and accessible way.

9.g
April 28, 2025 Packet Pg. 485

CITY COUNCIL

STAFF REPORT
MEETING DATE: April 28, 2025
ITEM TITLE: Consideration of Adopting a Resolution Adopting the San Carlos Downtown Streetscape Master Plan.

RECOMMENDATION:

Staff recommend that the City Council consider the Planning and Transportation Commission’s recommendation to adopt the San Carlos Downtown Streetscape Master Plan.

FISCAL IMPLICATIONS:

There are no fiscal impacts associated with adopting the San Carlos Downtown Streetscape Master Plan. Funding to prepare the San Carlos Downtown Streetscape Master Plan (and Specific Plan, currently underway) is set aside in Fund C2105 – Downtown Planning Initiative, which has been previously appropriated by the City Council.

BACKGROUND:

Approximately four years ago in 2021, the City Council advanced the idea of creating a new plan for downtown San Carlos. It had been 12 years since a vision statement and accompanying policies for the downtown were established in the 2009 General Plan. In addition, the 2020 pandemic gave rise to new expectations for downtown, including its management and operations.

Around the same time, other efforts were at play, including creation of a brand-new Bicycle and Pedestrian Master Plan (approved in 2020) and a new Climate Mitigation and Adaptation Plan (adopted in 2021). Together, with the temporary closure of the 700 block of Laurel Street to pedestrian-only access, new ideas and a robust discussion about Laurel Street began to emerge.

Thus, it became the ideal time to address the future of downtown Laurel Street and its surroundings. For these reasons, in 2021, the City Council established the following goal in its 2021 Strategic Plan:
“The City of San Carlos will work with residents, property owners, business owners, committees, commissions, the Chamber of Commerce, and all other interested members of the community to develop a plan to understand and ensure that the downtown meets the needs of the community and businesses now and into the future.”
Subsequently, the Downtown Specific Plan project began in spring 2022. Just over a year later, in the summer of 2023, preparation of a Downtown Streetscape Master Plan was added to the scope of work to address the calls from city leadership to fast-forward transformation of the downtown streets.

11.a
April 28, 2025 Packet Pg. 486
In nearly one year, from November 2023 to September 2024, the project team refocused its efforts to develop multiple design options for the design and functionality of downtown streets.

Community input was received across many channels, including the 18-member, Council-appointed Downtown Advisory
Committee (DTAC) and the broader community including
residents, downtown property owners and businesses, bicycle advocacy groups, and SamTrans. Design options were also evaluated by City boards and commissions, including the Economic Development Advisory Commission (EDAC), the
Parks, Recreation and Culture Commission (PRCC), and the Youth Advisory Council (YAC). Ideas were also vetted across many City of San Carlos departments, involving staff from Community Development, Public Works, Parks and Recreation, Fire, Police, Administrative Services, and the City Manager’s Office. In addition, valuable feedback was received from the twomember City Council Downtown Subcommittee, the Planning and Transportation Commission, and the City Council.

The culmination of these efforts to prepare a new vision for downtown streets led to endorsement by the DTAC on March 19, 2024.

Thereafter, DTAC’s endorsement was presented to the Planning and Transportation Commission and the City Council in May and June 2024. On June 10, 2024, the City Council adopted Resolution No. 2024-067 (Attachment 5) endorsing the DTAC’s recommended street designs and directed staff to proceed with technical studies to evaluate the street redesigns. Meanwhile, staff and the project team met with the business community in August 2024 to provide updates and receive additional input. Once technical analysis was completed, staff and the project team reviewed the results, along with refined street proposals, at an all-City commissions meeting held on September 3, 2024.

On September 23, 2024, a major milestone was reached when the City Council received the findings from the traffic and parking technical studies alongside the refined street designs and adopted Resolution No. 2024-111 and officially endorsed the new street designs for downtown (Attachment 4). These City Council endorsed street designs became the foundation to prepare the final Downtown Streetscape Master Plan (Exhibit A to the Resolution). Council comments from this meeting are included as Attachment 9.

Another milestone was reached on April 7, 2025, when the Planning and Transportation Commission adopted Resolution No. 2025-02 (Attachment 2) recommending that the City Council adopt the San Carlos Downtown Streetscape Master Plan. Notes from this meeting are provided in Attachment 3.

THE SAN CARLOS DOWNTOWN STREETSCAPE MASTER PLAN:

Location
The San Carlos Downtown Streetscape Master Plan shares the same study area as the Downtown Specific Plan (currently under development). This study area runs along the El Camino Real and Laurel Street corridors and is framed by Holly Street at the north end and Greenwood What is the difference between
The Downtown Specific Plan and
the Streetscape Master Plan?
The Downtown Specific Plan will
set forth goals, policies, and
development regulations as well as
parking management strategies
and phasing and financing
considerations. The Streetscape
Master Plan provides a holistic
design approach to transform the
downtown streets with enough
information to proceed with
design/engineering and
construction when the City is ready
to do so.

11.a
April 28, 2025 Packet Pg. 487
Avenue on the south end, with El Camino Real to the east and Walnut Street to the west. As shown in Figure 1 below, the downtown streets addressed by the Downtown Streetscape Master Plan include Laurel Street, Holly Street, San Carlos Avenue, Cherry Street, Olive Street, Arroyo Avenue, Morse Boulevard, Brittan Avenue, Greenwood Avenue, and El Camino Real. These streets were designed with a holistic perspective to establish pedestrian and bicycle priorities and provide the community with improved access within and through the downtown, including desired improvements.

Figure 1. Downtown Specific Plan and Streetscape Master Plan Study Area The Vision and Guiding Principles
Founded upon DTAC and community input, the Vision for San Carlos’ downtown is to be…:
“… the heart of San Carlos that provides a vibrant, pedestrian-friendly, safe, charming, futuristic, and accessible destination for the community and strongly expresses its unique culture and heritage. It is a place for celebration and gathering that offers diverse and authentic experiences through a draw of food, retail, services, art and music in a visually attractive environment for the growing community. Downtown is an inclusive place with easy access for all, opportunities for housing and businesses of all types, and inviting spaces for all users. Downtown San Carlos is a sustainable district, with landscape that supports ecological and community health & wellbeing.” The street designs were guided by shared principles that were established with the DTAC and the community. These principles include:

1. Mobility & Connectivity: Downtown should have a balance of mobility modes that emphasize pedestrian, bicycle, and public transit circulation along with effective parking management strategies, to support a socially vibrant pedestrian-oriented environment and to minimize auto-dependence to access downtown.

2. Character & Identity: The Downtown Specific Plan should strive to create distinctive character and identity unique to San Carlos’ culture, history, and context; defined by the physical form and experience of the downtown.

11.a
April 28, 2025 Packet Pg. 488

3. Downtown Vibrancy: The downtown should achieve a level of vibrancy and vitality that consistently attracts users and shoppers through enhancement of local businesses and diverse programming, in a setting that is distinctive, safe, and attractive.

4. Equity & Resiliency: The downtown should strive to be an equitable place offering social, economic, housing and recreational opportunities at varying levels of affordability for all users along with being resilient to address evolving climate adaptation needs.

These shared principles helped create the intended function, design, and experience of downtown’s streets and public spaces that will not only bring new life to downtown San Carlos but will also rebalance mobility options and functions. Both the Vision and Guiding Principles will also help shape policies and standards in the upcoming Downtown Specific Plan, which is on schedule for completion in September 2025.

The Downtown Streetscape Master Plan Document
The San Carlos Downtown Streetscape Master Plan (Plan) establishes a strong public space network in the downtown core providing essential ingredients to fulfill its role as described in the Vision.

The Plan is organized into four basic sections:

1. Chapter 1 – Introduction

2. Chapter 2 – Existing Traffic Network and Street Character

3. Chapter 3 – Proposed Streetscape and Public Space Design

4. Chapter 4 – Implementation
The Downtown Streetscape Master Plan includes illustrative plans, sections and renderings, and details of planting, materials, street furnishings, amenities, street lighting, parking, curbside management and programming recommendations.

Chapter 3 includes design proposals for:
• San Carlos Avenue (1100 and 1200 blocks)
• 700 block Laurel Street (including Harrington Park)
• 600 and 800 blocks Laurel Street (plus a new public plaza on the 600 block) • El Camino Real
• Arroyo Avenue
• Cherry Street and Olive Street
• Laurel Street south of Arroyo Avenue
• Brittan Avenue
• Alleys
In addition, materials and landscaping (including trees) palettes are provided for each street according to character type.

Key features include a pedestrian priority zone, wider sidewalks, adjustments to vehicle lane width, protected bicycle lanes, retractable bollards, gateway features, new paving, public seating, water feature/fountain and pavilion in the 700 block of Laurel Street, new street trees, landscaped

11.a
April 28, 2025 Packet Pg. 489
areas to capture rain water aka “rain gardens”, improvements to Harrington Park, a new plaza on the 600 block of Laurel Street, and an entirely redesigned pedestrian plaza closed to vehicles (and dismount zone for bicycles) on the entire span of the 700 block of Laurel Street.

All these features have been tested to accommodate the City’s established public programming events, such as Art and Wine Faire and the farmers’ markets. In addition, the dining parklets from the On-Street Dining Pilot Program of 2016 and the parklets that have appeared during the Covid19 pandemic are envisioned to revert to the City’s original outdoor dining regulations, but with more space than before (i.e. an 8-foot outdoor dining adjacent to the building façade is proposed).

Standards for outdoor dining will be set forth in the Downtown Specific Plan regulatory document, which is under development.

In anticipation of these design changes, studies were conducted to evaluate future traffic conditions and parking needs over the 20-year horizon intended for the Downtown Specific Plan.

Tradeoffs were discussed at previous study sessions with the Planning and Transportation Commission and the City Council in September 2024, and the Streetscape Master Plan refers to these studies. The upcoming Downtown Specific Plan will, among other things, present supportive strategies to address vehicular circulation and parking management.

The San Carlos Downtown Streetscape Master Plan concludes with a proposed initial phasing strategy and offers funding sources for future consideration by the City. At present, design/engineering drawings are being developed for the 700 block of Laurel Street and Harrington Park as directed by the City Council during its October 28, 2024, meeting.

Ultimately, implementing transformation of downtown streets results in an enhanced pedestrian experience, safer bicycle routes, more space for downtown activities, and people spending more time downtown.

Civic Engagement
A civic engagement strategy was developed by City staff and the consultant team and included working closely with the City’s Communications Division. This included 17 meetings with the community and City leadership, plus eight meetings with the DTAC. These are summarized in Table 1 below and available on the project website at www.sancarlosdowntownplan.com under the “Past Events” and “Get Involved” tabs.

Table 1. Summary of Community Outreach and Civic Engagement Community and City Leadership
Workshops, Meetings, and Events
Downtown Advisory Committee (DTAC) Meetings

1. Stakeholders Focus Group Interviews: August
2022
Virtual Welcome Meeting – June 22, 2022

2. Survey 1: August 2022 – January 2023 In-Person Ice Cream Social – July 13, 2022

3. Workshop: August 2022 September 13, 2022

4. Workshop: February 2023 January 25, 2023

5. Coffee and Comments Open House: March 2023 June 20, 2023

11.a
April 28, 2025 Packet Pg. 490
Community and City Leadership
Workshops, Meetings, and Events
Downtown Advisory Committee (DTAC) Meetings

6. Survey 2: March 2023 – April 2023 November 14, 2023

7. Project Updates to PTC: April 17, 2023 March 19, 2024

8. Project Updates to CC: April 24, 2023 September 3, 2024

9. Downtown Business Stakeholder Meeting: May
2023

10. Virtual Ideation Workshop: December 6, 2023

11. In-Person Ideation Workshop: December 9, 2023

12. Survey 3: December 2023 – January 2024

13. EDAC Meeting: January 2024

14. PRCC Meeting: February 2024

15. YAC Meeting: March 2024

16. PTC: May 20, 2024 (Presented DTAC-endorsed
street designs)

17. CC: June 10, 2024 (Presented DTAC-endorsed
street designs)

18. Downtown Business Stakeholder Meeting:

August 28, 2024

19. All Commissions Joint Meeting (DTAC, PTC,
EDAC, YAC, PRCC): September 3, 2024

20. Survey 4: August 2024

21. CC Endorsement: September 2024
Implementation
Following its anticipated adoption by the City Council, the Downtown Streetscape Master Plan will be an Appendix to the upcoming Downtown Specific Plan.

With this Plan, the City will be better positioned to advance transformation of downtown streets.

This will depend upon City Council direction and the availability of funding. Future work would include preparing engineering and construction drawings for street segments selected by the City Council.

Currently, design-engineering drawings are underway for the 700 block of Laurel Street and Harrington Park. The City Council met on February 10 and March 10 of this year, and will convene again on May 12 when the Council reviews the designs for the pavilion and water feature. An additional meeting is scheduled for June 9 to wrap up the schematic design for the entire span of the 700 block of Laurel Street plus Harrington Park. Staff and the consultant team are working towards the City Council’s goal to break ground on construction of Harrington Park in the fall of 2025.

11.a
April 28, 2025 Packet Pg. 491
CEQA (California Environmental Quality Act):

The Downtown Streetscape Master Plan is exempt under the State of California Environmental Quality Act (CEQA) Guidelines Section 15301 (c) – existing facilities, and 15304 (h) – creation of bicycle lanes on existing rights-of-way.

NEXT STEPS:

Should the City Council adopt the San Carlos Downtown Streetscape Master Plan as presented or with changes, the Plan will be finalized and published on the City’s website and serve as an appendix to the upcoming Downtown Specific Plan.

ALTERNATIVES:

The options available to the City Council include:

1. Adopt a Resolution adopting the San Carlos Downtown Streetscape Master Plan; or

2. Do not adopt the Resolution; or

3. Provide staff with alternative direction.

Respectfully submitted by:

Al Savay, Community Development Director
Approved for submission by:
_______________________
Jeff Maltbie, City Manager
ATTACHMENT(S):

1. Draft Resolution
Exhibit A to Resolution - Public Draft San Carlos Downtown Streetscape Master Plan

2. Planning and Transportation Commission (PTC) Resolution No. 2025-02, Recommending Adoption

3. PTC Meeting Notes from April 7, 2025

4. City Council Resolution No. 2024-111 Endorsing the Street Redesigns for the Downtown Streetscape Master Plan

5. City Council Resolution No. 2024-067 Affirming the Street Designs for Testing and Modeling of Traffic and Parking Outcomes

6. Downtown Advisory Committee Meeting Materials – link here

7. Community Engagement Outline and Notes – link here

11.a
April 28, 2025 Packet Pg. 492

8. Public Hearing Notice Publication Affidavit

9. Council Comments from 9.23.24 Meeting

11.a
April 28, 2025 Packet Pg. 493
RESOLUTION NO. 2025-___

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF SAN CARLOS ADOPTING THE SAN CARLOS DOWNTOWN STREETSCAPE MASTER PLAN. __________________________________________________________________________ WHEREAS, the City Council of the City of San Carlos has made planning for the future of the City’s downtown one of its top strategic objectives since 2021, beginning with the adoption of its 2021 Strategic Plan, and reaffirmed during its City Council Retreat on January 21, 2022, and again on January 27, 2023, January 18, 2024, and April 14, 2025; and WHEREAS, between August 2022 through September 2024, hundreds of participants attended 17 different civic engagement events and opportunities inclusive of surveys, workshops, open houses, and study sessions with the Economic Development Advisory Commission, Parks Recreation and Culture Commission, Youth Advisory Council, Planning and Transportation Commission, and the City Council;
WHEREAS, targeted outreach included participation from downtown businesses, SamTrans staff, and advocates from Silicon Valley Bicycle Coalition and San Carlos Bikes; and WHEREAS, between June 2022 through March 2024, the City Council-appointed Downtown Advisory Committee (“DTAC”) held seven meetings to provide input on proposed street designs; and
WHEREAS, on March 19, 2024, the DTAC endorsed a preferred street design as part of the San Carlos Downtown Streetscape Master Plan project; and WHEREAS, on May 20, 2024 the Planning and Transportation Commission provided input to staff on the DTAC’s preferred street design and testing and modeling of traffic and parking outcomes; and
WHEREAS, on June 10, 2024, the City Council provided input to staff and adopted Resolution 2024-067 affirming the street designs for testing and modeling of traffic and parking outcomes; and
WHEREAS, on September 3, 2024, refinements to street designs and key findings from traffic and parking studies were presented to the DTAC, Economic Development Advisory Commission, Parks Recreation and Culture Commission, Planning and Transportation Commission, and the Youth Advisory Council during an All-Commissions Special Joint Meeting; and
WHEREAS, on September 23, 2024, the City Council adopted Resolution 2024-111 endorsing final street designs to allow staff and the consultant complete the drafting of the San Carlos Streetscape Master Plan; and
WHEREAS, on April 7, 2025, the Planning and Transportation Commission adopted Resolution 2025-02 recommending the City Council adopt the San Carlos Downtown Streetscape Master Plan.

NOW, THEREFORE BE IT RESOLVED that the City Council of the City of San Carlos adopts the San Carlos Downtown Streetscape Master Plan.

11.a
April 28, 2025 Packet Pg. 494
* * * * * * *
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 28th day of April 2025, by the following vote:
________________________________
CITY CLERK of the City of San Carlos
APPROVED:
___________________________
MAYOR of the City of San Carlos
Exhibit A: San Carlos Downtown Streetscape Master Plan
AYES, COUNCILMEMBERS:

NOES, COUNCILMEMBERS:

ABSENT, COUNCILMEMBERS:

11.a
April 28, 2025 Packet Pg. 495

SAN CARLOS DOWNTOWN

STREETSCAPE MASTER PLAN
APRIL 2025

11.a
April 28, 2025 Packet Pg. 496

SAN CARLOS DOWNTOWN

STREETSCAPE MASTER PLAN

ACKNOWLEDGMENTS

CITY COUNCIL
Sara McDowell, Mayor
Pranita Venkatesh, Vice Mayor
John Dugan
Neil Layton
Adam Rak
Ron Collins (Former)

PLANNING AND TRANSPORTATION

COMMISSION
Kristen Clements, Chair
Ellen Garvey, Vice Chair
Twisha Anand
Summer Bundy
Janet Castaneda
Jim Iacoponi (Former)
David Roof (Former)

ECONOMIC DEVELOPMENT

ADVISORY COMMISSION
Kelly Hickey
Anthony Kamm
Rajesh Krishnan
Madhura Kumar
Heather Liu
Sailesh Mehra
Karen Molinari
Laura Kotee (Alternate)

PARKS, RECREATION AND CULTURE

COMMISSION
Robert Bollier
John Durkin
Cecile Lee
Julie Lubetkin
Mark Stogner
Alexandra Seeber (Alternate)

YOUTH ADVISORY COUNCIL
Maya Kacholiya
Saba Rahimi
Eva Greenebaum
Connor Huh
Dylan Karmin
Sufiya Kaul
Cecily Mock
Zuri Kadiwar
Ellora Mehta
Hanna Kent
Nikhil Nunna
Karan Sangani (Alternate)
Aditya Gupta (Alternate)

DOWNTOWN ADVISORY COMMITTEE
Allie Board
Donna Lera
2 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 497
Allison Chang
Tom Davids
Anthony Kamm
Jean Dehner
Robert Bollier
Amy Buckmaster
Madison Blanton
Zuri Kadiwar
Dylan Karmin
Monette Meredith
Joaquin Pedrin
James Bertram (Alternate)
Cecile Lee (Alternate)
Elizabeth Min (Alternate)
Elisa Espinoza (Former)
Samina Ginwalla (Former)
Mark Maxwell (Former)

CITY STAFF
Jeff Maltbie, City Manager
Al Savay, Community and Economic
Development Manager
Lisa Porras, Planning Manager, Project Lead
Rendell Bustos, Senior Planner
Akanksha Chopra, Associate Planner
Linnet Kwok, Senior Administrative Clerk
Hanieh Houshmandi, Senior Traffic Engineer

CONSULTANTS
WRT
James Stickley
Rohit Tak
Poonam Narkar

W-TRANS
Mark Spencer
Brian Canepa
CSW/ST2
Robert Stevens

SYSTEMATICA
Federico Messa
GOOD CITY CO.

Aaron Aknin, Strategic Advisor
David Talgo, Assistant Planner
With much appreciation to all San Carlos
residents, property and business owners,
and community members who provided
meaningful input and contributed their ideas
and aspirations into the making of the San
Carlos Downtown Streetscape Master Plan.

We thank you!
Acknowledgments 3

11.a
April 28, 2025 Packet Pg. 498

CONTENTS
00 Executive Summary | 10
01 Introduction | 18

1.1 Project Overview | 20

1.2 Project Background and Community Engagement Process | 22

1.3 Project Vision and Principles | 30

1.4 Urban Design Framework | 32
02 Existing Traffic Network and
Street Character | 38

2.1 Existing Traffic Network | 40

2.2 Circulation and Connectivity | 42

2.3 Existing Street Character | 46
4 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 499
03 Proposed Streetscape and Public
Space Design | 62

3.1 Programming And Design Concepts | 64

3.2 Balancing The Transportation Network | 68

3.3 Downtown Core – Public Realm Design | 74

3.4 Mid-Laurel + South Laurel (Sola) Street | 98

3.5 The Alleys | 103

3.6 Materials Palette | 104

3.7 Public Art | 116

3.8 Green Infrastructure | 120

3.9 Parking | 120

3.10 Downtown Utilities Network | 122

3.11 Right-of-way and Survey Considerations | 128

3.12 Wayfinding | 134
04 Towards Implementation | 140

4.1 Phasing Strategy | 142

4.2 Funding Strategy | 145
Contents 5

11.a
April 28, 2025 Packet Pg. 500

LIST OF FIGURES
00 Executive Summary

1. Guiding Principles

2. Plan Area: Existing Mobility & Connectivity

3. Downtown Core Axonometric

4. Programmed Activities

5. 700 Block of Laurel Centennial Plaza Perspective View 01 Introduction

1.1 Downtown San Carlos Streetscape Master Plan Study Area

1.2 Downtown San Carlos Specific Plan Area Context

1.3 Engagement Timeline

1.4 Vision and Guiding Principles

1.5 Identity and Placemaking Framework

1.6 Downtown Vibrancy Framework

1.7 Mobility and Connectivity Framework
02 Existing Traffic Network and
Street Character

2.1 Regional Traffic Network Context

2.2 Existing Street Hierarchy and Key Intersections

2.3 Existing Alley Network

2.4 Existing Street Furnishings (Lighting, Seating, and Others)

2.5 Common Street Trees in the Plan Area

2.6 Existing Street Trees

2.7 Existing Street Condition: Laurel Street 600, 700 and 800 Blocks

2.8 Existing Street Condition: Mid Laurel Street, 1000 Block

2.9 Existing Street Condition: San Carlos Avenue

2.10 Existing Street Condition: El Camino Real

2.11 Existing Street Condition: Arroyo Avenue

2.12 Existing Street Condition: Olive Street

2.13 Existing Street Condition: Brittan Avenue

2.14 Existing Alley Typology
6 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 501
03 Proposed Streetscape and Public
Space Design

3.1 Thematic Design Strategy

3.2 Proposed Street Character Typology

3.3 Proposed Traffic Network

3.4 Downtown Core Illustrative Plan

3.5 Proposed Street Section - San Carlos Avenue

3.6 700 Block & Harrington Park Illustrative Plan

3.7 Proposed Street Section – 700 Block of Laurel Street

3.8 Centennial Plaza

3.9 700 Block of Laurel Street

3.10 600 Block of Laurel Street - Illustrative Plan

3.11 800 Block of Laurel Street - Illustrative Plan

3.12 Proposed Street Section – 600 & 800 Blocks of Laurel Street, Business As Usual

3.13 Proposed Street Section – 600 & 800 Blocks of Laurel Street, Farmers’ Market Scenario

3.14 Laurel Street Axonometric (Section Cut at 800
Block of Laurel Street)

3.15 600 & 800 Block Layout (Dining Arrangement Study – Business-As-Usual)

3.16 600 & 800 Block Layout (Dining Arrangement Study – Farmers’ Market Scenario)

3.17 600 Block of Laurel Street and New Plaza

3.18 Proposed Street Section – El Camino Real

3.19 Proposed Street Section – Arroyo Avenue

3.20 Proposed Street Section – Cherry and Olive Streets

3.21 Mid-Laurel and SoLa (South of Laurel) Illustrative Plan

3.22 South of Arroyo Street Axonometric (Section Cut at 900 Block of Laurel)

3.23 Proposed Street Section – Brittan Avenue

3.24 Material & Furnishing Strategy for Grand Boulevard (El Camino Real) and Civic Character (San Carlos Ave,
Cherry Street)

3.25 Planting Strategy for Grand Boulevard Character (El Camino Real)

3.26 Planting Strategy for Civic Character (San Carlos Ave and Cherry Street)
List of Figures 7

11.a
April 28, 2025 Packet Pg. 502

3.27 Material & Furnishing Strategy for Pedestrian Promenade and Plaza Character (600, 700 and 800 Blocks of Laurel Street and New Plazas)

3.28 Planting Strategy for Pedestrian Promenade and
Plaza Characters (600, 700 and 800 Blocks of Laurel Street and New Plazas)

3.29 Material & Furnishing Strategy for Parkway Character (Laurel Street, South of Arroyo Avenue)

3.30 Planting Strategy for Laurel Street, South of Arroyo Avenue (Laurel Street, South of Arroyo Avenue)

3.31 Online Street Character Survey Result – Public Art

3.32 San Carlos Project Area Public Realm

3.33 2012 Wastewater Analysis

3.34 Existing City Sanitary Sewer System along Laurel Street

3.35 2017 Storm Drain Master Plan Pipeline Upgrades with Study Area

3.36 Assessment of Existing Conditions within Streetscape and Specific Plan Study Area

3.37 A portion of September 4, 1888, Book B of Maps at Page 19 illustrating original property lines along Laurel Street

3.38 A portion of 1912 Parcel Map that subdivided parcels and is the basis for many properties within the Study Area.

3.39 Excerpts from Final Map 2016-01 Book 140 Page 93 that illustrate the right of way along the 600 block of Laurel Street and San Carlos Avenue.

3.40 Excerpt from the 777 Walnut Creek Condominiums Final Map shown in Book 140 page 61 of maps illustrating partial
resolution of the 700 block Laurel Street’s right of way.

3.41 Gateway Wayfinding Typology

3.42 Gateway Strategy for the intersection of El
Camino Real and San Carlos Avenue, a major access point to the downtown.

3.43 Placemaking Wayfinding Strategy for the Project Area.

3.44 Pedestrian directional wayfinding Strategy for the Project Area.

3.45 Bicycle directional wayfinding Strategy for the Project Area.

3.46 Vehicular directional wayfinding Strategy for the Project Area. 04 Towards Implementation

4.1 Initial Phasing Strategy
8 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 503
List of Figures 9

11.a
April 28, 2025 Packet Pg. 504

EXECUTIVE SUMMARY

FULFILLING A VISION
The San Carlos Downtown Streetscape Master Plan establishes a strong public space network in the downtown core, providing the essential ingredients for the downtown to fulfill its role as San Carlos’ “living room.”
“Downtown is the heart of San Carlos that provides a vibrant, pedestrian-friendly, safe, charming, futuristic, and accessible destination for the community and strongly expresses its unique culture and heritage. It is a place for celebration and gathering that offers diverse and authentic experiences through a draw of food, retail, services, art and music in a visually attractive environment for the growing community. Downtown is an inclusive place with easy access for all, opportunities for housing and businesses of all types, and inviting spaces for all users. Downtown San Carlos is a sustainable district, with landscape that supports ecological and community health & well-being.”
The Streetscape Master Plan builds upon this Vision Statement by giving specificity to the function, design and experiential quality of downtown’s signature public spaces as well as charting a clear course for street design changes that will encourage rebalancing mobility functions. The Streetscape Master Plan gives form to the principles of Equity and Resilience, Mobility & Connectivity, Placemaking & Identity and Downtown Vibrancy, the four major tenets of the downtown vision. FIGURE 1 - GUIDING PRINCIPLES

1. Y
E
QUITY + RESILIENCY CHARACTER &

IDENTITY

DOWNTOWN

VIBRANCY

MOBILITY &

CONNECTIVITY
10 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 505

PLAN AREA
The Downtown Streetscape Master Plan is a key component of the broader Downtown Specific Plan, both of which share the same plan area boundary (see Figure 2 above) . The project area encompasses the downtown core, including the 600, 700, and 800 blocks of Laurel Street, and the 1100 and 1200 blocks of San Carlos Avenue. This Plan aims to transform the plan area into a vibrant central hub for socializing, shopping, dining, and entertainment, while aligning with recent planning efforts such as the 2045 General Plan Reset, the 2023-2031 Housing Element, the Bicycle and Pedestrian Master Plan (2020), and the East-side Innovation District Vision Plan.

ESTABLISHING THE PUBLIC REALM
While the Streetscape Master Plan defines design strategies for the downtown’s entire street network, it gives particular focus to the downtown core or the public realm connecting from the Caltrain Station, up the first block of San Carlos Avenue to Laurel Street and down the 600, 700 and 800 blocks of Laurel. This “pedestrian priority zone” comprises the heart of San Carlos’ downtown (see Figure 2 above).

FIGURE 2 - PLAN AREA: EXISTING MOBILITY & CONNECTIVITY
Executive Summary 11

11.a
April 28, 2025 Packet Pg. 506

A SERIES OF CONNECTED PLAZAS
Throughout the downtown streets, the Streetscape Master Plan proposes an enhanced pedestrian experience through the use of new street trees, wider sidewalks, better lighting and ample outdoor seating. The improvements proposed in the pedestrian priority zone take those strategies even further. Building on the permanent closure of the 700 block of Laurel Street, the Plan defines a pedestrian plaza extending the entire span of the 700 block of Laurel Street with a wide pedestrian promenade meandering from side to side between groves of flowering trees and raingardens. The plaza is curbless from building face to building face, allowing outdoor dining tables ample room in front of restaurants. A central space, informally referred to as “Centennial Plaza”, at the middle of the 700 block of Laurel Street marks the entry to a redesigned Harrington Park as a formal event space, and a water feature adds sound and animation to celebrate this space as the central meeting and gathering place. The 600 Block of Laurel Street features a new public plaza in between 1201 San Carlos Avenue and 622 Laurel Street, and the 800 Block features a new central plaza at mid-block (see Figure 3).

The 600, 700 and 800 blocks of Laurel Street are unified with a common design language with the intention to experience the downtown core as one integrated pedestrian area rather than as separate vehicular and non-vehicular sections. The meandering promenade of the 700 block of Laurel Street extends in opposite directions as a meandering street in the 600 and 800 blocks of Laurel Street. The tree groves and rain gardens are interspersed similarly throughout the 600, 700, and 800 blocks of Laurel Street. Uniform furnishings, lighting, street trees and pavement designs work to unify the pedestrian priority zone.

Additionally, Arroyo Avenue and Brittan Avenue are considered as key connectors linking Downtown and the East Side Innovation District, enhancing multi-modal access. By improving connectivity, these streets invite East Side workers to engage with Downtown’s dining, recreation, and public spaces, enriching its vibrancy and economic vitality. 12 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 507
FIGURE 3 - DOWNTOWN CORE AXONOMETRIC
The Downtown core is conceived as a “T”, strongly connecting the train station to Laurel Street, and integrating San Carlos Avenue with the 600, 700, and 800 blocks of Laurel.

Executive Summary 13

11.a
April 28, 2025 Packet Pg. 508
Permanent
SHADED

SEATING

INFORMAL

SEATING

PARKING

REPLACEMENT

DURING FESTIVALS

TEMPORARY

CLIMBING WALL

SEASONAL ICE

SKATE RINK

SPACE FOR

POP-UP RETAIL

INTERACTIVE

PAVING/ART

FOOD TRUCK

AND AFFORDABLE

SMALL BITES

ANNUAL ARTIST

EXHIBITION

OPPORTUNITY

DRINKING

FOUNTAIN

SMART LIGHTING

WITH WI-FI AND EV

CHARGING STATION
PUBLIC

BATHROOM

DISMOUNTING ZONE FOR

SKATEBOARDS, CYCLES,
SCOOTERS, ETC.

Temporary

VITALITY THROUGH

PROGRAMMING
To further fulfill the Vision for a vibrant
downtown, the pedestrian priority zone is
designed to accommodate a wide variety
of programmed activities throughout the
spaces in the Downtown core. Public
outdoor seating is provided throughout, as
well as ample space for outdoor dining all
along the storefront edge. In addition, plaza
spaces – small and large – are provided
throughout, which could accommodate a
wide variety of activities from permanent
outdoor game spaces and music venues to
places for temporary festivals and events
and pop-up vendors. These programmed
activity opportunities are illustrated in the
following diagram.
14 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 509
FIGURE 4 - PROGRAMMED ACTIVITIES
A Wide Array of Programmed Activities Enriching the Public Realm Experience of the 600, 700, and 800 blocks of Laurel Street
Executive Summary 15

11.a
April 28, 2025 Packet Pg. 510

WIRED FOR THE FUTURE
Just as important as what is seen on the ground, the Streetscape Master Plan anticipates what is needed underground to provide proper infrastructure for the Downtown’s future. Infrastructure needs, including upgrading utilities and the provision of street lighting, electrical outlets for music performances and for pop-ups, food trucks, and charging stations for electric vehicles, will all be important for a well-functioning, sustainable and resilient downtown.

The Streetscape Master Plan describes how all of these elements come together into a cohesive public realm, positioning San Carlos’ Downtown for a successful future, embodying pedestrianfriendliness, social vitality and economic vibrancy. 16 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 511
FIGURE 5 - 700 BLOCK OF LAUREL CENTENNIAL PLAZA

PERSPECTIVE VIEW
The Centennial Plaza features a main gathering area with a multi-use pavilion facing the plaza as well as Harrington Park and a water feature across the plaza from the pavilion.

Executive Summary 17

11.a
April 28, 2025 Packet Pg. 512

11.a
April 28, 2025 Packet Pg. 513
01 INTRODUCTION

11.a
April 28, 2025 Packet Pg. 514

1.1 PROJECT OVERVIEW
The Downtown Streetscape Master Plan is part of a broader effort to define a comprehensive vision for the future of San Carlos’ downtown through the development of a Downtown Specific Plan.

The Downtown Streetscape Master Plan is part of the Downtown Specific Plan and both share the same boundary.

The boundaries of the Streetscape Master Plan are defined by Holly Street to the north, El Camino Real to the east, Greenwood Avenue to the south and a downtown core extending west to Walnut Street with two additional blocks between San Carlos Avenue and Cherry Street encompassing the Civic Center with Chestnut Street as its western edge.

FIGURE 1.1 - DOWNTOWN SAN CARLOS STREETSCAPE MASTER PLAN STUDY AREA 20 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 515
The purpose of the Downtown Specific Plan and its accompanying Streetscape Master Plan is to position San Carlos’ downtown for a successful future as the community’s central gathering place for socializing, shopping, dining, culture and entertainment. Both plans are also intended to help reposition the downtown in the context of other recent planning efforts and regulatory changes including the 2045 General Plan Reset, the 2023-2031 Housing Element, the East Side Innovation District Vision Plan (2021), the 2025-2028 Economic Development Plan (2025), and the Bicycle and Pedestrian Master Plan (2020).

FIGURE 1.2 - DOWNTOWN SAN CARLOS SPECIFIC PLAN AREA CONTEXT Introduction 21

11.a
April 28, 2025 Packet Pg. 516

1.2 PROJECT BACKGROUND

AND COMMUNITY ENGAGEMENT

PROCESS
The Downtown Specific Plan, initiated by the City of San Carlos earlier in 2022, has been an inclusive and collaborative effort to enhance the downtown area. The City engaged with the broader community and the City Council appointed Downtown Advisory Committee (DTAC) through a series of workshops and sessions, gathering valuable insights and ideas. Based on community input, the City worked with DTAC to develop the project’s vision and guiding principles, ensuring the proposed streetscape improvements reflect the aspirations and needs of the San Carlos community.

The community engagement process for the San Carlos Downtown Streetscape Master Plan spanned from September 2023 to September 2024. This rigorous engagement process was instrumental in ensuring that a diverse range of stakeholders contributed to the development of a plan that aligns with community’s vision. Below is a summary of the project timeline, including engagement activities conducted at each phase. Interdepartmental Meeting
Virtual and In-Person
Ideation Workshop
Streetscape Master Plan
Kick-Off
2023
September
2023
October
2023
November
2023
December
2023
FIGURE 1.3 - ENGAGEMENT TIMELINE
January
2024
DTAC Meeting
City Council Subcommittee Meeting
Online Survey
EDAC Meeting
22 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 517
2024
PTC Meeting
Council Meeting
Streetscape
Master Plan
Admin Draft
PRCC Meeting
All Commissions
Meeting
YAC Meeting
Focus Group
Meeting
2024
Subcommittee
Meeting
Council Meeting
Council Meeting
Milestone:

Streetscape Master
Plan was Endorsed
February
2024
March
2024
April
2024
May
2024
June
2024
July
2024
August
2024
September
2024
October
2024
DTAC Meeting
Online Survey
Streetscape
Master Plan
Admin Draft
Interdepartmental
Introduction 23

11.a
April 28, 2025 Packet Pg. 518
Kick-Off Meeting
September 2023
Building off the City Council’s direction on April
24, 2023 to permanently close the 700 block
of Laurel Street, the project commenced with a
kick-off meeting aimed at setting a foundation for
the streetscape master plan process. This meeting
introduced the project team and key stakeholders
to the project scope, objectives, and initial design
considerations.

Interdepartmental Meeting and
Downtown Subcommittee Meeting
November 2023
These meetings gathered input from various city
departments and the City Council Downtown
Subcommittee to align departmental objectives
and ensure coordination across city services.

Downtown Advisory Committee (DTAC)
Meeting
November 2023
The DTAC was established to represent the
community’s interests and guide the consultant
team through the process of developing both the
Specific Plan and Streetscape Master Plan.

At this meeting, the DTAC was introduced to
the revised vision, guiding principles and the
design alternatives. This meeting helped the
consultant team to collect initial feedback on the
design approach and alternatives. The key topics
discussed were the strategies for mobility, public
space design and streetscape improvements for
strengthening downtown San Carlos as a living
room for the community.

Virtual and In-Person Ideation Workshop
December 2023
Held both online and in-person, this ideation
workshop provided a platform for community
members to brainstorm and discuss ideas
for streetscape enhancements, prioritizing
inclusivity in visioning.

The outcome of these workshops highlighted
a vision for a lively, accessible public space
that balances social interaction, safety, and
aesthetics. Key themes included a desire for
greenery, gathering areas, and accessible
seating, along with functional elements to
improve flow and safety, such as clear signage
and designated areas for different types of
movement. Participants emphasized flexibility in
programming, envisioning features that support
both everyday activities and special events/
seasonal attractions.
24 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 519
Online Survey
December 2023
This survey was conducted to broaden community
input, allowing residents to share their views on
streetscape priorities, pedestrian accessibility,
and urban design elements. The data collected
from this survey informed the design of all the key
streets in the Plan Area.

Economic Development Advisory
Commission (EDAC) Meeting
January 2024
The EDAC meeting focused on discussing the
potential economic impacts of the streetscape
improvements and their benefits to local businesses
including retail and food & beverages business.

Parks, Recreation, and Culture
Commission (PRCC) Meeting
February 2024
This meeting addressed potential improvements
in public spaces, integration with park areas, and
cultural elements within the streetscape. The
meeting provided insights into the Parks and
Recreation Department’s storage and functional
requirements for special events like the Farmers’
Market and, Art and Wine Faire, informing
strategies to incorporate these needs into the
streetscape design.

Interdepartmental Meeting
February 2024
A follow-up interdepartmental meeting ensured
ongoing alignment of the streetscape Master
Plan including cross-sections for each street,
alleys redesign and public space design strategies
across city departments as the project progressed.

Youth Advisory Council (YAC) Meeting
March 2024
Engaging the Youth Advisory Council enabled the
inclusion of youth perspectives, especially regarding
public space design, street activation strategies,
recreational programming considering needs of the
youth, active transportation, and safety.

DTAC Meeting
March 2024
This DTAC meeting was aimed to refine feedback
on the streetscape design improvements, focusing
on the street design for all the key streets, public
space programming, and mobility and connectivity
strategies.

Introduction 25

11.a
April 28, 2025 Packet Pg. 520
City Council Downtown Subcommittee
Meeting
April 2024
The two-member City Council Downtown
Subcommittee reviewed updated design concepts
and provided feedback on the schedule and
phasing considerations.

Focus Group Meetings
May 2024
Specific focus group sessions were held with
SamTrans , Silicon Valley Bicycle Coalition, and
Fire Department to discuss technical details
related to transit, bicycle infrastructure, and
emergency access requirements.

Planning and Transportation
Commission (PTC) Meeting
May 2024
The PTC reviewed the DTAC’s endorsed
street designs with an emphasis on planning
considerations, alignment with city transportation
policies, and long-term development strategies.

Council Meeting
June 2024
A City Council meeting presented the Master
Plan’s progress, street designs and public space
designs, and gathered feedback from Council
members and the broader community enabling
them to recommended potential refinements.

Online Survey
August 2024
The second online survey gathered community
input on streetscape materials, including planting,
paving, and street furnishings. The feedback
helped align the plan with community preferences
and enhance the streetscape’s experiential quality.

Downtown Business Stakeholder
Meeting August 2024
This meeting gathered Business Stakeholders’
feedback on the proposed street designs and
clarified their concerns about outdoor dining,
secondary business access, and parking, ensuring
the design supports both operations and a vibrant
public realm.

All Commissions Meeting
September 2024
A comprehensive meeting involving all city
commissions including DTAC, EDAC, PRCC,
YAC and the downtown subcommittee members
facilitated a cross-departmental feedback
and ensured that the streetscape master plan
addressed a holistic set of community needs.
26 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 521
Council Meeting
September 2024
In this concluding session, the City Council
endorsed the final the street designs and
unanimously passed their approval (City Council
Resolution No.2024-111).

Planning and Transportation
Commission (PTC) Meeting
April 2025
The CC will consider endorsing the Streetscape
Master Plan on April 28, 2025
Council Meeting
April 2025
The CC will consider adopting the Streetscape
Master Plan on April 28, 2025
The feedback gathered throughout this engagement process played a critical role in shaping the design and planning process. The recurring themes and specific suggestions were directly integrated into the design concepts, influencing the development of a more community-driven downtown vision.

Public Realm Design and Streetscape Enhancements:

Based on the community’s desire for more greenery, intimate gathering spaces, and diverse amenities, the design incorporates expanded sidewalks, enhanced landscaping and public seating options. The preference for water features and informal seating areas led to the inclusion of an interactive water feature, shaded seating zones, and family-friendly seating areas. To address safety concerns regarding bike lanes on major streets, the plan introduces clearly delineated and protected bike lanes.

Circulation and Mobility Strategies:

To address traffic congestion and parking concerns, the plan refines circulation strategies by exploring new street configurations to manage vehicle flow and pedestrian and bicycle safety. It recommends wayfinding signage to direct drivers to parking garages, easing parking on Laurel Street. Enhanced pedestrian crossings and traffic-calming measures at key intersections improve safety, especially for children and seniors, while prioritizing safer bicycle and pedestrian connections to the Greater East San Carlos Neighborhood.

Business and Retail Considerations:

The strong community preference for supporting local businesses influenced the plan’s emphasis on retail diversity. The design also encourages spaces for local pop-ups, artisan markets, and small businesses.

Event and Activation Strategies:

To address the activation needs in the downtown core, the plan recommends a well curated concentration of flexible and festivalfriendly programming. This approach aims to reduce disruption to the 600 and 800 blocks, maintaining regular business operations while still fostering a vibrant downtown atmosphere.

Introduction 27

11.a
April 28, 2025 Packet Pg. 522
Ideation Workshop: Community Feedback
on the Opportunities, Constraints and the
Concept Alternatives (Source: WRT)
DTAC Meeting (Source:WRT)
PRCC Meeting (Source:WRT)
YAC Meeting (Source:WRT)
1 1-3
4 5
6 7
1 2
Outdoor Dining Strategies:

Community feedback highlighted a strong
desire for more outdoor dining near
programmed activity areas to create familyfriendly spaces. In response, the plan places dining zones next to building frontages
surrounding spaces for children, youth, and
families, fostering safer, more engaging
environments. It also includes flexible
seating and shaded areas to enhance
comfort and encourage longer stays.

By incorporating this feedback, the
Downtown Streetscape Master Plan
ensures that the design reflects the values,
needs, and aspirations of San Carlos
residents—creating a vibrant, safe, and
accessible downtown for all.
4 Ideation Workshop: Pilot Demonstration of Sidewalk Widths. (Source:WRT)
28 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 523
5 3
6 7
Introduction 29

11.a
April 28, 2025 Packet Pg. 524

1.3 PROJECT VISION AND

GUIDING PRINCIPLES
The Vision Statement was developed based on input from the DTAC, stakeholders, community members, and City decision makers through an extensive civic engagement process.
“Downtown is the heart of San Carlos that provides a vibrant, pedestrian-friendly, safe, charming, futuristic, and accessible destination for the community and strongly expresses its unique culture and heritage. It is a place for celebration and gathering that offers diverse and authentic experiences through a draw of food, retail, services, art and music in a visually attractive environment for the growing community. Downtown is an inclusive place with easy access for all, opportunities for housing and businesses of all types, and inviting spaces for all users. Downtown San Carlos is a sustainable district, with landscape that supports ecological and community health & well-being.”
Based on this Vision, Guiding Principles were developed in four areas: Placemaking & Identity, Mobility & Connectivity, and Downtown Vibrancy with an over-arching objective of promoting Equity & Resiliency. The Downtown Specific Plan and Streetscape Master Plan present opportunities to reinforce these principles in many ways. 30 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 525
FIGURE 1.4 - VISION AND GUIDING PRINCIPLES
Introduction 31

11.a
April 28, 2025 Packet Pg. 526

1.4 URBAN DESIGN FRAMEWORK
In order to achieve the intent behind the Guiding Principles, an urban design framework was developed with three layers – one for each of the Guiding Principles.

The Placemaking & Identity framework layer clearly identifies a downtown core centering around the Pedestrian Priority Zone – the connection from the San Carlos Caltrain Station, up San Carlos Ave to Laurel Street and down the 600, 700 and 800 blocks with the central plaza midway on the closed 700 block of Laurel Street. Three other downtown sub-districts are defined as the Civic Center, Mid-Laurel and SoLa (short for South Laurel). All of these districts offer opportunities for placemaking that can give them a distinct identity. The 500 block of Laurel Street retains its existing configuration, with streetscape enhancements focused on improving the pedestrian experience through the addition of trees and wider, more walkable sidewalks. El Camino Real also has the potential to reinforce placemaking strategies for the downtown in providing a pedestrian-scaled frontage along the downtown edge as well as providing safer crossings and marking important entry points into the downtown core.

FIGURE 1.5 - IDENTITY AND PLACEMAKING FRAMEWORK
32 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 527

11.a
April 28, 2025 Packet Pg. 528
The Downtown Vibrancy framework layer clearly establishes priorities for activation, with the downtown core being the highest level of activation through programmable space as well as interaction with ground floor commercial uses. “Community Activator” spaces offer additional opportunity for events, pop-up businesses and other flexible programming.

FIGURE 1.6 - DOWNTOWN VIBRANCY FRAMEWORK
34 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 529

11.a
April 28, 2025 Packet Pg. 530
The Mobility & Connectivity framework layer shows a fully developed network of downtown streets. Each has its place in a circulation hierarchy balancing all the various modes of mobility (pedestrian, bicycle, transit, vehicular, etc.). Pedestrian circulation is prioritized in the along the 1100 and 1200 blocks of San Carlos Avenue, and the 600, 700, and 800 blocks of Laurel Street; vehicular and bike access is accommodated on San Carlos Avenue and surrounding streets. For cars, efficient access to parking facilities is prioritized, circumventing the downtown core to the greatest extent possible. To accomplish all this, each street and street type is addressed in the Streetscape Master Plan and rebalanced with its appropriate emphasis. This includes the downtown Pedestrian Priority Zone, priority bike routes, and “road diets” to allow San Carlos Avenue and El Camino Real become more pedestrian- and bike-friendly, and overall, to allow vehicles to flow efficiently around the downtown core and to parking areas.

FIGURE 1.7 - MOBILITY AND CONNECTIVITY FRAMEWORK
36 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 531

11.a
April 28, 2025 Packet Pg. 532

11.a
April 28, 2025 Packet Pg. 533
02 EXISTING TRAFFIC

NETWORK AND

STREET CHARACTER

11.a
April 28, 2025 Packet Pg. 534
40 San Carlos Downtown Streetscape Master Plan

2.1 EXISTING TRAFFIC

NETWORK
San Carlos holds a strategic position within the region’s science campuses, technology hubs, leading education and research institutions, and neighboring downtowns and regional commercial centers along the Peninsula. San Carlos is well-integrated into the regional infrastructure, benefiting from proximity to major transportation corridors including US 101, Interstate 280, and the increasingly important Caltrain commuter rail. Moreover, its accessibility is further enhanced by nearby connections via the San Mateo and Dumbarton bridges, linking it directly to the East Bay.

This comprehensive connectivity not only makes Downtown San Carlos a vital contributor to the broader regional economy but also positions it as a dynamic and accessible destination for businesses, residents, shoppers, and visitors alike. The Streetscape Master Plan aims to build upon these strengths, ensuring that the downtown area continues to thrive as a central hub within this interconnected regional ecosystem.

Highway 101, which runs parallel to the eastern border of San Carlos, serves as a major north-south corridor, providing a crucial regional connection. Holly Street, a significant entry point into the city, links US 101 directly to the downtown area, making it a primary access route for regional traffic entering San Carlos. Further south, the Brittan Avenue exit off Highway 101 provides an additional southbound-only off and on connection to the 101 corridor.

Interstate 280, located to the west of San Carlos, also runs northsouth and is connected to downtown via Edgewood Road and Ralston Avenue. These routes offer alternative access points, providing additional overall connectivity of downtown with the broader region.

Within the City, El Camino Real functions as the central northsouth artery, running parallel to US 101 and serving as the primary thoroughfare for local traffic. Its intersection with Holly Street, San Carlos Avenue and Brittan, key east-west connectors, further integrates the downtown area with the surrounding neighborhoods.

San Carlos Avenue intersects with Ralston Avenue and El Camino Real, providing a critical route for accessing downtown from the western parts of the city. Both Holly Street and Brittan Avenue are critical connectors from US 101 freeway to downtown.

Laurel Street, the main spine of downtown, serves as the core hub of activity, anchoring the downtown as its retail center. In contrast, El Camino Real forms a defining edge to the downtown area. Given its strategic position along a regional corridor, El Camino Real offers significant potential for enhancement, transforming it into a more defined, pedestrian-friendly, and welcoming gateway.

This analysis underscores the importance of these key
transportation routes in shaping the accessibility and character of downtown San Carlos. By leveraging these assets through targeted enhancements, the downtown area can further strengthen its connectivity and appeal, ensuring its continued role as a central hub within the region.

FIGURE 2.1 - REGIONAL TRAFFIC NETWORK CONTEXT
(RIGHT)
The proximity of Downtown San Carlos to key transportation nodes, such as the US-101 interchanges at Holly Street and Brittan Avenue, as well as the Caltrain Station at El Camino Real and San Carlos Avenue, plays a critical role in facilitating easy access and strong connectivity for both vehicular and pedestrian traffic.

11.a
April 28, 2025 Packet Pg. 535
Existing Traffic Network and Street Character 41

11.a
April 28, 2025 Packet Pg. 536
42 San Carlos Downtown Streetscape Master Plan

2.2 CIRCULATION AND

CONNECTIVITY
The circulation and connectivity framework in downtown San Carlos is shaped by key corridors and local streets. North-south movement is primarily facilitated by El Camino Real, while important east-west connections are provided by Holly Street, San Carlos Avenue, Arroyo Avenue, and Brittan Avenue. Laurel Street, despite the closure of its 700 block, still serves as an alternative vehicular circulation route along with secondary cross-streets Cherry & Olive Streets.

Additionally, alleys play a critical role in local circulation, particularly in providing access to parking. The street hierarchy classification, as explained in Figure 2.3, guides the proposed improvements aimed at ensuring efficient circulation and connectivity throughout the Plan Area and beyond.

STREET HIERARCHY AND KEY

INTERSECTIONS
This section highlights the street hierarchy in Downtown San Carlos, outlining how highways, arterials, collectors, local streets, and alleys shape circulation and connectivity. In the existing scenario, the key corridors and intersections, such as El Camino Real, Holly Street, and San Carlos Avenue, connect downtown to surrounding neighborhoods and regional routes. Recent changes in the circulation pattern, like the closure of Laurel Street’s 700 Block, reflect evolving mobility needs. Analysis of this mobility pattern will guide future improvements to ensure efficient traffic flow, multi-modal access, and a vibrant downtown. The downtown San Carlos circulation system is structured around five main functional classifications, each serving distinct roles in circulation and connectivity:

State Highway (El Camino Real - SR-82): Serving as the
eastern boundary of downtown, El Camino Real runs north-south, connecting San Carlos with neighboring Peninsula communities and providing direct access to Interstates and State Routes for regional connectivity to northern, southern, and East Bay communities.

Arterial Streets: Key east-west arterials include Holly Street, San Carlos Avenue, and Brittan Avenue, which connect downtown to western residential neighborhoods and provide access to Highway 101. Laurel Street, previously a major north-south arterial, has been partially closed to create a pedestrian-only area in the 700 Block, altering vehicle circulation patterns in the area.

Collector Streets: Arroyo Avenue, another important eastwest route, connects El Camino Real to Tamarack Avenue, linking downtown with residential areas to the west and also connecting under the Caltrain tracks for pedestrian and bicycle access to the east side.

Local Streets: The streets like Olive Street, Morse Boulevard, Greenwood Avenue, and Walnut Street provide local circulation within downtown but have limited reach beyond the immediate area.

Alleys: Playing a vital role in hyper-local circulation, alleys offer access to business parking, loading zones, and connect east-west streets, supporting parking and service access within downtown.

These classifications are essential for understanding the existing circulation patterns and will guide future street network enhancements

11.a
April 28, 2025 Packet Pg. 537
Existing Traffic Network and Street Character 43
FIGURE 2.2 - EXISTING STREET HIERARCHY AND KEY INTERSECTIONS

11.a
April 28, 2025 Packet Pg. 538
44 San Carlos Downtown Streetscape Master Plan

ALLEY NETWORK AND SERVICES
The presence of alleys and service entries behind the main street frontages reduces the presence of delivery trucks and service vehicles on the public-facing streets, like El Camino Real and Laurel Street, thus contributing to a more pedestrian-friendly environment.

Alley and Parking Lots East of the 600 Block of Laurel
Street
On this block, service entries are set back from the main alley circulation path, providing space for larger loading vehicles. This design helps reduce interference with other activities, maintaining the flow of traffic and pedestrian movement but could also benefit from a more efficient re-organization.

Alley and Parking Lots East and West of the 700 Block
of Laurel Street
The situation on the 700 block is more complex. While some loading zones are adequately set back, the high density of customer entrances, particularly near Olive Street, leads to a problematic overlap of parking, loading, unloading, and pedestrian activities. This congestion highlights the need for a more organized approach to clearly delineate these functions, ensuring smoother operations and enhanced safety for all users.

The west alley of the 700 block of Laurel Street
This block has been re-organized through a past improvements project and functions very well in terms of circulation clarity, organized parking, service access, trash screening and secondary entrances to businesses. This alley is seen as a good model for alley improvements on the east side and in other blocks.

Alleys and Parking Lots East of the 800 Block of Laurel Street
The 800 block shows a concentration of private parking spaces and a reduced number of loading/unloading entries, which potentially allows it to function more efficiently as a thoroughfare. This configuration supports the alley’s role as a primary entry point within this block, helping to reduce the congestion issues observed in other areas. This alley could also benefit from improvements to parking, service, trash screening and secondary entrances to businesses.

11.a
April 28, 2025 Packet Pg. 539
Existing Traffic Network and Street Character 45
FIGURE 2.3 - EXISTING ALLEY NETWORK

11.a
April 28, 2025 Packet Pg. 540
46 San Carlos Downtown Streetscape Master Plan

2.3 EXISTING STREET

CHARACTER
Street character is defined by the pedestrian experience and shaped by elements such as trees, street furniture, sidewalks, and building facades. It reflects the visual appeal, comfort, and functionality of the space. Well-designed streetscapes enhance walkability, create inviting public spaces, and foster a sense of place.

Street furnishings are primarily concentrated along the 600, 700, and 800 blocks of Laurel Street, with additional benches installed intermittently along El Camino Real and throughout the Downtown area (Figure 2.4). South of Arroyo Avenue, some blocks have segments with fewer or no lighting fixtures, which may impact nighttime visibility and the overall pedestrian experience.

The distribution of existing tree canopies in the Plan Area varies across different locations, with well- maintained street tree rows primarily concentrated along El Camino Real, San Carlos Avenue, and 600-800 blocks of Laurel Street. Other areas have limited access to shade-giving canopies, as trees are either sparse or located within private spaces such as courtyards and inner patios of residential buildings. The diagram (Figure 2.6) illustrates the overall canopy distribution across the entire Plan Area. Key intersections with accent species such as Crape Myrtle are identified and labeled as number 1 through 5, representing nodes that contribute to the overall streetscape experience.

FIGURE 2.4 - EXISTING STREET FURNISHINGS (LIGHTING, SEATING, AND OTHERS)

11.a
April 28, 2025 Packet Pg. 541
Existing Traffic Network and Street Character 47
Chinese Pistache Chinese Evergreen Elm Brisbane Box Crape Myrtle FIGURE 2.6 - EXISTING STREET TREES
FIGURE 2.5 - COMMON STREET TREES IN THE PLAN AREA

11.a
April 28, 2025 Packet Pg. 542
48 San Carlos Downtown Streetscape Master Plan

LAUREL STREET
600, 700, 800 blocks of Laurel Street
Laurel Street serves as a key downtown hub, balancing both pedestrian activity and vehicle movement, while supporting vibrant street life with its mix of land uses and design features strengthening its importance as a central axis for movement, commerce, and social activity in downtown San Carlos.

FIGURE 2.7 - EXISTING STREET CONDITION: LAUREL STREET 600, 700, AND 800 BLOCKS (LOOKING NORTH)

11.a
April 28, 2025 Packet Pg. 543
Existing Traffic Network and Street Character 49
Existing Mobility Conditions:
◆ Land Use: The 600, 700 and 800 block of Laurel Street is lined with active ground floor uses including retail shops and restaurants.
◆ Dimensions: The street spans 50 feet curb-to-curb within a 60- foot right-of-way and an additional 5-foot setback on either side, making a total dimension of 70-feet building face to building face. ◆ Travel Lanes: Two 12-foot-wide vehicle lanes provide efficient traffic flow through the downtown core.
◆ Sidewalks: 9.5-foot-wide sidewalks on both sides of the street. ◆ Parklets/Parking Zones: The 13-foot-wide spaces flanking the sidewalks are dedicated to parklets or parking, enhancing flexibility for both vehicle access and outdoor seating.

Existing Public Realm Conditions:
◆ Existing street tree planting: The downtown core segment of Laurel Street has a formal planting of street trees along both sides of the pedestrian walkways – predominantly Chinese elm and Tulip tree. The intersections at Cherry Street and Olive Street are planted with accent species of Crape Myrtle with red flowers. Street trees have been planted along Laurel Street, but the tree health is uneven most likely due to the soil conditions and space constraints. Any sidewalk widening will necessitate replacement and integration of healthy soils environment. ◆ Existing street furnishings: As shown in Figure 2.7, street furnishing is broken down into sub-categories of lighting fixtures, seating, and other ornamental elements. Vehicular and pedestrian lighting in this area typically adopt a neo-classic style with arched horizontal poles and tear-drop-shaped light fixtures. Some of them have city banners installed. Seating is generally distributed close to the public open spaces such as the proposed new plaza on the 600 block of Laurel Street, Harrington Park on the 700 block of Laurel Street, and near the Bianchini’s Market parking lot at 800 block of Laurel Street. In terms of materiality, benches

11.a
April 28, 2025 Packet Pg. 544
50 San Carlos Downtown Streetscape Master Plan

MID-LAUREL & SOLA
South Laurel Street
The segment of Laurel Street between Arroyo Avenue and Brittan Avenue is referred to as Mid Laurel in this Plan, while the segment south of Brittan Avenue and Greenwood Avenue is commonly known as South Laurel (SoLa).

FIGURE 2.8 - EXISTING STREET CONDITION: MID-LAUREL STREET, 1000 BLOCK (LOOKING NORTH)

11.a
April 28, 2025 Packet Pg. 545
Existing Traffic Network and Street Character 51
Existing Mobility Conditions:
◆ Land Use: This segment of Laurel Street is lined with office/ commercial use, single family homes as well as multi-family residences and a few restaurants.
◆ Dimensions: The street spans 45 feet curb-to-curb within a 65- 70 (varies) feet building face to building face.
◆ Travel Lanes: Two 11-foot-wide vehicle lanes
◆ Sidewalks: 10-foot-wide sidewalks on both sides of the street ◆ Parklets/Parking Zones:15-foot-wide diagonal parking spaces along the sidewalks for parklets or parking on the east side and 8-foot wide parallel parking spaces on the west side of the Street.

Existing Public Realm Conditions:
◆ Existing Street tree planting: The Mid-Laurel and SoLa segments exhibit a shift in the density of shade-giving trees as well as their alignment. Specifically, the trees are smaller in size and more sparsely planted along the pedestrian walkway.

The distribution is more irregular and informal. The major green spaces are typically found as landscape frontages for those private residential or commercial properties and there is not much cohesion in color and texture observed. Tree species are predominantly varieties of Ash and Chinese Elm.
◆ Existing Street Furnishings: Similar to the street tree planting, this portion of Laurel Street exhibits a significant reduction in all furnishings due to the smaller-scale neighborhood characteristics of the streetscape. The lighting fixtures are concentrated around the intersections at Morse Blvd. and Brittan Ave, which are the busier crossing points of both pedestrian and vehicular traffic to ensure more safety and visibility.

11.a
April 28, 2025 Packet Pg. 546
52 San Carlos Downtown Streetscape Master Plan

SAN CARLOS AVENUE
San Carlos Avenue serves as a vital gateway to Downtown San Carlos, connecting pedestrians, transit users, and vehicles to the heart of the city. The 1100 and 1200 blocks of San Carlos Avenue fall within the Plan Area, contributing to the corridor’s active urban fabric, balancing vehicular and pedestrian access.

FIGURE 2.9 - EXISTING STREET CONDITION: SAN CARLOS AVENUE (LOOKING EAST)

11.a
April 28, 2025 Packet Pg. 547
Existing Traffic Network and Street Character 53
Existing Mobility Conditions:
◆ Land Use: The south side of San Carlos Avenue is more vibrant, featuring restaurants with outdoor dining, while the north side presents a calmer atmosphere with mixed-use buildings, retail spaces, and a few restaurants.
◆ Dimensions: The San Carlos Avenue spans 99 feet in total rightof-way, with a curb-to-curb distance of 80 feet. ◆ Travel Lanes: San Carlos Avenue accommodates four 11-footwide travel lanes, ensuring smooth traffic flow. A 10-foot-wide landscaped median runs down the center, featuring Crape Myrtle trees and a gateway monument at its intersection with El Camino Real.
◆ Sidewalks: Two 11-foot-wide sidewalks on each side of the avenue support pedestrian movement and outdoor activities. ◆ Parking/Parklets: Adjacent to each sidewalk, there are 13-footwide zones designated for parking or parklets, enhancing flexibility for both vehicles and street-side amenities.

Existing Public Realm Conditions:
◆ Existing Street Tree Planting: The existing planting along San Carlos Avenue consists of large sidewalk trees along pedestrian walking strips and several flowering trees at the median that add accent and color to the corridor. Street tree species predominantly consist of Chinese elm, Mediterranean Hackberry and Tulip tree. ◆ Existing Street Furnishings: The street is generally furnished with pedestrian lighting fixtures on both sides of the walkway the traffic median. Like Laurel Street, the style of lighting poles is neo-classical with arched horizontal poles and tear-drop-shaped light bulbs. City banners are installed only on the poles placed in the medians. Public seating options are limited.

11.a
April 28, 2025 Packet Pg. 548
54 San Carlos Downtown Streetscape Master Plan

EL CAMINO REAL
El Camino Real plays a vital role as a regional connector, running north-south through San Carlos and linking the city to neighboring Peninsula communities. This major arterial provides direct access to key Interstates and State Routes, facilitating movement to and from the northern, southern, and East Bay regions.

FIGURE 2.10 - EXISTING STREET CONDITION: EL CAMINO REAL (LOOKING NORTH)
Since 2012, communities along El Camino Real (State Route 82) have participated in the Grand Boulevard Initiative (GBI) to transform the roadway into a vibrant, people-friendly place and street. Numerous studies and plans have been designed to give cities, counties and other agencies a path forward to upgrade land uses, public services and infrastructure; and, well-managed higher density development.

In 2024, the GBI reached a crossroads and will refocus its efforts on mobility along the corridor. Today, there is a new approach for GBI, designed to assure its continued effectiveness in a changing environment.

11.a
April 28, 2025 Packet Pg. 549
Existing Traffic Network and Street Character 55
Existing Mobility Conditions:
◆ Land Use: El Camino Real features a mix of land uses, though most storefronts offer limited engagement with pedestrians compared to Laurel Street.
◆ Dimensions: The total width from curb to curb is 80-feet within a 100-feet right-of-way.
◆ Travel Lanes: The street has six 12-feet-wide travel lanes, contributing to a high-speed vehicular traffic environment.

Additionally, a 12-feet-wide median separates traffic flows and accommodates left turn pockets at intersections.
◆ Sidewalks: Narrow sidewalks, each 6-feet wide, run along both sides of the street.
◆ Parking: Adjacent to the sidewalks, 8-feet-wide parking lanes provide on-street parking.

Existing Public Realm Conditions:
◆ Existing Street Tree Planting: There are a few accent palm trees planted at Caltrain station plaza which provide a welcoming gesture to the downtown area. The formal planting scheme extends westward along San Carlos Avenue, where accent
flowering trees are planted in the medians. In several blocks south of the station, mature trees are present both in the medians and along the sidewalks. However, the corridor’s visual quality is diminished by the lack of consistent street tree plantings and a cohesive landscape design further down south. Street tree species are predominantly a mix of Japanese Zelkova, Brisbane box, Crape myrtle and Chinese Pistache.
◆ Existing Street Furnishings: There are vehicular and pedestrian lighting along the El Camino Real segment between San Carlos Avenue and Arroyo Avenue. South of Arroyo Avenue , El Camino Real is only furnished with vehicular lighting. In general, there is a lack of seating and shade which makes the environment more car-oriented and less inviting for pedestrians.

11.a
April 28, 2025 Packet Pg. 550
56 San Carlos Downtown Streetscape Master Plan

ARROYO AVENUE
Arroyo Avenue is an important east-west collector street, linking downtown with residential areas to the west and forming an important pedestrian and bicycle connection with the East Side Innovation District.

FIGURE 2.11 - EXISTING STREET CONDITION: ARROYO AVENUE (LOOKING EAST)

11.a
April 28, 2025 Packet Pg. 551
Existing Traffic Network and Street Character 57
Existing Mobility Conditions:
◆ Land Use: Transitions from a mix of uses in the Downtown Core to Neighborhood residential westward along Arroyo Avenue. ◆ Dimensions: The total width from curb to curb is 38-feet within a 50-feet right-of-way.
◆ Travel Lanes: The right-of-way along Arroyo Avenue varies throughout the Plan Area. On the west, it includes two 12-foot travel lanes, one in each direction. Towards the east, this shifts to two eastbound lanes and one westbound lane, all marked with Class III sharrows to support east-west bike connectivity, though dedicated bike lanes are not provided.
◆ Sidewalks: Narrow sidewalks, each 6-feet wide.
◆ Parking: Adjacent to the sidewalks towards west of the alley, 8-foot-wide parking lanes on both sides provide on-street parking.

Existing Public Realm Conditions:
◆ Existing Street Tree Planting: Lacking tree plantings for most of the downtown core segment, due to the existing narrow pedestrian walkways and parking configuration.
◆ Existing Street Furnishings: Public benches at the ArroyoLaurel intersection, but generally lacking street lighting and public amenities.

11.a
April 28, 2025 Packet Pg. 552
58 San Carlos Downtown Streetscape Master Plan

CHERRY STREET & OLIVE STREET
Olive Street and Cherry Street serve as key local streets facilitating east-west movement within downtown, though their connectivity beyond the immediate area to the west is limited. These streets also connect to the alleys, playing a vital role in supporting parking access and enhancing overall connectivity within the downtown core.

Existing Mobility Conditions:
◆ Land Use: Among mixed use downtown core land use zones characterized by pedestrian-oriented environment, and active ground-level storefronts.
◆ Dimensions: The total width from curb to curb is roughly 30-feet within a 46-feet right-of-way.
◆ Travel Lanes: Olive Street has two 11-feet-wide travel lanes, connecting El Camino Real to Elm Street. Cherry street also has two 11-feet-wide travel lanes, going further west from El Camino Real to Cedar Street.
◆ Sidewalks: Narrow sidewalks, each approx. 6-feet wide. ◆ Parking: Adjacent to the sidewalks which varies in width, 8-feetwide parking lane on either side of the streets for parallel parking.

Existing Public Realm Conditions:
◆ Existing Street Tree Planting: Lacks shade-giving trees for most of the downtown core area, due to the existing narrow pedestrian walkways and parking configuration.
◆ Existing Street Furnishings: Placemaking through benches and seating at the Laurel and Cherry Street intersection. There is not a uniform system of furnishing or lighting placement.

FIGURE 2.12 - EXISTING STREET CONDITION: OLIVE

STREET (LOOKING EAST)

11.a
April 28, 2025 Packet Pg. 553
Existing Traffic Network and Street Character 59

BRITTAN AVENUE
Brittan Avenue is an important arterial connecting the east side, downtown core, and western residential neighborhoods and providing access to Highway 101.

Existing Mobility Conditions:
◆ Land Use: Land use along Brittan Avenue transitions from higher density mixed use at El Camino Real to a lower density neighborhood mixed-use zone and eventually to single family residences towards the west.
◆ Dimensions: The curb-to-curb width is roughly 44 feet within a 56-foot right-of-way.
◆ Travel Lanes: For most of its length, Brittan Avenue consists of two 12-foot-wide travel lanes and a center turn lane. However, near El Camino Real, on the west side of the alleys, the configuration shifts to two travel lanes in each direction. ◆ Sidewalks: Narrow sidewalks, each 6 feet wide, run along both sides of the street.
◆ Parking: The segment of Brittan Avenue between Walnut Street and laurel street has on-street parking, although not for the entire length.

Existing Public Realm Conditions:
◆ Existing Street Tree Planting: Generally lacking shadegiving trees due to the existing narrow pedestrian walkway configuration.
◆ Existing Street Furnishings: Vehicular lighting on both sides of the street but lacking a uniform system of furnishings to enhance pedestrian and biker experience.

FIGURE 2.13 - EXISTING STREET CONDITION: BRITTAN

AVENUE (BETWEEN LAUREL STREET AND EL CAMINO

REAL LOOKING EAST)

11.a
April 28, 2025 Packet Pg. 554
60 San Carlos Downtown Streetscape Master Plan
ALLEYS
Alleys serve important functions including service entrances, trash receptacles, and public/private parking, with characteristics ranging from less-organized “back-of-house” uses to moderately organized spaces.

East of Laurel Street: Most alleys are underutilized, primarily functioning as parking lots and loading areas, with sparse or no tree planting, except for the segment connected to the backside of Harrington Park, which has a nice landscape edge to provide visual screening from the parking lot.

West of Laurel Street: The alley in the 600 block is highly activated, featuring unit pavers, wall sconces, benches, and decorative elements. Along the 700 block, most segments of the alley are semi-shaded.

As shown in Figure 2.15, the existing conditions are illustrated with photos, with locations of the primary and service entrances.

11.a
April 28, 2025 Packet Pg. 555
Existing Traffic Network and Street Character 61
FIGURE 2.14 - EXISTING ALLEY TYPOLOGY

11.a
April 28, 2025 Packet Pg. 556

11.a
April 28, 2025 Packet Pg. 557
03 PROPOSED

STREETSCAPE AND

PUBLIC SPACE
DESIGN

11.a
April 28, 2025 Packet Pg. 558

3.1 PROGRAMMING AND

DESIGN CONCEPTS
The thematic design strategy for the downtown public realm draws from both the cultural and ecological contexts of the Project Area, weaving these influences into the public realm design. Cultural references, including Native American history, Spanish colonial influence, and modern social movements, are integrated alongside ecological motifs inspired by the historic flow of Pulgas Creek and the region’s natural flora and fauna. The San Carlos History Museum, which is located on the 500 block of Laurel Street, further reinforces the cultural theme of the streetscape design. These influences converge at a symbolic confluence point, marked by the Centennial Plaza on the 700 block of Laurel Street, where the intersection of cultural narratives and environmental design creates a unified, vibrant public space that reflects the community’s rich heritage and natural landscape.

THREE DISTRICTS (DOWNTOWN CORE, MID

LAUREL, SOLA)
To establish a strong thematic framework for the public realm experience, two over-arching thematic “tributaries” are identified – cultural influences and ecological influences (see Figure 3.1). ◆ “Tributary” of Cultural Influence: The design strategy along the cultural-influence axis extends from the San Carlos Caltrain Station, continuing through San Carlos Avenue and Laurel Street.

This thematic approach incorporates a blend of historical and contemporary elements, symbolizing the evolution of the area’s cultural heritage. The design reflects a journey through Native American tribal history, Spanish colonial influence, and the modern-day celebration of social movements such as women’s empowerment and community identity. Murals, monuments, and other public art pieces along this axis embody these cultural narratives, creating a rich, layered experience that honors both the past and the present.
◆ “Tributary” of Ecological Influence: Inspired by the natural flow of Pulgas Creek, the ecological-influence axis begins at the day-lit stream channel near the bike-pedestrian underpass and extends toward Arroyo Avenue and Laurel Street. The design incorporates motifs and elements that pay homage to the local environment, from flora-themed street features to fauna-inspired installations. As this axis progresses toward the confluence at the Centennial Plaza on the 700 block of Laurel Street, the design intensifies, highlighting the interconnection between the natural landscape and urban form. The strategy integrates sustainability and ecology, fostering a deeper connection between the community and its natural surroundings.

The Project Area is further sub-divided into three major districts :

Downtown Core, Mid Laurel, and SoLa as described earlier in the Vision and Guiding Principles section (see Figure 1.3) Each district has its own design palette and programming strategies. Together, these districts seamlessly transition into one another, shaping the downtown streetscape into a unified experience that brings the community closer to its history, ecology, and future vision. ◆ Downtown core: The downtown core is on Laurel Street
between San Carlos Avenue and Arroyo Avenue. It is not only the social heart of San Carlos but also the focal point for celebration of San Carlos’ unique cultural assets and community 6464 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 559
identity. The cultural elements range from historical architectural elements to more contemporary monuments, art, and
interpretive elements all reflecting themes from the influences of Native American tribes to Spanish colonialism to the modernday social movements that celebrate equity and diversity. ◆ Mid Laurel: The Mid-Laurel segment highlights the community’s natural heritage, referred to here as the “tributary of ecological influence.” Expanding northward from the historic Pulgas Creek near the bike-ped underpass at Arroyo Avenue, the ecological thematic influence extends northward to Arroyo Avenue
and westward to Laurel Street. Along this path, ecological elements—ranging from native plantings, flora-themed motifs to fauna-inspired installations in street furnishing and materiality details—lead to the confluence point at the Centennial Plaza in the 700 block of Laurel Street and Harrington Park. This integration of natural themes offers a unique opportunity for placemaking.
◆ SoLa: The SoLa district south of Brittan Avenue extends the ecological theme southward. As discussed in the next section, this segment of Laurel Street together with the Mid-Laurel Street section (Arroyo Avenue to Brittan Avenue) makes up the Parkway Street character portion of downtown, a greener, more natural counterpoint to the more formal Promenade character north of Arroyo Avenue.

FIGURE 3.1 - THEMATIC DESIGN STRATEGY
Proposed Streetscape and Public Space Design 65

11.a
April 28, 2025 Packet Pg. 560

STREET CHARACTER AND TYPOLOGY
The San Carlos Downtown Streetscape Master Plan consists of six main street character types for the key streets and intersections.

These are described as follows:
◆ Grand Boulevard (El Camino Real): Accommodates multimodal transportation and a comfortable environment for the public realm, in alignment with the Grand Boulevard Initiative’s Vision.
◆ Civic: Accommodates multi-modal transportation, portrays a welcoming gateway to the downtown and provides a comfortable environment for public realm with wayfinding network and street amenities. This character is proposed for the 1100 and 1200 blocks of San Carlos Avenue, as well as Cherry Street, both leading to the Civic Center..
◆ Pedestrian Promenade: This street typology sets the tone for the image and identity of downtown San Carlos. It houses the pedestrian priority zones on the 600, 700 and 800-blocks of Laurel Street, and expresses a blend of cultural and ecological influences. It accommodates curbless street design with pedestrian priority and is integrated with active plazas, and programs including dining, seating, temporary events, public art, and green infrastructure.
◆ Pedestrian + Bicycle (cross-streets): Clear /safe space balancing mobility modes and prioritizing pedestrians and bikes with additional pick up / drop off spaces to access Laurel Street. ◆ Parkway: Accommodates green spaces and canopy cover,
promote green infrastructure, and dynamic/active intersections.

Setbacks characteristic of these south of Arroyo blocks are utilized for additional greening and patio spaces lending a distinct character to the Mid Laurel and SoLa districts.
◆ Plaza: Flexible and programmable public spaces (one in each of the three blocks in the downtown core – 600, 700 & 800 blocks of Laurel) for outdoor dining, seating, and events, mixed usage as generous sidewalk areas for retail displays, outdoor dining, and as street amenity zones with seating, public art and green infrastructure.

Together, these street characteristic types inform the materials palette, planting and furnishing strategies for streetscape design in the project area, echoing the city’s vision to create “a vibrant, pedestrian-friendly, safe, charming, futuristic and accessible destination for the community and strongly expresses its unique culture and heritage.”
666 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 561
FIGURE 3.2 - PROPOSED STREET CHARACTER TYPOLOGY
Proposed Streetscape and Public Space Design 67

11.a
April 28, 2025 Packet Pg. 562

3.2 BALANCING THE

TRANSPORTATION NETWORK
Street character reflects a broad range of functions, including the hierarchy of streets, evolving mobility patterns, and both current and future connectivity needs. In Downtown San Carlos, this is especially evident following the pedestrianization of the 700 block of Laurel Street, a change that has impacted traffic flows within the downtown and surrounding areas and how people access the area. As part of evaluating the proposed street redesigns, it was crucial to understand all modes of travel throughout the Project Area to ensure a cohesive and functional network.

An analysis of current traffic circulation patterns was conducted utilizing both quantitative traffic data and considered insights from key stakeholders, including the San Carlos Public Works Department and community members. Additionally, assumptions outlined in the City’s Pedestrian and Bicycle Master Plan guided the configuration of modal distribution across the public right-of-way within the Project Area.

This comprehensive understanding of travel patterns informed the development of a multimodal transportation network that can adapt to changing demands and transportation choices. The network is designed to accommodate peak hour traffic flows as well as special events such as the Farmers’ market or the Art and Wine Faire, which often require temporary street closures in the downtown core. The flexibility built into the network ensures that the needs of pedestrians, cyclists, and vehicles are met while maintaining a fluid and efficient circulation system throughout the area.

As illustrated in Figure 3.3, the proposed traffic network designates El Camino Real as the regional major arterial roadway, with Brittan Avenue and the San Carlos Avenue-Elm Street-Holly Street link as minor arterial roadways that facilitates movement between San Carlos and the surrounding region. At the downtown level, Elm Street and Laurel Street serve as critical collectors, channeling local traffic into the downtown core and supporting community access. To strengthen east-west connectivity, the network incorporates the San Carlos Caltrain Station underpass and the Arroyo Avenue underpass (for pedestrian and bicycle access), and Brittan Avenue (for all modes) as key routes. Additionally, Cherry Street, Olive Street, and Morse Boulevard are identified as important local traffic corridors linking the downtown core with the broader San Carlos community to the west, ensuring a cohesive and well-connected circulation system across the city.

The 600 and 800 blocks of Laurel Street prioritize pedestrian movement while still allowing for controlled vehicular access to support local businesses and maintain connectivity to nearby alleys. These 6868 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 563
alleys play a crucial role in the overall traffic network, providing essential links for circulation and parking management. Their reconfiguration, as discussed in Chapter 2.2, emphasizes their importance in optimizing both parking efficiency and vehicular movement, ensuring that the pedestrian-friendly design of Laurel Street is balanced with the practical needs of traffic flow and business functions.

FIGURE 3.3 - PROPOSED TRAFFIC NETWORK
Proposed Streetscape and Public Space Design 69

11.a
April 28, 2025 Packet Pg. 564
To address peak traffic on Holly Street under future conditions, the plan included an option to convert parking lanes into reversible swing lanes during peak hours. This would allow parking lanes to function as travel lanes in one direction during the AM peak and the opposite direction during the PM peak, improving traffic flow while preserving parking during off-peak hours. This strategy is similar to the existing commute-hour curbside lanes on east Holly Street. This option would only be implemented should future traffic patterns meet their need, as verified through monitoring of traffic volumes and operations. It would also require additional public engagement and a plan to manage enforcement of the new regulations. The swing lanes would help balance traffic that potentially is diverted from San Carlos Avenue as a result of changes to its profile. The need for the swing lanes may not appear, however, until a fair amount of additional traffic growth also occurs, whether associated with the Downtown Specific Plan, build out of the City’s General Plan, or just general traffic growth in the region. Thus, the swing lanes should be considered as one of the strategies to address future changes in traffic on Holly Street at such times if and when they occur.

Through the process of analyzing circulation patterns, the strong desire to better connect Brittan Avenue between its east side and Downtown San Carlos also emerged. There is a need to provide upgraded and safer pedestrian and bicyclist facilities to serve the residents west of downtown, the Downtown businesses, the commercial corridor of El Camino Real, and the growth projected in east San Carlos. As such, Brittan Avenue east of El Camino Real should be studied in combination with the East Side Innovation District Vision Plan’s recommendations to ensure that future improvements are consistent with the broader goals of the area.

Additionally, the study should also assess how proposed changes integrate with the existing Bicycle and Pedestrian Master Plan, which promotes safe and efficient routes for cyclists and pedestrians.

Improvements to pedestrian and bicycle infrastructure on Brittan Avenue should also be consistent with San Carlos’ Transportation Demand Management goals aimed at reducing single occupant vehicle trips, while also improving connectivity between these areas.

To determine the effects of these network level recommendations on traffic and circulation within the downtown area, the project team reviewed the existing circulation plan and travel patterns throughout the downtown. A total of 30 intersections were included in the study.

The objectives of the traffic study were to determine:
◆ Traffic conditions in current street configuration (i.e. if the City does not redesign any streets)
◆ Redesign of streets and their effects on traffic over the long term (i.e. over the next 20 years, by 2045)
7070 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 565
TABLE 3.1

SUMMARY OF BUILD-OUT PROJECTIONS IN THE PROJECT AREA
DURING THE PLAN HORIZON (2025-2045)

LAND USE
TOTAL

EXISTING
AREA
(SQ. FT.)
TOTAL NO. OF
EXISTING RES.

UNITS
(CUMULATIVE OF

PARCELS NOT LIKELY

TO REDEVELOP)

NET NEW AREA
IN 20 YEARS
(SQ. FT.)

TOTAL AREA
IN 20 YEARS
(SQ. FT.)

NOTES &

ASSUMPTIONS
2045

PROJECTIONS
Office 262,067 N/A 163,702 425,769
Total existing office square
footage excludes 152,656
sq. ft/ of SamTrans
building, assuming
impending redevelopment
of those parcels into a
mixed-use development,
which could include a
small office integrated with
residential.

Existing res. Units number
includes built units, units
under construction, and
approved units.

The build-out analysis
projects about the same
number of residential units
(757) over two cycles of
Housing Element Update
- 6th cycle (2023-31) +
7th cycle (2032-2040)
+ development over
additional 5 years (through
2045)
212884.733
General Commercial 356,340 N/A 92,721 449,061 224530.719 Restaurant 154,891 N/A 60,445 215,336 107668.0786
Hotel 13,993 N/A 103,951 117,944 58971.95
Residential
(# of units) 557 475 1,647 2,122 1061
Proposed Streetscape and Public Space Design 71

11.a
April 28, 2025 Packet Pg. 566
In addition, a brief near-term analysis (i.e., over the next five years, by 2030) was conducted to provide a window into the future prior to the full buildout of the Downtown Specific Plan. The traffic study showed that there are different times and directions when congestion occurs during the day. This is typical of suburban commute areas, with traffic heading towards US 101 during the morning peak period and returning to residences during the evening peak period. In San Carlos, El Camino Real also acts as a bypass for US 101 when it is congested, so there are segments of El Camino Real with heavy travel in both directions during peak commute hours. The identified locations that have higher levels of delay and queues on El Camino Real are its intersections with Holly Street, San Carlos Avenue and Brittan Avenue. These three locations are the primary access points to downtown San Carlos and experience higher delays and back-ups than the other 27 study intersections (located between El Camino Real and Elm Street, and between Holly Street and Brittan Avenue).

The key takeaways of the traffic study include:
◆ Traffic adapts to changes in the network. For example, the closure of the 700 block of Laurel Street has led to changes in how traffic is routed and where people park but has not resulted in circulation or parking deficiencies.
◆ Near-term traffic forecast shows little change, even with road diets on San Carlos Ave and El Camino Real.
◆ San Carlos will gain improved connections between downtown, Caltrain and the City’s East Side, with wider sidewalks and bike facilities. This, in turn, will lead to increased pedestrian and bicyclist activity.
◆ The long-term traffic forecast shows slower traffic and queues due to local and regional growth, even without the Downtown Specific Plan or the proposed road diets, with a few individual locations operating below the City’s level of service (LOS) standards (LOS D, up to 55 seconds of average delay per vehicle), but with the network overall still operating at a manageable level. ◆ Downtown Specific Plan growth will incrementally add to the travel times and queues.
◆ Transportation Demand Management (TDM) programs will lead to increases in transit, walking and bicycling and lessen the effects of increased traffic.

This assessment, along with recommendations to balance the traffic network and align with the street character strategies, contributed significantly to the development of the public realm design. It guided the right-of-way design for each street within the Project Area. The resulting street designs are detailed in the next section. 7272 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 567
Proposed Streetscape and Public Space Design 73

11.a
April 28, 2025 Packet Pg. 568

3.3 DOWNTOWN CORE –

PUBLIC REALM DESIGN
The public realm design strategy for the Downtown core introduces plazas on the 600, 700, and 800 blocks of Laurel Street, each with its own distinct character yet unified by consistent design principles.

When all three blocks are closed to traffic for major events, they form a cohesive, dynamic environment conducive to community activities. These spaces are seamlessly connected by a well-defined Laurel Street and the street typology, enhancing accessibility and fostering connectivity. The development of street typology defines the downtown streets, establishing their character, hierarchy, and the strategy to balance the traffic network. In this section, the detailed design of each street type is presented.

As illustrated in Figure 3.4 below, the downtown core comprises streets with diverse characteristics and varying traffic circulation demands. San Carlos Avenue serves as the primary gateway to the downtown area, connecting it to the San Carlos Caltrain Station, while the pedestrianized 700 block of Laurel Street, along with Harrington Park, is treated as the central hub of the downtown. The following sections provide a detailed breakdown of each street, emphasizing their specific design elements and how they cater to pedestrian, bicycle, transit, and vehicular needs.

New Plaza at
600 Block
LAUREL ST.
7474 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 569
0 100 200 300 ft
FIGURE 3.4 - DOWNTOWN CORE ILLUSTRATIVE PLAN
Centennial Plaza
at 700 Block
Harrington
Park
Special Pavers
at 800 Block
Bianchini’s
Parking Lot
Proposed Streetscape and Public Space Design 75

11.a
April 28, 2025 Packet Pg. 570
SAN CARLOS AVE – “THE GATEWAY”

TO DOWNTOWN
The design of San Carlos Avenue follows the Civic Character and establishes it as the “gateway” to downtown San Carlos, beginning at the intersection of El Camino Real and extending through the 1100 and 1200 blocks. As part of the Bicycle and Pedestrian Master Plan, the Avenue’s cross-section promotes multimodal access while ensuring efficient vehicular traffic. It includes one travel lane in each direction, supported by a dedicated turn lane. Key design features like protected bike lanes, widened sidewalks, and in-lane bus stops create a comprehensive multimodal experience along the avenue.

Key Design Features:
◆ Dimensions: Building face-to-building face width: 99 feet, and curb-to-curb width: 59 feet
◆ Travel Lanes: One 11-foot lane in each direction, with a center 13-feet turn lane to facilitate smoother vehicle movements and reduce congestion.
◆ Widened Sidewalks: The sidewalks on both sides are expanded to 20-feet, accommodating higher foot traffic and enhancing the walkability of the downtown area as well as creating ample space for outdoor dining and commercial displays. The pedestrian strip ensures a comfortable and safe 15-foot circulation zone for pedestrians, enhanced by varying building setbacks.
◆ Sidewalk Activation: Active land uses on both sides of San Carlos Avenue allow for ground-floor activities to spill over onto the sidewalks, maintaining vibrancy and enhancing the pedestrian experience with engaging storefronts and public interaction. ◆ Protected Bike Lanes: Each direction includes a 5-feet-wide dedicated bike lane, separated from vehicular traffic by a 3-feet buffer as painted road striping for cyclist safety. This feature encourages active transportation and aligns with the city’s goal of promoting a cyclist-friendly environment.
◆ Multi-Use Curb Lane: A lane along the north side of San Carlos Avenue is preserved as a multi-use curb space, accommodating parking, deliveries, pick-up/drop-off zones, and micromobility hubs, ensuring flexibility.
◆ Retractable Bollards: Retractable bollards will be incorporated to the entry point from San Carlos Avenue into Laurel Street to accommodate seasonal street closures for community events, such as the Farmers’ market and Art & Wine Faire.
◆ Public Transit Integration: The Avenue incorporates in-lane bus stops, seamlessly blending with vehicular traffic and providing easy access to the San Carlos Station.
◆ Gateway Features: The design of San Carlos Avenue celebrates the entrance into downtown San Carlos by incorporating elements such as natural sandstone seat walls, large-scale pavers, a new gateway monument , and classical streetlights with city banners to create a distinct sense of arrival. The design also draws on existing streetscape materials, blending colors and textures to maintain visual continuity with the surrounding urban environment.

These elements together provide both functionality and a vibrant pedestrian experience, reinforcing the Civic Character of the street.
◆ Materiality: Section 3.6 further details the material palette for San Carlos Avenue.
7676 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 571
FIGURE 3.5 - PROPOSED STREET SECTION - SAN CARLOS AVENUE (LOOKING EAST, FACING THE CALTRAIN)
Proposed Streetscape and Public Space Design 77

11.a
April 28, 2025 Packet Pg. 572

LAUREL STREET
The 600, 700, and 800 blocks of Laurel Street form the central spine of the downtown core. Among these, the 600 and 800 blocks prioritize pedestrian access while still permitting controlled traffic flow and parking, whereas the full span of the 700 block is transformed into a dedicated pedestrian plaza. The design for these three blocks follows the Pedestrian Promenade Character informed strategy. It aims to create a cohesive visual experience and ensure harmony in pedestrian movement. This approach integrates emergency vehicle access through a carefully planned, sinuous promenade while carving out pockets for public spaces, groves, and flexible programming areas. The result is a seamless blend of function and aesthetics, supporting both active public use and sustainable urban design. The following paragraphs explain the design strategy for these blocks of Laurel Street.
700 BLOCK OF LAUREL STREET AND

HARRINGTON PARK
The streetscape layout of the 700 block, as illustrated in Figure 3.6 features a wide, meandering central pedestrian promenade that flows side to side through groves of flowering trees and rain gardens.

This design enhances the pedestrian experience without curbs to create a seamless transition between walkways and public spaces, while still maintaining sufficient cross-section width to accommodate emergency fire access.

The 700 block of Laurel Street also serves as the confluence point of cultural and ecological influences—cultural elements descend from the north via San Carlos Avenue, while ecological features come from the south along Arroyo Avenue (Figure 3.1 in Chapter 3.1). Special elements such as animal play sculptures, murals, and native planting palettes are integrated to the streetscape design to further enrich the downtown experience.

The main streetscape elements are categorized into two types— permanent and temporary—each of which is detailed further below.

This dual approach ensures flexibility and adaptability in the space while maintaining a vibrant, cohesive environment.
7878 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 573
FIGURE 3.6 - 700 BLOCK & HARRINGTON PARK

ILLUSTRATIVE PLAN
Proposed Streetscape and Public Space Design 79

11.a
April 28, 2025 Packet Pg. 574
Permanent elements within the area are:
◆ Entry Plazas (Cherry St and Olive St Intersections): Along Laurel Street, entry plazas at the intersections of Cherry Street and Olive Street are designed as welcoming gateways to the 700 block pedestrian promenade. These plazas are planted with Golden Raintree featuring yellow flowers or Crape Myrtle trees featuring pink flowers, that provide shade and add visual interest to mark the entry points. Bike racks with additional space for expansion are included to offer convenient spaces for dismounting scooters, skateboards, and bikes before entering the pedestrian zone, enhancing the pedestrian-only experience within the promenade.
◆ Centennial Plaza and Harrington Park Event Space: The Centennial Plaza, adjacent to Harrington Park, serves as a versatile event space, featuring a pavilion with medium-sized stage performances during festivals and public events. Outside of event use, the pavilion functions as a shaded gathering area with movable furniture, providing flexible seating for everyday public use. A shallow water channel could flow across the Centennial Plaza, encircling the stage, creating a dynamic and tranquil water feature. The plaza also includes ADA-compliant, gender-neutral restrooms that are publicly accessible, with an adjacent storage area for festival and event furnishings and equipment.
◆ Groves and Rain Garden Pockets: Throughout the 700
block of Laurel Street, pockets of groves and rain gardens are integrated into the design, offering green infrastructure to address urban runoff, while providing enhanced shade and habitat benefits. These green spaces serve not only environmental functions but also create passive recreation opportunities, with sculptural benches surrounding some raised planters to offer informal seating areas for visitors to relax and enjoy the surroundings.
◆ Retractable Bollards: Retractable bollards will be installed at the intersections of Laurel Street with Cherry Street, and Olive Street to accommodate seasonal street closures for community events, such as the Farmers’ market and Art & Wine Faire.
8080 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 575
FIGURE 3.7 - PROPOSED STREET SECTION – 700 BLOCK

OF LAUREL STREET (LOOKING SOUTH)
Proposed Streetscape and Public Space Design 81

11.a
April 28, 2025 Packet Pg. 576
Temporary Elements within the Area:

Outdoor Dining Strips: The pedestrian promenade features 8-feet-wide outdoor dining strips adjacent to the building faces. This space creates flexible spaces for local restaurants and cafes to extend their seating into the public realm, enhancing the vibrancy of the promenade and encouraging social interaction.

FIGURE 3.8 - CENTENNIAL PLAZA
A Centennial Plaza features a main gathering area with a multi-use pavilion facing the plaza and Harrington Park, plus a water feature across the plaza from the pavilion.
8282 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 577
Seasonal Public Art Displays: The area can host a rotating display of public art, featuring works by local artists and sculptors.

These temporary installations offer interactive educational opportunities and contribute to placemaking by reflecting community identity and fostering cultural engagement.

FIGURE 3.9 - 700 BLOCK OF LAUREL STREET
A distinctive design language is established in the 700 block of Laurel Street, that can be extended into the 600 and 800 blocks on certain design elements unifying them as an integrated experience.

Proposed Streetscape and Public Space Design 83

11.a
April 28, 2025 Packet Pg. 578
600 & 800 BLOCKS OF LAUREL STREET AND

NEW PLAZA
The design concept of the 700 block extends into the 600 and 800 blocks of Laurel Street, creating a continuous look and feel throughout the downtown core. In business-as-usual conditions, the curbless streets of the 600 and 800 blocks will be shared by pedestrians, cyclists, and vehicles, with central travel lanes reduced to 11-feet in each direction from the original 12-feet, allowing for a more pedestrian-friendly environment. The streets will retain a thematic variation, with the 600 block of Laurel Street emphasizing cultural elements (i.e. historical or cultural murals, Spanish-colonial architectural style and colors), and the 800 block of Laurel Street focusing on ecological themes (i.e. animal play sculptures, fountain features inspired by local landscape and geology, native planting in the bioretention areas). Both blocks feature a mix of permanent and temporary streetscape elements, ensuring flexibility and adaptability in the space while maintaining a vibrant, cohesive environment.

FIGURE 3.10 - 600 BLOCK OF LAUREL STREET

ILLUSTRATIVE PLAN
New
Plaza
8484 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 579
FIGURE 3.11 - 800 BLOCK OF LAUREL STREET

ILLUSTRATIVE PLAN
Bianchini’s
Parking Lot
Proposed Streetscape and Public Space Design 85

11.a
April 28, 2025 Packet Pg. 580
FIGURE 3.12 - PROPOSED STREET SECTION – 600 & 800 BLOCKS

OF LAUREL STREET, BUSINESS AS USUAL (LOOKING SOUTH)
8686 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 581
FIGURE 3.13 - PROPOSED STREET SECTION – 600 & 800 BLOCKS OF LAUREL STREET, FARMERS’ MARKET SCENARIO (LOOKING SOUTH) Proposed Streetscape and Public Space Design 87

11.a
April 28, 2025 Packet Pg. 582
Permanent Elements:

ENTRY PLAZAS:

The intersections in these blocks will have
entry plazas planted with accent trees, such
as Golden Raintree or Crape Myrtles, to
provide shade and add visual interest. These
plazas also feature bike racks with space for
expansion in the future, for convenient bike
dismounting before entering the pedestrian
zone.

WHEELER PLAZA (600 BLOCK):

The 600 block of Laurel Street will feature
a public plaza, a large event space with a
pavilion and stage for performances during
festivals. The plaza will be paved with distinct
materials that extend into the street to create
an inviting and cohesive social space. Fixed
seating, along with movable tables and
chairs, will be provided to support various
outdoor activities. The plaza will also include
ADA-compliant, gender-neutral restrooms
located near the stage, with a storage space
at the rear for storing furnishings and event
equipment.

FIGURE 3.14 - LAUREL STREET AXONOMETRIC (SECTION CUT
AT 800 BLOCK OF LAUREL STREET)
888 San Carlos Downtown Streetscape Master Plan

11.a
April 28, 2025 Packet Pg. 583
GROVES AND RAIN GARDENS (600
AND 800 BLOCKS):

Both blocks will incorporate groves and
rain gardens (see figure 3.14, Rain Garden
annotation), which offer green infrastructure
solutions for urban runoff management
while providing shade and habitat benefits.

Sculptural benches around some of the
raingarden edges will serve as passive
recreational spaces, encouraging visitors to
pause and enjoy the landscape and street life.

BOLLARDS:

Retractable hydraulic bollards will be
installed at the intersections of Laurel
Street with San Carlos Avenue, Olive Street
and Arroyo Avenue to facilitate seasonal
street closures for community events, such
as the Farmers’ market and Art & Wine
Faire. These bollards will provide a flexible
and efficient means of managing vehicular
access while enhancing the pedestrianoriented experience during special events.

Removable bollards can be installed
between the tree strip and vehicular travel
lanes (see Figure 3.16) for additional traffic
separation.

FIGURE 3.15 - 600 & 800 BLOCK LAYOUT (DINING ARRANGEMENT STUDY –

BUSINESS-AS-USUAL)
FIGURE 3.16 - 600 & 800 BLOCK LAYOUT (DINING ARRANGEMENT STUDY – FARMERS’ MARKET SCENARIO)
Proposed Streetscape and Public Space Design 89

11.a
April 28, 2025 Packet Pg. 584
◆ Pedestrian experience on Laurel – Laurel Street has active edges on either side adding vibrancy and vitality to the street life. To create a holistic envelope of the public right-of-way and the building edges, the following urban design strategies are put forth:
1) The awnings and signage: 8-feet deep awnings will provide shade for a more comfortable outdoor dining experience, while also maintaining a visual continuity and accommodating signage 2) The street level experience: The pedestrian zone will have a 7 -feet wide pedestrian zone (6-foot wide sidewalk and 1-foot wide utility strip) and 8-foot wide dining strip with their respective, coherent paving materials to create a strong visual experience and ensuring harmony in pedestrian movement.
3) Spaces for rest and gathering: While accommodating vehicle access with 11-foot wide travel lane in both directions, the pathways will have pockets of sinuous grove areas with seating for people to pause and relax.

San Carlos City CouncilApril 28, 2025

San Carlos City Council
April 28, 2025